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HomeMy WebLinkAboutMiscellaneous - 575 OSGOOD STREET 4/30/2018 (3) rh 575 OSGOOD ST. �. -- - o/ u - o 3 . AVar ❑SP ❑ Finding ❑40D APP}icvtion filed Hearing due on:q L I Decision due on: Town of North Andover ZONING BOARD OF APPEALS Albert P.Manzi I11,Esq.Chairman Ellen P.McIntyre,Vice-Chairman D.Paul Koch Jr,Esq.Clerk 2016 OEC2 �,3 AN 9. 37 Doug I,udgin Allan Cuscia 7. Associate!1'lemherr DeneyI'dorganthai Nathan Weinreich r 4 rllexandria Jacobs,Esq. Town Clerk Time Stamp C�rre e e Any appeal shall be filed within(20) Notice of Decision days after the date of filing of this Year 2016 notice in the office of the Town Clerk, per Mass. Gen.L. ch.40A, §17 Property at:Pond Pasture @ Rear of 575 Osgood Street(Map 36, - -- Parcel 002),North Andover,MA 01845 in the R-I Zoning District.- NAME Pond Pasture LLC HEARING(S): September 13,2016,October 11, 2016,November 01,2016&December 13,2016 ADDRESS:Pond Pasture @ Rear of 575 Osgood PETITION: 2016-013 Street The North Andover Board of Appeals held a public hearing at The Town Hall, at 120 Main Street,North Andover, MA on Tuesday, December 13, 2016 at 7:30 PM on the application of Pond Pasture LLC , for property.located at Pond Pasture @ Rear of 575 Osgood Street(Map 36,Parcel 002),North Andover,MA 01845. The Petitioner is requesting dimensional variance for the Construction of a new permanent structure in the R-1 Zoning District, pursuant to Sections 4.136 and 4.136.C.ii.3. A Variance is requested pursuant to Sections 4.136 (Watershed Protection Division), 3 (Uses and Building Requirements), c.ii.3 (Non-Disturbance Buffer Zone), of the Zoning By-Laws of the Zoning Bylaw Legal notices were sent to all the certified abutters provided by the Town of North Andover,Assessors Office, and were published in the Eagle-Tribune, a newspaper of general circulation in the Town of North Andover,on August 30th and September 06th 2016 The following regular yg members were present,Albert P.Manzi III,Ellen P.McIntyre,Paul Koch, and Doug Ludgin also present associate members,DenstAorganthal,Nathan Weinreich and Alexandria Jacobs. D.Paul Koch made a motion to Grant Variance'under Sections 4.136 and 4.136.C.ii.3 of the Zoning Bylaw in the R-1 Zoning District for a variance for Pond Pasture @ Rear of 575 Osgood Street(Map 36, Parcel 002), North Andover, MA 01845, for the Construction of a new permanent structure in the R-1 Zoning District, pursuant to Sections 4.136 and 4.136.C.ii.3. A Variance is requested pursuant to Sections 4.136 (Watershed Protection Division), 3 (Uses and Building Requirements), c.ii.3 (Non-Disturbance Buffer Zone), of the Zoning By-Laws of the Zoning Bylaw Ellen McIntyre second the motion to grant the Variances All those in favor of the Variances were,Ellen McIntyre,D.Paul Koch,Nathan Weinreich and Alexandria Jacobs 4-0 all in favor Chairman Albert Manzi III declared the Variance Approved. The Board finds that owing to circumstances relating to soil conditions, shape,or topography of the land or structures and especially affecting such land or structures but not affecting generally the zoning district in general,a literal enforcement of the provisions of the Bylaw will involve substantial hardship,financial or otherwise,to the petitioner(s)or applicant(s). The Board finds that desirable relief may be granted Pagel of 3 e without substantial detriment to the public good and without nullifying or substantially derogating from the intent of the purpose of this bylaw. The Board also finds that this use,as developed by the building& site plans, is an appropriate location for such a use and will not adversely affect the neighborhood.There will be no nuisance or serious hazard to ,vehicles or pedestrians,since there are provisions for the required off-street parking. Adequate and appropriate facilities will be provided to the proposed sifijLe family dwelling. The Board finds that the new single fan0home will not be substantially more detrimental to the neighborhood and that this use, is in harmony with the neighborhood and the general purpose and intent of this Bylaw. Site: Pond Pasture @Rear of 575 Osgood Street (Map 36, Parcel 002), North Andover, MA 01845. Petitioners, Pond Pasture LLC. Variance under Sections 4.136 and 4.136.C.ii.3 of the Zoning Bylaws in the R-1 Zoning District,for the Construction of a new permanent structure. Plan(s)Title: 1. Drawing set containing five(5)sheets,Prepared by SMRT Architects and Engineers,dated 08/18/2016 2. Drawing Set containing twenty six(26) sheets,prepared by SMRT Architects and Engineers, dated 10/25/2016 3. Existing Conditions Plan containing one(1) sheet,prepared by SMRT Architects and Engineers, dated 08/18/2016. 4. Storm Water Management Report,prepared by SMRT Architects and Engineers, dated 08/17/2016-10/31/2016 5. Relocated Easement Area containing One(1)sheet,prepared by SMRT Architects and Engineers, dated 09/30/2016 6. Lighting Options containing One(1) sheet, prepared by SMRT Architects and Engineers, dated 09/30/2016 7. Fire Apparatus Turning Study containing One(1) sheet, prepared by SMRT Architects and Engineers,dated 09/30/2016 8. Proposed Gravel Parking Area containing One(1) sheet, prepared by SMRT Architects and Engineers, dated 09/30/2016 9. Vacated Easement Area containing two(2) sheets,prepared by SMRT Architects and Engineers, dated 09/30/2016 10. Existing Conditions Plan containing One(1)sheet,prepared by SMRT Architects and Engineers,dated 09/30/2016 11. Proposed Site Plan containing Two(2) sheets,prepared by SMRT Architects and Engineers, dated 08/18/2016 & 10/14/2016Exterior Rendering Color Concepts containing One (1) sheet,prepared by SMRT Architects and Engineers,dated 10/04/2016 12. Town of North Andover Planning Board Decision—Site Plan Review Modification, dated 11/01/2016 13. Town of North Andover Planning Board Decision—Continuing Care Retirement Center(CCRC) Special Permit, dated 11/01/2016 14. Town of North Andover Planning Board Decision—Watershed Protection District Special Permit, dated 11/01/2016 15. Storm water Pollution Prevention Plan,Prepared by SMRT Architects and Engineers, dated 08/17/2016 16. Storm Water Review,prepared by Eggleston Environmental dated 09/08/2016, 10/12/2016 17. Division of Fisheries&Wildlife letter dated 08/24/2016 18. TEC Peer Review#3 dated 09/12/2016, 10/25/2016, 10/27/2016 Page 2 of 3 'n I Town of North Andover ZONING BOARD OF APPEALS Albert P.Manzi III,Esq.Chairman . Ellen P.McIntyre,1 rce-Charman u D.Paul Koch Jr,Esq.Clerk Doug Ludgin Allan Cuscia Associate Members Deney Morganthal Nathan Weinreich Alexandria Jacobs,Esq. Town Clerk Time Stamp 19. Town of North Andover Conservation Department Memo dated 10/18/2016 20. Conservation Restriction dated 10/18/2016 21. Easement Partial Termination&Relocation Agreement 22. Town of North Andover Planning Department Decision— Insubstantial Change dated 07/16/2014 Voting in favor: Ellen McIntyre,D.Paul Koch,Nathan Weinreich and Alexandria Jacobs Voting in the Negative: 0 Variance granted 4 in favor(Granted) The Board finds that the applicant has satisfied the provisions of Sections 4.136 and 4.136.C.ii.3,for Pond Pasture @ Rear of 575 Osgood Street(Map 36,Parcel 002),North Andover,MA 01845 of the Zoning Bylaw in order for Construction of a new permanent structure in the R-1 Zoning District,pursuant to Sections 4.136 and 4.136.C.ii.3.A Variance is requested pursuant to Sections 4.136(Watershed Protection Division), 3 (Uses and Building Requirements), c:i1.3.(Non-Disturbance Buffer Zone),of the Zoning By-Laws of the Zoning Bylaw. Notes: 1. This decision shall not be in effect until a copy of this decision is recorded at the Essex County Registry of Deeds,Northern District at the applicant's expense. 2. The granting of the Variance as requested by the applicant does not necessarily ensure the granting of a building permit as the applicant must abide by all applicable local,state,and federal building codes and regulations,prior to the issuance of a building permit as required by the Inspector of Buildings. 3. If the rights authorized by the variance are not exercised 1 year of the date of the grant,it shall lapse,and may be re-established only after notice,and a new hearing. Ngith Andover Zo ing Board of Appeals lbert P.Manzi III,Esq., Chairperson Ellen P.McIntyre, Vice Chairperson Paul Koch Nathan Weinreich Alexandria Jacobs Decision 2016-013 Page 3 of 3 Town of North Andover } P Zoning Board of Appeals �P� �Ty, : .3; 5 `tip 120 Main Street 49 q _ � e North Andover,MA.01845 :3 PITNEY BOWES 02 1P $ 000.465 00031 91 709 JAN 05 2017 MAILED FROM ZIP CODE 01 845 SFR Realty Trust C/o Pond Pasture LLC 0 Osgood Street_ North Andover MTxT - 015R TURN TO -:NDER .tiP9-T' DG'r..Tit -R A�9i E R'a fti DR.E C° v .� 11 L V L i d^t Li L Y9'V 1.:+l\L�.��� 'i 1 i N �Vis'i_� i r�ae_WAR11 i _ UTF GC: O(`S{452g 49993 p9 * 919{(s;; ZI-ie, !OZa15-05 --45 � L___ r 1 r Town of North Andover ZONING BOARD OF APPEALS :'llUcrY P.Manzi III,Esq.Chnirnran Ellen P.McIntyre,Tice-Chairman D.Paul Koch Jr,Esq.Clerk tS. Doug Ludgin h AllanCuscia Il iCT JAN, �� Associate Alemberr Deney Morganthal Nathan Weinrcich Alexandria Jacobs,Esq. Town Clerk Time Stamp Any appeal shall be filed within(20) Notice of Corrected Decision days after the date of filing of this Year 2016 notice in the office of the Town Clerk, per Mass. Gen. L. ch.40A, §17 _ Property at:Pond Pasture @ Rear of 575.Osgood Street (Map 36,Parcel 002),North Andover,MA 01845 in the R-1 Zoning District. NAME Pond Pasture LLC HEARING(S): September 13, 2016, October 11, 2016,November 01,2016&December 13,2016 ADDRESS: Pond Pasture @ Rear of 575 PETITION: 2016-013 Osgood Street The North Andover Board of Appeals held a public hearing at The Town Hall, at 120 Main Street,North Andover, MA on Tuesday, December 13, 2016 at 7:30 PM on the application of Pond Pasture LLC , for property located at Pond Pasture @ Rear of 575 Osgood Street(Map 36,Parcel 002),North Andover,MA 01845. The Petitioner is requesting dimensional variance for the Construction of a new permanent structure in the R-1 Zoning District, pursuant to Sections 4.136 and 4.136.C.ii.3. A Variance is requested pursuant to Sections 4.136 (Watershed Protection Division), 3 (Uses and Building Requirements), c.ii.3 (Non-Disturbance Buffer Zone), of the Zoning By-Laws of the Zoning Bylaw Legal notices were sent to all the certified abutters provided by the Town of North Andover,Assessors Office, and were published in the Eagle-Tribune, a newspaper of general circulation in the Town of North Andover, on August 30th and September 06`h 2016 The following regular voting members were present;Albert P.Manzi III,Ellen P.McIntyre,Paul Koch, and Doug Ludgin also present associate members,Deney Morganthal,Nathan Weinreich and Alexandria Jacobs. D.Paul Koch made a motion to Grant Variance under Sections 4.136 and 4.136.C.ii.3 of the Zoning Bylaw in the R-1 Zoning District for a variance for Pond Pasture @ Rear of 575 Osgood Street (Map 36, Parcel 002), North Andover, MA 01845, for the Construction of a new permanent structure in the R-1 Zoning District,pursuant to Sections 4.136 and 4.136-C-ii.3.A Variance is requested pursuant to Sections 4.136 (Watershed Protection Division), 3 (Uses and BuildingRequirements),q c.ii.3 on-D' Buffer Zone),of the Zoning By-Laws of the Zoning Bylaw �' (Non-Disturbance Ellen McIntyre second the motion to grant the Variances All those in favor of the Variances were,Ellen McIntyre,D.Paul Koch,Nathan Weinreich and Alexandria Jacobs 4-0 all in favor Chairman Albert Manzi III declared the Variance Approved. The Board finds that owing to circumstances relating to soil conditions, shape,or topography of the land or structures and especially affecting such land or structures but not affecting generally the zoning district Page 1 of 3 qjl- / in general,a literal enforcement of the provisions of the Bylaw will involve substantial hardship,financial or otherwise,to the petitioner(s)or applicant(s).The Board finds that desirable relief may be granted without substantial detriment to the public good and without nullifying or substantially derogating from the intent of the purpose of this bylaw. The Board also finds that this use,as developed by the building&site plans, is an appropriate location for such a use and will not adversely affect the neighborhood.There will be no nuisance or serious hazard to vehicles or pedestrians,since there are provisions for the required off-street parking. Adequate and appropriate facilities will be provided to the proposed new 38,760 SR Dementia Continuing Care Retirement Center(CCRC)with forty(40)units in the "Small Home style. The Board finds that the new 38,760 SF Dementia Continuing Care Retirement Center(CCRC)with forty(40)units in the "Small Home" style will not be substantially hood and the re detrimental general purposeothe and intent of this Bylawd and hat this use,is m harmony with the neighborhood g Site: Pond Pasture @ Rear of 575 Osgood Street :(Map 36, Parcel 002), North Andover, MA 01845. Petitioners,Pond Pasture LLC. Variance under Sections 4.136 and 4.136.C.ii.3 of the Zoning Bylaws in the R-1 Zoning District,for the Construction of a new permanent structure. Plan(s)Title: 1. Drawing set containing five(5)sheets,Prepared by SMRT Architects and Engineers,dated 08/18/2016 2. Drawing Set containing twenty six(26) sheets,prepared by SMRT Architects and Engineers, dated 10/25/2016 b 3. Existing Conditions Plan containing one(1) sheet,prepared Y SMRT Architects and Engineers, dated 08/18/2016. 4. Storm Water Management Report,prepared by SMRT Architects and Engineers, dated 08/17/2016-10/31/2016 5. Relocated Easement Area containing One(1) sheet,prepared by SMRT Architects and Engineers,dated 09/3 00lb SMRT 6. Lighting Options containingOne 1 sheet,prepared Y Architects and Engineers,dated 09/30/2016 7. Fire Apparatus Turning Study containing One(1) sheet, prepared by SMRT Architects and Engineers, dated 09/30/2016 8. Proposed Gravel Parking Area containing One(1) sheet, prepared by SMRT Architects and Engineers,dated 09/30/2016 9. Vacated Easement Area containing two(2)sheets,prepared by - — SMRT Architectssand Engineers,dated 09/30/2016 . 10. Existing Conditions Plan containing One(1)sheet,prepared by SMRT Architects and Engineers, dated 09/30/2016 11. Proposed Site Plan containing Two(2) sheets, prep &ared by SMRT Architects and Engineers, 10/14/2016Exterior Rendering Color Concepts containing One (1)sheet,prepared by SMRT Architects and Engineers,dated 10/04/2016 12. Town of North Andover Planning Board Decision—Site Plan Review Modification,dated 11/01/2016 13. Town of North Andover Planning Board Decision—Continuing Care Retirement Center(CCRC) Special Permit,dated 11/01/2016 14. Town of North Andover Planning Board Decision Watershed Protection District Special Permit,dated 11/01/2016 15. Storm water Pollution Prevention Plan,Prepared by SMRT Architects and Engineers,dated 08/17/2016Environmental 16. Storm Water Review, re ared by Egg page 2 of 3 Town of North Andover ZONING BOARD OF APPEALS Albert P.Manzi III,Esq. Ciairlwan Ellen 11.McIntyre..Vice-Chairman D.Paul Koch Jr,Esq.Clerk Doug Ludgin Allan Cuscia Associate Members Deney Morganthal Nathan Weinreich Alexandria Jacobs,Esq. Town Clerk Time tiCunp dated 09/08/2016, 10/12/2616 17. Division of Fisheries&Wildlife letter dated 08/24/2016 18. TEC Peer Review 43 dated 09/12/2016, 10/25/2016, 10/27/2016 19. Town of North Andover Conservation Department Memo dated - — 10/18/2016. 20. Conservation Restriction dated 10/18/2016 21. Easement Partial Termination&Relocation Agreement 09/30/16 22. Town of North Andover Planning Department Decision— Insubstantial Change dated 07/16/2014 Voting in favor: Ellen McIntyre,D.Paul Koch,Nathan Weinreich and Alexandria Jacobs Voting in the Negative: 0 Variance granted 4 in favor(Granted) The Board finds that the applicant has satisfied the provisions of Sections 4.136 and 4.136.C.ii.3, for Pond Pasture @ Rear of 575 Osgood Street(Map 36,Parcel 002),North Andover,MA 01845 of the Zoning Bylaw in order for Construction of a new permanent structure in the R-1 Zoning District,pursuant to Sections 4.136 and 4.136.C.ii.3.A Variance is requested pursuant to Sections 4.136 (Watershed Protection Division),3 (Uses and Building Requirements), c.ii.3 (Non-Disturbance Buffer Zone),of the Zoning By-Laws of the Zoning Bylaw. Notes: 1. This decision shall not be in effect until a copy of this decision is recorded at the Essex County Registry of Deeds,Northern District at the applicant's expense. 2. The granting of the Variance as requested by the applicant does not necessarily ensure the granting of a building permit as the applicant must abide by all applicable local,state,and federal building codes,and regulations,prior to the issuance of a building permit as required by the Inspector of Buildings. 3. If the rights authorized by the variance are not exercised 1 year of the date of the grant,it shall lapse,and may be re-established only after notice,and a new hearing. No Andover toning oard o Appeals A ert P.Manzi III,Esq.,Chairperson Ellen P.McIntyre, Vice Chairperson Paul Koch Nathan Weinreich Alexandria Jacobs Decision 2016-013 Page 3 of 3 Postal CERTIFIED o RECEIPT m I Domestic Mail Only u! For delivery information,visit our website at www.usps.comb. r i Certified Mail Fee C13 Q- $ DEER ,�- Extra Services&Fees(check box,add tee as appropriate) Q ❑Retum Receipt(hardcopy) $ O [3 ❑Retum Receipt(electronic) $ 'P08tmark , C3 ❑Certified Mail Restricted Delivery $ A 0 ❑Adult Signature Required $ �r" [y erae� 6 t C ❑Adult Signature Restricted Delivery$ Postage M Total Postage and Fees Ga PS Sent To 120 Main Street Street end Apt No.,or PO N Bo . Norte/�ndover, MA 01845 Ciry Siete,ZIP+4to ---------------------------------------------------------- Certified Mail service provides the following benefits: ■A receipt(this portion of the Certified Mail IabeQ. for an electronic return receipt,see a retail ■A unigve idptfier for your mailpiece. associate for assistance.To receive a duplicate ■Electronic verification of delivery or attempted return receipt for no additional fee,present this delivery. USPS®-postmarked Certified Mail receipt to the ■A record of delivery(including the recipient's retail associate. signature)that is retained by the Postal Service'" Restricted delivery service,which provides for a"specified period. delivery to the addressee specified by name,or . to the addressee's authorized agent Important Reminders: Adult signature service,which requires the ■You may purchase Certified Mail service with signee to be at least 21 years of age(not First-Class Mail®,First-Class Package Service®, available at retail). or Priority Maii®service. Adult signature restricted delivery service,which ■Certified Mail service is notavailable for requires the signee to be at least 21 years of age International mail. and provides delivery to the addressee specified il Insurance coverage is not available for purchase by name,or to the addressee's authorized agent with Certified Mail service.However,the purchase (not available at retail). of Certified Mail service does not change the ■To ensure that your Certified Mail receipt is Insurance coverage automatically included with accepted as legal proof of mailing,R should bear a certain Priority Mail items. USPS postmark If you would like a postmark on- ■For an additional fee,and witha proper this Certified Mail receipt,please present your endorsement on the mailpiece,you may request Certified Mail item at a Post Office-for the following services: postmarking.If you don't need a postmark on this -Return receipt service,which provides a record Certified Mail receipt,detach the barcoded portion of delivery(including the recipient's signature). of this label,affix it to the mailpiece,apply You can request a hardcopy return receipt or an appropriate postage,and deposit the mailpiece. electronic version.For a hardcopy return receipt, complete PS Farm 3811,Domestic Return Receipt attach PS Form 3811 to your mailpiece; IMPORTAHi:Save this receipt for your records. Ps Form 3800,Apr[2015(Reverse)PSN 7530-02-000-9047 SENDER: DELIVERY ■ Complete items 1,2,and 3. A. Signatu ■ Print your name and address on the reverse X •Agent so that we can return the card to you. ❑Addressee ■ Attach this card to the back of the mailpiece, B eived by//(Printed ame / C. Date of Deliver�t or on the front if space permits. '/70� G/ g"" /C 1. Article Addressed to: D. Is delivery address different from item 1? ❑Yes If YES,enter delivery address below: ❑No j Town of North Andover 120 Main Street North Andover,"MA 01845 it I III IIII III 3, Service Type ❑Priority Mall Express® II I IIIIII IIII III I II I III I II I I ❑Adult Signature ❑Registered MailTM ❑Adult Signature Restricted Delivery ❑Registered Mail Restricted ❑Certified Mail® Delivery 9590 9402 1812 6074 2486 30 ❑Certified Mail Restricted Delivery ❑Return Receipt for ❑Collect on Delivery Merchandise Collect on Delivery Restricted Delivery ❑Signature ConfirmationTm 7 016 0340 0 0 0 0 4982 2 4 5 3 nsured Mail ❑Signature Confirmation nsured Mail Restricted Delivery Restricted Delivery bver$500) PS Form 3811,July 2015 PSN 7530-02-000-9053 Domestic Return Receipt USPS TRACKING# First-Class Mail Postage&Fees Paid USPS Permit No.G-10 9590 9402 1812 6074 2486 30 United States •Sender:Please print your name,address,and ZIP+4®in this box* Postal Service I Town of North Andover ))"2 Zoning Board of Appeals 1600 Osgood Street-Suite 2035North Andover, Ma 0l8450 d ' I L i Town Of North Andover •' Zoning Board of Appeals N 1600 Osgood Street-S4ite 2035 neoposG North Andover,IVIA 01845,, 08/30/2016 pp o $06.472 7016 0340 0000 4982 2453 K� ZIP 01P45 041 L102'" �? Town of North Andover 120 Main Street North Andover, MA 01845 � e :!}IIlI''11.I'illi_3 . I.1�s}i'dillliif1lllii' F}�IFIIFijil3 r I � I ' I i Town of North Andover ZONING BOARD OF APPEALS Albert P.Manzi 111,Esq.Chairman ,40RTb qti Associate Members Ellen P.McIntyre,Vice-Chairmanu� o Deney Morganthal D.Paul Koch Jr.,Esq.Clerk '- A Alexandria Jacobs,Esq. Douglas Ludgin * ; Nathan Weinreich Allan Cuscia Zoning Enforcement Officer 9SSACHUSE� Donald Belanger Legal Notice North Andover Board of Appeals Notice is hereby given that the Board of Appeals will hold a public hearing at the School Administration Building located at 566 Main Street,North Andover, MA on Tuesday, September 13 2016, at 7:30 PM to all parties-interested in the petition of POND PASTURE LLC, for property POND PASTURE LANE REAR OF 575 OSGOOD STREET (Map 36,Parcel 002),North Andover,MA 01845 in the R-1 Zoning District. The Petitioner is requesting A VARIANCE PURSUANT TO SECTIONS 4.136 and 4.136.C.ii.3 FOR CONSTRUCTION OF A NEW PERMANENT STRUCTURE IN THE R-1 ZONING DISTRICT. A Variance is requested under Section 4.136(Watershed Protection Division), 3 (Uses and Building Requirements), c.ii.3 (Non-Disturbance Buffer Zone),of the Zoning By-Laws. Application and supporting materials are available for review at the office of the Zoning Department located at 1600 Osgood Street,North Andover,MA, Monday, Wednesday and Thursday from the hours of 8:00-4:00, Tuesday from the hours of 800-5:30 and Friday from 8:00 to 11:30 By order of the Board of Appeals Albert P.Manzi III, Esq., Chairman Published in the Eagle Tribune on: August 30, 2016 September 06,2016 I (00084696;v 1) 55973270 vl Postal Service" ■ , MA p . r. p Domestic Mail Only .�j- For delivery information,visit our website at wwwusps.comll. ruCertified Mail Fee Q" $ �- Extra Services&Fees(check box,add tee as appropriate) PCO O V C]Return Receipt(hardobpy) $ C3 ❑Return Receipt(electronic) $ Postmark O ❑Certified Mail Restricted Delivery $ O 'AUG C3 ❑Adult Signature Required $ Z V O E:3 C]Adult Signature Restricted Delivery$ 20I� 'A r Postage C� I O M Total Postage and Fees r-S+ O $ .A Sent To 100 Cambridge Street-------------------------------- O StreefandilpCivo.,oi ff9 ff&Vo:MA02202 M1 4---®-------------------------------------------------------------------- City,Sfate,ZIP+ Certified Mail service provides the following benefits: a A receipt(tins portion of the Certified Mail label). for an electronic return receipt,see a retail ■A unique identifier for pqr mailpiece,, associate for assistance.To receive a duplicate ■Electronic verification of delivery or attempted return receipt for no additional fee,present this delivery. USPS®-postmarked Certified Mail receipt to the' ■A record of delivery(including the recipients retail associate. signature)that is retained by the Postal Service- Restricted delivery service,which provides for a specified period. delivery to the addressee specified by name,or to the addressee's authorized agent Important Reminders: Adult signature service,which requires the ■You may purchase Certified Mail service with signee to be at least 21 years of age(not First-Class Mail®,First-Class Package Service®, available at retail). or Priority Mail®service. Adult signature restricted delivery service,which a Certified Mail service is notavailable for requires the signee to be at least 21 years of age International mail. and provides delivery to the addressee specified ■Insurance coverage is notavallable for purchase by name,or to the addressee's authorized agent with Certified Mail service.However,the purchase (not available at retail). of Certified Mail service does not change the ■To ensure that your Certified Mail receipt is Insurance coverage automatically included with accepted as legal proof of mailing,it should bear a certain Priority Mail items. . USPS postmark.If you would like a postmark on ■For an additional fee,and with a proper this Certified Mail receipt,please present your endorsement on the mailpiece,you may request Certified Mail item at a Post Office—for the following services: postmarking.If you don't need a postmark on this -Return receipt service,which provides a record Certified Mail receipt,detach the barcoded portion of delivery(including the recipients signature). of this label,affix it to the mailpiece,apply You can request a hardcopy return receipt or an appropriate postage,and deposit the mallplece. electronic version.For a hardcopy return recelpt, complete PS Form 3811,Domestic Return Receipt attach PS Form 3811 to your mailpiece; IMPORTANT:Save this receipt for your records. PS Form 3800,April 2015(Reverse)PSN 7530-02-0MV97 Town Of North Andover 4 .coning Board of Appeals neo osOf 1600 Osgood Street-Suite"2035 08/30/2016 (North Andover,MA 01645 ' o $06.472 �.�. __7016 0340 0000 4982 2460 041IP 01845 235393 Lake Cochichewick, Com of Mass 100 Cambridge Street Boston, MA 02 RETURl N TO SENDER ATTEMPTED - NOT KNOWN � I ANK BC: 03-8453-93400 *0821-00138-30- 47 0..1845 >1934 j��33�'�3�3i����1��1i>>9�il�l►a1�113a�33���@�1�;,�493i7�{_�3i31i3S 6 +/ I r i I ' ' i I Town of North Andover ZONING BOARD OF APPEALS NORTH Albert P.Manzi III,Esq.Chairman o� ,,.° ,°�ti° Associate Members Ellen P.McIntyre,Vice-Chairman c� °� Deney Morganthal D.Paul Koch Jr.,Esq.Clerk '- - A Alexandria Jacobs,Esq. Douglas Ludgin Nathan Weinreich Allan Cuscia °4 •�-w' • ''� " Zoning Enforcement Officer ��SSACHUS try Donald Belanger Legal Notice North Andover Board of Appeals Notice is hereby given that the Board of Appeals will hold a public hearing at the School Administration Building located at 566 Main Street,North Andover, MA on Tuesday, September 13 2016, at 7:30 PM to all 'parties interested in the petition of POND PASTURE-LLC;for property POND PASTURE-LANE @ REAR OF 575 OSGOOD STREET (Map 36,Parcel 002),North Andover,MA 01845 in the R-1 Zoning District. The.Petitioner is requesting A VARIANCE PURSUANT TO SECTIONS 4.136 and 4.136.C.ii.3 FOR CONSTRUCTION OF A NEW PERMANENT STRUCTURE IN THE R-1 ZONING DISTRICT. A Variance is requested under Section 4.136(Watershed Protection Division), 3 (Uses and Building Requirements), c.ii.3 (Non-Disturbance Buffer Zone),of the Zoning By-Laws. Application and supporting materials are available for review at the office of the Zoning Department located at 1600 Osgood Street,North Andover,MA,Monday, Wednesday and Thursday from the hours of 8:00-4:00, Tuesday from the hours of 800-5:30 and Friday from 8:00 to 11:30 By order of the Board of Appeals Albert P.Manzi III,Esq., Chairman Published in the Eagle Tribune on: r August 30, 2016 September 06, 2016 {00084696;v 1} 55973270 vl j COMPLETE •N COMPLETE THIS SECTIONON DELIVERY ■ Complete items 1,2,and 3. A. Signature ■ Print your name and address on the reverse X 13 Agent so that we can return the card to you. ❑Addressee ■ Attach this card to the back of the mailpiece, B. Received by(Printed Name) C. Date of Delivery or on the front if space permits. 1. Article Addressed to: D. Is delivery address different from item 1? ❑Yes If YES,enter delivery address below: ❑No Lake Cochichewick,Com of Mass 100 Cambridge Street Boston, MA 02202 II I IIIIII III III I II I III I IIII I II I II( IIII (III 3. 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Si ature, ■ Print your naml r id address on the reverse X -. 13 Agent so that we can return the card to you. ❑Addressee ■ Attach this card to the back of the mailpiece, B. eceived by(Printed r—eY Date of Delivery or on the front if space permits. 1. Article Addressed to: D. Is delivery address different from item 1? ❑Yes 1�)o nd Psi 54 Li-re H If YES,enter delivery address below: ❑No c\o C�o b Co p-p cD I C�- SIS Os(yod S+reL+- N . RnAovu Pn._O►gycj 3. Service Type ❑Priority Mail Express® II I IIIIII IIII III I II I III I III I II I II I III I I I I III ❑Adult Signature ❑Registered Mail R ❑Adult Signature Restricted Delivery ❑Registered Mail Restricted ❑Certified Mall® Delivery 9590 9402 1812 6074 2483 57 ❑Certified Mail Restricted Delivery ❑Return Receipt for r ❑Collect on Delivery Merchandise --_- "-'act on Delivery Restricted Delivery ❑Signature ConfirmatlonT"4 7019- 034-0{ 0 0 0 I 4982 12'S 0 7 t ii fired Mail ❑Signature confirmation I -. !I tied Mail Restricted Delivery Restricted Delivery I (over$500) PS Form 3811,July 2015 PSN 7530-02-000-9053 - Domestic Return Receipt i # Firs-Class Mail Po' :age&Fees Paid USFIS Permit No.G-10 1111H.U." lip 1111 9590 9402 1812 6074 2483 57 United States •Sender:Please print your name,address,and ZIP+4®in this box* Postal Service Town of North Andover Zoning Board of Appeals 1600 Osgood Street-Suite 2035 North Andover, Ma 01845 I Itljilj111}I.jIl�fll. lilflItlr}1„ : i,j,lllfl,l, ,ll ! Postal CERTIFIED o RECEIPT Domestic Mail I � Onlyi For delivery information,visit our AFI � . M Certified Mail Fee Er $ OV �- Extra Services 6 Fees(checkbay add fee as appropnate). P '4 ❑Return Receipt(hardcopy) $ ! C ❑Return Receipt(electronic) $ /� o pogjnj� O a O C]Certified Mail Restricted Delivery $ �v17 Here QD O ❑Adult Signature Required $ { Z 'b. 0 ❑Adult Signature Restricted Delivery$ '_-Z 416 Postage = �p(0 M Total Postage and Fees v O $ Sent To 549.0 �gd�txeet----------------------------------- Street and Apt No.,ore-Bo . ortirl- Andover, MA 01845 ----------- ---------------------------------------------------- City,State,Z/P+4e - Certified Mail service provides the following benefts: ■.A receipt(this portion of the Certified Mail label). for an electronic return receipt,see a retail ■A unique identifier for your mailplece. associate for assistance.To receive a duplicate •Electronic verification of delivery or attempted return receipt for no additional fee,present this delivery. USPS®-postmarked Certified Mail receipt to the ■A record of delivery(including the recipient's retail associate. signature)that is retained by the PostaRaervice' Restricted delivery service,which provides for a specified period. delivery to the addressee specified by name,or to the addressee's authorized agent. Important Reminders. Adult signature service,which requires the ■You may purchase Certified Mail service with signee to be at least 21 years of age(not First-Class Mail®,First-Class Package Service®, available at retail). or Priority Mail®service. Adult signature restricted delivery service,which ■Certified Mail service is notavallable for requires the signee to be at least 21 years of age International mall. and provides delivery to the addressee specified ■Insurance coverage is notavailable for purchase by name,or to the addressee's authorized agent with Certified Mail service.However,the purchase (not available at retail). of Certified Mail service does not change the ■To ensure that your Certified Mail receipt is insurance coverage automatically included with accepted as legal proof of mailing,R should bear a certain Priority Mail items. USPS postmark If you would like a postmark on ■For an additional fee,and with a proper this Certified Mail receipt,please present your `- endorsement on the mailpiece,you may request Certified Mall item at a Post Office'for the following services: postmarking.If you don't need a postmark on this -Retum receipt service,which provides a record Certified Mail receipt,detach the barcoded portion of delivery(including the recipient's signature). of this label,affix R to the mailpiece,apply You can request a hardcopy return receipt or an appropriate postage,and deposit the mailpiece. electronic version.for a hardcopy return receipt, complete PS Form 3811,Domestic Return Receipt:attach PS Form 3811 to your mailpiece; IMPORTANT:Save this receipt for your recorft Ps Form 3800,April 2015(Reverse)PSN 753d-02-000.9047 USPS TRACKING# First-Class Mail Postage&Fees Paid 111111 I USPS 111111111111 11111111 Permit No.G-10 111 9590 9402 1812 6074 2486 23 United States •Sender:Please print your name,address,and ZIP+4®in this box* Postal Service Town of North Andover Zoning Board of Appeals 1600 Osgood Street-Suite 2035 North Andover, Ma 01845 ! i h I, I P ;' SENDER: COMPLETE THIS SECTION } • • DELIVERY ■ Complete items 1,2,and 3. 11 •A. Sign ■ Print your name and address on the reverse so that we can return the card to you. ❑Agent ■ Attach this card to the back of the mailpiece, R eived b dressee or on the front if space permits. n Name C. Date of Delivery 1 Article Addressed to: r D. Is delive ddress different it 1? ❑Yes I Family Cooperative Preschool If YES,enter delivery address below: ❑No I 549 Osgood Street i I NorthAndover, MA 01845 t I 3. Service l r I II I�III�I I'II I�I I II I III I I ❑Adult Signature ❑Priority Mail Express® } 'll I III I'I Iliill I III Adult Signature Restricted Delivery ❑Registered Mail- 0 I { 11 9590 9402 1812 6074 2486 23 ❑Certified Mail® ❑Registered Mail Restricted ❑Certified Mail Restricted DeliveryDelivery — _ _ _ ❑Collect on Delivery 13 Return Receipt for Merchandise /70 16 0340 v —0 Collect on DeliveRestricted Delivery ❑Signature ConfirmationTm 0 0 0 0 4 9 8 2 2446 Insured Mail ❑Signature confirmation Insured Mail Restricted Delivery Restricted Delivery PS Form 3811,July 2015 PSN 7530-02-000-9053 over$500) Domestic Return Receipt i i Town of North Andover ZONING BOARD OF APPEALSi C IVED Albert P.Manzi I1I,Esq.Chairman Ellen P.McIntyre,Vice-Chairman , w; D.Paul Kochi r,Esq.Clerk " 2016 C 23 A 1 : 31 Doug Ludgin Allan Cuscia Associate 1111embers T 0 V_;''i 0 t Deney Morganthal i 1 1 ,A.�#(J r1l :j Nathan Weinreich r '' 11 ey,; 6 Alexandria Jacobs,Esq. Town Clerk Time Stamp Any appeal shall be filed within(20) Notice of Decision days after the date of filing of this Year 2016 notice in the office of the Town Clerk, per Mass. Gen.L.ch.40A, §17 Property at: Pond Pasture @ Rear of 575 Osgood Street(Map 36, Parcel 002),North Andover,MA 01845 in the R-1 Zoning District. NAME Pond Pasture LLC HEARING(S): September 13, 2016,October 11, 2016,November 01, 2016&December 13,2016 ADDRESS:Pond Pasture @ Rear of 575 Osgood PETITION: 2016-013 Street . The North Andover Board of Appeals held a public hearing at The Town Hall, at 120 Main Street,North Andover, MA on Tuesday; December 13, 2016 at 7:30 PM on the application of Pond Pasture LLC , for property located at Pond Pasture @ Rear of 575 Osgood Street(Map 36,Parcel 002),North Andover,MA 01845. The Petitioner is requesting dimensional variance for the Construction of a new permanent structure in the R-1 Zoning District, pursuant to Sections 4.136 and 4.136.C.ii.3. A Variance is requested pursuant to Sections 4.136 (Watershed Protection Division), 3 (Uses and Building'Requirements), c.ii.3 (Non-Disturbance Buffer Zone), of the Zoning By-Laws of the Zoning Bylaw Legal notices were sent to all the certified abutters provided by the Town of North Andover,Assessors Office, and were published in the Eagle-Tribune, a newspaper of general circulation in the Town of North Andover, on August 30th and September 06th 2016 The following regular voting members were present,Albert P.Manzi III,Ellen P.McIntyre,Paul Koch, and Doug Ludgin also present associate members,Deney Morganthal,Nathan Weinreich and Alexandria Jacobs. D.Paul Koch made a motion to Grant Variance under Sections 4.136 and 4.136.C.ii.3 of the Zoning Bylaw in the R-1 Zoning District for a variance for Pond Pasture @ Rear of 575 Osgood Street (Map 36, Parcel 002), North Andover, MA 01845, for the Construction of a new permanent structure in the R-1 Zoning District, pursuant to Sections 4.136 and 4.136.C.ii.3. A Variance is requested pursuant to Sections 4.136 (Watershed Protection Division), 3 (Uses and Building Requirements), c.ii.3 (Non-Disturbance Buffer Zone), of the Zoning By-Laws of the Zoning Bylaw Ellen McIntyre,second the motion to grant the Variances All those in favor of the Variances were,Ellen McIntyre,D.Paul Koch,Nathan Weinreich and Alexandria Jacobs 4-0 all in favor Chairman Albert Manzi III declared the Variance Approved. The Board finds that owing to circumstances relating to soil conditions, shape, or topography of the land or structures and especially affecting such land or structures but not affecting generally the zoning district in general, a literal enforcement of the provisions of the Bylaw will involve substantial hardship,financial or otherwise,to the petitioner(s)or applicant(s). The Board finds that desirable relief may be granted Pagel of 3 - A 3 u. without substantial detriment to the public good and without nullifying or substantially derogating from the intent of the purpose of this bylaw. The Board also finds that this use,as developed by the building&site plans, is an appropriate location for such a use and will not adversely affect the neighborhood. There will be no nuisance or serious hazard to vehicles or pedestrians, since there are provisions for the required off-street parking. Adequate and appropriate facilities will be provided to the proposed single family dwelling. The Board finds that the new single family home will not be substantially more detrimental to the neighborhood and that this use, is in harmony with the neighborhood and the general purpose and intent of this Bylaw. Site: Pond Pasture @ Rear of 575 Osgood Street (Map 36, Parcel 002), North Andover, MA 01845. Petitioners, Pond Pasture LLC. Variance under Sections 4.136 and 4.136.C.ii.3 of the Zoning Bylaws in the R-1 Zoning District, for the Construction of a new permanent structure.. Plan(s)Title: 1. Drawing set containing five(5)sheets,Prepared by SMRT Architects and Engineers, dated 08/18/2016 2. Drawing Set containing twenty six(26) sheets,prepared by SMRT Architects and Engineers, dated 10/25/2016 3. Existing Conditions Plan containing one(1) sheet,prepared by SMRT Architects and Engineers, dated 08/18/2016. 4. Storm Water Management Report,prepared by SMRT Architects and Engineers, dated 08/17/2016-10/31/2016 5. Relocated Easement Area containing One(1) sheet, prepared by SMRT Architects and Engineers, dated 09/30/2016 6. Lighting Options containing One(1) sheet,prepared by SMRT Architects and Engineers, dated 09/30/2016 7. Fire Apparatus Turning Study containing One(1) sheet, prepared by SMRT Architects and Engineers,dated 09/30/2016 8. Proposed Gravel Parking Area containing One(1) sheet, prepared by SMRT Architects and Engineers,dated 09/30/2016 9. Vacated Easement Area containing two(2) sheets,prepared by SMRT Architects and Engineers, dated 09/30/2016 10. Existing Conditions Plan containing One (1)sheet,prepared by SMRT Architects and Engineers, dated 09/30/2016 11. Proposed Site Plan containing Two(2) sheets,prepared by SMRT Architects and Engineers, dated 08/18/2016 & 10/1 4/2016Exterior Rendering Color Concepts containing One (1) sheet, prepared by SMRT Architects and Engineers,dated 10/04/2016 12. Town of North Andover Planning Board Decision—Site Plan Review Modification, dated 11/01/2016 13. Town of North Andover Planning Board Decision—Continuing Care Retirement Center(CCRC) Special Permit, dated 11/01/2016 14. Town of North Andover Planning Board Decision—Watershed Protection District Special Permit, dated 11/01/2016 15. Storm water Pollution Prevention Plan,Prepared by SMRT Architects and Engineers, dated 08/17/2016 16. Storm Water Review,prepared by Eggleston Environmental dated 09/08/2016, 10/12/2016 17. Division of Fisheries&Wildlife letter dated 08/24/2016 18. TEC Peer Review#3 dated 09/12/2016, 10/25/2016, 10/27/2016 Page 2 of 3 ' �W a Town of North Andover ZONING BOARD OF APPEALS Albert P.Manzi 111,Esq.Chairman Ellen P.McIntyre,Vice-Chairman D.Paul Koch Jr,Esq.Clerk a Doug Ludgin « Allan Cuscia Associate Members Deney Morganthal Nathan Weinreich Alexandria Jacobs,Esq. Town Clerk Time Stamp 19. Town of North Andover Conservation Department Memo dated 10/18/2016 20. Conservation Restriction dated 10/18/2016 21. Easement Partial Termination&Relocation Agreement 09/30/16 22. Town of North Andover Planning Department Decision— Insubstantial Change dated 07/16/2014 Voting in favor: Ellen McIntyre,D.Paul Koch,Nathan Weinreich and Alexandria Jacobs Voting in the Negative: 0 Variance granted 4 in favor(Granted) The Board finds that the applicant has satisfied the provisions of Sections 4.136 and 4.136.C.ii.3, for Pond Pasture @ Rear of 575 Osgood Street(Map 36,Parcel 002),North Andover,MA 01845 of the Zoning Bylaw in order for Construction of a new permanent structure in the R-1 Zoning District,pursuant to Sections 4.136 and 4.136.C.ii.3. A Variance is requested pursuant to Sections 4.136(Watershed Protection Division), 3 (Uses and Building Requirements), c.ii.3 (Non-Disturbance Buffer Zone),of the Zoning By-Laws of the Zoning Bylaw. Notes: 1. This decision shall not be in effect until a copy of this decision is recorded at the Essex County Registry of Deeds,Northern District at the applicant's expense. 2. The granting of the Variance as requested by the applicant does not necessarily ensure the granting of a building permit as the applicant must abide by all applicable local,state,and federal building codes and regulations,prior to the issuance of a building permit as required by the Inspector of Buildings. 3. If the rights authorized by the variance are not exercised 1 year of the date of the grant,it shall lapse,and may be re-established only after notice,and a new hearing. jNth Andover Zo ing Board of Appeals P.Manzi III, Esq., Chairperson Ellen P.McIntyre, Vice Chairperson Paul Koch . Nathan Weinreich Alexandria Jacobs Decision 2016-013 Page 3 of 3 Town of North Andover ZONING BOARD OF APPEALS Albert P.Lanzi III,Esq.Cfiairman Ellen P.McIntyre,D ace-Cbairnsan D.Paul Koch Jr,Esq.Clerk �p Doug I.udtrin ' Il 2811 JAN P V-01 .. Allan(,.nSpsl Associate.Members Deney vtorganthal Nathan Weinrcich Alexandria Jacobs,Esq. Toren Clerk Time Stamp Any appeal shall be filed within(20) Notice of Corrected Decision days after the date of filing of this Year 2016 notice in the office of the Town Clerk, per Mass. Gen.L. ch.40A, §17 Property at:Pond Pasture @ Rear of 575 Osgood Street (Map 36,Parcel 002),North Andover,MA 01845 in the R-1 Zoning District. NAME Pond Pasture LLC HEARING(S): September 13, 2016, October 11, 2016,November 01, 2016&December 13,2016 ADDRESS: Pond Pasture @ Rear of 575 PETITION: 2016-013 Osgood Street The North Andover Board of Appeals held a public hearing at The Town Hall, at 120 Main Street,North Andover, MA on Tuesday, December 13, 2016 at 7:30 PM on the application of Pond Pasture LLC , for property located at Pond Pasture @ Rear of 575 Osgood Street(Map 36,Parcel 002),North Andover,MA 01845. The Petitioner is requesting dimensional variance for the Construction of a new permanent structure in the R-1 Zoning District, pursuant to Sections 4.136 and 4.136.C.ii.3. A Variance is requested pursuant to Sections 4.136 (Watershed Protection Division), 3 (Uses and Building Requirements), c.ii.3 (Non-Disturbance Buffer Zone), of the Zoning By-Laws of the Zoning Bylaw Legal notices were sent to all the certified abutters provided by the Town of North Andover,Assessors Office, and were published in the Eagle-Tribune,a newspaper of general circulation in the Town of North Andover, on August 30th and September 06'h2016 The following regular voting members were present;Albert P.Manzi III,Ellen P.McIntyre,Paul Koch, and Doug Ludgin also present associate members,Deney Morganthal,Nathan Weinreich and Alexandria Jacobs. D.Paul Koch made a motion to Grant Variance under Sections 4.136 and 4.136.C.ii.3 of the Zoning Bylaw in the R-1 Zoning District for a variance for Pond Pasture @ Rear of 575 Osgood Street(Map 36, Parcel 002), North Andover, MA 01845, for the Construction of a new permanent structure in the R-1 Zoning District,pursuant to Sections 4.136 and 4.136.C.ii.3. A Variance is requested pursuant to Sections 4.136 (Watershed Protection Division), 3 (Uses and Building Requirements), c.ii.3 (Non-Disturbance Buffer Zone), of the Zoning By-Laws of the Zoning Bylaw Ellen McIntyre second the motion to grant the Variances All those in favor of the Variances were,Ellen McIntyre,D.Paul Koch,Nathan Weinreich and Alexandria Jacobs 4-0 all in favor Chairman Albert Manzi HI declared the Variance Approved. The Board finds that owing to circumstances relating to soil conditions, shape, or topography of the land or structures and especially affecting such land or structures but not affecting generally the zoning district Page 1 of 3 in general, a literal enforcement of the provisions of the Bylaw will involve substantial hardship,financial or otherwise,to the petitioner(s)or applicant(s). The Board finds that desirable relief may be granted without substantial detriment to the public good and without nullifying or substantially derogating from the intent of the purpose of this bylaw. The Board also finds that this use,as developed by the building&site plans, is an appropriate location for such a use and will not adversely affect the neighborhood. There will be no nuisance or serious hazard to vehicles or pedestrians, since there are provisions for the required off-street parking. Adequate and appropriate facilities will be provided to the proposed new 38,760 SR Dementia Continuing Care Retirement Center(CCRC)with forty(40)units in the "Small Home" style. The Board finds that the new 38,760 SF Dementia Continuing Care Retirement Center(CCRC)with forty(40)units in the "Small Home" style will not be substantially more detrimental to the neighborhood and that this use, is in harmony with the neighborhood and the general purpose and intent of this Bylaw. Site: Pond Pasture @ Rear of 575 Osgood Street (Map 36, Parcel 002), North Andover, MA 01845. Petitioners,Pond Pasture LLC. Variance under Sections 4.136 and 4.136.C.ii.3 of the Zoning Bylaws in the R-1 Zoning District,for the Construction of a new permanent structure. Plan(s)Title: 1. Drawing set containing five(5)sheets,Prepared by SMRT Architects and Engineers,dated 08/18/2016 2. Drawing Set containing twenty six(26)sheets,prepared by SMRT Architects and Engineers, dated 10/25/2016 3. Existing Conditions Plan containing one(1)sheet,prepared by SMRT Architects and Engineers,dated 08/18/2016. 4. Storm Water Management Report,prepared by SMRT Architects and Engineers, dated 08/17/2016-10/31/2016 5. Relocated Easement Area containing One(1)sheet,prepared by SMRT Architects and Engineers, dated 09/30/2016 6. Lighting Options containing One(1)sheet,prepared by SMRT Architects and Engineers, dated 09/30/2016 7. Fire Apparatus Turning Study containing One(1) sheet, prepared by SMRT Architects and Engineers, dated 09/30/2016 8. Proposed Gravel Parking Area containing One(1) sheet, prepared by SMRT Architects and Engineers,dated 09/30/2016 9. Vacated Easement Area containing two(2)sheets,prepared by SMRT Architects and Engineers,dated 09/30/2016 10. Existing Conditions Plan containing One(1)sheet,prepared by SMRT Architects and Engineers, dated 09/30/2016 11. Proposed Site Plan containing Two(2) sheets,prepared by SMRT Architects and Engineers, dated 08/18/2016& 10/14/2016Exterior Rendering Color Concepts containing One (1)sheet,prepared by SMRT Architects and Engineers,dated 10/04/2016 12. Town of North Andover Planning Board Decision—Site Plan Review Modification,dated 11/01/2016 13. Town of North Andover Planning Board Decision—Continuing Care Retirement Center(CCRC) Special Permit, dated 11/01/2016 14. Town of North Andover Planning Board Decision—Watershed Protection District Special Permit, dated 11/01/2016 15. Storm water Pollution Prevention Plan,Prepared by SMRT Architects and Engineers, dated 08/17/2016 16. Storm Water Review,prepared by Eggleston Environmental Page 2 of 3 Town of North Andover ZONING BOARD OF APPEALS Albert P.;Manzi 1.11,Esq.Chaimtan Ellen P.McIntyre,1,ice-Chairnwan D.Paul Koch Jr,Esq.Clerk Doug Ludgin Allan Cuscia Associate dlemhers Dency Morganthal Nathan Weinreich Alexandria Jacobs,Esq. Town Clerk Time Stamp dated 09/08/2016, 10/12/2616 17. Division of Fisheries&Wildlife letter dated 08/24/2016 18. TEC Peer Review#3 dated 09/12/2016, 10/25/2016, 10/27/2016 19. Town of North Andover Conservation Department Memo dated 10/18/2016 20. Conservation Restriction dated 10/18/2016 21. Easement Partial Termination&Relocation Agreement 09/30/16 22. Town of North Andover Planning Department Decision— Insubstantial Chane dated 07/16/2014 Voting in favor: Ellen McIntyre,D.Paul Koch,Nathan Weinreich and Alexandria Jacobs Voting in the Negative: 0 Variance granted 4 in favor(Granted) The Board finds that the applicant has-satisfied the provisions of Sections 4.136 and 4.136.C.ii.3, for Pond Pasture @ Rear of 575 Osgood Street(Map 36,Parcel 002),North Andover,MA 01845 of the Zoning Bylaw in order for Construction of a new permanent structure in the R-1 Zoning District,pursuant to Sections 4.136 and 4.136.C.ii.3.A Variance is requested pursuant to Sections 4.136(Watershed Protection Division), 3 (Uses and Building Requirements), c.ii.3 (Non-Disturbance Buffer Zone),of the Zoning By-Laws of the Zoning Bylaw. Notes: 1. This decision shall not be in effect until a copy of this decision is recorded at the Essex County Registry of Deeds,Northern District at the applicant's expense. 2. The granting of the Variance as requested by the applicant does not necessarily ensure the granting of a building permit as the applicant must abide by all applicable local,state,and federal building codes and regulations,prior to the issuance of a building permit as required by the Inspector of Buildings. 3. If the rights authorized by the variance are not exercised 1 year of the date of the grant,it shall lapse,and may be re-established only after notice,and a new hearing. No Andover oning oard o Appeals A ert P.Manzi III,Esq., Chairperson Ellen P.McIntyre, Vice Chairperson Paul Koch Nathan Weinreich Alexandria Jacobs Decision 2016-013 Page 3 of 3 Town of North Andover ZONING BOARD OF APPEALS Qffie4t 9..Marvzs 999,Eaq. 6faiw= EQreen J..McJr:ty�ce, ?Jfce-C'lairriursc 0..l aud Xad 74.&q.eied �aug.�ao ,�udgin Q.uarc ewcia Qaoaciate Atwn6 4o 17ene# .Nat(fan.`Ulekaeic8. a&xarutWa a Jaw& £ory. Town Clerk Time Stamp Date October 11, 2016 Town of North Andover, Zoning Board of Appeals 120 Main Street North Andover MA 01845 Please be advised that I have agreed to waive the time constraints for the North Andover Zoning Board of Appeals to make a decision g re ardin the granting of a g �' g Variance Special Permit Comprehensive Permit(40B) Finding For property located at: STREET: Pond.Pasture Lane (u, rear of 575 Osgood Street MAP 36 PARCEL: 002 TOWN: North Andover, MA 01845 TO MEETING DATE(S) November 01, 2016 NAME OF PETITIONER: Pond Pasture LLC. SIGNED: Petitioner(or petiti er's representative) 120 Main Street,North Andover,Massachusetts 01845 Phone-978-688-9541 Fax-978-688-9542 Web_www.northandoverina.gov Town of North Andover ZONING BOARD OF APPEALS Q�Bext J..Marv.�i X39,Eag.!lfa�ur� Eden J.,A4c9ntyu, ?lice- Am6,,m= 0..J aut Nod 7n.£aq.C'UA 17aug$ao .Ludgin Qaoaciate.Atem&w 17ene*.AZaxSauitfwd lill .Nathan`lUeinxe" a&xandida Q.jaw& &q. Town Clerk Time Stamp Date October 11,2016 Town of North Andover Zoning Board of Appeals 120 Main Street North Andover MA 01845 Please be advised that I have agreed to waive the time constraints for the North Andover Zoning Board of Appeals to make a decision regarding the granting of a Variance Special Permit Comprehensive Permit(40B) Finding For property located at: STREET: Pond Pasture Lane.Q rear.of 575 Osgood Street MAP: 36 PARCEL: 002 TOWN: North Andover, MA 01845 TO MEETING DATE(S) November 01, 2016 NAME OF PETITIONER: Pond Pasture LLC. SIGNED: Petitioner(or petiti er's representative) 120 Main Street,North Andover,Massachusetts 01845 Phone-978-688-9541 Fax-978-688-9542 Web-www.northandoverma.gov Town of North Andover ZONING BOARD OF APPEALS aeut 9..Manzi.999,&q. e ahmw F.Pee�t J..�Ytc9rctc�xe, ?lice-L'faurhrar� 0.Jaa Xach &q.e&,& Daug&6 bu(gin auan eweia a.3oaciate✓btemPm Dene*✓btax� Nathan VeirviceicPa - aeexandda a.jazo& &q. Town Clerk Time Stamp Date October 11, 2016 Town of North Andover Zoning Board of Appeals 120 Main Street North Andover MA 01845 Please be advised that I have agreed to waive the time constraints for the North Andover Zoning Board of Appeals to make a decision regarding the granting of a Variance Special Permit Comprehensive Permit (40B) Finding For property located at: STREET: Pond Pasture Lane na rear of 575 Osgood Street MAP: 36 PARCEL: 002 TOWN: North Andover, MA 01845 TO MEETING DATE(S) November 01, 2016 NAME OF PETITIONER: Pond Pasture LLC. SIGNED: Petitioner(or petitioner's representative) 120 Main Street,North Andover,Massachusetts 01845 Phone-978-688-9541 Fax-978-688-9542 Web-www.n6rthandoverma.gov NORTH Zoning Bylaw Review Form O 9 * Town Of North Andover Building Department 1600 Osgood St. Bldg 20 Suite 2-36 sACHUSe North Andover, MA. 01845 Phone 978-688-9545 Fax 978-688-9542 Street: POND PASTURE LANE @ REAR OF 575 OSGOOD STREET Ma /Lot: MAP 0361 LOT 002 ZONE R-1 Applicant: POND PASTURE LLC c/o BOB COPPOLA Request: VARIANCE AND SPECIAL PERMIT NEW BUILDING IN WATERSHED Date: 08/09/2016 Please be advised that after review of your Application and Plans that your Application is DENIED for the following Zoning Bylaw reasons: Zoning Item Notes Item Notes A Lot Area F Frontage 1 Lot area Insufficient 1 Frontage Insufficient 2 Lot Area Preexisting .2 Frontage Complies 3 Lot Area Complies X 3 Preexisting frontage X 4 Insufficient Information 4 Insufficient Information B I Use 5 No access over Frontage 1 Allowed X G Contiguous Building Area 2 Not Allowed 1 Insufficient Area 3 Use Preexisting 2 Complies X 4 Special Permit Required X 3 3 Preexisting CBA 5 Insufficient Information 4 Insufficient Information C Setback H Building Height 1 All setbacks comply 1 Height Exceeds Maximum 2 Front Insufficient 2 Complies X 3 Left Side Insufficient 3 Preexisting Height 4 Right Side Insufficient X 4 Insufficient Information 5 Rear Insufficient I Building Coverage 6 Preexisting setbacks 1 Coverage exceeds maximum 7 Insufficient Information 2 Coverage Complies X D h Watershed 3 Coverage Preexisting 1 Not in Watershed 4 Insufficient Information 2 In Watershed X j Sign 3 Lot prior to 10/24/94 1 Sign not allowed 4 Zone to be Determined_ 2 Si n Complies 5 Insufficient Information 3 Insufficient Information X E Historic District K Parking 1 In District review required 1 More Parking Required 2 ' Not in district X 2 Parking Complies X 3 Insufficient Information 3 Insufficient Information 4 Pre-existing Parkin Remedy for the above is checked below. Item# Special Permits Planning Board Item# Variance 64 Site Plan Review Special Permit C4 Setback Variance Access other than Frontage Special Permit Parking Variance Frontage Exception Lot Special Permit Lot Area Variance Common Driveway Special Permit Height Variance Congregate Housing Special Permit Variance for Sign B4 Continuing Care Retirement Special Permit Special Permits Zoning Board Independent Elderly Housing Special Permit Special Permit Non-Conforming Use ZBA Large Estate Condo Special Permit Earth Removal Special Permit ZBA Planned Development District Special Permit Special Permit Use not Listed but Similar Planned Residential Special Permit Special Permit for Sign R-6 Density Special Permit Special permit for preexisting nonconforming B4 Watershed Special Permit D2 Watershed Variance The above review and attached explanation of such is based on the plans and information submitted. No definitive review and or advice shall be based on verbal explanations by the applicant nor shall such verbal explanations by the applicant serve to provide definitive answers to the above reasons for Any inaccuracies,misleading information,or other subsequent changes to the information submitted by the applicant shall be grounds for this review to be voided at the discretion sc etion of the Building Department.. De t The attached document titled"Plan Review Narrative"shall be attached hereto and incorporated herein by reference. The building department will retain all plans and documentation for the above file.You must',file a new permit applic Jon form and begin the permitting process. 1 /� 'W16 0R 1:2'- Z® 'Building Crepartment Official Vnatu.rd Application Received Application Denied Denial Sent: If Faxed Phone Number/Date: Plan Review Narrative The following narrative is provided to further explain the reasons for DENIAL for the APPLICATION for the property indicated on the reverse side: ltem, Reasons for Reference B-4 Site Plan Review Special Permit Section 8.3 B-4 CCRC Special Permit Section 13 B-4 Watershed Special Permit Section 4.136 C-4 Table 2 Dimensional Requirements of the Zoning Bylaw.Required side setback 30' feet proposed is 919 feet and 11.4' feet,Variance needed 20.1' feet and 18.6' feet. D-2 Non-Disturbance Buffer Zone 4.136.3.0 Use allowed Construction of New Permanent Structure only after a Variance has been granted by the Zoning Board of Appeals r ' Referred To: Fire X Health Police Zoning Board X Conservation Department of Public Works X Planning Historical Commission Other X Building Department NORTH Zoning Bylaw Review Form F3:a�''- .:.ry •°°LA Town Of North Andover Building Department " --'•� ''' 1600 Osgood St. Bldg 20 Suite 2-36 ` '�SSAcmu.6 North Andover, MA.. 01845 v .r Phone 978-688-9545 Fax 978-688-9542 Street: Ma /Lot: ' f Applicant: t w Date: PI a be advised that after review of your Application and Plans that your Application is r the,following Zoning Bylaw_reasons:reas ons: , ,, _ ._ - NotesItem Notes rea F Frontage V. Lot area Insufficient `1 Frontage Insufficient 2 Lot Area Preexisting 2 Frontage Complies 3 Lot Area Complies X 3 Preexisting frontage '} .+ 41: Insufficient Information; `',�, �, � ��. �4 'Insufficient Information ,tel B Use -5 No access over Frontage 1 Allowed G Contiguous Building Area _ ,2 Not-Allowed 1> �,�,, r - , �.•� = -1 Insufficient Area`s 3 " Use Preexisting 2 Complies pJ 4 -Special Permit Required,', 1 Preexisting C,BA'-��ti� 5 Insufficient Information , . _ 4 Insufficient.lnformation C ,, Setback----' r �, t._- . H Building Height 1 All setbacks comply 1 Height Exceeds Maximum 2 Front Insufficient 2 Complies, 7c 3 1Lef 'Side Insufficient,;•' 3''' 'Preexisting Height" _ . 4 Right Side Insufficient4.- Insufficient Information ' 5' Rear Insufficient I' Building Coverage'° 6:. Preexisting setbacks)c : .�_ _ �� 1C` Coverage;exceeds maximum 7 Insufficient.lnformation 1 2 Coverage Complies D Watershed 3. Coverage Preexisting + 1 Not in Watershed 4 Insufficient Information 2 In Watershed - � � Sign 3 Lot prior to 10/24/94 1 Sign not allowed 4 Zone to be Determined 2 Sign Complies 5 Insufficient Information 3 Insufficient Information D< E Historic District K Parking 1 In District review required - 1 1 More Parking Required 2 Not in district 2 Parking Complies 3- Insufficient Information 3 Insufficient Information 4 Pre-existing Parking 'j;ed the above is checked below. Ite ecial Permits Plannin Board Item# Variance �t Site Plan Review Special Permit Setback Variance Access other than Frontage Special Permit Parkinq Variance Frontage Exception Lot Special Permit Lot Area Variance Common Driveway Special Permit Height Variance Con re ate Housing Special Permit Variance for Sign 13 jbA P3: Continuing Care Retirement Special Permit Special Permits Zoning Board Independent Elderly'Housing Special Permit Special Permit Non-Conforming Use ZBA Large Estate Condo Special Permit Earth Removal Special Permit ZBA Planned Development District Special Permit I Special Permit Use not Listed but Similar Planned Residential Special Permit Sp ecial Permit for Sign R-6 Density Special Permit al permit for preexisting ' ")� Watershed Special Permit The above review and attached explanation of such is based on thelans p and information submitted. No definitive review and or advice shall be based on verbal explanations by the applicant nor shall such verbal explanations by the applicant serve to provide definitive answers to the above reasons for Any inaccuracies, misleading information,or other subsequent changes to the information submitted by the applicant shall be grounds for this review to be voided at the discretion of the Building Department.The attached document titled"Plan Review Narrative"shall be attached hereto and incorporated herein by reference. The building department will retain all plans and documentation. for the above file.You must file a new permit application form and begin the permitting process. ,y = t Building Department Official Signature _ Application Received Application Denied Denial Sent: \ If Faxed Phone Number/Date: Plan Review Narrative The following narrative is provided to further explain the reasons for DENIAL for the APPLICATION for the property indicated on the reverse side: Item ,' Reasons;for zJ ��Refere;nce: 9-4 Z /t/&Al— �970e— 4, /Ai ., c U 55 4"4-,�c Z7 c�s f�-��T�✓ m� N�ar�,��-rte�iv��%� Sj�v�T�� { mllt-5 AC TX X f0- N Gf 1ZAA,j� �rIsc,2,�,��� Referred To: Fire X Health Police Zoning Board Conservation - Department of Public Works Planning Historical Commission Other Building Department ASSACHUSETTS STATE EXCISE TAX Essex Ho^th Res i£.t rs 4e= 01-15-2016 Z 12=03om 99 Dodi: 1009 reeg �lY235.7L Cons: $27M33.33 QUITCLAIM DEED Kathy Campbell Stevens and Paul P. Stewart the duly appointed and qualified Personal Representatives, of the Estate of Thomas Plunkett Rockwell, a.k.a. Thomas P Rockwell, Essex County Probate Number OES 13PO485EA, (hereinafter "Grantor") pursuant to the Power to Sell contained in the duly probated Will of Thomas Plunkett Rockwell as filed with the records of Essex County Probate Number OES13PO485EA for consideration paid and in full consideration of Two Hundred Seventy Thousand Eight Hundred Thirty-Three and 33/100 Dollars($270,833.33) grant to Pond Pasture LLC, a Massachusetts limited liability company having an address located at 28 State Street,291h Floor,Boston, MA 02109 with QUITCLAIM COVENANTS All of the Grantor's right, title and interest in and to the land with any improvements thereon comprising the Pond Pasture, consisting of approximately 20 +/- acres, together with all appurtenant rights located off of Osgood Street, North Andover, Essex County, Massachusetts, and more particularly described on Exhibit A attached hereto. It is hereby certified by Grantor that the real estate conveyed hereby is vacant land upon which no one'resides,and it is not homestead property of any person, or of Grantor or any beneficiaries of the Estate of Thomas Plunkett Rockwell,Essex County Probate Number OES 13PO485EA. Property Location: Pond Pasture Lane(Off Osgood Street), North Andover,MA PLEASE RETURN T0: 4 FIDKIT NATIONAL TITLE INSURANCE COIVIPANY 133 FEDERAL STREET112TH FLOOR BOSTON, ISA 02110 1�r��C7ariv'r`� 13!� 1.YJV ! ryVV WZVV7 ,{ Signed as a sealed instrument this day of January,2016. Kathy Ca bell Stevens, PIP—" Personal Representative of the Estate of Thomas Plunkett Rockwell Paul P. Stewart, Personal Representative of the Estate of Thomas Plunkett Rockwell COMMONWEALTH OF MASSACHUSETTS Essex,ss. January_,2016 On this 6 day of January, 2016, before me,the undersigned notary public, personally appeared Paul P. Stewart, Personal Representative of the Estate of Thomas Plunkett Rockwell, Essex County Probate Number OES13PO485EA, proved to me through satisfactory evidence of identification, which was o photographic identification with signature issued by a federal or state government agency, o oath or affirmation of a credible witness personal knowledge of the undersigned,to be the person(s)whose name(s)is/are signed on the preceding or attached document, and acknowledged to me that he/she/they each signed it voluntarily for its stated purpose as Personal Representatives of the Estate of Thomas Plunkett ckwell, Essex County Probate Number OES13PO48SEA. �R� �• of Pub is �* ° �,:.0'i My commission expires: -s'v27) : m' COMMONWEALTH OF MASSACHUSETTS Essex,ss. January b(,2416 On this_eday of January, 2016, before me, the undersigned notary public,personally appeared Kathy Campbell Stevens, Personal Representative of the Estate of Thomas Plunkett Rockwell, Essex County Probate Number OES13PO48SEA, proved to me through satisfactory evidence of identification,which was❑photographic identification withsi ture issued by a federal or state government agency, ❑oath or affirmation of a credible witness, arsonal knowledge of the undersigned,to be the person(s)whose name(s)is/are signed on the preceding or attached document, and acknowledged to me that he/she/they each signed it voluntarily for its stated purpose as Personal Representatives of the Estate of Thomas Plunk e ockwell, ssex County Probate N OES 13PO485EA. — BOE y�ty P li •�Ap..G My commission expires:— N= O lei puei �..OF N v� T .� J7JL 1.-3.JV / ryVi W1VVV Exhibit A (Legal description) Pond Pasture as shown on Plan No.3827 That certain parcel of land with all improvements thereon, situated in North Andover in the County of Essex and Commonwealth of Massachusetts,known as the "Pond Pasture" and " Pond Pasture Lane " located off of Osgood Street-in said North Andover and bordering the western shores of Lake Cochichewick, bounded and described as follows: Beginning at the northeasterly corner thereof at the "Great Pond",now called Lake Cochichewick,at the stone wall or its extension, at land now or formerly of Mary F. Charles, then in a southerly direction along Lake Cochichewick a distance of nine hundred and twenty five feet(925')more or less,to a stone wall or its extension at land now or formerly of Edgewood Farm,then in a westerly direction along the stone wall a distance of eleven hundred and sixty feet(1160%more or less,then heading northerly along a stone wall a distance of one hundred and eighty-six feet(186'),more or less, still by land of Edgewood Farm,to a Private Way known as Lane to Pond Pasture,then in a northeasterly direction along the southeasterly edge of said Private Way a distance of sixty feet(60'), more or less,then turning northerly with the easterly edge of said Private Way a distance of twenty-two feet(22')more or less to a stone wall or its extension,then leaving the said Private Way and continuing along the stone wall in slightly more northerly directions, a distance of seven hundred and eleven and a half feet (711.5'), more or less,to a corner of the wall, continuing along the stone wall as it turns an approximate right angle to the east,along land now or formerly of Mary F. Charles, a distance of 816 feet,more or less,to the point of beginning at the shore of Lake Cochichewick. The foregoing premises are shown as "Pond Pasture" on a plan of land entitled "Plan of Pond Pasture & Lane to Pond Pasture -- North Andover, Mass." Scale 1" = 200' dated January, 1959--Ralph B Brasseur, C.E. recorded as Plan No. 3827 at the Essex North District Registry of Deeds; "Pond Pasture" contains twenty (20AC) acres, more or less, according to said Plan No. 3827, and reference maybe had to said Plan No. 3827 for a more particular description of"Pond Pasture". Together with all rights,easements and rights of way appurtenant to the foregoing property, including without limitation the Right of Way over the Lane to Pond Pasture as described in that certain Grant of Mutual Easements dated March 24, 1959 and recorded with said Deeds in Book 891 Page 167. MASSACHUSETTS STATE EXCISE TAX Essex North Registry Bate: 01-15-2016 3 12:03am CtiF= 101 Docs= 1011 Fee. $989,a2 Cons: $216y666a67 QUITCLAIM DEED Carolyn K.Rockwell and Richard G.Asoian,Successor Co-trustees of the SFR Realty Trust,under Declaration of Trust dated May 7, 1992 and recorded with the North Essex District Registry of Deeds at Book 3460 Page 221, for consideration paid and in full consideration of Two Hundred Sixteen Thousand Six Hundred Sixty-Six and 67/100 Dollars($216,666.67) grant to Pond Pasture LLC, a Massachusetts limited liability company having an address located at 28 State Street,291'Floor,Boston,MA 02109 with QUITCLAIM COVENANTS All of the Grantor's right, title and interest in and to the land with any improvements thereon comprising the Pond Pasture, consisting of approximately 20 +/- acres, together with all appurtenant rights located off of Osgood Street, North Andover, Essex County, Massachusetts, and more particularly described on Exhibit A attached hereto. It is hereby certified by Grantor that the real estate conveyed hereby is vacant land upon which no one resides, and it is not homestead property of any person,or of Grantor or any beneficiaries of the SFR Realty Trust,under Declaration of Trust dated May 7, 1992 and recorded with the North Essex District Registry of Deeds at Book 3460 Page 221. Property Location: Pond Pasture Lane(Off Osgood Street),North Andover,MA PLEASE RETURN T0: FIDELITY NATIONAL TITLE INSURANCE COWANY 133 FEDERAL STREET, 12TH FLOOR BOSTON. MA ngtin i 1�J►. 1's J V J ry V J 7f 1 V 11 I Signed as a sealed instrument this da of Januar 2016. Im Y Y� SFR Realty Trust By:. 0'."4 — - , F I k Tt-e— Carolyn k.'Rockwell, Trustee By: "Richard G. Asoian,Trustee Commonwealth of Massachusetts County of 1—�� ,ss On this j da of Januar 2016, before me, the undersigned notary public, personally 1Z Y Y l� appeared Carolyn K.Rockwell,Trustee of the SFR Realty Trust,proved to me through satisfactory evidence of identification,which was o photographic identification with 00AMMissued by a federal or state government agency, o oath or affirmation of a credible witness personal knowledge of the undersigned,to be the person(s)whose name(s)is/are signed on the pr ' g or attached document, and acknowledged to me that he/she/they each signed it voluntarily for its stated purpose as Trustee on behalf of the SFR Realty Trust, under Declaration of Trust dated May 7, 1992 and recorded with the North Essex District Registry of Deeds at Book 3460 Page 2P1. rycommission blic expires:' .� W 4, x??,N. Oso ' m3 ' a ,,',�JJJJJ•uaJuuIts `�,��a Commonwealth of Massachusetts LJ\ y iJV / ryVV TTZVZI Commonwealth of Massachusetts County of L�/� � ,ss On this day of January 2016, before me, the undersigned notary public, personally appeared Richard G. Asoian, Trustee of the SFR Realty Trust, proved to me through satisfactory evidence of identification, which was o photographic identification with signature issued bv a federal or state government agency, ❑ oath or affirmation of a credible witness, personal knowledge of the undersigned, to be the persona(s) whose name(s) is/are si d on the preceding or attached document, who swore or affirmed to me that the contents of the document are truthful and accurate to the best of his/her knowledge and belief, and further and acknowledged to me that he/she/they each signed it voluntarily for its stated purpose as Trustee on behalf of the SFR Realty Trust, under Declaration of Trust dated May 7, 1992 and recorded with the North Essex District Registry of Deeds at Book 3460 Page 2a1. t ublic My commission expires: 0 .c4M�+: �. 2 .?A�9L a O M ,ytiptillllw"" JJJL -L-2-)V I J:y v.7 W.L V.L.L Exhibit A (Legal description) Pond Pasture as shown on Plan No.3827 That certain parcel of land with all improvements thereon, situated in North Andover in the County of Essex and Commonwealth of Massachusetts,known as the "Pond Pasture" and " Pond Pasture Lane " located off of Osgood Street in said North Andover and bordering the western shores of Lake Cochichewick, bounded and described as follows: Beginning at the northeasterly corner thereof at the "Great Pond",now called Lake Cochichewick,at the stone wall or its extension, at land now or formerly of Mary F. Charles, then in a southerly direction along Lake Cochichewick a distance of nine hundred and twenty five feet(925')more or less,to a stone wall or its extension at land now or formerly of Edgewood Farm,then in a westerly direction along the stone wall a distance of eleven hundred and sixty feet(1160%more or less,then heading northerly along a stone wall a distance of one hundred and eighty-six feet(186%more or less, still by land of Edgewood Farm, to a Private Way known as Lane to Pond Pasture,then in a northeasterly direction along the southeasterly edge of said Private Way a distance of sixty feet(60'),more or less,then turning northerly with the easterly edge of said Private Way a distance of twenty-two feet(22')more or less to a stone wall or its extension,then leaving the said Private Way and continuing along the stone wall in slightly more northerly directions, a distance of seven hundred and eleven and a half feet (711.5'),more or less,to a corner of the wall,continuing along the stone wall as it turns an approximate right angle to the east, along land now or formerly of Mary F. Charles,a distance of 816 feet,more or less,to the point of beginning at the shore of Lake Cochichewick. The foregoing premises are shown as "Pond Pasture" on a plan of land entitled "Plan of Pond Pasture & Lane to Pond Pasture -- North Andover, Mass." Scale 1" = 200' dated January, 1959-- Ralph B Brasseur, C.E. recorded as Plan No. 3827 at the Essex North District Registry of Deeds; "Pond Pasture" contains twenty (20AC) acres, more or less, according to said Plan No. 3827, and reference maybe had to said Plan No. 3827 for a more particular description of"Pond Pasture". Together with all rights,easements and rights of way appurtenant to the foregoing property, including without limitation the Right of Way over the Lane to Pond Pasture as described in that certain Grant of Mutual Easements dated March 24, 1959 and recorded with said Deeds in Book 891 Page 167. nASSACHUSETTS STATE EXCISE TAX Essex North Reg i strg iJ v=� 01-15-2016 & 12:03vm Ct y; 6 Dor-Te 1006 1e. 5,74_1-00 :ons: $162Y'100.00 QUITCLAIM DEED Shawn A. Rockwell, Trustee of the William P. Rockwell Living Revocable Trust, under Declaration of Trust dated February 24, 1999 and recorded with North Essex Registry of Deeds in Book 5358 Page 301, for consideration paid and in full consideration of One Hundred Sixty-Two Thousand Five Hundred and 00/100 Dollars($162,500.00) grant to Pond Pasture LLC, a Massachusetts limited liability company having an address located at 28 State Street,29`h Floor, Boston, MA 02109 with QUITCLAIM COVENANTS All of the Grantor's right, title and interest in and to the land with any improvements thereon comprising the Pond Pasture, consisting of approximately 20 +/- acres, together with all appurtenant rights located off of Osgood Street, North Andover, Essex County, Massachusetts, and more particularly described on Exhibit A attached hereto. It is hereby certified by Grantor that the real estate conveyed hereby is vacant land,it is not homestead property of Grantor or any beneficiaries of the William P. Rockwell Living Revocable Trust,under Declaration of Trust dated February 24, 1999 and recorded with North Essex Registry of Deeds in Book 5358 Page 301. Property Location: Pond Pasture Lane(Off Osgood Street),North Andover, MA PLEASE RETURN TO: FIDELITY NATIONAL TITLE INSURANCE COMPANY 133 FEDERAL STREET, 12TH FLOOR BOSTON, MA 02110 liJti Z i J V I Z y J J Tf 1 V V V Signed as a sealed instrument this day of AM 0 fi Rte, 2016. William 0 Rockwell Living Revocable Trust B A . Y: Shawn A. Rockwell,Trustee State of Maine County of G3,D %.0 rna , ss On this__SL_day of 7Ywauar�4 , 2016, before me,the undersigned notary public, personally appeared Shawn A. Rockwell, Trustee of the William P, Rockwell Living Revocable Trust, proved to me through satisfactory evidence of identification, which was"hotographic identification with signature issued by a federal or state government agency, o oath or affirmation of a credible witness,v personal knowledge of the undersigned,to be the person(s)whose name(s)is/are signed on the preceding or attached document,and acknowledged to me that he/she/they each signed it voluntarily for its stated purpose as Trustee on behalf of the William )9. Rockwell Living Revocable Trust, under Declaration of Trust dated February 24, 1999 and recorded with North Essex Registry of Deeds in Book 5358 Page 301. zxmam �-C" Notary Public My commission expires: BRENDA F.CARD Notary Public,Maine My Commiss Expires November 2,2022 irn L=JV ! r%J j 7rZV V V Exhibit A (Legal description) Pond Pasture as shown on Plan No.3827 That certain parcel of land with all improvements thereon,situated in North Andover in the County of Essex and Commonwealth of Massachusetts,known as the "Pond Pasture" and " Pond Pasture Lane " located off of Osgood Street in said North Andover and bordering the western shores of Lake Cochichewick, bounded and described as follows: Beginning at the northeasterly corner thereof at the "Great Pond",now called Lake Cochichewick,at the stone wall or its extension, at land now or formerly of Mary F. Charles, then in a southerly direction along Lake Cochichewick a distance of nine hundred and twenty five feet(925')more or less,to a stone wall or its extension at land now or formerly of Edgewood Farm,then in a westerly direction along the stone wall a distance of eleven hundred and sixty feet(1160'),more or less,then heading northerly along a stone wall a distance of one hundred and eighty-six feet(186'),more or less, still by land of Edgewood Farm,to a Private Way known as Lane to Pond Pasture,then in a northeasterly direction along the southeasterly edge of said Private Way a distance of sixty feet(60'), more or less,then turning northerly with the easterly edge of said Private Way a distance of twenty-two feet(22')more or less to a stone wall or its extension,then leaving the said Private Way and continuing along the stone wall in slightly more northerly directions,a distance of seven hundred and eleven and a half feet (711.5'),more or less,to a corner of the wall, continuing along the stone wall as it turns an approximate right angle to the east, along land now or formerly of Mary F. Charles,a distance of 816 feet, more or less, to the point of beginning at the shore of Lake Cochichewick. The foregoing premises are shown as "Pond Pasture" on a plan of land entitled "Plan of Pond Pasture & Lane to Pond Pasture --North Andover, Mass." Scale 1" = 200' dated January, 1959-- Ralph B Brasseur, C.E. recorded as Plan No. 3827 at the Essex North District Registry of Deeds; "Pond Pasture" contains twenty (20AC) acres, more or less, according to said Plan No. 3827, and reference maybe had to said Plan No. 3827 for a more particular description of"Pond Pasture". Together with all rights,easements and rights of way appurtenant to the foregoing property, including without limitation the Right of Way over the Lane to Pond Pasture as described in that certain Grant of Mutual Easements dated March 24, 1959 and recorded with said Deeds in Book 891 Page 167. Pond Pasture LLC c/o Hinckley Allen&Snyder LLP 28 State Street Boston,MA 02109 August 16, 2016, RD F6nd Pasture Pond Pasture Lane at the Rear of Osgood Street. To Whom It May Concerrit Please:be advised that Robert Coppola is'aii authorized representative of Pond Pasture LLC and as such is hereby authon'zed'to sign all documents and take all actions that he depths reasonably necessary to:effectuate all matters related to the development of the above- .referenced property,including;but not limited to,communication with any North Andover officials and the execution of any applications regarding such development. Should you have any questions;"please do not h'esttate to call me directly at(617)'678-1.689. Sincerely; NOW Pasture LLC By Paa1.A.Hedstrom Its. Manager 5557070'8 vl I `:,SSACHUSETTS STATE EICiSE TAX -sseY Korth Res istrs tiz= 99 Doc-i= 1009 .=e¢: $1.230.76 Cons: $270POW33.33 QUITCLAIM DEED Kathy Campbell Stevens and Paul P. Stewart the duly appointed and qualified Personal Representatives, of the Estate of Thomas Plunkett Rockwell, a.k.a. Thomas P Rockwell, Essex County Probate Number OES 13PO485EA, (hereinafter "Grantor") pursuant to the Power to Sell contained in the duly probated Will of Thomas Plunkett Rockwell as filed with the records of Essex County Probate Number OES13PO485EA for consideration paid and in full consideration of Two Hundred Seventy Thousand Eight Hundred Thirty-Three and 33/100 Dollars($270,833.33) grant to Pond Pasture LLC, a Massachusetts limited liability company having an address located- at 28 State Street, 29`h Floor,Boston, MA 02109 with QUITCLAIM COVENANTS All of the Grantor's right, title and interest in and to the land with any improvements thereon comprising the Pond Pasture, consisting of approximately 20 +/- acres, together with all appurtenant rights located off of Osgood Street, North Andover, Essex County, Massachusetts, and more particularly described on Exhibit A attached hereto. It is hereby certified by Grantor that the real estate conveyed hereby is vacant land upon which no one resides, and it is not homestead property of any person, or of Grantor or any beneficiaries of the Estate of Thomas Plunkett Rockwell, Essex County Probate Number OES 13 P0485EA. i Property Location: Pond Pasture Lane(Off Osgood Street), North Andover,MA PLEASE RETURN TO: FIDELITY NATIONAL TITLE INSURANCE COMPANY 133 FEDERAL STREET, 12TH FLOOR BOSTON, MA 02110 17JL 1.2.J V ! r y V V W.L V V Signed as a sealed instrument this 2day of January,2016. Kathy Ca bell Stevens, Personal Representative of the Estate of Thomas Plunkett Rockwell Paul P. Stewart, Personal Representative of the Estate of Thomas Plunkett Rockwell COMMONWEALTH OF MASSACHUSETTS Essex,ss. January_�_,2016 On this day of January, 2016, before me,the undersigned notary public, personally appeared Paul P. Stewart, Personal Representative of the Estate of Thomas Plunkett Rockwell, Essex County Probate Number OES13PO485EA, proved to me through satisfactory evidence of identification, which was ❑ photographic identification with signature issued by a federal or state government agency, ❑ oath or affirmation of a credible witnessersonal knowledge of the undersigned,to be the person(s)whose name(s)is/are signed on the preceding or attached document, and acknowledged to me that he/she/they each signed it voluntarily for its stated purpose as Personal Representatives of the Estate of Thomas Plunkett ckwell, Essex County Probate Number OES13PO485EA. ,,�► W, t of Pub is �a+�* 3y 0 My commission expires: m'- ,.s COMMONWEALTH OF MASSACHUSETTS szy Essex,ss. January 2016 On this_� day of January, 2016, before me, the undersigned notary public, personally appeared Kathy Campbell Stevens, Personal Representative of the Estate of Thomas Plunkett Rockwell, Essex County Probate Number OES13PO485EA, proved to me through satisfactory evidence of identification,which was❑photographic identification with si ture issued by a federal or state government agency, ❑oath or affirmation of a credible witness, ersonal knowledge of the undersigned,to be the person(s)whose name(s)is/are signed on the preceding or attached document, and acknowledged to me that he/she/they each signed it voluntarily for its stated purpose as Personal Representatives of the Estate of Thomas Plunke ockwell, ssex County Probate N OES13PO485EA. — �$F".04e, My commission expires: . j--)— N Ni O ,X •. �• F LT W4 .ate i-s.jv r ryv-. W.Lvv9 Exhibit A (Legal description) Pond Pasture as shown on Plan No.3827 That certain parcel of land with all improvements thereon, situated in North Andover in the County of Essex and Commonwealth of Massachusetts,known as the "Pond Pasture" and " Pond Pasture Lane " located off of Osgood Street in said North Andover and bordering the western shores of Lake Cochichewick, bounded and described as follows: Beginning at the northeasterly corner thereof at the "Great Pond",now called Lake Cochichewick,at the stone wall or its extension,at land now or formerly of Mary F. Charles, then in a southerly direction along Lake Cochichewick a distance of nine hundred and twenty five feet(925')more or less,to a stone wall or its extension at land now or formerly of Edgewood Farm,then in a westerly direction along the stone wall a distance of eleven hundred and sixty feet(1160%more or less,then heading northerly along a stone wall a distance of one hundred and eighty-six feet(186'),more or less, still by land of Edgewood Farm,to a Private Way known as Lane to Pond Pasture,then in a northeasterly direction along the southeasterly edge of said Private Way a distance of sixty feet(60'),more or less,then turning northerly with the easterly edge of said Private Way a distance of twenty-two feet(22')more or less to a stone wall or its extension,then leaving the said Private Way and continuing along the stone wall in slightly more northerly directions, a distance of seven hundred and eleven and a half feet (711.5'),more or less,to a corner of the wall, continuing along the stone wall as it turns an approximate right angle to the east,along land now or formerly of Mary F. Charles, a distance of 816 feet,more or less,to the point of beginning at the shore of Lake Cochichewick. The foregoing premises are shown as "Pond Pasture" on a plan of land entitled "Plan of Pond Pasture & Lane to Pond Pasture -- North Andover, Mass." Scale 1" = 200' dated January, 1959--Ralph B Brasseur, C.E. recorded as Plan No. 3827 at the Essex North District Registry of Deeds; "Pond Pasture" contains twenty (20AC) acres, more or less, according to said Plan No. 3827, and reference maybe had to said Plan No. 3827 for a more particular description of"Pond Pasture". Together with all rights,easements and rights of way appurtenant to the foregoing property, including without limitation the Right of Way over the Lane to Pond Pasture as described in that certain Grant of Mutual Easements dated March 24, 1959 and recorded with said Deeds in Book 891 Page 167. 14507 Pa66 0 11 NASSACHUSETT5 STATE EXCISE TAX Essex north Res i sirs Date: 0-15-2016 a 12:03nm CtiF= 101 Doc : loll Fa_e $?89.512 tions: $21TW66.67 QUITCLAIM DEED Carolyn K.Rockwell and Richard G.Asoian, Successor Co-trustees of the SFR Realty Trust,under Declaration of Trust dated May 7, 1992 and recorded with the North Essex District Registry of Deeds at Book 3460 Page 221, for consideration paid and in full consideration of Two Hundred Sixteen Thousand Six Hundred Sixty-Six and 67/100 Dollars($216,666.67) grant to Pond Pasture LLC, a Massachusetts limited liability company having an address located at 28 State Street,29h Floor,Boston,MA 02109 with QUITCLAIM COVENANTS All of the Grantors right, title and interest in and to the land with any improvements thereon comprising the Pond Pasture, consisting of approximately 20 +/- acres, together with all appurtenant rights located off of Osgood Street, North Andover, Essex County, Massachusetts, and more particularly described on Exhibit A attached hereto. It is hereby certified by Grantor that the real estate conveyed hereby is vacant land upon which no one resides, and it is not homestead property of any person,or of Grantor or any beneficiaries of the SFR Realty Trust, under Declaration of Trust dated May 7, 1992 and recorded with the North Essex District Registry of Deeds at Book 3460 Page 221. Property Location: Pond Pasture Lane(Off Osgood Street),North Andover,MA PLEASE RETURN TO: FIDELITY NATIONAL TITLE INSURANCE COMPANY 133 FEDERAL STREET, 12TH FLOOR BOSTON- Mu ngiin _ - . _._ % 17�►. 12JV J ryV J Tf1V11 Signed as a sealed instrument this_10Y Y� Oda of Januar 2016. SFR Realty Trust By: ;re— Carolyn CRockwell, Trustee By: IZI—chard G. Asoian,Trustee Commonwealth of Massachusetts County of 1Erocp�--- ,ss On this day of January 2016, before me, the undersigned no Y public, personally appeared Carolyn K.Rockwell,Trustee of the SFR Realty Trust,proved to me through satisfactory evidence of identification,which was o photographic identification with sign a issued by a federal or state government agency, o oath or affirmation of a credible witness personal knowledge of the undersigned,to be the person(s)whose name(s)is/are signed on the pre ' g or attached document, and acknowledged to me that he/she/they each signed it voluntarily for its stated purpose as Trustee on behalf of the SFR Realty Trust, under Declaration of Trust dated May 7, 1992 and recorded with the North Essex District Registry of Deeds at Book 3460 Page 2�1. N blic y commission expires: NO W, JJJ/ JJf � Commonwealth of Massachusetts i X=y V V U 1 V 11 Commonwealth of Massachusetts County of Ly � 'ss 1� On this day of Jams�'Y 2016 before me the undersigned no 'Y public personally appeared Richard G. A.soian, Trustee of the SFR Realty Trust, proved to me through satisfactory evidence of identification, which was ❑ photographic identification with signature issued a federal or state government agency, ❑ oath or affirmation of a credible witness, personal knowledge of the undersigned, to be the person(s) whose name(s) is/are si d on the preceding or attached document, who swore or affirmed to me that the contents of the document arc truthful and accurate to the best of his/her knowledge and belief, and further and acknowledged to me that he/she/they each signed it voluntarily for its stated purpose as Trustee on behalf of the SFR Realty Trust, under Declaration of Trust dated May 7, 1992 and recorded with the North Essex District Registry of Deeds at Book 3460 Page 291. t ublic My commission expires: s4�••�y`Y xi�'e��'!` i M op4 i l7Jt lYJV ! J lJ. V✓ W.LVll 'r Exhibit A (Legal description) Pond Pasture as shown on Plan No. 3827 That certain parcel of land with all improvements thereon, situated in North Andover in the County of Essex and Commonwealth of Massachusetts,known as the "Pond Pasture" and " Pond Pasture Lane " located off of Osgood Street in said North Andover and bordering the western shores of Lake Cochichewick, bounded and described as follows: Beginning at the northeasterly corner thereof at the "Great Pond", now called Lake Cochichewick,at the stone wall or its extension, at land now or formerly of Mary F. Charles, then in a southerly direction along Lake Cochichewick a distance of nine hundred and twenty five feet(925')more or less,to a stone wall or its extension at land now or formerly of Edgewood Farm,then in a westerly direction along the stone wall a distance of eleven hundred and sixty feet(1160'),more or less,then heading northerly along a stone wall a distance of one hundred and eighty-six feet(186%more or less, still by land of Edgewood Farm, to a Private j Way known as Lane to Pond Pasture,then in a northeasterly direction along the southeasterly edge of said Private Way a distance of sixty feet(60'),more or less, then turning northerly with the easterly edge of said Private Way a distance of twenty-two feet (22')more or less to a stone wall or its extension,then leaving the said Private Way and continuing along the stone wall in slightly more northerly directions,a distance of seven hundred and eleven and a half feet (711.5 7),more or less,to a corner of the wall,continuing along the stone wall as it turns an approximate right angle to the east, along land now or formerly of Mary F. Charles, a distance of 816 feet,more or less,to the point of beginning at the shore of Lake Cochichewick. The foregoing premises are shown as "Pond Pasture" on a plan of land entitled "Plan of Pond Pasture & Lane to Pond Pasture -- North Andover, Mass." Scale 1" = 200' dated January, 1959-- Ralph B Brasseur, C.E. recorded as Plan No. 3827 at the Essex North District Registry of Deeds; "Pond Pasture" contains twenty (20AC) acres, more or less, according to said Plan No. 3827, and reference maybe had to said Plan No. 3827 for a more particular description of"Pond Pasture". Together with all rights,easements and rights of way appurtenant to the foregoing property, including without limitation the Right of Way over the Lane to Pond Pasture as described in that certain Grant of Mutual Easements dated March 24, 1959 and recorded with said Deeds in Book 891 Page 167. MASSACHUSETTS STATE EXCISE TAX i_ssex North Reaistrii r__ 96 Doc": 1006 �Rlkll 00 !:ons: $162i500.00 QUITCLAIM DEED Shawn A. Rockwell, Trustee of the William P. Rockwell Living Revocable Trust, under Declaration of Trust dated February 24, 1999 and recorded with North Essex Registry of Deeds in Book 5358 Page 301, for consideration paid and in full consideration of One Hundred Sixty-Two Thousand Five Hundred and 00/100 Dollars ($162,500.00) grant to Pond Pasture LLC, a Massachusetts limited liability company having an address located at 28 State Street,20 Floor, Boston, MA 02109 with QUITCLAIM COVENANTS All of the Grantor's right, title and interest in and to the land with any improvements thereon comprising the Pond Pasture, consisting of approximately 20 +/- acres, together with all appurtenant rights located off of Osgood Street, North Andover, Essex County, Massachusetts, and more particularly described on Exhibit A attached hereto. It is hereby certified by Grantor that the real estate conveyed hereby is vacant land,it is not homestead property of Grantor or any beneficiaries of the William P. Rockwell Living Revocable Trust,under Declaration of Trust dated February 24, 1999 and recorded with North Essex Registry of Deeds in Book 5358 Page 301. Property Location: Pond Pasture Lane(Off Osgood Street),North Andover,MA PLEASE RETURN TO: FIDELITY NATIONAL TITLE INSURANCE COMPANY 133 FEDERAL STREET, 12TH FLOOR BOSTON, MA 02110 J..tJI. 1ZJV / tlJ. JJ 7(1V V V a Signed as a sealed instrument this day of JAO 0&g 2016. William R. Rockwell Living Revocable Trust By: A - Shawn A. Rockwell,Trustee State of Maine County of GtmVr--. s.0 acl ,ss On this_4 _ day of :ya , 2016, before me,the undersigned notary public, personally appeared Shawn A. Rockwell, Trustee of the William R. Rockwell Living Revocable Trust, proved to me through satisfactory evidence of identification, which was photographic identification with signature issued by a federal or state government agency, o oath or affirmation of a credible witness,o personal knowledge of the undersigned,to be the person(s)whose name(s)is/are signed on the preceding or attached document,and acknowledged to me that he/she/they each signed it voluntarily for its stated purpose as Trustee on behalf of the William )R. Rockwell Living Revocable Trust, under Declaration of Trust dated February 24, 1999 and recorded with North Essex Registry of Deeds in Book 5358 Page 301. XMM& r—C" Notary Public My commission expires: BRENDA F.CARD Notary Public,Maine My commission Expires November 2,2022 i Town of North Andover Town Clerk Time Stamp ZONING BOARD OF APPEALS affwd J.Manzi 393,&q. eAgAmui �iORTH Wen 0.✓fanivu, vice-L'fa'Amwz O� tieo , '9q. auA bukon `.l)..1 aat Xacfi &q. '' A aaan a .6ciac c ey (b6aciate✓fem6elt3 99ene#A toVanthae SgACHUSE Nathan WeuviceicFi a& andnia a.yacofm filly. Date ve-p1 3 ) Town of North Andover Zoning Board of Appeals 1600 Osgood Street North Andover MA 01845 Please be advised that I have agreed to waive,the tim e-constraints for the North Andover Zoning Board of Appeals to make a decision regarding the granting of a Variance Specia ermit Comprehensive Permit(40B) Finding For property located at: STREET: Pond reo_r !YT5 03 dock + MAP: PARCEL: OCA - TOWN: North Andover, MA 01845 TO MEETING DATE(S) NAME OF PETIT R: SIGNED: Petitioner(or petitioner's representative) 1600 Osgood Street,Building 20-Suite 2035,North Andover,.Massachusetts 01845 Phone-978-688-9541 - Fax-978-689-9542 :Web-www,townofnorthandover.com Page 1 of 2 Gl Home 25 Submit a notice powered by PUBLIC NOTICES i!A.4 I' All Legal Public Notices Notices Notices Legal Notices t Back Source Eagle-Tribune Category Legal Notices Published Date August 30,2016 Notice Details North Andover Board of Appeals Notice is hereby given that the Board of Appeals will hold a ! public hear-ing at the School Administration Building located at 566 Main Street,North Andover, MA on Tuesday,September 13,2016,at 7:30 PM to all parties interested in the petition of POND PASTURE LLC,for property POND PASTURE LANE @ REAR OF 575 i OSGOOD STREET(Map 36, Parcel 002),North Andover, MA 01845 in the R-1 Zoning District. The Petitioner is requesting VARIANCE PURSUANT TO SECTIONS 4.136 and 4.136.C.ii.3 ° FOR CONSTRUCTION OF A NEW PERMANENT STRUC-TURF IN THE R-1 ZONING DISTRICT.A Variance is requested under Section 4.136(Watershed Protection Division),3 ! (Uses and Building Requirements),c.ii.3(Non-Disturbance Buffer Zone),of the Zoning By-Laws. Application and supporting materials are available for review at the office of the Zoning Department located at 1600 Osgood Street, North Andover, MA, Monday,Wednesday and i Thursday from the hours of 8:00-4:00,Tues-day from the hours of 800-5:30 and Friday from 8:00 to 11:30 By order of the Board of Appeals Albert P.Manzi 111,Esq.,Chairman ET-8/30, 9/6/16 http://notices.eagletribune.com/listing/6332379 9/6/2016 Page 2 of 2 ©Copyright 2016,Public Notices.All rights reserved. Search powered bytransparensee About Terms of Use Privacy Policy i http://notices.eagletribune.com/listing/6332379 ` 9/6/2016 i 7Ab.t1.,1,oAbutter( )Building Dept. ( ) Conservation ( J Zoning ( J TOWN of hLORTH ANDOVER ABUTTER LIST REQUIREMENT. MGL 40A,Section 11 states in part"Parties in Interest as used in this chapter shall mean the petitioner, abutters,owners of land directly opposite on any public or private way,and abutters to abutters within three hundred(300)feet of the property line of the petitioner as they appear on the most recent applicable tax list,not withstanding that the land of any such owner is located in another city or town,the planning board of the city or town,and the planning board of every abutting city or town." Subiect Property., MAP PARCEL Name Address 38 2 SFR Realty Trust 0 Osgood Street / North Andover,MA 01845 c/o Pond Pasture LLC V Abutters Properties Map Parcel Name Address {/ 36 1 Town of North Andover 120 Main Street '/ North Andover,MA 01845 y 36 3 Edgewood Retirement Community 575 Osgood Street ✓ North Andover,MA 01845 VVV 36 24 Family Cooperative Preschool 549 Osgood Street -/ North Andover,MA 01846 36 -- Lake Cochichwick,Com of Mass 100 Cambridge Street ✓ Boston,MA 02202 c 6 Go CPO This certifies that the names appearing on ttte records of the Assessors Office as of Certified by:�Gy� % �/mate /H Town of North Andover ZONING BOARD OF APPEALS ,IORTft Albert P.Manzi III,Esq.Chairman o�st�.o gtio Associate Members Ellen P.McIntyre,Vice-Chairman c= '�i'' Deney Morganthal D.Paul Koch Jr.,Esq.Clerk '- r p Alexandria Jacobs,Esq. Douglas Ludgin * ; * Nathan Weinreich Allan Cuscia *34"�q,To.� '�y« Zoning Enforcement Officer 9SS'. HUS - Donald Belanger Legal Notice North Andover Board of Appeals Notice is hereby given that the Board of Appeals will hold a public hearing at the School Administration Building located at 566 Main Street,North Andover, MA on Tuesday, September 13 2016, at 7:30 PM to all parties interested in the petition of POND PASTURE LLC, for property POND PASTURE LANE @ REAR OF 575 OSGOOD STREET (Map 36,Parcel 002),North Andover,MA 01845 in the R-1 Zoning District. The Petitioner is requesting A VARIANCE PURSUANT TO SECTIONS 4.136 and 4.136.C.ii.3 FOR CONSTRUCTION OF A NEW PERMANENT STRUCTURE IN THE R-1 ZONING DISTRICT. A Variance is requested under Section 4.136(Watershed Protection Division), 3 (Uses and Building Requirements), c.ii.3 (Non-Disturbance Buffer Zone),of the Zoning By-Laws. Application and supporting materials are available for review at the office of the Zoning Department located at 1600 Osgood Street,North Andover, MA, Monday, Wednesday and Thursday from the hours of 8:00-4:00, Tuesday from the hours of 800-5:30 and Friday from 8:00 to 11:30 By order of the Board of Appeals Albert P.Manzi II1, Esq., Chairman Published in the Eagle Tribune on: August 30, 2016 September 06,2016 {00084696;v 1} 55973270 vl 8/30/2016 noti ces.eagl etri bune.com4 i sti ng/6332379 n Home C/ Submit a notice poweredby PUBLIC NOTICES -- -: All Notices Legal Notices Public Notices Legal Notices Back Source Eagle Tribune Category Legal Notices Published Date August 30,2016 Notice Details North Andover Board of Appeals Notice is hereby given that the Board of Appeals will hold a public hear- ing at the School Administration Building located at 566 Main Street, North Andover, MA on Tuesday,September 13,2016,at 7:30 PM to all parties interested in the petition of POND j PASTURE LLC,for property POND PASTURE LANE @ REAR OF 575 OSGOOD STREET(Map 36, E Parcel 002), North Andover, MA 01845 in the R-1 Zoning District.The Petitioner is requesting A g VARIANCE PURSUANT TO SECTIONS 4.136 and 4.136.C.ii.3 FOR CONSTRUCTION OF A NEW PERMANENT STRUC-TURE IN THE R-1 ZONING DISTRICT.A Variance is requested under a Section 4.136(Watershed Protection Division),3 (Uses and Building Requirements),c.ii.3 (Non- Disturbance Buffer Zone),of the Zoning By-Laws.Application and supporting materials are available for review at the office of the Zoning Department located at 1600 Osgood Street, North 9 Andover, MA, Monday,Wednesday and Thursday from the hours of 8:00-4:00,Tues-day from the hours of 800-5:30 and Friday from 8:00 to 11:30 By order of the Board of Appeals Albert R Manzi ? 111, Esq.,Chairman ET 8/30, 9/6/16 i http://notces.eagietribune.com/listing/6332379 1/2 =re I'm TOWN OF NORTH ANDOVER VARIAE AH 11: 22 ZONING BOARD OF APPEALS To qy- o NAME: Pond Pasture LLC c/o Bob Coppola NTRTH Mfr, r VJ ADDRESS OF APPEAL:Pond Pasture Lane @ the Rear of 575 Osgood St,N.Andover,'i 48'4�r'itfov iffe'Time Stamp (0 Osgood Street) Procedure & Requirements for an Application for a Variance Twelve(12)copies of the following information must be STEP 6:SCHEDULING OF HEARING AND submitted thirty 30 days prior to the first public hearing. PREPARATION OF LEGAL NOTICE: Failure to submit the required information within the The Office of the Zoning Board of Appeals schedules' time periods prescribed may result in a dismissal by the the applicant for a hearing date and prepares the legal Zoning Board of an application as incomplete, notice for mailing to the parties in interest(abutters)and The information herein is an abstract of more for publication in the newspaper. The petitioner is specific requirements listed in the Zoning Board notified that the legal notice has been prepared and the Rules and Regulations and is not meant to cost of the Party in Interest fee. supersede them.The petitioner will complete items STEP 7: DELIVERY OF LEGAL NOTICE TO That are underlined NEWSPAPER The petitioner picks up the legal notice from the Office STEP 1: ADMINISTRATOR PERMIT DENIAL: of the Zoning Board of Appeals and delivers the legal The petitioner applies for a Building Permit and notice to the local newspaper for publication. receivers a Zoning Bylaw Denial form completed by the Building Commissioner. STEP 8: PUBLIC HEARING BEFORE THE ZONING BOARD OF APPEALS: STEP 2: VARIANCE APPLICATION FORM:. The petitioner should appear in his/her behalf, or be Petitioner completes an application form to petition the represented by an agent or attomey. In the absence of Board of Appeals for a Variance. All information as any appearance without due cause on behalf of the required in items 1 through and including 11 shall be petition,the Board shall decide on the matter by using completed. the information it has received to date. STEP 3: PLAN,PREPARATION: STEP 9: DECISION: Petitioner submits all of the required plan information as After the hearing, a Copy of the Board's decision will be cited in page 4,section 10 of this form. sent to all Parties in Interest. Any appeal of the Board's • decision may be made pursuant to Massachusetts STEP 4: OBTAIN LIST OF PARTIES IN INTEREST: General Law ch.40A§17,within twenty(20)days after The petitioner requests the Assessor's Office to compile the decision is filed with the Town Clerk. a certified list of Parties in Interest(abutters). STEP 10: RECORDING THE DECISION AND PLANS. STEP S: SUBMIT APPLICATION: The petitioner Is responsible for recording certification of Petitioner submits one(1)original and eleven (11)Xerox the decision,the Mylar,and any accompanying plans at copies of all the required information to the Town Clerk's the'Essex County, North Registry of Deeds, 354 Office to be certified by the Town Clerk with the time Merrimack St Suite#304, Lawrence MA,01843 and and date of filing: The original will be.left at the Town shall complete the Certification of Recording form and Clerk's Office,and the 11 Xerox'copies will be left with forward it to the Zoning Board of Appeals and to the the Zoning Board of Appeals secretary. Building Department . i�ct�teliY�'ts' �it��R9(►16YG�da4�'edmcdafh'�dtoY�l3tis4Lttir5Ydl�Jt'ext;YaYc�Yd1�'�s�s'aa;7��tltvYdnri�d¢Y�Y�Vht�ri'YCYi1cR11et+apt'teRaYd�t�o'c�1fiYYrdofi�a�[�k '�VCdre�tiolYc� IMPORTANT PHONE NUMBERS: 978-688-9533 Office of Community Dev.&Services North Andover Town Hall 1600 Osgood St., Bldg.20,Suite 2035 120 Main Street North Andover, MA 01845 978-688-9501 Town Clerk's Office 978-688-9542 fax for Community Development offices 978-688-9566 Assessor's Office 978-688-9545 Building Department 978-688-9541 Zoning Board of Appeals Office PAGE 1 of.4 Y I PAGE 2OF4 Ar►�t+ NORTH ANDOVER ZONING BOARD OF APPEALS application for a v�r ARIAN v E e 1. Petitioner: *Name, *Address and telephone number: Pond Pasture LLC; c/o Bob Coppola 575 Osgood Street, North Andover, MA 01845 978-494-6876 *The petitioner shall be entered on the legal notice and the decision as entered above. 2. Owners of Land: Name, Address, telephone number, and number of years under this ownership: Pond Pasture LLC Pond Pasture Lane @ the Rear of 575 Osgood Street, North Andover, MA 01845 978-494-6876 Years Owned Land:. Less than (1)year 3. Location of Property: a, Street: Pond Pasture Lane @ the Rear of 575 Osgood St. Zoning District: R-1 b. Assessors: Map number: 36 Lot Number: 2 c. Registry of Deeds: Book Number: 03460 Page Number: 0234 4. Zoning Bylaw Section(s)* under which the petition for the Variance is made. Zoning Bylaw Section 4.136.3(c)(ii)(3) *Refer to the Zoning Bylaw Denial and Plan Review Narrative form as supplied by the Building Commissioner. 5, Describe the Variance request: Pond Pasture LLC is requesting a Variance to Zoning Bylaw Section 4.136.3(b)(ii)(3)for construction of a permanent structure within the'Non-Disturbance Buffer Zone'of the Watershed Protection District. The above description shall be used for the purpose of the legal notice and decision. A more detailed description is required pursuant to the Zoning Board Rules and Regulations as cited on page 4,section 9 of this application.Failure by the applicant to describe the request clearly may result In a decision that does not address the Intent of the applicant, The decision will be limited to the request by the applicant and will not involve additional items not Included above. Additional information provided in attached narrative 6A. Difference from Zoning Bylaw requirements: Indicate the dimension(s)that will not meet current Zoning Bylaw Requirements. (Lines A and Bare in case of a lot split) N/A Lot Area Open Space Percentage Lot Frontage Parking Sq. Ft. Sq. Ft. Coverage Feet Spaces Front Side A Side B Rear A. % B. % Page 3 of 4 NORTH ANDOVER ZONING BOARD OF APPEALS application for a INARIAN E IOFz 6 B. Existing Lot: Lot Area Open Space Percent Lot Frontage Parking Minimum Lot Setback Sq.Ft. Sq: Ft. Coverage Feet Spaces Front Side A Side B Rear 883,832 883,832 0 N/A 0 30 30 30 30 4 6 C. Proposed Lot(s): Abuts Edgewoodproperty: Lot Area Open Space p p Percent Lot Frontage Parking Minimum Lo'Setback Sq.Ft. Sq,Ft. Coverage Feet Spaces Front Side A Side B Rear 883^T832 743,569 4.3% N/A 40 149(west) 10 South) 540(N rth) 712 East) * 1,.. 6 D. Required Lot: (As required by Zoning Bylaw&Table 2) `"" Lot.Area Open Space Percent Lot Frontage Parking Minimum Lot Setback Sq.Ft. Sq.Ft. Coverage Feet Spaces Front Side A Side B Rear 87,120 N/A N/A175 40 30 30 30 30 7A. Existing Building(s): Ground Floor Number of Height Total Use of Number Square feet Floors Sq.feet Building" of Units*" N/A: No Buildings on existing site *Reference Uses from the Zoning Bylaw&Table 1. **State number of units in building(s). E> 7B. Proposed Building(s): == Ground Floor Number-of Height Total Use of Number Square feet Floors Sq.feet Building* of Units'" 38,760 1 35' 38,760 CCRC 40 3y *Reference.Uses from the Zoning Bylaw&Table 1. { **State number of units in building(s). 8. Petitioner.and Landownersignature(s): Every applicationufora Variance shall be made on this form,which is the official form of the Zoning Board of Appeals. Every application shall be filed with the Town Clerk's Office. It shall be the responsibility of the petitioner to furnish all supporting documentation with this application. The dated copy of this application received by the Town Clerk or the Zoning Board of Appeals does not absolve the applicant from this responsibility. The petitioner shall be responsible for all expenses for filing and legal 4 notification. Failure to comply with application requirements,as cited herein and in the Zoning Board Rules and Regulations may result in a dismiss. bY-t e 7on� Boar o this application incomplete. PIC PP as p Si natureQ f-cwa� Type above name(s) here: Bob Coppola & Paul Hedstrom y PAGE 4 OF 4 VARIANCE y ' 9. WRITTEN DOCUMENTATION *10. B.*Plan Specifications: Application for a Variance must be supported by a 1) Size of plan: Ten(10)paper copies of a plan`not legibly written or typed memorandum setting forth in to exceed 11°x17", preferred scale of 1"=40' detail all facts relied upon. When requesting a Variance 11) One(1) Mylar,with one block for Registry Use from the requirements of MGLA ch.40A, Sec. 10.4 and Only,and one block for five(5)ZBA signatures&date the North Andover Zoning By-laws, all dimensional IIn Plan shall be prepared, stamped and certified by requirements shall be clearly identified and factually a Registered Professional Land Surveyor. Please supported. All points,A-F,are required to be note that plans by a Registered Professional Engineer, addressed with this application. Registered Architect, and/or a Registered Landscape Architect may be required for Major Projects. A. The particular use proposed forthe land or *10 C. *Required Features On Plan; structure. Site Orientationshall include: B. The circumstances relating to soil conditions, shape 1. north point or topography of such land or structures especially 2. zoning district(s) affecting the property for which the Variance is 3, names of streets sought which do not affect generally the zoning 4. wetlands(if applicable) district in which the property is located. 5. abutters of property,within 300'radius C. Facts which make up the substantial hardship, 6. locations of buildings on adjacent properties. financial or otherwise,which results from literal within 50'from applicants proposed structure' enforcement of the applicable zoning restrictions 7. deed restrictions, easements. with respect to the land or building for which the In Legend&Graphic Aids shall include: variance is sought. 1. Proposed features in solid lines&outlined in red D. Facts relied upon to support a finding that relief 2. Existing features to be removed in dashed lines, sought will be desirable and without substantial 3. Graphic Scales j detriment to the public good. 4. Date of Plan 1. E. Facts relied upon to support a finding that relief 5. Title of Plan sought may be given without nullifying or 6. Names addresses and phone numbers of the substantially derogating from the intent or purpose applicant, owner or record, and land surveyor of the Ordinance. 7. Locus F. Submit RDA from Conservation Commission when 10 D. Minor Projects Continuous Buildable Area is applied for in ZBA Minor projects, such as decks,sheds,and garages, application. shall require only the plan information as indicated with an. asterisk(I. In some cases further information may required. 10. LAN OF LAND be re q Each application to the,Zoning Board of Appeals shall 11. APPLICATION FILING FEES be accompanied by the following described pian. Plans must be submitted with this application to the Town 11.A. Notification fees: Applicant shall provide a Clerk's Office and ZBA secretary at least thirty(30)days check or money order to: "Town of North Andover'for prior to the public hearing before the Zoning Board of the cost of first class, certified, return receipt x#of appeals. all parties in interest identified in MGLA ch. 40A§11 . . ._ .. on the abutter's list for the legal notice check. Also, A set of building elevation plans by a Registered the applicant shall supply first class postage stamps. Architect may be required when the application for each address listed on the abutter's list, plus an involves new construction/conversion/and/or a additional 2 for the decision mailing. proposed change in use. 11.13. Mailing labels:Applicant shall provide four(4) sets of mailing labels no larger than 1"x2-518"(3 copies 10.A. Major Projects for the Legal, and one copy for the Decision marling): Major projects are those,which involve one of the 11. C. Applicant shall provide a check or money order following whether existing or proposed: to: "Town of North Andover"per 2005 Revised Fee 1)five (5) or more parking spaces, Schedule. II)three(3)or more dwelling units, ► A Variance once granted by the ZBA will lapse rn III)2,000 square feet of building area. 1 (one)year if not exercised and a new petition must Major Projects shall require,that in addition to the 10B& be submitted. 10C features,that the plans show detailed utilities, soils, k and topographic information. r - r Edgewood Retirement Community Small Home Project North Andover, Massachusetts , . Town of North Andover Zoning Board of Appeals Application for a Variance August 18, 2016 Project # 15078-03 Submitted by: SMRT Architects and Engineers 877.700.7678 Smrtinc.com ARCHITECTURE' I ENGINEERING ( PLANNING INTERIORS, 1 ENERGY I smrtinc.com 1 ' Edgewood Retirement Community—Small Home Project Zoning Board of Appeals—Application for a Variance 1 TABLE OF CONTENTS 1 PROJECT DESCRIPTION ........................................................................................2 1.1 Overall Project Description............................................................................................ 2 1.2 Petition to the Zoning Board of Appeals Requirements................................................ 3 1.3 Discussion of Variance Criteria ...................................................................................... 3 1.3.1 Variance Criteria:....................................................................................................................4 1.4 Other Regulatory Requirements.................................................................................... 5 2 PETITION TO THE ZONING BOARD OF APPEALS CONTENTS...................................6 2.1 Plans............................................................................................................................... 6 2.2 Other Documents........................................................................................................... 6 Edgewood Retirement Community—Small Home Project Zoning Board of Appeals—Application for a Variance 2 1 PROJECT DESCRIPTION 1.1 Overall Project Description Located in Merrimack Valley, Edgewood is a continuing care retirement community offering full service retirement living,from independent living to in-home lifestyle assistance (assisted living) to health care and support services. Edgewood's campus is over 100 acres and includes access to walking trails and amenities for active living. As we live longer and the population continues to grow,the number of people living into their eighties and nineties is increasing as well.This trend is expected to continue in the future and the demand for housing for the aging will match this rise.Studies have shown that people who are able to remain at home or in a home-like environment as they age are able to maintain a more active and healthy lifestyle.The Small Home concept of elder care facilities creates a home-like environment where residents are encouraged to participate in many of the daily activities as they are able with the support services of staff to assist where needed. Each small home's scale eliminates the.need for elevators or long corridors. Private bedrooms are located directly off the common living room, creating easy access to all of the home's amenities. The homes strive to support the specific needs of aging residents with memory loss by using color and contrast, abundant natural light, and careful attention to straightforward way-finding. Residents will find common spaces to be warm and inviting to maximize engagement and independence,and private rooms are designed to instill a sense of comfort and security. Enclosed gardens allow residents to safely enjoy good weather and fresh air at their leisure. The proposed site is a twenty (20) acre parcel of land that borders Town owned Conservation Restricted land to the north, Lake Cochichewick to the east; Edgewood owned Conservation Restricted land to the south, the existing Edgewood campus, the Family Cooperative Preschool and Town owned Conservation Restricted land to west and northwest. There is an existing easement that straddles the property line between the Edgewood property and the Preschool property that provides access to the site. Access to the site is from a gravel drive and trailhead that allows parking for approximately three (3) vehicles. The topography slopes significantly from west to east, dropping almost seventy (70) feet in elevation down to the lake. A formal geotechnical analysis of the on-site soils was completed by John Turner Consulting. The analysis has 'indicated that the primary soil strata consists of Forest Mat (0'-2' below ground surface (bgs)), two layers of Glacial Till (between 1'-18' bgs), and bedrock was encountered at 18' bgs. On-site vegetation consists of old growth mixed deciduous hardwood trees and shrubs, with some trees over eighty (80) feet in height. Numerous pockets of isolated wetlands are located throughout the site and public walking trails transect the property providing access down to the lake.There are no existing utilities on the property. Edgewood Retirement Community—Small Home Project Zoning Board of Appeals—Application for a Variance 3 Property Information: Property Pond Pasture Lane Property Owner Pond Pasture LLC Boston, MA Zoning Classification Residential 1(111) Parcel ID 210/036.0-0002-0000.0 Assessor's Map&Lot Map 36, Lot 2 Number Land Area in Acres 20.29(883,850 s.f.) 1.2 Petition to the Zoning Board of Appeals Requirements This Petition to the Zoning Board of Appeals (ZBA) is being submitted in accordance with the Town of North Andover, Massachusetts Zoning Bylaws and the Commonwealth of Massachusetts General Laws. The ZBA requires applicants applying for a Variance address the following criteria: 1. That there are circumstances relating to the soil conditions, shape, or topography which especially affected the land or structures in question, but which do not affect generally the zoning district in which the land or structure is located. 2. That due to those circumstances especially affecting the land or structure, literal enforcement of the provisions of the zoning by-law would involve substantial hardship, financial or otherwise to the petitioner appellant. 3. That desirable relief may be granted without nullifying or substantially derogating from the intent or purpose of the zoning by-law. 4. That desirable relief may be granted without substantial detriment to the public good. 1.3 Discussion of Variance Criteria The Watershed Protection District is an overlay district superimposed on the Residential 1 (R-1) Zoning District in which the subject property lies. It includes land adjacent to Lake Cochichewick and land around wetlands and streams in the Lake's watershed. The intended purpose of the Watershed Protection District is to "preserve the purity of the ground water, the lake and its tributaries; to maintain the ground water table, and maintain filtration and purification - functions of the land; while conserving the natural environment; and protecting the public health,safety and welfare." *The jurisdictional limit of the Watershed Protection District is determined by when the Lot was created. The petitioner intends to combine the subject parcel with the existing Edgewood property if the project receives the necessary approvals. The petitioner is applying the jurisdictional limits for lots created after 1994 for purposes of this application. Edgewood Retirement Community—Small Home Project Zoning Board of Appeals—Application for a Variance 4 The Protection District consists of four distinct zones from the wetland resource areas (Lake protection is not applicable due to distance of project to Lake edge). The zones include the General Zone (beyond 400'from the resource), Non-Discharge zone (150' -400' from resource), Non-Disturbance Zone (75'—150'from resource)and Conservation Zone (0'-75'from resource). The proposed building.has been sited so that it will not be located within the Non-Disturbance Zone or the Conservation Zone, but portions of the building will be located within the Non- Discharge Zone. A request is being made for one (1) variance to the Town of North Andover Zoning Bylaws as part of the Edgewood Small House project: 1. Per Section 4.136 Watershed Protection District, Paragraph 3(b)(iii)(1) of the Zoning Bylaws, construction of a permanent structure within the Watershed Non-Discharge Buffer Zone is prohibited unless a variance has been granted by the Zoning Board of Appeals per Section 4.136.3(c)(ii)(3). 1.3.1 Variance Criteria: 1. That there are circumstances relating to the soil conditions, shape, or topography which especially affected the land or structures in question, but which do not affect generally the zoning district in which the land or structure is located. The site is accessed via an easement that abuts the property line of the existing Edgewood facility property. The proposed development by Edgewood will limit the disturbance for site access, utilities and the land use; and the use will be complimentary to the adjacent Continuing Care Retirement Center(CCRC). 2. That due to those circumstances especially affecting the land or structure, literal enforcement of the provisions of the zoning by-law would involve substantial hardship, financial or otherwise to the petitioner appellant. Literal enforcement of the by-law drastically reduces the buildability and restricts the use of the site. Petitioner is seeking a variance to construct improvements on less than four (4) acres of a twenty (20) acre parcel and has designed the project to not impact wetland resource areas on site. 3. That desirable relief may be granted without nullifying or substantially derogating from the intent or purpose of the zoning by-law. The proposed work will be performed with the sensitivity of the site as the foremost concern. Extraordinary erosion control measures will be utilized to protect the resource. In addition, only the west side of the site (furthest from the lake) is proposed Edgewood Retirement Community—Small Home Project Zoning Board of Appeals—Application for a Variance 5 to be developed. The remainder of the site is proposed to be placed under a permanent conservation restriction easement. 4. That desirable relief may be granted without substantial detriment to the public good. Relief may be granted without the detriment to the public good as the proposed development will continue to allow for conservation and public use of the site; expand the healthcare capabilities of the Edgewood facility; and permanently protect the shoreline of the Lake and associated wetlands on the site. 1.4 Other Regulatory Requirements An ANRAD was submitted to the North Andover Conservation Commission on May 26, 2016 and the Commission issued an Order of Resource Area Delineation on 7/15/16. A copy of the Order of Resource Area Delineation is included in this submission. No Notice of Intent will be submitted at this time as all proposed work is proposed to be outside of Conservation Commission jurisdictional areas. The proposed project also requires the following regulatory reviews: • Planning Board Permits: o Amended Site Plan Review o Amended Special Permit—Continuing Care Retirement Center(per Section 13 of the Bylaws) o Special Permit—Watershed (per Section 4.136 of the Bylaws) ■ Grading and vegetation removal within the "Non-Disturbance Zone" of the Watershed Protection District per Section 4.136.3(c)(ii)(1) and 4.136.3(c)(ii)(2). ■ Stormwater discharge within the "Non-Disturbance Zone" of the Watershed Protection District per Section 4.136.3(c)(ii)(5). ■ Stormwater discharge within the "Non-Discharge Zone" of the Watershed Protection District per Section 4.136.3(b)(ii)(1). ■ Construction of a new permanent structure within the "Non-Discharge Zone"of the Watershed Protection District per Section 4.136.3(b)(iii). • Massachusetts Environmental Policy Act(MEPA) Environmental Notification Form (ENF) • Massachusetts Endangered Species Act(MESA) Permit • Massachusetts Historical Commission (MHC) Permit • National Pollutant Discharge Elimination System (NPDES) General Construction Permit Edgewood Retirement Community—Small Home Project Zoning Board of Appeals—,Application for a Variance 6 2 PETITION TO THE ZONING BOARD OF APPEALS CONTENTS This Petition to the Zoning Board of Appeals includes the following documents: 2.1 Plans G1001 COVER SHEET EXISTING CONDITIONS PLAN ASSESSORS MAP 36, LOT 2 by MHF PROPOSED SITE PLAN CP101 SITE LAYOUT PLAN AE200 EXTERIOR ELEVATIONS-OVERALL 2.2 Other Documents • Petition to the Zoning Board of Appeals Filing Fee-$250.00 • Petition to the Zoning Board of Appeals Form • Denial Form from Inspector of Buildings 9 Figure A—Site Orientation Map • Certified Abutters List • Abutter mailing labels, 12 postage stamps,$15.08 fee for certified mailings i I I Zoning Bylaw Review Form Town Of North Andover Building Department 1600 Osgood St.Bldg 20 Suite 2-36 North Andover, MA.01845 Phone 978-688-9545 Fax 978-688-9542 Street: POND PASTURE LANE REAR OF 575 OSGOOD STREET Ma /Lot: MAP 036/LOT 002 ZONE R-1 Applicant: POND PASTURE LLC c/o BOB COPPOLA Request:. VARIANCE AND SPECIAL PERMIT NEW BUILDING IN WATERSHED Date: 08/09/2016 Please be advised that after review of your Application and Plans that your Application is DENIED for the following Zoning Bylaw reasons: Zoning Item Notes Item Notes A Lot Area F Frontage 1 Lot area Insufficient 1 Frontage Insufficient 2 Lot Area Preexisting 2 Frontage Complies 3 Lot Area Complies X 3 Preexisting frontage X 4 Insufficient Information 4 Insufficient Information B Use 5 No access over Frontage 1 Allowed X G Contiguous Building Area 2 Not Allowed 1 Insufficient Area 3 Use Preexisting 2 Complies X 4 Special Permit Required X 3 3 Preexisting CBA 5 Insufficient Information 4 Insufficient Information C Setback H Building Height 1 All setbacks comply 1 Height Exceeds Maximum 2 Front Insufficient 2 Complies X 3 Left Side Insufficient 3 Preexisting Height 4 Right Side Insufficient X 4 Insufficient Information 5 Rear Insufficient I Building Coverage 6 Preexisting setbacks 1 Covera a exceeds maximum 7 Insufficient Information 2 Coverage Complies X D Watershed 3 Coverage Preexisting 1 Not in Watershed 4 Insufficient Information 2 In Watershed X j Sign 3 Lot prior to 10/24/94 1 Sign not allowed 4 Zone to be Determined 2 Sign Complies 5 Insufficient Information 3 Insufficient Information X E Historic District K Parking 1 In District review required. 1 More Parking Required 2 Not in district X 2 Parking Complies X 3 Insufficient Information 3 Insufficient Information 4 Pre-existiig Parkin Remedy for the above is checked below. Item# S ecial Permits Planning Board Item# Variance B4 Site Plan Review Special Permit C4 Setback Variance Access other than Frontage Special Permit Parking Variance Frontage Exception Lot Special Permit Lot Area Variance Common Driveway Special Permit Hei ht Variance Congregate Housing Special Permit Variance for Sign B4 Continuing Care Retirement Special Permit I Special Permits Zoning Board Independent Elderly Housing Special Permit Special Permit Non-Conforming Use ZBA Large Estate Condo Special Permit Earth Removal Special Permit ZBA Planned Development District Special Permit Special Permit Use not Listed but Similar Planned Residential Special Permit Special Permit for Sign R-6 Density Special Permit Special permit for Preexisting nonconforming B4 Watershed Special Permit D2 Watershed Variance The above review and attached explanation of such is based on the plans and information submitted. No definitive review and or advice shall be based on verbal explanations by the applicant nor shall such verbal explanations by the applicant serve to provide definitive answers to the above reasons for Any inaccuracies,misleading information,or other subsequent changes to the information submitted by the applicant shall be grounds for this review to be voided at the discretion of the Building Department.The attached document titled"Plan Review Narrative"shall be attached hereto and incorporated herein by reference. The building department will retain all plans and documentation for the above file.You Efilea Mplication and begin the permitting process. oe 14 z016 OR1 20/6 Building Department Official S' ature Application Received Application Denied Denial Sent: If Faxed Phone Number/Date: Plan Review Narrative The following narrative is provided to further explain the reasons for DENIAL for the APPLICATION for the property indicated on the reverse side: y B-4 Site Plan Review Special Permit Section 8.3 B-4 CCRC Special Permit Section 13 B-4 Watershed Special Permit Section 4.136 C-4 Table 2 Dimensional Requirements of/the Zoning Bylaw.Required side setback 30'feet proposed is 9'9 feet and 11.4'feet,Variance needed 20.1'feet and 18.6' feet. D-2 Non-Disturbance Buffer Zone 4.136.3.0 Use allowed Construction of New Permanent Structure only after a Variance has been granted by the Zoning Board of Appeals Referred To: Fire X Health Police X Zoninq Board X Conservation Department of Public Works X Planning Historical Commission Other X Buildinq Department UYTCLAINY covenants a certain parcel of.land with all the buildings thereon, situated in North Andovor in the County of Essex and Common- wealth of Massachusetts, And is :BOUNDED by beginning .at the northeast- erly corner thereof at the "rdreat Pond"; now called Lake :Cocnichew;ck, and running southeasterly along said Pond about nine hundred and tiventy ' 1. R. + * St p five feet to a ymll at land formerly of one Wardwell, now Of doses T. * $2.75 l * anc ll(d* Stevens or once of said Stevens; thence turning and running southwest- erly by said Stevens land about. eleven hundred and forty four feet to the corner of the wall; thence turning and running northwesterly about one hundred and eighty six feet by said Stevens land to a lane; 'thence turning and running northeasterly-by said :lane about; :sixty. feet;theace turning and running northerly by said lane and other land now or once Of said Stevens about seven hundred and. thirty two feet to'a corner of the wall; and thence turning and running northeasterly by land of said i -Stevens: (or 'once of said Stevens) `nbout eight hundred and eight feet. t� the point of beginning, and containing about tarenty acres be the same more or less . and is the lot called the epoad Pasture". Meaning and in- -tending n Lending to convey and hereby conveying the premises conveyed_ to the grantor ns Dorothy Davis Simpson by George. G. Davis by deed dated Ooto ber. 9, 1919; and recorded with North Essex Registry of Deeds, book 409 page 267. I, Charles P. Rimmer, husband of said grantor, release to said grantee all rights of tenancy by the CURTESY and -other interests therain. IgTNESS our hands and seals this.29th day of Nov. 1944. E Sa the presence of Albert E. Cook, !)Dorothy Davis RiY. mmer Albert E. Cook. The Commonwealth .)Charles P. Rimmer of Massachusetts. Essex ss. North Andover, 14a so. Nov. 30th, 1944. Then personally appeared the above named Dorothy Davis Rimmer and so- I knowledged the foregoing instrument,to be'her free act and deed, Ibefor -me; George ivoolley, Notary Public. W conmiission expires Oct. 4, 1946 (Notarial SVal).� i Essen ss.Received 3Gar.6,1945,at 3m past 12P.1d. Recorded and:Examined: The Morrimaok Cooperative Bank of Lawrence, Essex County, Ziassachusett i-saharge holder of a mortgage from Ernest J. 'Yerratte and .Ernestine B. Verrette 'e, ,imaak husband and wife to said Merrimack Cooperative Bank,, dated August> st li Ooop Ba . 1938, and recorded in Essex North District Registry of :Deeds, book 616 do page 161, acknowledges satisfactionof the same. IN VaMSS %T=079 Yerjett the. said Merrimack Cooperative Bank has caused. its corporate ;seal to a ux� be hereto affixed; and these presents to be signed .by .1ts Treasurer, E4o Roe. a this sixth day of March, 1945.Q Ikerrimack Cooperative 'Bank(Corporate. ) .616 R 1611 ! f commonwealth of massaebusetts. )By George J. UcCerthy ( Seal } ) Essex as. March 5 1945. Then ) Treasurer 33. I ' i _Essex ss.Received Mar.2,1945, at 30m past 4 P.M.Recorded d Examined. Disch r ei T, Delvina. Jacques Beauchesne formerly Delvina Jacques, o Lawrence,. I Beoueh Snell Essex County, Massachusetts, present holder of a mortgage from Eugeno to i Roberge dad Mariana Roberge., husband and wife, to me unde the same o Rbber{ge { Delvina Jacques dated October 24, 1919, recorded with Nort I Easex Cou - pt uY ty Registry of Deeds, hook 1410, page 406, acknowledge sati faction of ii T1lort. Reel. the same. VaTNESS my hand and seal this let day of March, 1945. I B.410 .P.4!66. I The Commonwealth of L:assachusetts. )Delvina Jacques Eeauch sno (seal Essex as. ]uaroh 1, 1945• Then personally appeared the a ve named Delvina Jacques Beauchesne and acknowledged the foregoing instrument f I i to be her froe act and deed, before me, Fernand A. Bernar in, Notary Public. My commission expires Dec. 15, 1946. c Essex as.-Received Uar.2,1945 at 52m past 4P.]h.Recorded d Examined. ],iix6n we, Theresa Mixon and Charles Mixon, husband and wife, i her right, 1 � t conj. both of Lawrence, Essex County, Massachusetts, for eons2'eration paid, ! t� grant to Joseph S. Mixon of Lawrence, Massachusetts, wit QUITCLAIM Ihixon covenants the land with the buildings thereon, situated n Said Law- rence, being numbered 138 on plan of "Durant Lands„ date 1901, and j recorded with North Essex Deeds, book 186, page 600, and BOUNDED as jfollows: Northerly by Currier Street running westerly f om Wilmot Street to land now or formerly of Gillen forty five feet easterly by lots numbered 133, 134 and 135 on said plan 108.38 feet; southerly by k lots numbered 141 and 142 on said pian; westerly by land of said Gil- ` len 80.69 feet. Containing 4,479 feet more or less. S d promises are subject to a, mortgage to the Lawrence Savings Bank. The oonsid- I eration for this conveyance is less than one hundred do lays. YIITNESS a our hands and seals this third any of ],larch 1945• _ Mary C. Horner witness to both sig-)Theresa Mixou j natures. The Commonmalth of Dass-)Charles Mixon t f achusetts. Essex ss. March 3, 1945. Then personally appeared the above named Theresa Mixon and Charles Nixon and acknow edged the fore- going instrument to be their free act and deed, before ice, ;dory C.Hor- ner, Notary Public. My commission expires December 16,i.1945• {Noteri- j I al Seal}.c Essex ss.Received 1...ar.6,1945 at 39m past 8A.M. Record d and Examined. kimm3r I, ;Dorothy Danis Rimmer of Boston, Suffolk County, Mo ssachu'setts, for klto consideration paid.; grant to Samuel Forbes Rockwell, Jr., Williez P. we 1, 'r. Rockwell, 'Thomas P. Rockwell, and George Gilbert Davis Rockwell, as t a 31 ' ;joint tenants, all of North Andover, Essex County, :massachusetta, with Pond 1Property Information Property 210/036.0-0002-0000.0 ID ..r"'y ..•moi .+''-• , ! 1Location • OSGOOD STREET i Owner SFR REALTY TRUST r J" t k-' `' 1 } > x W t ,.+ Z r rk, MAP FOR REFERENCE ONLY NOT A LEGAL DOCUMENT Town of North Andover,MA makes no claims and no warranties,expressed or implied,concerning the validity or accuracyofthe GIS data presented on, 4 . 3 4 Lake Cochichewick w r .j.�1•�- - .,� �+ .mss"R1'� .'q � +t� � f `rt-q� •'� "' .F t t�s+r a^• br.t N +D ` .:.r P5 Gr .. �]1 " -s.= Fes^ _ or i�' '`�y,+ * tnr� p'��,,��� � •' :, i � r� - NOW n Abutter to Abutter( ) Building Dept ( ) Conservation( ) Zoning ( ) TOWN o/.NORTH ANDOVER ABUTTER LIST REQUIREMENT: MGL 40A,Section 11 states in part"Parties in Interest as used in this chapter shall mean the petitioner, abutters,owners of land directly opposite on any public or private way,and abutters to abutters within three hundred(300)feet of the property line of the petitioner as they appear on the most recent applicable tax list,not withstanding that the land of any such owner is located in another city or town,the planning board of the city or town,and the planning board of every abutting city or town" Subiect Property: MAP PARCEL Name Address 36 2 SFR Realty Trust 0 Osgood Street North Andover,MA 01845 c/o Pond Pasture LLC Abutters Properties map Parcel Name Address 36 1 Town of North Andover 120 Main Street North Andover,MA 01846 36 3 Edgewood Retirement Community 676 Osgood Street North Andover,MA 01846 36 24 Family Cooperative Preschool 649 Osgood Street North Andover,MA 01845 36 Lake Cochichwick,Com of Mass 100 Cambridge Street Boston,MA 02202 THS certifies that the names appearing on the records of the ASS®ssorg Office as of v/ 0 - 06 Certified by: Waite /� Residential Property Record Card#1 of 1 Parcel Year.2017 PARCEL ID: 210/036.0-0002-0000.0 MAP 036.0 BLOCK 0002 LOT 0000.0 PARCEL ADDRESS: 0 OSGOOD STREET as of:8/17/2016 PARCEL INFORMATION Use-Code: 130 Sale Price: 1 Book: 03460 Tax Class: T Sale Date: 5/8/1992 Page: 0234 Tot Fin Area: 0 Sale Type: L Cert/Doc: Owner#1: SFR REALTY TRUST Tot Land Area: 19.85 Sale Valid: F � Owner#2: C/O POND PASTURE LLC Grantor: ASOIAN,RICHARD Address#1: 28 STATE STREET 29TH FLOOR Inspect Date: 3/15/2016 Road Type: T Exempt-B/L%o: 0/0 Address#2: Meas Date: Rd Condition: P Resid-B/L%: 100/100 BOSTON MA 02109 Entrance: Traffic: M Comm-B/L%: 0/0 Collect ID: SGC Water: Indust-B/L%: 0/0 Inspect Reas: Sewer. Open Sp-B/L%: 0/0 I RESIDENCE INFORMATION LAND INFORMATION Style: Tot Rooms: Main Fn Area: Attic: NBHD CODE: 7 NBHD CLASS: 7 ZONE: R2 Seg Type Code Method Sq-Ft Acres Influ-1/2/3 Value Class Story Height: Bedrooms: Up Fn Area: Bsmt Area: Roof: Full Baths: Add Fn Area: Fn Bsmt Area: 1 P 130 S 43560 1 N 226512 Ext Wall: Half Baths: Unfin Area: Bsmt Grade: 2 R 130 A 18.85 N 143260 Masonry Trim: Ext Bath Fix: Tot Fin Area: 0 Foundation: Bath Qual: RCNLD: Kitch Qua[: Eff Yr Built: Mkt Adj: Heat Type: Ext Kitch: Year Built: Sound Value: Fuel Type: Grade: Cost Bldg: Fireplace: Bsmt Gar Cap: Condition: Aft Str Val1: DETACHED STRUCTURE INFORMATION Central AC: Bsmt Gar SF: Pct Complete: Aft Str Va12: Str Unit Msr-1 Msr-2 E-YR-Blt Grade Cond %Good P/F/E/R Cost Class Aft Gar SF: %Good P/F/E/R: /// Porch Type Porch Area Porch Grade Factor SKETCH VALUATION INFORMATION Current Total: 369800 Bldg: 0 Land: 369800 MktLnd: 369800 Prior Tot: 356300 Bldg: 0 Land: 356300 MktLnd: 356300 PHOTO I, North Andover MIMAP August 12, 2016 035.0-003y4 s A x .` a r 41, iz ra , 036 0 0001 x 4 " � I take CtichrGh.�wkk m r. Mi a 3✓ 's FR �- Z T "1�.fG.411 ;:•` •U ,x— 036.0-0002 k { #567 ''� '�t�`i^ 03"-'6°`0024 �--r. Vic.-•----^'�„ w' • .� .,� we � r g �. #1575 " 036.0-0003 :•ulu Ul.(t.•. tr. ❑MVPC So ❑Municipal Boundary Rall line Horizontal Datum:MA Slateplane Coordinate System,Datum NAD83, Meters Data Sources:The data for this map was produced by Merrimack Interstates Cates f gORT1/ Valley Planning Commission(MVPC)using data provided by the Town of —I ��•so ,a �r North Andover.Additional data provided by the Executive Office of 'a CD Environmental Affaim/MassGIS.The Information depicted on this map is Roads C a for planning purposes only.It may not be adequate for legal boundary definition or re ulato Inte retation.THE TOWN OF NORTH ANDOVER t7,Easements } p 8 ry rP MAKES NO WARRANTIES,EXPRESSED OR IMPLIED,CONCERNING ❑parcels tl THE ACCURACY,COMPLETENESS,RELIABILITY,OR SUITABILITY 0 Hydrographic Featuresi no ' OF THESE DATA.THE TOWN OF NORTH ANDOVER DOES NOT � * ASSUME ANY LIABILITY ASSOCIATED WITH THE USE OR MISUSE OF Streams Wetlands �,�5•��so ,�(°� THIS INFORMATION $ tl Exempt Lends ACHUS!� ' 1"-292 ft � • r North Andover MIMAP August 12, 2016 - s k ,,;a r ' D35.0-0034 z�" s " x „ 36Z.0001 ��¢ .. i p` Coclilchsti7ek d z 036.0-0024So , 1 e e #575 fl 036.0-0003 -J, M " 1 O MVPC Bo O Municipal Boundary Horizontal Datum:MA Stateplane Coordinate System,Datum NAD$3, —Rail line Meters Date Sources:The data for Ws map was produced by Merdmack Interstates 140RTot Vaney Planning Commission(MVPC)using data provided by the Tmvn of —I ,to rq, North Andover.Additional date provided by the Executive Office of —SR ? '�t a e Environmental AgairslMassGIS.The information depicted on this map Is Roads OL for planning purposes only.It may not be adequate for legal boundary F A definition or OregulatorylIES.Ete RE THE TOWN LI NORTH ANDOVER s r Easements MAKES NO WARRANTIES,EXPRESSED OR IMPLIED,CONCERNING O Parcels 41 THE ACCURACY,COMPLETENESS,RELIABILITY,OR SUITABILITY A Hydrographic Features f OF THESE DATA.THE TOWN OF NORTH ANDOVER DOES NOT o� �. ♦ ASSUME ANY LIABILITY ASSOCIATED WITH THE USE OR MISUSE OF -Streams s+��sc �• THIS INFORMATION :`.Wetlands 7J ACOW b Exempt Lands 1"=292ft ^� A ®A. HINCKLEY 28 State Street ALLEN �A L L E 1 V Boston,MA 02109-1775 p:617-345-9000 t:617-345-9020 hinckleyallen.com Christopher M.Addesa caddesa a,hinckle-,LIlen.com Direct Dial:(617)378-4364 August 18,2016 Via Hand Delivery Donald Belanger Inspector of Buildings 1600 Osgood Street,Building 20, Suite 2035 North Andover,MA 01845 Re: Pond Pasture Lane at Rear of Osgood Street Dear Mr. Belanger: At the request of Pond Pasture LLC, I have been asked to provide you with the below analysis of the North Andover Bylaws evidencing that the above property is a lot entitled to grandfathered status, According to the Town of North Andover Bylaws(the"Bylaws")the Pond Pasture Parcel(the"Parcel") is a buildable RI lot, Based on the dunensions presented in Plan#3 827(a copy of which is enclosed),the Parcel is a buildable R-1 lot because the Parcel meets the dimensional requirements set forth in both the Bylaws and M.G.L Ch. 40A, Section 6("Section 6")(collectively the"Grandfather Clauses"), The Grandfather Clauses both require a minimum of 50 feet of street fi-ontage and a minimum lot area of 5,000 square feet. Here,the Lane to Pond Pasture easement(the"Lane") provides 60 feet of street frontage and the parcel is approximately 20 acres;thereby satisfying the dimensional requirements of the Grandfather Clauses.Also note that the lot existed prior to January 9, 1957 pursuant to a deed recorded with the Middlesex County North District Registry of Deeds in Book 671,Page 284 dated as of 1944.It is also important to note that the applicant anticipates combining the Parcel with the adjacent parcel owned by Edgewood Retirement Community as a condition to the issuance of the Special Permit. Please do not hesitate to call me should you have any questions, 3e �uly ybirsh pher Addcsa Enclosure P-ALBANY ► BOSTON 0-CONCORD W HARTFORD 1�, NEW YORK b PROVIDENCE HINCKLEY,ALLEN &SNYDER LLP,ATTORNEYS AT LAW 55964659 v flu.'�..Yr�mtn•n im_Fnla�aaH.�le•�id.�.o4�9udn. y 4ff„•�1� '�� R'8"' ti/a/-y F_ Char-/es i Edgawoad •,Firm � lu ail �c N - •'� ;` - POND 1::AS7U,�E- 11 _ V �"�J,Ai, � t, � � .Sa�macf F-iPoGkwc//✓i'�� t"Y- lav {O- Y� o�y i� �,.-� T/ianaa P..Qar•Ewc// ii � V • / l ` �'��� _.1}i_...._....'Fbrio ~�'%-! W%fiam p.PacF.u,c// ra 60 wood Farm 1 , O Trustdas� �a/henin�.,bhnso�y 1{���, ' �G � ��; Edgrfwood Farm - O PLINKING BOARD APPROVAL �� N DRUM SUBDIVISION CONTROL LAS NOT HEHOIHBD PLANN , Y Q15 ���E PLANNING BOARD 09OF NO2TN AN OAD O H0.6S. L A Nom' TO PA 5TUR E w f "O 2 Tf-1 A N o Y,05�-2, MASS. ScAG$ / ZOO" .JA)VUA?y IeSO. h i 15 1 14 1 13 1 12 11 1 10 9 1B 7 6 5 4 1 3 1 2 1 - L f om 16.4110 r K C• K POND PASTURE LLC & EDGEWOOD RETIREMENT COMMUNITY c J J R SMALL HOME PROJECT H POND PASTURE LANE AT THE REAR OF 575 OSGOOD STREET (0 OSGOOD STREET) ) 6 NORTH ANDOVER, MASSACHUSETTS G ISSUED FOR ZONING BOARD OF APPEALS REVIEW I ` 08-18-16 E E 0 ISSUED FOR PERMITTING 08-19-16 REV DESCRIPTION DATE ISSUED FOR PERMITTING ZONING & DATA LIST OF DRAWINGS N.ANDOVER 0818-16 CURRENT ISSUE STATUS: P SNCHUSF� D D OWNER: POND PASTURE LLC �'�� D °OS s ZONE: R1 &WATERSHED PROTECTION DISTRICT GI001 COVER SHEET m u= ASSESSORS INFO: MAP 36,LOT 2 — EXISTING CONDITIONS SITE PLAN SITE ACREAGE: 20.29 ACRES PROPOSED SITE PLAN Fes`4"Dsr e�"Q 1 l $•iT;i� +i I 'M1`�.1 Rti'C aR CP101 SITE LAYOUT PLAN ., -- �. �,�= SMRT Architects and Engneers a One Dundee Park,Sure 4 Andover,Massachusett501810 C AE200 EXTERIOR ELEVATIONS-OVERALL �� / } 1877700.7679 .'eutnc core EDGEWOOD RETIREMENT COMMUNITY SMALL HOME PROJECT POND PASTURE LANE AT THE REAR OF 575 OSGOOD STREET NORTH ANDOVER,MA 8 COVER SHEET 9 SHEET TITLE: Q. A PROJECT MANAGER: CDP I PROJECT NO: 15078.03 A NE OF RECORD: KDC JOB CAPTAIN: 'LR G I OO DRAWN BY: JSM "^ SMRT FILE: GI001-15078 SHEET No. 24.36 15 14 13 12 11 10 9 5 7 6 5 4 3 2 1 NOT FOR CONSTRUCTION MAP 36 LOT 24 - MAP 36 LOT 1 3 wa \ N/F FAMILY COOPERATIVE PRESCHOOL N/F TOWN OF NORTH ANDOVER 549 OSGOOD STREET LIMIT OF PRIORITY 4.- NORTH ANDOVER, MA. HABITAT TYP 120 MAIN STREET ' ( ) NORTH ANDOVER, MA. 01845 J 1 BOOK 6953 PAGE 100 - / LIMIT OF PRIORITY LIMIT OF PRIORITY _ \ BOOK 6909 PAGE 7 i // HABITAT (TYP) / / .e'z' HABITAT (iYP) - t • - APPROXIMATE LOCATION Of 4 'LANE TO POND PASTURE' // // / / / I I l l 1 1 I l i M' AS SHOWN ON PLAN#3927. / / /// / / // I 1 v ,p SHOWN AS•JOHNSON'S LANE' II / �e /�// // / / / //// / //f 1 1 I I 1 N64'09'S5"E 29 SEE BOOKN891 PACE516 1 I `" +'/ l // // / //r // / e,; / / / //// // /// / I/N66'10'50"E I I I N65'34'03"E 36.37 /N65.02'27"E/ '/ / / / / / // / 41.21' I III 51-81' N58'18'09"E e s ... - / / /R / / / /. /, / 1111 I II I•II t - ,` N65-36'51"E /N66'19'16"E / // L572' / //167-54'42"E// N66'03'16"E / / / N6T34'47"E/ N64'49'37"E 1 I III I I I I 1 I% 17.31' ,P \ X ,�" 145.38' 90.53'' / / 43.53 12.58483T-rws , -. / / �- .c'A• \? �. / Z°"uiE`rlPf wui" `BrDu sum 3 i •-'" .�+7m T�+ \ " r�cwAr � ",r\u .¢ ep \cnvri zR,K `� rd•- 1 / .2�0� °e I / / / {` wires w000 cwER ///� \ I A,d' '' r \� ,,•*` ,S�`-� 84'-- - N79'30'42"W / / a ry°y // //// /.� // / 1 / / l / I I 1 1 I I.l, 1 / 1 Q , E•. r> � _ / _ 102,47 // �I pz °v SANK wF Et I wf el• , \• �r 1 I III I I I• e O �rA9tE ,,°°" _ I/ / / 1 / / f/ e� fz a'• I �,�'I I 1 .y I I I I )sa,roP swK \ 9AAnZ r"r T'fi Ec°ac 7 d e { / Y I I / 18a^ \ I I I I I I I I I I ,�a 1 1 J dal ` e\ eq.p 9 ria S ;e� eox Buses 3 I N19'02'02 J I' / / 1 1 f l / \ ,as II,�i I.1 1 \I\ \ P BANK v I � / '/I //I I I // / \ �$ I I lel 1 1 1'j 1 1 \ \\\\\ \\ 1' I Iwd6b - aT v yam,` 8389' ! / / I 1 I 1 / \\ > 1 / ) 1 I I 1 1 \ \ \ 1 I 1 1\1 I 1-e \ 1 7� wk N�sa'8s y x°. k' � ' \ r // / I I 1 / nv fe o v� /// / l 1 I I 1 \ {��\1 \ III e m- wR i s.NK •r rfl \ +�or� I 1 I9�n I / // V a}' V I I / / e / al I I I 1 \, 1 1 I I 11 C"\ >�'l r 4 LOCATION MAP Nt7.4o'38"w Y �a / a a� o ra / / \ \\ I II IWF� \ NOT TO SCALE 53_33 I 1 I I / / 1\ \ l a>' \ \ \ \ t' N \ �a Lea TDP IinK ( ) a :?�. Irl I -I 1 wIFDt6 wFonD`rn-t6o -,i/ / \ \ \.. I I 1 1 \ \ \ \ 1 I�� 1-�'�-1-1_1 ai''r\ \ \ �a \ ,m NOTES: � a \ / r i _ a' \ \ I 1 / \ p-I \ N ae �wJrov eAlm 1) ZONE: RESIDENTIAL 1 (R-1) �Ro°rcR �� 6 \ \ \ I I LIMB OF � � a / gyp/ I \ \ \\ \ \ 1 PRIORITY 1 '\ \ \1\ 4•.a \ MIN. LOT SIZE: 87,120 Sq.Ft. P srcx mcxwc ro I I I x^ -' �. iO- A ' \ 1 HABITAT b \ slcn I I _ I I O'L / 1 I I I I\ wF°,a brn +�°,a°m / ,� I ; \ a 11\ 11p 7 <(/ SETBACKS:LOT FRONTAGE: 175 Ft. a ,• �J / I --- I I I I a 1 I wF otn o� / /^ \ \ m\ I I 1 '� (n'P) i \ \I\I\ �'� FRONT 30 Ft. \Iu 1`!N\ s1oE 3o Ft. APPROXIMATE LOCADON OF WATERT-IE TO \ //,�J / I x '�- \ 1 / + `^"� I I I I \ 4 \\ \ ,\.. REAR 30 Ft. PROTECT1 UNE AS TAKEN FROM S•, J° 4 I '^° \ / " ---/ \ I \ \ wL7Lwo'o' �2+ ' I / /�,o I I I I^' 1( \ \ '�\\ \ o REFER TO THE TOWN OF NORTH ANDOVER ZONING ORDINANCE ,. I 1 \k„F\mz Il / .25 sy.a/ // // / / I / I I I h I \ a. WATER RESOURCE MAPS \ � N18-04'57"1v / 1/ / �4\`b/ / /f I \' \ FOR VERIFICATON, ADDITIONAL RESTRICTIONS AND PERMITTED 1� I 95.2 / /I -1(( \ / .�. / / mla Ill y (w> 1 1 \ \\' USE RIu-nsae ,m ,A i x,06 / \\ ,.Tr= -� - I \ °+4 5 / // / / / #\ I I I I 1 \ pI -' - 1 I 1 WP MItE Y '�\ "F 03/ l l/ l l l 1 " M° I �, I I I 1 1 1 \ I 2)LOCATION OF UNDERGROUND UTILITIES IS APPROXIMATE ONLY. mu•,Js.2o MID.,PAR I I I Ir I \ a I a" // /��/798. \* / I\\ \ wF ORs ° 2a/ / / s/ / / / I I I \ �\ ADDITIONAL UNDERGROUND UTILITIES OTHER THAN THOSE SHOWN DETAIL b I - ' l wr w /wv oe D24/ / / / f / -T I I I'I I 1 I 1a \ k' \. MAY BE ENCOUNTERED. SCALE:1'-40' \ I III °\ I J�9ry/ // /e9� -' MAP 36 LOT 2 Z-(PL-Eo)a I //\ wF�zs/// // ////// / 1 I 1 I 1+`I,2.VI I 1 1 1 \ 3) ELEVATIONS SHOWN HEREON ARE ON AN ASSUMED DATUM. CURB $$3,$50 S Ft. \ \ k °�' ° / // / / I I 1' r--')��1 1%M1 1 \ � rov ELEVATIONS SHOWN ARE AT THE 'TOE"OF CURB. CURBS ARE 16' RIGHT ---- / ` / / \ 4' I '\ 1 wF o / / I 0.50'1 HIGH. N12'S6'57"W OF WAY _ ___ / 0e / _ 20.290 AC.t / \ \ / / `'fE �% / / / / {y,J't I I I 1, Lz3prov san. 92.42 a / _ //it/` / / / x // \\ \ 11 I / I I e I / /e inn o! 1 a - 4) SEE FIDELITY NATIONAL TITLE INSURANCE COMPANY COMMITMENT FOR \ 1 a o wy a2 '�wFou1 TOP BANK S34'01'24"E TITLE INSURANCE, EFFECTIVE DATE: SEPTEMBER 13, 2015 (END OF APPROXIMATE LOCATION / OF WATER PROTECTION - _ / / / _ - ,r 3 �\ +1F I 1 ,� \ (TIE LI' DAY) /I / mo /- ______.,,.___ 1_ r-cc__--___ .�__,� I I I I I I�.1\ \ a wE A' // ' - / / / I I 1\ I, I \ \ , (TIE LINE) LINE O TAKEN FROM THE TOWN OF NORTH ANDOVER PLAN REFERENCES: WATER RESOURCE MAPS, _ wrl c,0 I o Top sum N.E.R.D. PLAN #11656 & /� / / I ' Q / �4 -\?�\/ >; / / I I 1 \ 1 \ I 1 �,�• wP cs tz �`I�I' I ua TOP- r t) NORTH ESSEX COUNTY REGISTRY OF DEEDS (N.E.R.D.) PLAN #15919. BOOK 4379 PAGE 242 I / / / '/ 11 � -- / / / ` IN�'p1 1 1 \ f I wEnwos oEurv �O er a 2) N.E.R.D. PLAN #14951. LIMIT OF PRIORITY N6'22'32"W .°'� / / wF' I I 1\ 1 \/ \ \ I C 4 On coxa,Lx / ExwRoxM / I \ / ; wP HABITAT (TYP)� wr Ali ` \ \ l I N 3) N.E.R.D. PLAN #12724. `����� 9.43' C" /ae y t = cel/ MAP 36 LOT 24 = / / /' - '�- / 1 \ \ , 'o w _ 1 CZ 4) N.E.R.D.-PLAN #12715. y N/F FAMILY COOPERATIVE / /wF `I \ �s! N N 1/ TOP aA,K O PRESCHOOL I / \ / . / 1 I e, - '\ I`�aa 1 \ \ \ 1 \ /, \ \ \ \ \ 1 '. r EocE of 5) N.E.R.D. PLAN #11873. 549 OSGOOD STREET 6 An \ I/ \ \ \ \ NORTH ANDOVER,MA. N2'42'17"W* 1 \ xro / I 1 I IwF'f° / / 1\ \ \ \ \ \�� \ PP •-n �4 I us 1 I 1 I `' \ \ \ \ \ \ �iPNL \ wA 6) N.E.R.D. PLAN #11656. BOOK 6953 PAGE 100 73.72' / m / `" 1 I \I I I /6� ` -- \ ,/ ' \ 1 I I I,B .\' ,e \ \ \ \ ��.s /` . f \ \ \Tm K� W ) N.E-R.D. PLAN #9444. 1 IIw IT IwF Al /.uJ ,bp/ wr ATs __ r \-T/ 1K°I II ^\\ \ \\ fFl.u4 rov BANK t] e N.E.R.D. PLAN 8927. APPROXIMATE LOCATION of / / I I UNE To POND PASNRE' NO'12'11"E / ` %\ / \ I I „�,. -__ __.�-y/ ,las y li \ \ , / I• ) # AS$Hawn on PIAN 0-7. 71.38' / 4 / I I I .r _ ,Y• wF Aso \ / / / I^ \ \ \ \ \ \ V / vrown AsonxP,inx d,ss s N72'45'S8"W 1 •=_ p /�P/'/k / / \, •� \ \ \ \ \ 1 I I I / / L1.t TOP BANK 9) N.E.R.D. PLAN #5958. /-<Z SEE-o 991 PACE 1fiJ 1 *y / / ry '�I 1 �°1 A3f ' '^� /``� ) •\4 \ \ \ \ \ \ �+ 1 1 I � I " )fd' k ,�GL'�q� N50.51'57"E 40.98' \ " \ \ \ \ \ \ \ \ \ \\� 1 1 1\ ,1 I = '�'t 10) N.E.R.D. PLAN #3827. 59.63' L,/Z TRp eAxK 11) N.E.R.D. PLAN #910. �F L�` ap MNK CERTIFICATIONS: / r 1 ,"/_>_�- / / / / (\ IwF.,. /, � 1 \ --------w/" / / / /\ /` I \ ,h�"� +'M1 Ijy \ / '. I a \:��\ \ \' \ I,.m\ `''\"P'1 �' \1 11 \ 1 F 1) I CERTIFY THAT THIS SURVEY PLAN SHOWS THE PROPERTY LINES '� X '^ \ \ \ \ \ \ I I I I1 a THAT ARE THE LINES OF EXISTING OWNERSHIPS AND THAT THE � / / / p d \ \ \ 1 � j LINES OF STREETS AND WAYS SHOWN ARE THOSE OF PUBLIC o auw RAL _ ao_--/---' / / / 1 (\ / e \ \ I 1 I \ I I I I I I \ w aA« 178- o I �o T OR PRIVATE WAYS ALREADY ESTABLISHED, THAT NO NEW LINES FOR DIVISION OF EXISTING OWNERSHIP OR FOR NEW WAYS ARE /A+2 wF Al - /. o�"a°`Eo�ws a'\ 1�I I I I \ F�I I I 1 \ \\ �+ 1 SHOWN. N33"8'20"W- -I '- 1 I // / 1 / l\ 1'^' 1 / l \ / / / wF Afi$ EIMROMNExrAL 5/2]/,fi 1 I e 1 1 1 I \ \ \\ ' "'� . s 37.55' / )., I / e h, i h°" \ aArnc 2) CERTIFY THAT THIS SURVEY AND PLAN CONFORMS TO THE 6 @ / j78� / / /",�° :'' °• LIMIT OF PRIORITY \ \t \ \ 1 _ _ A� o ```Ip. �\ eagoP SANK ETHICAL, PROCEDURAL AND TECHNICAL STANDARDS FOR THE ,. l ( l` 1 1 %° l\ T < 1: HABITAT TYP �->t_� \ PRACTICE OF LAND SURVEYING IN THE COMMONWEALTH OF •,lie - \!�i 11 )''d+AwL // a hA'/ / L-\ `.\ ,1 ( I ) 1 'T, 1 \ \\ rov 9AxK MASSACHUSETTS. / \,r,• / I / /p* 1 \ I / �J /� /� 1 wF Aw{ \ \'I I I I: 1"`q' ,,\, \ I 3) 1 CERTIFY THAT THIS PLAN HAS BEEN PREPARED IN \I I // o / /' wF was+' / I I ` I Y I \1 CONFORMANCE WITH THE RULES AND REGULATIONS OF THE { " I I \I w� LA Tov B.mc REGISTER OF DEEDS OF THE COMMONWEALTH OF (SEE DETAIL) Naz zT17"w ` p --11 - _ I 1 I / #i `+ d / �' 1 1 \ as 75.x3' TRAL / \ I a l /"`"' DMIT$OF ` �� I I 1 \ r . \ 1 \� o �) / �' / "• wF_ws•. 6 1 I x I oP 6A1K MASSACHUSETTS.' POOL =--+a / �l,f al 1 - 1 pYP.) " 1 --- ,-- \xF a TOP 9.wK wF.�`�wF I 1 �I 1 ° 1 1\ Aa w /� / I �$ `4 uL I I I I� I \ 8'71l Ifo wF a s owF A J oD P) 1 < r 1 '' N y rovaauK &4Q� CHRISTOPHER FRANCHER P.L-S. DATE 1K'•--- / �. wwE�e (�uccED) I I I - 1 N31 46'36'w a I / I ' I / I \ \ wP yq„ a I / I 1 1 �°i i r ` ;- T°P 70.24' II I I t m 1 ,r a Io-, ,, / / I 1 / / as>/ \ A A I 5'- ' r FF ,rov 9uN fi• `, A1 %I \ � %• ',P^ • 2 MISc. CCMMFF 65//2155//1t 6 / 565'3'139" 565.50'53"W 565-56'13"W 56 565 24'10"W 6W 564'48'23"W 1 ADD EPHEMERAL POOLS5"W 566'0924804g_g288.80'5.1914"WS6445'1S65' ' 39.97' "W 141,85' 2.32', 75.71'\/LIMIT OF PRIORITY '33'0 " 5654.41' 565.22'33 70.39 HABITAT (TYP) 668 565-40.11"W 55.30' 75.20' NO. DESCRIPTION BY DATE 565'38'57" 5603'20" REVISIONS. 65.14' 65.19' -MENTAL AL s 55.8W APPROXIMATE LOCATION S65'2332"W fi EXISTING CONDITIONS PLAN OF WATER PROTECTION � �' 76.79' / _ LINE AS TAKEN FROM THE \`=� I I / MAP 36 LOT 3 \ \ \ / ASSESSORS MAP 36 LOT 2 TOWN OF NORTH ANDOVER •aorcrs TRAL" -/ "g \ 1 ' WATER RESOURCE MAPS, 1 N/F EDGEWOOD RETIREMENT COMMUNITY, INC a \ \ C.� POND PASTURE LANE AT REAR OF 575 OSGOOD STREET(aka 0 OSGOOD STREET) WATT D. PLAN E MA S, W, TRAKED 575 OSGOOD STREET :` 1 NORTH ANDOVER, MA. s # NORTH ANDOVER, MA. 01845 PREPARED FOR: BOOK 4379 PAGE 242 BOOK 4378 PAGE 115 EDGEWOOD RETIREMENT COMMUNITY 575 OSGOOD STREET 1 NORTH ANDOVER, MA 01845-1935 • I i 44 Stiles Road, hl,. One o. o $w OF y�yy''���ia Salem, New Hampshire 03079 LEGENDAw CIIRISIGNIER ENGINEER/Sn•OPLANNERS.SURVEYORS GRAPHIC SCALE OWNER OF RECORD: TRMICHER MHF Design Conwttants,Inc. w.mhrd-ign.apm O WETLAND LINE `o, UTILITY POLE POND PASTURE, LLC N0.26va --170- CONTOUR ELEVATION O DRILL HOLE FOUND/SET 28 STATE STREET, 29th FLOOR 44, e e D-NIG No. r,• BOSTON, MA 0210.1 SCALE: 1"=60' DATE: NOVEMBER 5, 2015 3assTw6 - SPOT ELEVATION oaa-oo STONEWALL '• �2 © TITLE COMMITMENT EXCEPTION ( ate) BOOK 14507 PAGE 59 BOOK 14507 PAGE 52 DRAWN BY: CHECKED BY: PROJECT NO. SHEET NO. 7 inch= 80 ft BOOK 14507 PAGE 66 MJK CMF 384515 1 OF 7 Copynght©2015 Oy MHP Design C-dtanla,Inc NI Rights RF,11,L 751 16 1 13 1 12 1 11 1 10 1 9 1 B - 7 16 5 4 3 2 1 .-...__---- , � ' ._--� ..___.._ _.% J EXISTING TI3eILS(TYP.) \� r n A. F7 i c'' LOCA FICN-- r \ LI-Jt a5 TF FP F OMT TOWN OF N Rni ANDOW-R WA'H_R RE_OURC.F. MAI" 'I '+'h a V.c R D RAV #7'950 ' /' \ \y BOOK 4._.3 'FOE_a,' - I \ 1500, - ANODI _400.0, �,' 10 DIS W 0.011, / 4KG I SII NO \1 a E ZONE = BUFFER 1_. No 75,Q '1g 0' ZONE :174 K N DIST(I l \ K r - -- -� R ZO CON 0:0-0.p - ; 100 �� / NE' SERVATI P CCRC / I ON \ f>RIORITY HAE:ITAr (TvP) PERI SETBAC 1 - it ;/ K % \ 1 - V i. " 3 - i 0,Fp REVISED TRAIL I�1;'F / f� 11._Y C C:O F RA T1 JL::- T°EDGE�RDP LAYOUT E I J NORTH ANDOVEIR, MIA. � ' i;' ;�R !/ \I 1 j I I I\ \ _ISOLATEUWETLAND `\ 7 l .ter I 8010 C 695. i'-C.F I CO \ - - � q / SMALL HOME PARKING \':\ \ I � a ' 1 7 (32 SPACES)\(ADDITIONAL H .. \ I / PARKING SPACES PROVIDE; \ -Y� _ _ _ _ H s /a 7 ,. . / ON ADJACENT�OT) © DROP-OFF\ \ " ZONE 'Jn\ ,° 4Q tikes \ LIMIT OF EXISTING OR FENCE \/ \ \ EASEMENT \ F i ��' EXISTING,-GRAVEL--} r Y ;l rj-` C, \q°P�yFroet i• \ \ \ ? \ \ \ - r 0 -\-DRIVE \ GARDEN`r f\ PORTION OF BUILDING WITHIN T .., NON-DISCHARGE ZONE ;} ;\ POROUS F r- J ` rr _...I ._...._._ PAV S '\ /r F 'K.5,NEW EDGEWOOD CAMPUS t �� ,, 0julll ,jlilllllllll/11111//Ill/lllr"' _,�PARKING(10 SPACES); kl POROUS PAVERS E L Jt / NEW S1314 I\ s E n - V "�r-._- "--_. -==.. i \ 1 I j" � G+ • `. I \I /- 0 ISSUED FOR PERMITTING 1 08-18-16 \ I � SMALL HOME. REV DESCRIPTION DATE f. NEW ACCESS DRIVE l t I ai► 'I, II, i BUILDING ISSUED FOR PERMITTING (ON EDGEWOOD PROPERTY) - it_; GENERATOR 1 \ , / / 08-18-16 ,GRASS I I l,t`- �' CURRENT ISSUE STATUS: I ( TRANSFORMER - �, I I ,i .t `•.PAVERS � � / D JOYCE'S TRAIL' # \ Ili m:}/ 1 pSNc�usf�rs o CONNECTION a I L_ . O I I SE R.VIce& a E I + 1 LWERY ACCESS ��SYYY \ �' I TRASH �� GARDEN o. s NEW EDGEWOOD CAMPUS.."" AMPUS-�' t ` .INCLOSURE(w/ iORNAM N L FE \PARKING(4 SPACES) I --� ETA NCE All "T;' SLIDE GATE) ORNAMENTALFENCEPOROUS PAVERS "w: I II PROJECT NORTH: N I ( 11 GARDEN LIMIT OF PRIORITYI� 1 ( � BOT CORNER, ` I GA I I % % �(, ' One D-ch,ec,sa,S Engineersit C J , 1 ROM PPOP.LINE TO BSC' 1 '_,/` !tl I / / \ 1 \ C \ And°vep Maszarchusett 01810 C HABITAT I I I y a \ R APPROXIMATE LIMIT OF I / / I \ I I Ik a POROUS 1Bn500767s DEVELOPMENTAREA : " I \ \ \ "" ""°" r LIMIT OF N.ANDOVER I \t PAVERS ' I:" I �1 _ ° ERnar I,"°N,,,"I--s I ` ^,. \ WATER PROTECTION - \; EDGEWOOD"RETIREMENT ICOMMUNITY ZONING OVERLAY DISTRICT SMALL HOME PROJECT .IM'T C, Fr:1-_-•I:: ,.A(3IiA. ,T`Fs) 11.5'FROM BUILDING j 10.0'FROM BUILDING / / \� % POND PASTURE LANE AT THE REAR OF 575 OSGOOD STREET.. i. - 1 TO PROPERTYUNE(OWNED BY EDGEWOOD) TO PROPERN UNE(OWNED BY EDGEWOOD) \ I J• \ rI NORTH ANDOVER,MA \I 6 ' \, \ PROPOSED SITE PLAN 6 EDGEWOOD OWNEDn \ SHEET TITLE: PROPERTY I \ f I EDGEWOOD OWNED ° 30' 69 N PPRO�N ATE Eo, TION / PROPERTY \ - JF W.TF rc( OiF(,I�\ l iN F'.7 l F N '71 AN. -t< --` ! I ' i' J -Z l� PROJECT MANAGER: CDP PROJECT NO: 15078.03 A V 1IE- J E MAi',S -...�{ I I I`�71P ..J A V R.D. L V -11 3 & p L,q t� NE OF RECORD: HDC -tOC-K .2179 PAC,.- '-3t /im't �a I 7j_ ! `1- I'Jr l,J`;'I I�'IU.\ G � II'v JOB CAPTAIN: JLR I E EWO D RE:: I r tv;f NT C s.iN•n.n:t �y I � ) -5 7 � S 1 RE_ DRAWN BY: JSM ' SMFIT FILE: - SHEET N°. 2436 15 1 14, 1 13 12 111 10 1 9 1 8 7 1 5 1 5 1 4 1 3 2 1 NOT FOR CONSTRUCTION 15 1 14 1 13 1 12 11 1D 9 B 7 6 6 4 3 2 1 L 1- ROXIMAI LOCATION- - OCA ON- -_ __ ----- , O WA tOTE-T.N r. IIM. AS T4h N OM i OF N.. F AN[10 VATER RESOURCE . HOOK RAOt 2+7 I t I B NON 150. _40 i ' - . t � i DISCH 0.0 I: 7WET 00.0''' ZONE: I 75.0 I ND BUFFER ZONE n' \ T d \ DISTUR 1 0 _ �\ K K NON 0' 7 \ 1 p - ZONE11 CONSERVATI \ PERI 0' CCR I 0 ZONEL, \ 9%L,0 TP)INER PRIORNY f1ASIrs;T (TYP)...... �,��' r 1>"V�, M ERS Q ,' N u �. 1 CK ABA I L � I q :/ I F)"\.r`'.. I. 11 1 PT 3+87.40 fel/f- M,AF1 1M�1 l r;\,JP ��IvE- ' „ ��� $/ 1 I r I ,t,. �"•r , / ,� 1134.0.,..:" 0 PC:4+0 40 C 3:: 9 OS.l00D lI- IE"El , �!v_L_1t/'Ll; J;;,y .� I :3+ v ROR34a I ; PC 53.84 /6 I\' R I /1N1.1 J`✓f I,. M \ PT12 3 :0 () Iy \ H t X. I! t.Ir /g 0, /2� J RS.a 7j \ R5.a C. .`�,\ I \� I I ' nr>st\ H i \0°1 i F . 61 {,I 1 0 try 9 Jin N: .) 4 5 1f JQ� 1:1' \_I\!i\��\',•' ` R/5-.0' s.a . R5.IY < 8 / 1, 1 I I M t15/ Gc JO J PT:2 20.39 R5.0' c z Rmf 1\ ;y PT:2+22.91 . _ Pi 1+0382 PC 1+56.73 �. PC:0+3778 Y��>-� 740 t }l j N 16g [ RS.a R22a / ( fl44.a 1135. R30.a ; GRJt -K f 1 `•-._ J II ALIGN r 5, - Oto . .`�R50 0 - ._\ � ��. ? PT 1+31.86 I AUG R18a , _ ___- \ R x � r_ ! TSS R, \ / I / / F 1 I y R23a _ { # ` - 0+37.68 R20.a, g nr' t / { 26.0 \ / J \ u ;u u1 - Own O i1 %e' uglllll�� 0 PCC:ff+67.39 r. \ Io 8 _ r 5�4 r 9r•, Ba-= �H � „� i Vl It -3\�. .. ) ------------ 5� �r ' 1150.0 15. �� RS.R24.0' lY�, - S5T0 .'��jpl t v R a (fV, �" y�_ _ ^ PC:0+ .7 /` v -Pi 1✓,j I y� I llY - 1 %y4.- , I 1 R20a y/ .l t , fiN F PC:0+14.32 PCC:0+52.76 11470 I II I \I l I f 12 a _ PCC:01138.0 I ( \ "�-'_ \ ALIGN E \, \ -' � � � `�' -�"" §. - WITH�ARCHITECT,L r - RSO.a_ xo _ _ fIN 66d33B- . Yt j N.i.i -'1 _ .`•--'.'gym . ii 1125.0'. \ 1 I\ l d - :� C� 1147a f \ / .{ `t I - \ PCC .0+36.79 1 \ R22.a I � 0 ISSUED FOR PERMITTING OB-18-16 / al° ,v� REV DESCRIPTION DATE `� ,. j ( 1 �- I R75.a N:3081096.31 .� 0 I . / E:762401.21 I ` tiN o _rw' ALIGN I' I ISSUED FOR PERMITTING w iu _ ' I 72.0 PT:0+73.27 .nr,ran - SN fff I 13.9'_ I S' SPACE BOLLARDS r, i \ , J 5.0.O.C.(TYP.) 10.a m I / 081816 w { � 12.0'6.9 \ r:per I I CURRENT ISSUE STATUS: ] P 3 0 R75.a 11 I ' HpNU Sit D s.a GNI "B -,� a R100.0' \ I O�QlYDSOPe� iU4 X. R18.0' ( I ,11 r II I / PROJECT NORTH: S'IT•�O SMRT Architects and Engineers d 14.T `- I I rI ,1 I I\ Andover,Mas aFchu etts 01810 C 1 f RS.a `' 18777500 7678 N31'4,'-'3 fvI nl l 840.1r 71 r 4' h R26.o Rss.a \ 7 saaooaoae�me MMUNITY EDGEWOOD RETIREMENT CO I A ! f uMll or alacrel;Y 'n.,r...1 ,rP) � � ; !,;' , f SMALL HOME PROJECT 4]., / /- 'l _ ti,, jj �l- IJ %� - 6;C.. PO NO PASTURE LANE THE REAR OF 575 OSGOOD STREET /J \J �J- 0 4� CJI�) I ti�� ' 0/4 '�/ - \ \' NORTH ANDOVER.NIA AT B ��U' W - J _, r. �'1. - i'.. , I % SITE LAYOUT PLAN C) 1 e �r � D4 a' ; SHEET TITLE: Ii a APF:.-:�uMAT „AT`0N _ - C1 ;T IF R I l(I - '1 UN - i/hLl -OM I r 4"� \ TOWN P NO T ANCCA R �`I 1 1 1'=3a-0' �,1;7J, iF'i PROJECT MANAGER: CDP PROJECTNO: 15078.03 A VV 3 KF - r. N1a I r ( /� ,C.. A Y( .2.J rI JI11h 12. I � E lI ISI F I.. C L �'l.'(.�V(� RD: `L..I� OBOCAPTAN: JF RECORD: DLR CP101 3101. PACE '�• f�/ ��.; \J J I DRAWN BY: JSM *. rl'I'i 1 n Nl!I"`f'- SMRT FILE: CP101-15078 SHEET No. 24.36 15 1 14 1 13 1 12 1 11 1 10 1 9 B 7 1 6 1 5 1 4 1 3 2 1 NOT FOR CONSTRUCTION f" 1 14 1 13 17 11 10 I 8 1 7 1 6 15 4 3 2 1 a • L • - BRICKVENEER L • CHIMNEY RIDGE VENT — _ ASPHALT SHINGLES GUTTER AND -------- - — -- ---_—__ — - _ 2 L _ — o DOWNSPOUTS - LEVE _ _ 42 K --_—_—_ _ _ - — — WALL 1. K _- _ _—_ _ 17-0' _ _ — --- -- WOOD SIDING _ _ LEVELI DOUBLE HUNG SLIDING DOORS COLUMNS,TYP - WINDOWS EXTERIOR ELEVATION-NORTH�\ BRICK VENEER - 1 CHIMNEY I RIDGE VENT H H - ASPHALT SHINGLES _ GUTTERAND _ --- _ DOWNSPOUTS LEVEL T.O.WALL 1 LEVEL 1 DOUBLE-HUNG WINDOWS EXTERIOR ELEVATION-WEST�\ 6 7-0 F BRICKVENEER CHIMNEY RIDGE VENT ASPHALT SHINGLES - GUTTER AND E —_ DOWNSPOUTS LEVEL REV DESCRIPTION DATE -- - ---- - - _= -_ - - - -- _ - -- - -® _ -- - _-- WALL ISSUE FOR PERMITTING _ _ -- ---- - -- T O.WALL 1 -- - _ _ - --_-- - _- z•-D• 08-18-16 _ — -- - — _ - -- WOOD SIDING CURRENT ISSUE STATUS: LEVEL D Slf:REDARCyT DOUBLE-HUNG - ,Q4V�4�L R,'1'o0=c.1 WINDOWS No.32231 0 ANDOVER t MA EXTERIOR ELEVATION-SOUTH r.,1 q o F 1116-1-0 SMRT Architects and Engineers One Dundee Park,Suite 4 C Andover,Massachusetts 01610 BRICK VENEER uxc a 1 I M111111G 1-10M I s CHIMNEY RIDGE VENT EDGEWOOD RETIREMENT COMMUNITY SMALL HOME PROJECT ASPHALT SHINGLES NORTH ANDOVER,MA B GUTTER AND EXTERIOR ELEVATIONS-OVERALL B DOWNSPOUTS LEVEL2 — 16-0 —_—_______— — --- -- T.O.WALL1 - WOOD SIDING SHEET TITLE: o - - _ — D' 114'117 1' T 3'MIN _ _ - = LEVELI -- 0-D SCALE:1/16'=1'-0' -� PROJECT MANAGER: JLR I PROJECT NO: 15078-03 A A FVE OF RECORD: JLR JOB CAPTAIN: SDL AEZOO EXTERIOR ELEVATION-EAST 4 DRAWN BY: SDL 1116'=1'�' SMRT FILE: AE2041507M3 SHEET No. s pcs 24x36 1 14 13 12 I1 f 9 6 5 4 3 2 ' NOT FOR CONSTRUCTION ;3SSACHUSETTS STATE EXCISE TAX tiP_Y. Hopth Res istrs Dr t.ep 01-15-20116 a 12:03pm 99 Doc`: low r ee: .1}230.7b Cons: $270 POU33.33 QUITCLAIM DEED Kathy Campbell Stevens and Paul P. Stewart the duly appointed and qualified Personal Representatives, of the Estate of Thomas Plunkett Rockwell, a.k.a. Thomas P Rockwell, Essex County Probate Number OES 13PO485EA, (hereinafter "Grantor") pursuant to the Power to Sell contained in the duly probated Will of Thomas Plunkett Rockwell as filed with the records of Essex County.Probate Number OES13PO485EA for consideration paid and in full consideration of Two Hundred Seventy Thousand Eight Hundred Thirty-Three and 33/100 Dollars($270,833.33) grant to Pond Pasture LLC, a Massachusetts limited liability company having an address located at 28 State Street, 29th Floor,Boston, MA 02109 with QUITCLAIM COVENANTS All of the Grantor's right, title and interest in and to the Iand with any improvements thereon comprising the Pond Pasture, consisting of approximately 20 +/- acres, together with all appurtenant rights located off of Osgood Street, North Andover, Essex County, Massachusetts, and more particularly described on Exhibit A attached hereto. It is hereby certified by Grantor that the real estate conveyed hereby is vacant land upon which no one resides,and it is not homestead property of any person, or of Grantor or any beneficiaries of the Estate of Thomas Plunkett Rockwell,Essex County Probate Number OES 13PO485EA. Property Location: Pond Pasture Lane (Off Osgood Street), North Andover,MA PLEASE RETURN TO; FIDELITY NATIONAL TITLE INSURANCE COMPANY 133 FEDERAL STREET, 12THFLOOR BOSTON, MA 02110 C ri�cr�rry r� 17JL 1.3JV ! CkjVV W.LVV✓ Signed as a sealed instrument this C day of January,2016. Kathy Ca bell Stevens, Personal Representative of the Estate of Thomas Plunkett Rockwell Paul P. Stewart, Personal Representative of the Estate of Thomas Plunkett Rockwell COMMONWEALTH OF MASSACHUSETTS Essex, ss. January 2016 On this b day of January, 2016, before me,the undersigned notary public, personally appeared Paul P. Stewart, Personal Representative of the Estate of Thomas Plunkett Rockwell, Essex County Probate Number OES13P0485EA, proved to me through satisfactory evidence of identification, which was ❑ photographic identification with signature issued by a federal or state government agency, o oath or affirmation of a credible witnessAr"5ersonal knowledge of the undersigned,to be the person(s)whose name(s)is/are signed on the preceding or attached document, and acknowledged to me that he/she/they each signed it voluntarily for its stated purpose as Personal Representatives of the Estate of Thomas Plunkett ckwell, Essex County Probate Number OES 13PO485EA. R�'"�• KotPublic(-/ ��+++*� ���,N. mi My commission expires: COMMONWEALTH OF MASSACHUSETTS s- ,y :�lt► .�''o`� Essex, ss. Jams 2016 }, •�•itrNutttlNM On this day of January, 2016, before me, the undersigned no 'Public, personally appeared Kathy Campbell Stevens, Personal Representative of the Estate of Thomas Plunkett Rockwell, Essex County Probate Number OES 13PO485EA, proved to me through satisfactory evidence of identification,which was❑photographic identification with sig5ature issued by a federal or state government agency, o oath or affirmation of a credible witness, ersonal knowledge of the undersigned,to be the person(s)whose name(s)is/are signed on the preceding or attached document, and acknowledged to me that he/she/they each signed it voluntarily for its stated purpose as Personal Representatives of the Estate of Thomas Plunk e ockwell, ssex County Probate N OES13PO485EA. My commission expires: . jV— N y O • pUB�, L-T N Dn. iYJv / ryvi Tt1VV� Exhibit A (Legal description) Pond Pasture as shown on Plan No. 3827 That certain parcel of land with all improvements thereon, situated in North Andover in the County of Essex and Commonwealth of Massachusetts,known as the "Pond Pasture" and " Pond Pasture Lane " located off of Osgood Street in said North Andover and bordering the western shores of Lake Cochichewick, bounded and described as follows: Beginning at the northeasterly corner thereof at the "Great Pond",now called Lake Cochichewick, at the stone wall or its extension,at land now or formerly of Mary F. Charles, then in a southerly direction along Lake Cochichewick a distance of nine hundred and twenty five feet(925')more or less,to a stone wall or its extension at land now or formerly of Edgewood Farm,then in a westerly direction along the stone wall a distance of eleven hundred and sixty feet(1160%more or less,then heading northerly along a stone wall a distance of one hundred and eighty-six feet(186'),more or less, still by land of Edgewood Farm,to a Private Way known as Lane to Pond Pasture,then in a northeasterly direction along the southeasterly edge of said Private Way a distance of sixty feet(60'),more or less,then turning northerly with the easterly edge of said Private Way a distance of twenty-two feet(22')more or less to a stone wall or its extension,then leaving the said Private Way and continuing along the stone wall in slightly more northerly directions, a distance of seven hundred and eleven and a half feet (711.5'),more or less,to a corner of the wall, continuing along the stone wall as it turns an approximate right angle to the east,along land now or formerly of Mary F. Charles, a distance of 816 feet,more or less,to the point of beginning at the shore of Lake Cochichewick. The foregoing premises are shown as "Pond Pasture" on a plan of land entitled "Plan of Pond Pasture & Lane to Pond Pasture -- North Andover, Mass." Scale 1" = 200' dated January, 1959--Ralph B Brasseur, C.E. recorded as Plan No. 3827 at the Essex North District Registry of Deeds; "Pond Pasture" contains twenty (20AC) acres, more or less, according to said Plan No. 3827, and reference maybe had to said Plan No. 3827 for a more particular description of"Pond Pasture". Together with all rights,easements and rights of way appurtenant to the foregoing property, including without limitation the Right of Way over the Lane to Pond Pasture as described in that certain Grant of Mutual Easements dated March 24, 1959 and recorded with said Deeds in Book 891 Page 167. 01-15-2016 a 12a03Ear MASSACHUSETTS STATE EXCISE TAX Essex north Resistrs D e: X31-15-2016 D 12:03pm Ctls= 101 Doc': 101i Fee: M9.52 Cions: $2167666,67 QUITCLAIM DEED Carolyn K.Rockwell and Richard G.Asoian,Successor Co-trustees of the SFR Realty Trust,under Declaration of Trust dated May 7, 1992 and recorded with the North Essex District Registry of Deeds at Book 3460 Page 221, for consideration paid and in full consideration of Two Hundred Sixteen Thousand Six Hundred Sixty-Six and 67/100 Dollars{$216,666.67} grant to Pond Pasture LLC, a Massachusetts limited liability company having an address located c at 28 State Street,29h Floor,Boston,MA 02109 with QUITCLAIM COVENANTS All of the Grantor's right, title and interest in and to the land with any improvements thereon comprising the Pond Pasture, consisting of approximately 20 +/- acres, together with all appurtenant rights located off of Osgood Street, North Andover, Essex County, Massachusetts, and more particularly described on Exhibit A attached hereto. It is hereby certified"by Grantor that the real estate conveyed hereby is vacant land upon which no one resides, and it is not homestead property of any person,or of Grantor or any beneficiaries of the SFR Realty Trust, under Declaration of Trust dated May 7, 1992 and recorded with the North Essex DistrictRegistry of Deeds at Book 3460 Page 221. Property Location: Pond Pasture Lane(Off Osgood Street),North Andover, MA PLEASE RETURN TO: FIDELITY NATIONAL TITLE INSURANCE COMPANY 133 FEDERAL STREET, 12TH FLOOR BOSTON. MA n911 n L.m. 1�JV l rl�V ! T(1V 11. V Signed as a sealed instrument this a of Januar 2016. g Y y, SFR Realty Trust By:. O."A —- . P b-Te e-- Carolyn k.'Rockwell, Trustee By: chard G. Asoian,Trustee Commonwealth of Massachusetts County of � , ss On this day of January 2016, before me, the undersigned notary public, personally appeared Carolyn K.Rockwell,Trustee of the SFR Realty Trust,proved to me through satisfactory evidence of identification,which was o photographic identification with signature issued by a federal or state government agency, o oath or affirmation of a credible witnesspersonal knowledge of the undersigned,to be the person(s)whose name(s)is/are signed on the pre ' g or attached document, and acknowledged to me that he/she/they each signed it voluntarily for its stated purpose as Trustee on behalf of the SFR Realty Trust, under Declaration of Trust dated May 7, 1992 and recorded with the North Essex District Registry of Deeds at Book 3460 Page 2*010. rycommission blic expires: `, lNHlMt�� W. par lw4f Commonwealth of Massachusetts J..ln 1ZJV / .CyVV 'R1V 11 ^� Commonwealth of Massachusetts County of oc�' � , ss On this day of January 2016, before me, the undersigned notary public, personally appeared Richard G. Asoian, Trustee of the SFR Realty Trust, proved to me through satisfactory evidence of identification, which was o photographic identification with signature'issued a federal or state government agency, ❑ oath or affirmation of a credible witness, personal knowledge of the undersigned, to be the person(s) whose name(s) is/are si d on the preceding or attached document, who swore or affirmed to me that the contents of the document are truthful and accurate to the best of his/her knowledge and belief, and further and acknowledged to me that he/she/they each signed it voluntarily for its stated purpose as Trustee on behalf of the SFR Realty Trust, under Declaration of Trust dated May 7, 1992 and recorded with the North Essex District Registry of Deeds at Book 3460 Page 2aj. t ublic My commission expires: M, 1JJL _L V ! r l9 V✓ W L V 11 Exhibit A (Legal description) Pond Pasture as shown on Plan No.3827 That certain parcel of land with all improvements thereon, situated in North Andover in the County of Essex and Commonwealth of Massachusetts, known as the "Pond Pasture" and " Pond Pasture Lane " located off of Osgood Street in said North Andover and bordering the western shores of Lake Cochichewick, bounded and described as follows: Beginning at the northeasterly corner thereof at the "Great Pond",now called Lake Cochichewick,at the stone wall or its extension, at land now or formerly of Mary F. Charles, then in a southerly direction along Lake Cochichewick a distance of nine hundred and twenty five feet(925') more or less,to a stone wall or its extension at Iand now or formerly of Edgewood Farm, then in a westerly direction along the stone wall a distance of eleven hundred and sixty feet(1160%more or less,then heading northerly along a stone wall a distance of one hundred and eighty-six feet(186'),more or less, still by land of Edgewood Farm, to a Private Way known as Lane to Pond Pasture,then in a northeasterly direction along the southeasterly edge of said Private Way a distance of sixty feet(60'),more or less,then turning northerly with the easterly edge of said Private Way a distance of twenty-two feet (22')more or less to a stone wall or its extension,then leaving the said Private Way and continuing along the stone wall in slightly more northerly directions,a distance of seven hundred and eleven and a half feet (711.5%more or less,to a corner of the wall,continuing along the stone wall as it turns an approximate right angle to the east, along land now or formerly of Mary F. Charles, a distance of 816 feet, more or less,to the point of beginning at the shore of Lake Cochichewick. The foregoing premises are shown as "Pond Pasture" on a pian of land entitled "Plan of Pond Pasture & Lane to Pond Pasture -- North Andover, Mass." Scale I" = 200' dated January, 1959-- Ralph B Brasseur, C.E. recorded as Plan No. 3827 at the Essex North District Registry of Deeds; "Pond Pasture" contains twenty (20AC) acres, more or less, according to said Plan No. 3827, and reference maybe had to said Plan No. 3827 for a more particular description of"Pond Pasture". Together with all rights,easements and rights of way appurtenant to the foregoing property, including without limitation the Right of Way over the Lane to Pond Pasture as described in that certain Grant of Mutual Easements dated March 24, 1959 and recorded with said Deeds in Book 891 Page 167. j kat �... —" 5-2016 " 5 2016 Q �3 s {.. -SACHUSETTS STATE EXCISE'TA y c�.sa_x North Rau i vtrq l uc: 01--15`2016 a 12;03pm L; 95 I�F}�,TC 1006L i #:7 Ir .00 t �7�15: 10-1162r506.00 QUITCLAIM DEED Shawn A. Rockwell, Trustee of the William P. Rockwell Living Revocable Trust, under Declaration of Trust dated February 24, 1999 and recorded with North Essex Registry of Deeds in Book 5358 Page 301, for consideration paid and in full consideration of One Hundred Sixty-Two Thousand Five Hundred and 00/100 Dollars ($162,500.00) grant to Pond Pasture LLC, a Massachusetts limited liability company having an address located at 28 State Street,29`x'Floor, Boston, MA 02109 with QUITCLAIM COVENANTS All of the Grantor's right, title and interest in and to the land with any improvements thereon comprising the Pond Pasture, consisting of approximately 20 +/- acres, together with all appurtenant rights located off of Osgood Street, North Andover, Essex County, Massachusetts, and more particularly,described on Exhibit A attached hereto. It is hereby certified by Grantor that the real estate conveyed hereby is vacant land,it is not homestead property of Grantor or any beneficiaries of the William P. Rockwell Living Revocable Trust,under Declaration of Trust dated February 24, 1999 and recorded with North Essex Registry of Deeds in Book 5358 Page 301. Property Location: Pond Pasture Lane(Off Osgood Street),North Andover,MA PLEASE RETURN T0: FIDELITY NATIONAL TITLE INSURANCE COMPANY 133 FEDERAL STREET, 12TH FLOOR BOSTON, MA oz1 o i-�.�; �,1 _pV J..)J1. Z J V I r y.J J '(T.L.V V V Signed as a sealed instrument this day of ZAPOU 2016. William R. Rockwell Living Revocable Trust By: A I� Shawn A. Rockwell,Trustee State of Maine County of G3rnvv--i%0 nd ) SS On this___S_day of —�c. _, 2016, before me,the undersigned notary public, personally appeared Shawn A. Rockwell, Trustee of the William P, Rockwell Living Revocable Trust, proved to me through satisfactory evidence of identification, which was photographic identification with signature issued by a federal or state government agency, o oath or affirmation of a credible witness,o personal knowledge of the undersigned,to be the person(s)whose name(s)is/are signed on the preceding or attached document,and acknowledged to me that he/she/they each signed it voluntarily for its stated purpose as Trustee on behalf of the William )R. Rockwell Living Revocable Trust, under Declaration of Trust dated February 24, 1999 and recorded with North Essex Registry of Deeds in Book 5358 Page 301. Notary Public My commission expires: BRENDA F.CARD Notary Public,Maine My Commission Expires November 2,2022 un iz,iv i ry..rz a-LW V V w Exhibit A (Legal description) Pond Pasture as shown on Plan No.3827 That certain parcel of land with all improvements thereon,situated in North Andover in the County of Essex and Commonwealth of Massachusetts, known as the "Pond Pasture" and " Pond Pasture Lane " located off of Osgood Street in said North Andover and bordering the western shores of Lake Cochichewick, bounded and described as follows: Beginning at the northeasterly corner thereof at the "Great Pond",now called Lake Cochichewick,at the stone wall or its extension,at land now or formerly of Mary F. Charles, then in a southerly direction along Lake Cochichewick a distance of nine hundred and twenty five feet(925')more or less,to a stone wall or its extension at land now or formerly of Edgewood Farm,then in a westerly direction along the stone wall a distance of eleven hundred and sixty feet(1160'), more or less,then heading northerly along a stone wall a distance of one hundred and eighty-six feet(186%more or less, still by land of Edgewood Farm,to a Private Way known as Lane to Pond Pasture,then in a northeasterly direction along the southeasterly edge of said Private Way a distance of sixty feet(60'), more or less,then turning northerly with the easterly edge of said Private Way a distance of twenty-two feet(22')more or less to a stone wall or its extension,then leaving the said Private Way and continuing along the stone wall in slightly more northerly directions,a distance of seven hundred and eleven and a half feet (711.5'),more or less,to a corner of the wall, continuing along the stone wall as it turns an approximate right angle to the east, along land now or formerly of Mary F. Charles,a distance of 816 feet,more or less, to the point of beginning at the shore of Lake Cochichewick. The foregoing premises are shown as "Pond Pasture" on a plan of land entitled "Plan of Pond Pasture & Lane to Pond Pasture --North Andover, Mass." Scale 1" = 200' dated January, 1959-- Ralph B Brasseur, C.E. recorded as Plan No. 3827 at the Essex North District Registry of Deeds; "Pond Pasture" contains twenty (20AC) acres, more or less, according to said Plan No. 3827, and reference maybe had to said Plan No. 3827 for a more particular description of"Pond Pasture". Together with all rights,easements and rights of way appurtenant to the foregoing property, including without limitation the Right of Way over the Lane to Pond Pasture as described in that certain Grant of Mutual Easements dated March 24, 1959 and recorded with said Deeds in Book 891 Page 167. 3 Pond Pasture.LLC c%Hinckley Allen&Snyder LLP 28 State Street Boston,MA 02fo9 August 16,2016 RE: Pond Pasture—Pond Pasture Lane at the Rear of Osgood Street To Whom It May Concern: Please be advised that Robert Coppola is an authorized representative of Pond Pasture LLC and as such is hereby authorized to sign all documents and take all actions that he deems reasonably necessary to.effectuate all matters related to the development of the above- referenced property,including;but not limited to,,communication with any North Andover officials and the execution of any applications regarding such development. Should you:have any questions,please do not Hesitate to call me directly at(617)678-1689. Sincerely, Pond Pasture LLC r aIL / - By:Paul A.Hedstrom Its: Manager 55970708 v1 r 10 1 iSSACHUSETTS STATE EXCISE TAX. 01-15-2016 a 12:03pm 99 Doc;: 1009 ° Fee: '-1IM5.76 Cons: $27070,33.3.3. J f/ QUITCLAIM DEED Kathy Campbell Stevens and Paul P. Stewart the duly appointed and qualified Personal Representatives, of the Estate of Thomas Plunkett Rockwell, a.k.a. Thomas P Rockwell, Essex County Probate Number OES 13PO485EA, (hereinafter "Grantor") pursuant to the Power to Sell contained in the duly probated Will of Thomas Plunkett Rockwell as filed with the records of Essex County Probate Number OES13PO485EA for consideration paid and in full consideration of Two Hundred Seventy Thousand Eight Hundred Thirty-Three and 33/100 Dollars($270,833.33) grant to Pond Pasture LLC, a Massachusetts limited liability company having an address located at 28 State Street, 29`h Floor,Boston, MA 02109 with QUITCLAIM COVENANTS All of the Grantor's right, title and interest in and to the land with any improvements thereon comprising the Pond Pasture, consisting of approximately 20 +/- acres, together with all appurtenant rights located off of Osgood Street, North Andover, Essex County, Massachusetts, and more particularly described on Exhibit A attached hereto. It is hereby certified by Grantor that the real estate conveyed hereby is vacant land upon which no one resides,and it is not homestead property of any person, or of Grantor or any beneficiaries of the Estate of Thomas Plunkett Rockwell,Essex County Probate Number OES 13PO485EA. Property Location: Pond Pasture Lane(Off Osgood Street), North Andover,MA PLEASE RETURN TO: FIDELITY NATIONAL TITLE INSURANCE COMPANY 133 FEDERAL STREET, I2TN FLOOR BOSTON, MA 02110 I=- _1 _ 1 l7l, .L-2-j V J r tj V V W.L V V✓ *. 11 P Signed as a sealed instrument this day of January, 201 . Kathy Ca bell Stevens, , Personal Representative of Ie4state of Thomas Plunkett Rockwell -, i Paul P. Stewart, Personal Representative of the Estate of Thomas Plunkett Rockwell COMMONWEALTH OF MASSACHUSETTS Essex, ss. January_�_,2016 On this 6 day of January, 2016, before me,the undersigned notary public, personally appeared Paul P. Stewart, Personal Representative of the Estate of Thomas Plunkett Rockwell, Essex County Probate Number OES13PO485EA, proved to me through satisfactory evidence of identification, which was o photographic identification with signature issued by a federal or state government agency, ❑ oath or affirmation of a credible witnessersonal knowledge of the undersigned,to be the person(s)whose name(s)is/are signed on the preceding or attached document, and acknowledged to me that he/she/they each signed it voluntarily for its stated purpose as Personal Representatives of the Estate of Thomas Plunkett ckwell, Essex County Probate Number OES13PO485EA. *" "yy C.ljr of Public m_ °�,N:�0 M My commission expires: COMMONWEALTH OF MASSACHUSETTS ='2y ..••roe` Essex,ss. January ,2016 On this " day of January, 2016, before me, the undersigned notary public,personally appeared Kathy Campbell Stevens, Personal Representative of the Estate of Thomas Plunkett Rockwell, Essex County Probate Number OES13PO485EA, proved to me through satisfactory evidence of identification,which was❑photographic identification with sigpture issued by a federal or state government agency, o oath or affirmation of a credible witness, ersonal knowledge of the undersigned,to be the person(s)whose name(s)is/are signed on the preceding or attached document, and acknowledged to me that he/she/they each signed it voluntarily for its stated purpose as Personal Representatives of the Estate of Thomas Plunke kwell,Yssex County Probate N OES13PO485EA. oM�••y� io P li N�_ My commission expires: 'o� ;g: tv H; O • pue+.. AIT" 4ti . aj%. .LY.JV ! "U-L 7T1vv-V Exhibit A (Legal description) Pond Pasture as shown on Pian No.3827 That certain parcel of land with all improvements thereon, situated in North Andover in the County of Essex and Commonwealth of Massachusetts,known as the "Pond Pasture" and " Pond Pasture Lane " located off of Osgood Street in said North Andover and bordering the western shores of Lake Cochichewick, bounded and described as follows: Beginning at the northeasterly corner thereof at the "Great Pond",now called Lake Cochichewick,at the stone wall or its extension, at land now or formerly of Mary F. Charles, then in a southerly direction along Lake Cochichewick a distance of nine hundred and twenty five feet(925')more or less,to a stone wall or its extension at land now or formerly of Edgewood Farm,then in a westerly direction along the stone wall a distance of eleven hundred and sixty feet(1160%more or less,then heading northerly along a stone wall a distance of one hundred and eighty-six feet(186%more or less, still by land of Edgewood Farm,to a Private Way known as Lane to Pond Pasture,then in a northeasterly direction along the southeasterly edge of said Private Way a distance of sixty feet(60'),more or less,then turning northerly with the easterly edge of said Private Way a distance of twenty-two feet(22')more or less to a stone wall or its extension,then leaving the said Private Way and continuing along the stone wall in slightly more northerly directions, a distance of seven hundred and eleven and a half feet (711.5'),more or less,to a corner of the wall, continuing along the stone wall as it turns an approximate right angle to the east,along land now or formerly of Mary F. Charles, a distance of 816 feet,more or less,to the point of beginning at the shore of Lake Cochichewick. The foregoing premises are shown as "Pond Pasture" on a plan of land entitled "Plan of Pond Pasture & Lane to Pond Pasture -- North Andover, Mass." Scale 1" = 200' dated January, 1959--Ralph B Brasseur, C.E. recorded as Plan No. 3827 at the Essex North District Registry of Deeds; "Pond Pasture" contains twenty (20AC) acres, more or less, according to said Plan No. 3827, and reference maybe had to said Plan No. 3827 for a more particular description of"Pond Pasture". Together with all rights,easements and rights of way appurtenant to the foregoing property, including without limitation the Right of Way over the Lane to Pond Pasture as described in that certain Grant of Mutual Easements dated March 24, 1959 and recorded with said Deeds in Book 891 Page 167. a 01-15-2016 a 1 2 0 03c:� MASSACHUSETTS STATE EXCISE TAX Essex north Resistrs Dde: 01-15-2016 a 17:03pm Ct?F: 101 Doc'! 1011 Fee. M9.52 Cons: ix216z666.6? QUITCLAIM DEED Carolyn K.Rockwell and Richard G.Asoian,Successor Co-trustees of the SFR Realty Trust,under Declaration of Trust dated May 7, 1992 and recorded with the North Essex District Registry of Deeds at Book 3460 Page 221, for consideration paid and in full consideration of Two Hundred Sixteen Thousand Six Hundred Sixty-Six and 67/100 Dollars($216,666.67) grant to Pond Pasture LLC, a Massachusetts limited liability company having an address located at 28 State Street,29h Floor,Boston,MA 02109 with QUITCLAIM COVENANTS All of the Grantor's right, title and interest in and to the land with any improvements thereon comprising n - p g the Pond Pasture, consisting of approximately 20 +/ acres, together with all appurtenant rights located off of Osgood Street, North Andover, Essex County, Massachusetts, and more particularly described on Exhibit A attached hereto. It is hereby certified by Grantor that the real estate conveyed hereby is vacant land upon which no one resides, and it is not homestead property of any person, or of Grantor or any beneficiaries of the SFR Realty Trust, under Declaration of Trust dated May 7, 1992 and recorded with the North Essex District Registry of Deeds at Book 3460 Page 221. Property Location: Pond Pasture Lane(Off Osgood Street),North Andover, MA PLEASE RETURN TO: FIDELITY NATIONAL TITLE INSURANCE COrAPANY 133 FEDERAL STREET, 12TH FLOOR. BOSTO,U. mA R9fin - - _ _._ lJn 1ZJV ! tlJ. V ! 7T1V11 - P Signed as a sealed instrument this Lda Januar � � Y of Y, 2016. SFR Realty Trust By: P -29 l ° 1 4 Carolyn k.'Rockwell, Trustee By: chard G. Asoian, Trustee Commonwealth of Massachusetts County of j� ,ss On this day of January 2016, before me, the undersigned notary public, personally appeared Carolyn K.Rockwell,Trustee of the SFR Realty Trust,proved to me through satisfactory evidence of identification,which was o photographic identification witffisign a issued by a federal or state government agency, n oath or affirmation of a credible witness personal knowledge of the undersigned,to be the person(s)whose name(s)is/are signed on the pr . g or attached document, and acknowledged to me that he/she/they each signed it voluntarily for its stated purpose as Trustee on behalf of the SFR Realty Trust, under Declaration of Trust dated May 7, 1992 and recorded with the North Essex District Registry of Deeds at Book 3460 Page 20J. Nblic y commission expires: •� VV fee ,, tib,.......... s Commonwealth of Massachusetts t ,u.n. 1.Z.JV 1 ry W a1V.L1 Commonwealth of Massachusetts County of .L�/ �� ,ss On this day of January 2016, before me, the undersigned notary public, personally appeared Richard G. Asoian, Trustee of the SFR Realty Trust, proved to me through satisfactory evidence of identification, which was ❑ photographic identification with signature issued a federal or state government agency, ❑ oath or affirmation of a credible witness, personal knowledge of the undersigned, to be the person(s) whose name(s) is/are si d on the preceding or attached document, who swore or affirmed to me that the contents of the document are truthful and accurate to the best of his/her knowledge and belief, and further and acknowledged to me that he/she/they each signed it voluntarily for its stated purpose as Trustee on behalf of the SFR Realty Trust, under Declaration of Trust dated May 7, 1992 and recorded with the North Essex District Registry of Deeds at Book 3460 Page 291. t ublic My commission expires: -� R T jf+t,,-V s "' 0 y'�i�1 ALTS- i� 11JL 1-sJu ! ryv✓ Tf1V11 '9 .r Exhibit A (Legal description) Pond Pasture as shown on Plan No.3827 That certain parcel of land with all improvements thereon, situated in North Andover in the County of Essex and Commonwealth of Massachusetts,known as the "Pond Pasture" and " Pond Pasture Lane " located off of Osgood Street in said North Andover and bordering the western shores of Lake Cochichewick, bounded and described as follows: Beginning at the northeasterly corner thereof at the "Great Pond",now called Lake Cochichewick,at the stone wall or its extension, at land now or formerly of Mary F. Charles, then in a southerly direction along Lake Cochichewick a distance of nine hundred and twenty five feet(925')more or less,to a stone wall or its extension at land now or formerly of Edgewood Farm, then in a westerly direction along the stone wall a distance of eleven hundred and sixty feet(1160'),more or less,then heading northerly along a stone wall a distance of one hundred and eighty-six feet(186'),more or less, still by land of Edgewood Farm, to a Private Way known as Lane to Pond Pasture,then in a northeasterly direction along the southeasterly edge of said Private Way a distance of sixty feet(60'),more or less, then turning northerly with the easterly edge of said Private Way a distance of twenty-two feet (22')more or less to a stone wall or its extension,then leaving the said Private Way and continuing along the stone wail in slightly more northerly directions,a distance of seven hundred and eleven and a half feet (711.5'),more or less,to a corner of the wall,continuing along the stone wail as it turns an approximate right angle to the east, along land now or formerly of Mary F. Charles,a distance of 816 feet,more or less,to the point of beginning at the shore of Lake Cochichewick. The foregoing premises are shown as "Pond Pasture" on a pian of land entitled "Plan of Pond Pasture & Lane to Pond Pasture -- North Andover, Mass." Scale 1" = 200' dated January, 1959-- Ralph B Brasseur, C.E. recorded as Plan No. 3827 at the Essex North District Registry of Deeds; "Pond Pasture" contains twenty (20AC) acres, more or less, according to said Plan No. 3827, and reference maybe had to said Plan No. 3827 for a more particular description of"Pond Pasture". Together with all rights,easements and rights of way appurtenant to the foregoing property, including without limitation the Right of Way over the Lane to Pond Pasture as described in that certain Grant of Mutual Easements dated March 24, 1959 and recorded with said Deeds in Book 891 Page 167. 'ASSACHUSETTS STATE EXCISE TAX Essex 'north Resistrs W-15-2016 a 12:03Dm rte= 96 Doct: 1006 ae�* :71t�..00 Coos: t16.2.:=100.00 QUITCLAIM DEED Shawn A. Rockwell, Trustee of the William P. Rockwell Living Revocable Trust, under Declaration of Trust dated February 24, 1999 and recorded with North Essex Registry of Deeds in Book 5358 Page 301, for consideration paid and in full consideration of One Hundred Sixty-Two Thousand Five Hundred and 00/100 Dollars($162,500.00) grant to Pond Pasture LLC, a Massachusetts limited liability company having an address located at 28 State Street,29`"Floor, Boston,MA 02109 with QUITCLAIM COVENANTS All of the Grantor's right, title and interest in and to the land with any improvements thereon comprising the Pond Pasture, consisting of approximately 20 +/- acres, together with all appurtenant rights located off of Osgood Street, North Andover, Essex County, Massachusetts, and more particularly described on Exhibit A attached hereto. It is hereby certified by Grantor that the real estate conveyed hereby is vacant land,it is not homestead property of Grantor or any beneficiaries of the William P. Rockwell Living Revocable Trust,under Declaration of Trust dated February 24, 1999 and recorded with North Essex Registry of Deeds in Book 5358 Page 301. Property Location: Pond Pasture Lane(Off Osgood Street),North Andover,MA PLEASE RETURN TO: FIDELITY NATIONAL TITLE INSURANCE COMPANY 133 FEDERAL STREET, 12TH FLOOR BOSTON, MA 07.110 � U, _ � .loll. 1ZJV / M% JJ aJLWWV Signed as a sealed instrument this day ofA00Ag4 2016. William R. Rockwell Living Revocable Trust B . Y Shawn A. Rockwell,Trustee State of Maine County of G3yy\.h, -,w acl , ss On this_,S_day of `~ , 2016, before me,the undersigned notary public, personally appeared Shawn A. Rockwell, Trustee of the William P, Rockwell Living Revocable Trust, proved to me through satisfactory evidence of identification, which was photographic identification with signature issued by a federal or state government agency, o oath or affirmation of a credible witness,o personal knowledge of the undersigned,to be the person(s)whose name(s)is/are signed on the preceding or attached document,and acknowledged to me that he/she/they each signed it voluntarilyfor its stated purpose as Trustee on behalf of the William P. Rockwell Living P � Revocable Trust, under Declaration of Trust dated February 24, 1999 and recorded with North Essex Registry of Deeds in Book 5358 Page 301. .¢ r-C Notary Public My commission expires: BRENDA F.CARD Notary Public,Maine My Commission Expires November 2,2022 dJJ%. 1ZJV / ryJZ Tr J.VVV Exhibit A (Legal description) Pond Pasture as shown on Plan No.3827 That certain parcel of land with all improvements thereon,situated in North Andover in the County of Essex and Commonwealth of Massachusetts,known as the "Pond Pasture" and " Pond Pasture Lane " located off of Osgood Street in said North Andover and bordering the western shores of Lake Cochichewick, bounded and described as follows: Beginning at the northeasterly corner thereof at the "Great Pond", now called Lake Cochichewick,at the stone wall or its extension,at land now or formerly of Mary F. Charles, then in a southerly direction along Lake Cochichewick a distance of nine hundred and twenty five feet(925')more or less,to a stone wall or its extension at land now or formerly of Edgewood Farm,then in a westerly direction along the stone wall a distance of eleven hundred and sixty feet(1160'), more or less,then heading northerly along a stone wall a distance of one hundred and eighty-six feet(186'),more or less, still by land of Edgewood Farm,to a Private Way known as Lane to Pond Pasture,then in a northeasterly direction along the southeasterly edge of said Private Way a distance of sixty feet(60'), more or less,then turning northerly with the easterly edge of said Private Way a distance of twenty-two feet(22')more or less to a stone wall or its extension,then leaving the said Private Way and continuing along the stone wall in slightly more northerly directions,a distance of seven hundred and eleven and a half feet (711,.5'),more or less,to a corner of the wall, continuing along the stone wall as it turns an approximate right angle to the east, along land now or formerly of Mary F. Charles,a distance of 816 feet,more or less, to the point of beginning at the shore of Lake Cochichewick. The foregoing premises are shown as "Pond Pasture" on a plan of land entitled "Plan of Pond Pasture & Lane to Pond Pasture --North Andover, Mass." Scale 1" = 200' dated January, 1959-- Ralph B Brasseur, C.E. recorded as Plan No. 3827 at the Essex North District Registry of Deeds; "Pond Pasture" contains twenty (20AC) acres, more or less, according to said Plan No. 3827, and reference maybe had to said Plan No. 3827 for a more particular description of"Pond Pasture". Together with all rights,easements and rights of way appurtenant to the foregoing property, including without limitation the Right of Way over the Lane to Pond Pasture as described in that certain Grant of Mutual Easements dated March 24, 1959 and recorded with said Deeds in Book 891 Page 167. Y NIP! I 1y Pond Pasture LLC c%Hinckley Allen&Snyder LLP 28 State Street Boston,MA 02109 August 16,2016 RE: Pond Pasture—Pond Pasture Lane at the Rear of Osgood Street To Whom.It May Concern: Please.be advised that Robert Coppola is an authorized representative of Pond Pasture LLC and as such is hereby authorized to sign all documents and take all actions that he deems reasonably necessary to.effectuate_all matters related to the development of the above- referenced property,including,but not limited to,communication with any North Andover officials and the execution of any applications regarding such development. Should you.have any questions,please do not hesitate to call me directly at(617)678-1689- Sincerely, Pond Pasture LLC By:Paul A.Hedstrom Its: Manager . I 55970'08 VI Postal CERTIFIED o . ECEIFTT Domestic Mail Only CO = For delivery information,visit our website at www.usps.cornO. rU R rU $ertified Mail FeeCO Er ,�- ExtraServices &Fees(check bar,add tee as appropriate)- ❑Return Receipt(hard-Py) $ h :'s• `, E3 El Return Receipt(electronic) $ Q' .4,Yo Jostmark r iZ O E]Certified Mail Restricted Delivery $ V 19e 'co 1:3 ❑Adult Signature Required $ C3 ❑Adutt Signature Restricted Delivery$ O Postage M Total Postage and Fees O $ is .n Sent To unl y aof ox ge 0,g4)odstr�x----------------------------------- Sliest andApt.No., North r` City, Andover, MA 01845--- ----------------------- State,ZIP+4s Certified Mail service provides the following benefits: •A receipt(this portion of the Certified Mail label). for an electronic return receipt,see a retail ■A unique identifier for your (piece.. ;a- associate for assistance.To receive a duplicate Electronic verification of dery or attempted return receipt for no additional fee,present this delivery. 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�' 4; tf x�'E• w,a�p.e Stormwater Management Report 4x� August 17, 2016 — Rev 0 September 30, 2016 — Rev 1 October 17, 2016— Rev 2 October 25, 2016— Rev 3 October 31, 2016— Rev 4 _ Project # 15078-03 �� �` No rt� g, ' �f•15�� Submitted by: ,Ia3+„}6; RAM =rc f-tects and 877.700.7678 Smrtinc.com I � I ARCHITECTURE ENGINEERING PLANNING INTERIORS ENERGY sm-,tIM, 0V1 � � i Small I Stormwater Management Report (Rev 4- 10/31/16) j TABLE OF CONTENTS 1 PROJECT DESCRIPTION...................................................................................................2 1.1 Regulatory Requirements.............................................................................................. 3 2 STORMWATER NARRATIVE 4 2.1 Introduction ..........................................................................................................4 2.2 Site Topography.............................................................................................................4 2.3 Siteg ial Soils ...........................................................................................................4 2.4 Receiving Waters 5 " 2.5 Methodology and Modeling Assumptions.................... ............ 6 3 STORMWATER MODELING RESULTS................................................................................7 3.1 Pre-Development Conditions. 7 3.2 Post-Development Conditions....................................................................................... 7 3.3 Stormwater Modeling Summary.............................................................................. 9 4 STORMWATER MANAGEMENT COMPLIANCE .10 4.1 MassDEP Standard 1 Untreated Stormwater 10 4.2 MassDEP Standard 2—Post-Development Peak Discharge Rates............................... 11 4.3 MassDEP Standard 3—Recharge to Groundwater...................................................... 11 4.4 MassDEP Standard 4—Water Quality Treatment........................................................ 13 4.5 MassDEP Standard 5—Higher Potential Pollutant Loads............................................ 16 4.6 MassDEP Standard 6—Protection of Critical Area....................................................... 16 4.7 MassDEP Standard 7—Redevelopment....................................................................... 17 4.8 MassDEP Standard 8—Erosion/Sediment Control 4.9 MassDEP Standard 9—Operation/Maintenance Plan................................................. 18 4.10 MassDEP Standard 10—Prohibition of Illicit Discharges............................................. 18 5 CONCLUSIONS .............................................................................................................19 6 REFERENCES................................................................................................................20 List of Figures Figure 1— Site Locus Plan List of Appendices Appendix A— Soils Information (July,September, and October 2016 Geotechnical Investigation) Appendix B— FEMA Flood Insurance Rate Map Appendix C— Pre-Development Watershed Map and HydroCAD Report Appendix D— Post-Development Watershed Map, HydroCAD Report(revised 10/25/16), and Porous Paver CN Calculation Appendix E— Water Quality Calculations (Page 2 of 4 revised 10/25/16) & Mounding Analysis(added 10/25/16) Appendix F— MassDEP TSS Worksheets (revised 10/25/16) Appendix G— Stormwater Facilities Operation, Inspection and Maintenance Plan Appendix H— Long Term Pollution Prevention Plan & BMP Location Plan (revised 10/31/16) Appendix I— Scour Calculations(revised 10/25/16) I "'w ARCHITECTURE ENGINEERING PLANNING INTERIORS ENERGY i { > ��������� ���~������� ���������� �� ����0� ~��� --«� — '-- -- -- --m — — - ~ - ' �� �~ StnrOlVV8f8rManagement Report (Rev 4-1O/3l/l6) «� 1 PROJECT DESCRIPTION About Edgewood&the"Small Home"Concept �m Located in Merrimack Valley, Edgevvood is a continuing care retirement community offering full service retirement living,from independent living to in-home lifestyle assistance (assisted living) to health care and support services. Edgevvood'scampus isover 10Oacres and includes access m� towalking trails and amenities for active living. The "Small Home" concept of elder care facilities creates a home-like environment where ' residents are encouraged to participate in many of the daily activities as they are able with the support services of staff to assist where needed. Each small home's scale eliminates the need 1 \ for elevators or long corridors. Private bedrooms are located directly off the common living room, creating easy access to all of the home's amenities.The homes strive to support the specific needs of aging residents with memory loss by using color and contrast, abundant natural light, and careful attention tostraightforward way-finding. Residents will find common |� spaces to be warm and inviting to maximize engagement and independence, and private rooms ~ are designed to instill a sense of comfort and security. Enclosed gardens a||uvv residents to safely � | enjoy good weather and fresh air attheir leisure. 8 / Site Context The proposed site is a twenty (ZO) acre parcel of land that borders Town owned Conservation Restricted land to the north, Lake [ochichewicktothe east, Edgewood owned Conservation Restricted land tothe south, the existing Edgevvood campus, the Family Cooperative Preschool and Town owned Conservation Restricted land towest and northwest. (This is the main parcel for the project and will be referenced as the "Pond Pasture" parcel throughout this report). �[ There is an existing easement that straddles the property line between en the Edgewood property =� and the Preschool property that provides access to the site. Access to the site is from a gravel drive and trai|head that allows parking for approximately three (3) vehicles. The topography ] h slopes significantly from west to east dropping almost seventy (7O\ feet in elevation down to ` ' the lake. On-site vegetation consists of old growth mixed deciduous hardwood trees and shrubs, with some trees over eighty /80\ feet in height. Numerous pockets of isolated wetlands are located throughout the site and public walking trails transect the property providing access down tothe lake.There are noexisting utilities onthe property. �= Site Design The 5nnaU Horne building will be approximately 38,000 square feet, comprised of four small � [ \ homes, each housing ten residents with 24-hour staff. Within each of the four homes, residents «� have their own private bathrooms in addition to a common living room dining room kitchen, � ' ' ' � den, bathing spa, laundry room, and an outdoor garden. The four homes are connected by � shared gathering spaces,commmnonamenities, staffofficesandsupportfaci|ities. � � �= 1 � | i ARCHITECTURE ENGINEERING | PLANNING | INTERIORS | ENERGY snm6nccmnm F��0 � i Retirerr­cnt Community — Small Home Project Stormwater Management Report (Rev 4—10/31/16) The proposed site development consists of parking and circulation improvements to support the new Small Home building. The existing easement and gravel drive will continue to serve as the access point to the site along with a new paved drive from the Edgewood campus. The new drive will provide access to a drop off area, fire apparatus turning area, and a thirty two (32) '+ space parking lot. There will also be fourteen (14) additional parking spaces built on the Edgewood campus to serve as overflow parking. The paved drive will also provide access to a dedicated service area leading to a one-car garage. Walkways will connect all parking and drop offs to the main entrance, providing safe access for all residents and visitors. The drives and parking lot will be constructed out of asphalt pavement, and vertical granite curbing is proposed to be used to contain vehicles and direct stormwater. Porous paver walkways will provide access around the building to/from all egress doors and a grass paver walkway will extend around the back of the building allowing for a safe path of travel for emergency/fire access. Approximately 3.8 acres (166,500 sf) of the site will be disturbed due to the proposed project: • 157,100 sf on the Pond Pasture parcel • 9,400 sf on the Edgewood parcel 1.1 Regulatory Requirements The project will comply with the following regulatory agency requirements. • Town of North Andover: o Town of North Andover Bylaws: Chapter 160 — Stormwater Management & Erosion Control Bylaw I 1 o North Andover Stormwater Management and Erosion Control Regulations- Land 41 Disturbance Permit(adopted 2/15/11) • Massachusetts Department of Environmental Protection (MassDEP) o Massachusetts Stormwater Handbook • National Pollution Discharge Elimination System (NPDES) o Construction General Permit/Stormwater Pollution Prevention Plan (SWPPP) I i I i ARCHITECTURE ENGINEERING PLANNING INTERIORS ENERGY ssrtinc.ca 111 . Edgewood Stormwater Management Report (Rev 4— 10/31/16) 2 STORMWATER NARRATIVE 2.1 Introduction The stormwater design for the proposed project will be in accordance with the Stormwater Management Standards of the Massachusetts Department of Environmental Protection (MassDEP) and the Town of North Andover Stormwater Management and Erosion Control Regulations. Due to the sensitive ecosystem and proximity to Lake Cochichewick, the stormwater design will minimize the impact of the proposed project on the surrounding area. The design intent is to utilize subsurface infiltration galleries and bioretention areas to treat the stormwater runoff and infiltrate as much of the runoff as possible. 2.2 Site Topography Stormwater on the site generally flows from the northwest corner of the site to the eastern border of the site into Lake Cochichewick. The change in elevation across the site to the lake is approximately seventy(70)feet. 2.3 Site Surficial Soils Based on review of USDA Soil Survey of North Andover, Massachusetts, soils at the site consist of Hydrologic Soil Groups(HSG) C, D, and C/D soils: • Woodbridge (fine sandy loam),0 to 8 percent slopes,very stony(HSG C/D) • Ridgebury& Leicester fine sandy loams, 3 to 8 percent slopes, extremely stony (HSG D) { • Paxton fine sandy loam,0 to 8 percent slopes,very stony(HSG C) The Natural Resource Conservation Service (NRCS, formerly known as the SCS), as part of their soil classification system, assigns each soil series to a Hydrologic Soil Group (HSG). The HSG is a 666�JJI four-letter index intended to indicate the minimum rate of infiltration obtained after prolonged wetting,and to indicate the relative potential for a soil type to generate runoff. • Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. • Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. FinkARCHITECTUREsaCTURE ENGINEERING PLANNING INTERIORS ENERGY I srrti ;�' e t.,V @-od Ro­',"�"IrementCommunity — Small Home Project Stormwater Management Report (Rev 4—10/31/16) ------------- - • If a soil is assigned to a dual hydrologic group (A D B/D, or C D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. The NRCS soil classification map is included in Appendix A. A soils investigation and geotechnical report completed by John Turner Consulting in July and September 2016 and is included in Appendix A for review. The geotechnical analysis has indicated that the primary soil strata consists of Forest Mat (0 feet — 2 feet below the ground surface (bgs)), two layers of Glacial Till (between 1 foot and 18 feet bgs), and bedrock was encountered at 18 feet bgs. Four (4) borings were completed for the purpose of infiltration testing. The results of the testing showed an average infiltration rate of 1.2 inches/hour. To facilitate soil classification, and Rawls infiltration rate determination, grain size analyses were conducted on bulk soil samples collected at the approximate locations and depths of the proposed infiltration structures. The additional geotechnical investigation completed in September 2016 confirmed the soils within the areas of the subsurface infiltration structures would be conducive to infiltration. The Rawls Infiltration Rate of Sandy Loam (HSG B) of 1.02 in/hr was utilized for the HydroCAD model. The subcatchment areas in HydroCAD model were also updated to reflect HSG B soils for the pre-and post-development analysis. Additional geotechnical investigation was completed on October 19, 2016 at the location of the SIG-2 (west of the building). Based on the soil observations of iron oxide staining at 6 feet below grade and the likelihood of a high estimated seasonal high groundwater (ESHGW) at this location, the previously proposed subsurface infiltration structure (SIG-2) has been removed, and stormwater has been directed to SIG-3, which has been upsized to handle the additional flow. The particle size distribution report, soil texture triangle, and updated Table 1 "Summary of Geotechnical Laboratory Testing" has been included in Appendix A for reference. 2.4 Receiving Waters Stormwater runoff from the site drains directly into Lake Cochichewick. Lake Cochichewick is the primary drinking water supply for the Town of North Andover and is located within Zone B of the Surface Water Protection Zone. Flood zone info: The flood map for the selected area is FIRM Flood Insurance Rate Map for Essex County, Massachusetts, Community-Panel Number 25009CO228F, effective on 07/03/2012. The proposed project area is out of the flood zones. ARCHITECTURE 1 ENGINEERING PLANNING INTERIORS ENERGY ( snmrtinc.corn I, Retirement Home !111�,%�'j Stormwater Management Report (Rev 4—10/31/16) 2.5 Methodology and Modeling Assumptions Runoff and routing calculations have been performed for the pre-development and post- development scenarios using the HydroCAD software system. Time of concentration and runoff curve number calculations have been developed using the method described in NRCS Technical Release 55—Urban Hydrology for Small Watersheds (TR-55). Time of concentration calculations have been amended where the value given by the TR-55 method is less than five minutes. In these cases, a standard minimum value of five minutes. Design rainfall events have been modeled using the SCS Type III hydrograph for 24-hour duration storms. The design storms are based on the Northeast Regional Climate Center(NRCC) "Atlas of Precipitation Extremes for the Northeastern United States and Southeastern Canada." The rainfall depth values for North Andover, standard design storm frequencies are given in the table below. 24-Hour Rainfall Depths for the North Andover, MA at Design Storm Frequencies North Andover Storm water Management and Erosion Control Regulations Frequency 2-Year 10-Year 25-Year 100-Year Rainfall Depth 3.2 4.8 6.0 8.6 y ARCHITECUREENGINEERING PLANNING INTERIORS ENERGY a wa re m eqr `o — Small Home Project Stormwater Management Report (Rev 4—10/31/16) . 3 STORMWATER MODELING RESULTS I The stormwater quantity analysis compares existing and proposed conditions where the improvements will alter existing cover conditions and hence the hydrological behavior of the area. For purposes of this report and the proposed project, the stormwater modeling analysis is limited to the disturbance caused by the proposed project. The entire watershed draining to Lake Cochichewick was not analyzed. 3.1 Pre-Development Conditions Three design points have been selected to analyze the impact on the existing watershed. • Design Point 1 is Lake Cochichewick. The majority of the site sheet flows directly into the lake. • Design Point 2 is the existing closed storm system on the adjacent Edgewood parcel. • Design Point 3 is an existing cleared field which a portion of the existing gravel drive drains into. f + The pre-development analysis of the site is broken down into the following subcatchment areas: y • SC101A includes the majority of the project site. Stormwater sheet flows from the f northwest corner of the site and is directed to an isolated wetland. Stormwater exits J the wetland and eventually flows to Lake Cochichewick. • SC101B includes the southwest portion of the project site that drains outside the limits of the property lines. Stormwater from this area eventually sheet flows into Lake Cochichewick. • SC102A includes a portion of the parking lot for the adjacent Edgewood building. r Stormwater from this area is collected by a series of catch basins and directed to the r�J existing stormwater system on Edgewood's campus. • SC103A includes the portion of the existing gravel drive/trailhead which sheet flows into the adjacent open field. There does not appear to be an outlet from this area, so it is assumed that stormwater directed to this area infiltrates into the soil. A Pre-Development Drainage Plan and HydroCAD report are included in Appendix C. 3.2 Post-Development Conditions The same design points are being utilized in the post-development model as the pre- development model. The primary best management practice (BMP) used to treat the stormwater runoff are subsurface infiltration galleries (SIG). All of the impervious areas within the Pond Pasture parcel are directed to the subsurface infiltration galleries. The outlets from the galleries are flared ARCHITECTURE ENGINEERING ' PLANNING INTERIORS I ENERGY ( smrtinc.co ��� -� Stormwater Management Report (Rev 4—10/31/16) ". ends with a rip rap level spreader. The stormwater exits the level spreader and then flows overland for approximate 720 feet before entering Lake Cochichewick. The post-development project area has been divided into subcatchments as follows: • SC201A-1 includes the area to the rear of the project and the majority of the site that is to remain undisturbed. Stormwater sheets flows from northwest to southeast and eventually flows to Lake Cochichewick. • SC201A-2 includes a small portion of the lawn area to the north of the building that is collected by field inlet FI-7. The stormwater outlets to the sediment forebay, then dry pond prior to entering subsurface infiltration gallery(SIG)-1. • SC201B includes the new building. The building has been divided into subareas based on the roof drainage areas: o Areas B-1, B-2a, B-2b, B-3a, and B-3b drain to SIG-3. o Areas B-4, B-5, B-6, and B-7 drain to SIG-1. • SC201C-1 and SC201C-2 include the garden areas to the south and east of the building. These areas are collected by a field inlet/catch basin and directed to SIG-3. • SC201D includes the lawn area to the northeast that overland flows to the sediment forebay,which outlets to SIG-1. • SC201E includes the wooded area to the north of the proposed project that is to remain undisturbed and the northern portion of the parking lot/driveway. This area is collected by a catch basin within the parking lot and outlets to the sediment forebay prior to entering SIG-1. • SC2011 includes a portion of the driveway and drop-off area. This area is collected by a series of field inlets and catch basins which are directed to SIG-1. A portion of this area sheet flows directly into bioretention area (BRA-1),which connects to SIG-1. o F-1 includes the largest portion of the parking lot that sheet flows into bioretention area (BRA)-1 and enters field inlet FI-3. The stormwater flows through the closed drainage system to the sediment forebay, dry pond, and then into SIG-1. o F-2 includes the drop-off lane and a portion of the concrete pavement at the main entrance. The stormwater is collected by deep sump and hooded catch basin CB-2, and flows through the closed drainage system to the sediment „ forebay, dry pond, and then into SIG-1. o F-3 includes the lawn area and a portion of the concrete pavement at the main entrance. The stormwater is collected by field inlet FI-1, and flows through the closed drainage system to the sediment forebay, dry pond, and then into SIG-1. o F-4 includes a small portion of lawn area. The stormwater is collected by field inlet FI-2, and flows through the closed drainage system to the sediment forebay, dry pond, and then into SIG-1. • SC201G includes the lawn area to the southwest and the concrete pads for the utility equipment and dumpster enclosure. This area sheets flows to FI-5, then is routed around the south side of the building and enters SIG-3. • SC201H includes the entrance drive and the access drive to the garage and dumpster area. Stormwater in this area is collected by a field inlet FI-4 (within lawn area) and I ARCHITECTURE I ENGINEERING PLANNING INTERIORS ENERGY saw rtgee: ; § � Community - Small ome Project Stormwater Management Report (Rev 4- 10/31/16) deep sump and hooded catch basin CB-3 (adjacent to the dumpster pad) that is collected and directed to an oil/grit separator before entering SIG-3. o H-1 includes the area collected by CB-3. - o H-2 includes the area collected by FI-4. • SC202A includes the portion of the entrance drive and additional parking spaces on the adjacent Edgewood property. This area sheet flows to an existing catch basin within the driveway which connects into the closed drainage system on Edgewood's campus. The additional (14) parking spaces are to be constructed with porous pavers. Refer to Appendix D for the curve number(CN)calculations for the porous pavers. A Post-Development Drainage Plan, Enlargement Plan, and HydroCAD report are included in Appendix D. 3.3 Stormwater Modeling Summary Stormwater modeling evaluated the peak rate and volume of runoff for the 2-year, 10-year, 25- year and 100-year storms at the three design points. Refer to Section 4.2 for discussion regarding pre-and post-development rates. A summary of the pre-development and post-development peak flow rate and runoff volume are provided in the tables below: '] Runoff Summary-Peak Flow(cfs)-REV 3 (� Analysis Design Storm Event Return Period Point 2-Year 10-Year 25-Year 100-Year Pre Post A Pre Post A Pre Post A Pre Post n DP-1 0.9 0.6 -0.3 5.5 5.4 -0.1 10.9 10.9 0.0 25.2 25.0 -0.2 DP-2 0.5 0.7 +0.2 1.1 1.4 +0.3 1.6 2.0 +0.4 2.8 3.3 +0.5 DP-3 0.1 0.0 -0.1 0.2 0.0 -0.2 0.3 1 0.0 1 -0.3 0.4 1 0.0 1 -0.4 Runoff Summary-Volume(af)-REV 3 Analysis Design Storm Event Return Period Point 2-Year 10-Year 25-Year 100-Year Pre Post A Pre Post o Pre Post A Pre Post n DP-1 0.199 0.168 -0.031 0.700 0.765 +0.065 1.205 1.339 +0.134 2.453 2.804 +0.351 DP-2 0.037 0.050 +0.013 0.078 0.099 +0.021 0.113 0.138 +0.025 0.194 0.227 +0.033 DP-3 0.007 0.000 0.007 0.013 0.000 0.013 0.018 0.000 -0.018 0.029T0,000 -0.029 ARCHITECTURE ! ENGINEERING PLANNING INTERIORS ENERGY smart€nc. carr F aye i a. 1 c nn rrl rfl t��'„ �H poi Stormwater Management Report (Rev 4— 10/31/16) 4 STORMWATERN E MA AG MENT COMPLIANCE Design Criteria The project has been designed in accordance with the Massachusetts Stormwater Standards and the North Andover Stormwater Management and Erosion Control Regulations. The majority of the project i � y p sect s classified as a new development and will meet all of the required state and local regulations. The existing site does not have any impervious area except for the gravel access drive to the public walking trails. The proposed project will include approximately 1.5 acres (66,843 sf) of impervious area. Approximately 0.9 acres of impervious area is due to the new building roof and approximately 0.6 acres of impervious area is due to asphalt or concrete pavement. Approximately 9,400 sf(0.2 acres) of the proposed project occurs within the existing Edgewood parcel. This area includes the new driveway as well as (14) additional parking spaces. This small area will be treated as a redevelopment area and will meet the state standards to the maximum extent practicable. To meet the Stormwater quality and quantity requirements, three subsurface infiltration galleries and two bioretention areas are proposed to treat the new impervious area. 4.1 MassDEP Standard 1—Untreated Stormwater No new stormwater conveyances (e.g. outfalls) may discharge untreated Stormwater directly to or cause erosion in wetlands or waters of the Commonwealth. No new untreated discharges are proposed as part of the redevelopment. Three new flared end/rip rap level spreaders will outlet the stormwater runoff from the project site. All the stormwater that exits the flared ends will have been treated by the subsurface infiltration galleries. The required pre-treatment is provided before the stormwater runoff enters the infiltration structures. These riprap outlets are outside the 75-foot Town of North Andover Conservation Z p o one and outside the 100-foot MassDEP wetland buffer zone. The stormwater will run overland a minimum of 120 feet prior to entering the wetland area. These rip rap outlets are over 720 feet from Lake Cochichewick. The rip rap outlets have been designed to withstand the 100-year storm velocities. The calculations are based on the New York Standards and Specifications for Erosion and Sediment Control Section "Rock Outlet Protection". A minimum length of 10' and minimum width of 11.5' will be provided at all flared end outlets. The d50 stone size shall be 3". Refer to Refer to Appendix I. ARCHITECTURE ENGINEERING PLANNING INTERIORS ENERGY irt€ . 0rr , 1 W yet-re x, int uni — Small Home Project Stormwater Management Report (Rev 4—10/31/16) 4.2 MassDEP Standard 2—Post-Development Peak Discharge Rates r North Andover Section 7.2(B)—Hydrologic and Hydraulic Criteria Stormwater Y Management Systems shall be designed so that peak post-development 9 discharge rates do not exceed pre-development discharge rates. This Standard may be waived for discharges to land subject to coastal storm flowage as defined in 310 CMR 10.04. As indicated in the table in Section 3.3, the proposed development reduces the peak rate of runoff from the overall site for the 2-year, 10-year, 25-year and 100-year storms; therefore, Standard 2 is met. It should be noted that the redevelopment of a portion of the site will result in a very slight increase in peak discharge to the existing stormwater management system (DP- 2). Where possible, i.e. outside of heavy traffic areas, porous pavers have been utilized to mitigate stormwater flow to the existing system. However, existing infrastructure and space constraints make it infeasible to install additional stormwater quantity BMPs. It is anticipated that the very slight increase in flow will have a negligible impact on the existing stormwater management system, and as noted above, the overall peak discharge from the site has been decrease for all storm events. The peak flow at Lake Cochichewick (DP-1) has been reduced in all the design storms. ] 4.3 MassDEP Standard 3—Recharge to Groundwater �] North Andover Section 7.2(C)—Recharge Loss of annual recharge to groundwater shall be eliminated or minimized through the use of infiltration measures including environmentally sensitive site design, low impact development techniques, stormwater best management practices, and good operation and maintenance. At a minimum, the annual recharge from the post-development site shall approximate the annual recharge from pre-development conditions based on soil type. This Standard is met when the stormwater management system is designed to infiltrate the required recharge volume as determined in accordance with the - Massachusetts Stormwater Handbook. Recharge volume (RV) equals the target depth factor (F) multiplied by the impervious area u within that HSG. Infiltration volumes must be accomplished using appropriate BMPs. According to the Massachusetts Stormwater Handbook Table 2.3.2, the target depth factor for the HSG C present at the site is 0.25 inches and the target depth factor for the HSG D present at the site is 0.1 inches. The project proposes 1.5 acres (66,843 sf) of impervious area on the Pond Pasture parcel and 0.05 acres (2,250 sf) of impervious area on the Edgewood parcel. The 2,250 sf of impervious created on the Edgewood parcel will be directed to the existing stormwater management system, which provides groundwater recharge and water quality treatment. The additional flow to the existing system associated with the new impervious has been offset through the I FkA tl�L a� ARCHITECTURE ENGINEERING PLANNING I INTERIORS ENERGY smrfinc.com 1 Stormwater Management Report (Rev 4— 10/31/16) 2 T w conversion of existing asphalt to porous pavers. As such, this area (2,250 sf) has been excluded from the proposed stormwater management system water quality and groundwater recharge calculations. Based on the geotechnical investigations done in the field, the soil groups shown on site is inconsistent with the NRCS mapping of HSG C and HSGD soils; therefore, HSG B have been used to calculate the required recharge volume. Rv=F*Impervious Area Total Recharge Volume Rv_HSG B= Required Recharge Volume (cf) F=Target Depth Value (HSG B) 0.35 inches Impervious Area = pavement and rooftop area on site 1.53 acres Total Recharge Volume 1,944 cf One BMP may be sized to provide both water quality treatment and groundwater recharge (Massachusetts Stormwater Handbook Volume 3 Chapter 1). The water quality volume exceeds the required groundwater recharge volume; therefore, the infiltration galleries were sized to treat the water quality volume. Refer to Section 4.4. MassDEP Standard 3 BMP h requires that infiltration ' q s have a minimum 2.0 separation between the bottom of the infiltration structure and the estimated seasonal high groundwater (ESHGW). The field investigation completed in June and October 2016 by JTC Consulting provided the following information for the groundwater levels at the proposed locations of SIG-1 and SIG-3: • SIG-1: There was no evidence of a seasonal high groundwater in this location. In June, Boring BB-7 was to a depth of 17 feet (elevation 153) and no groundwater was observed. In October, Boring-B and Boring-C were completed to a depth of 10 feet (elevation 162) and no groundwater was observed. The bottom of the base stone of SIG-1 is at elevation 166.22. • SIG-3: There is evidence of the seasonal high groundwater at this BMP location. Boring BB-5 in June indicated a groundwater level 9.3 feet below grade and iron oxide staining was observed at 4.25 feet below grade during Boring-D in October. Iron oxide staining can be indicator for the ESHGW. However, JTC indicated that "an oxidized zone is generally present in the upper part of the "Lower Till". This zone commonly shows closely-spaced joints that are stained with iron and manganese oxides that formed during a period of interglacial weathering . Therefore, the staining could be due to an ri ESHGW level or due to interglacial weathering. A conservative approach has been taken that assumes the staining is indicative of an ESHGW at 4.25 feet below grade, or elevation 165.75. The bottom of the stone below the SIG-3 infiltration structures is at elevation 168.35, providing a separation of 2.6 feet, which exceeds the 2.0' minimum requirement. The subsurface infiltration structures are also being utilized to attenuate the peak flow; 0 i ARCHITECTURE ! ENGINEERING PLANNING INTERIORS ENERGY �Ad R1,e 'l uent Community — Small Home Project Stormwater Management Report (Rev 4— 10/31/16) therefore a moundinganalysis is required when the vertical separation is less than 4.0 feet. A Y q p mounding analysis was completed, the results of which indicate a maximum groundwater mounding to be 2.382 feet which is less than the separation between the ESHGW and the bottom of the stone of SIG-1. • The recharge rate (R) utilized was the 2.41 in/hr (4.82 ft/day) Rawls Rate to be consistent with field data collected. • The specific yield (Sy=0.160) utilized is the typical value for a sandy till. • The horizontal hydraulic conductivity (Kh = 40) is the USGS NRCS typical value for a loamy sand. This value is consistent with the USGS's SIR 2010-5102 report which states the horizontal hydraulic conductivity should be 10 times the vertical.soil permeability. • The dimensions of SIG-1 are 30' x 80'. This provides the x and y values of 15' and 40' respectively. { • The thickness of the saturated zone was assumed to be 18 feet. Practical refusal was only encountered at one boring location (BB-10) at 18 feet below grade, so this value was used for the thickness of the saturated zone. Refer to Appendix E for this report for the mounding analysis spreadsheet. 4.4 MassDEP Standard 4—Water Quality Treatment a North Andover Section 7.2(D)—Water Quality Stormwater management systems shall be designed to remove 80% of the average annual post-construction load of Total Suspended Solids (TSS). This Standard is met when: a. Suitable practices for source control and pollution prevention are identified in a long-term pollution prevention plan, and thereafter are implemented and maintained; b. Structural stormwater best management practices are sized to capture the required water quality volume determined in accordance with the Massachusetts Stormwater Handbook;and c. Pretreatment is provided in accordance with the Massachusetts Stormwater Handbook. Requirement(a): A long term pollution prevention plan is included in Appendix H. Additionally, a stormwater BMP maintenance plan is included in Appendix G. The maintenance plan identifies housekeeping and regular maintenance activities that will insure the continued functionality of the proposed BMPs. 'J ARCHITECTURE ENGINEERING PLANNING INTERIORS ENERGY smrt¢nc.ram ,et ca" Flettru '�'rit Cod« unit%i ..,_ o 't,i,"i aStormwater Management Report (Rev 4-10/31/16) Requirement(b): Since the project is located within a critical area, the required water quality volume (WQV) is equal to one-inch of runoff times the total impervious area in the post-development site. WQV=1.0-inch *Impervious Area Total Water Quality Volume Drainage Area Impervious Area (sf) Required WQV(cf) Pond Pasture Parcel 66,843 sf 5,570 cf As described in Section 2.3 of this report, a soils investigation was completed by John Turner Consulting in July 2016 and additional testing was completed in September 2016. Based on the findings of the investigative borings and the additional testing, the soils appear to be sandy loams and loamy sands with varied amounts of gravel and cobbles. These soils typically exhibit greater infiltration rates than the Type C and Type D soils identified in the NRCS Soil Maps. . Infiltration galleries were sized using the "Simple Dynamic" method identified in the Massachusetts Stormwater Management Handbook Volume 3 Chapter 1. As part of the Geotechnical investigation bulk soil samples were collected at the approximate location and depths of the proposed infiltration BMPs. The results of the grain size analyses were input into the NRCS Soil Texture Calculator (Appendix E) to determine the soil texture classification and associated Rawls infiltration rates. In accordance with the USDA Textual Soil Classification system, the cobble and gravel portions of bulk soil samples were not considered. A summary of the soil classifications and Rawls infiltration rates (per the Massachusetts Stormwater Handbook Table 2.3.3) is presented in the Table below. Rawls Infiltration Rates Infiltration Gallery Associated Boring/s Soil Classification Rawls Infiltration Rate (in/hr) SIG-1 B-B/B-C Sandy Loam 1.02 SIG-3 B-D Loamy Sand 2.41 ENERGY ARCHITECTURE ENGINEERING PLANNING INTERIORS grc,r 0M � � n g �..� ., enien` Community ..... Small Horne Project i Stormwater Management Report (Rev 4- 10/31/16) U Infiltration gallery sizing calculations are included in Appendix E. The number of chambers provided in each of the infiltration galleries was increased to also facilitate the reduction of the post-development peak flows. A summary of the infiltration gallery sizing results are presented in the table below. Infiltration Gallery Sizing Results Summary Calculated Required Storage Gallery Storage Identification Impervious Area (sf) WQV(cf) (cf) Provided (cf) (per Simple Dynamic Method) SIG-1 30,809 2,567 2,210 2,313* SIG-336,034 3,003 2,584 3,181 Total 66,843 sf 5,570 4,794 5,494 *An additional 12" of stone is to be provided below the Stormtech chambers of SIG-1 to help with the peak flow attenuation. This stone will provide additional storage which is not reflected in this table. Requirement(c): Prior to entering the subsurface infiltration structures, the required pre-treatment will be provided: • SIG-1- Pre-treatment will include deep sump catch basins and a sediment forebay. • SIG-3- Pre-treatment for the paved driveway and parking areas will include deep sump catch basins and an oil/grit separator. Pre-treatment is not provided for the uncontaminated roof runoff. The pretreatment volume calculations are provided in Appendix E and summarized in the table below: Pretreatment Water Quality Volume Required Volume Provided Volume Sediment Forebay 257 cf 633 cf D Oil/Grit Separator 317 cf 341 cf o Since the project is within a critical area, the proposed pre-treatment trains will remove 44/ or greater of the average annual total suspended solids removal. Once the stormwater runoff has travelled through the complete treatment train (through the infiltration structures), 80% or greater of the average annual total suspended solids will be removed. Refer to the MassDEP TSS worksheets included in Appendix F. ARCHITECTURE I ENGINEERING PLANNING INTERIORS ENERGY srtc.carr �d aasgq - . N Fscr, Stormwater Management Report (Rev 4—10/31/16) 4.5 MassDEP Standard 5 Higher Potential Pollutant Loads For land uses with higher potential pollutant loads, source control and pollution prevention shall be implemented in accordance with the Massachusetts Stormwater Handbook to eliminate or reduce the discharge of stormwater runoff from such land uses to the maximum extent practicable. If through source control and/or pollution prevention all land uses with higher potential pollutant loads cannot be completely protected from exposure to rain, snow, snow melt, and stormwater runoff, the proponent shall use the specific structural stormwater BMPs determined by the Department to be suitable for such uses as provided in the Massachusetts Stormwater Handbook. Stormwater discharges from land uses with higher potential pollutant loads shall also comply with the requirements of the Massachusetts Clean Waters Act, M.G.L. c. 21, §§26-53 and the regulations promulgated thereunder at 314 CMR 3.00, 314 CMR 4.00 and 314 CMR 5.00. This standard is not applicable to this project. 4.6 MassDEP Standard 6—Protection of Critical Area Stormwater discharges within the Zone II or Interim Wellhead Protection Area of a public water supply, and stormwater discharges near or to any other critical area, require the use of the specific source control and pollution prevention measures and the specific structural stormwater best management practices determined by the Department to be suitable for managing discharges to such areas, as provided in the Massachusetts Stormwater Handbook.A discharge is near a critical area if there is a strong likelihood of a significant impact occurring to said area, taking into account site-specific factors. Stormwater discharges to Outstanding Resource Waters and Special Resource Waters shall be removed and set back from the receiving water or wetland and receive the highest and best practical method of treatment. A "stormwater discharge"as defined in ° 314 CMR 3.04(2)(a)1 or(b)to an Outstanding Resource Water or Special Resource Water shall comply with 314 CMR 3.00 and 314 CMR 4.00. Stormwater discharges to a Zone I or Zone A are prohibited unless essential to the operation of a public water supply. Per the amended Town Zoning Bylaw (approved May 10, 2016) Section 8.3.6(a)(v) (Site Plan Review- Review Criteria/Design Guidelines- Stormwater Management), the project area shall be considered a "Critical Area" in terms of applicability of the standards. As described in Section 4.4 Requirement (c), with the exception of the uncontaminated roof runoff, all stormwater directed to the infiltration systems are pretreated via a combination of deep sump hooded catch basins, oil/grit separator, and/or sediment forebays. As indicated by the TSS removal worksheets (Appendix F), stormwater from non-roof areas receives pretreatment capable of removing at least 44%of the TSS prior to infiltration. ARCHITECTURE ENGINEERING PLANNING INTERIORS ENERGY Fm rd C coM ��z � H Project 0 Stormwater Management Report (Rev 4— 10/31/15) I 4.7 MassDEP Standard 7—Redevelopment North Andover Section 7.2(E)—Redevelopment A redevelopment project is required to meet the following Stormwater Management Standards only to the maximum extent practicable: Standard 2, Standard 3, and the pretreatment and structural best management practice requirements of Standards 4, 5, �. and 6. Existing stormwater discharges shall comply with Standard 1 only to the maximum extent practicable. A redevelopment project shall also comply with all other requirements of the Stormwater Management Standards and improve existing conditions. The major construction of the proposed project is not a redevelopment; however, the access easement for the entrance drive is located on the adjacent Edgewood-owned parcel. The project also proposes (14) additional overflow parking spaces on the adjacent lot. This area is considered a redevelopment per the Massachusetts Standards. As noted in Section 4.2, the redevelopment of the adjacent Edgewood-owned parcel will result in a very slight increase in peak stormwater discharge to the existing stormwater management system. Approximately 2,250 sf of impervious area is being added as a result of the new driveway. However, on a different area of campus, Edgewood has recently removed a section of asphalt driveway to improve traffic flow and circulation. An asphalt section of 30' long by 24' wide (720 sf) was removed and restored to lawn. This conversion to lawn helps lower the added imperious area to approximately 1,530 sf. 4.8 MassDEP Standard 8—Erosion/Sediment Control North Andover Section 8.0—Erosion &Sediment Control Plan A plan to control construction-related impacts including erosion, sedimentation and other pollutant sources during construction and land disturbance activities (construction period erosion, sedimentation, and pollution prevention plan) shall be developed and implemented. A Stormwater Pollution Prevention Plan (SWPPP) has been developed for this project and will be n implemented. !{JI This project involves disturbance of greater than 1 acre and as such stormwater discharges from construction activities are regulated under the National Pollutant Discharge Elimination System Erosion and Sediment Control sheets of the Permitting (NPDES) General Permit. Refer to the o g Drawings. The SWPPP is included in the Town of North Andover Planning Board Site Plan Review Special Permit and will also be included in the NPDES Notice of Intent (N01). I ) i y. ARCHITECTURE ENGINEERING ; PLANNING INTERIORS ENERGYr� r `sr .car F 61 g e vuodd' R otI�"e r,,e `t m. Stormwater Management Report (Rev 4— iO/31/16) g a 4.9 MassDEP . �. _ Standard 9 Operation/Maintenance Plan North Andover Section 9.0—Operation& Maintenance Plan A long-term operation and maintenance plan shall be developed and implemented to ensure that stormwater management systems function as designed. A Long-Term Operations, Inspection and Maintenance Plan has been developed for the site and is included in Appendix G. 4.10 MassDEP Standard 10—Prohibition of Illicit Discharges All illicit discharges to the stormwater management system are prohibited. Illicit discharges to the stormwater management system will be mitigated through the implementation of the Long-Term Pollution Prevention Plan, included in Appendix H, which includes measures for the following: • Good housekeeping, • No materials, fertilizers, herbicides, pesticides, or other waste products will be stored onsite, • Routine maintenance and inspection of BMPs, and • Spill prevention and response. ARCHITECTURE ENGINEERING j PLANNING INTERIORS ENERGY s t t bo.w , : Fro o e�iremiert Cwr � unft y — Small oma Project �� � Stormwater Management Report (Rev 4— 10/31/16) _n 5 CONCLUSIONS The proposed project at Edgewood Retirement Community will not have an adverse effect (short-term or long-term) on the adjacent natural resources or Lake Cochichewick. The project disturbance is outside the 100-foot MassDEP wetland buffer and enhanced erosion control measures will be taken to protect the natural resources during construction. The project meets the Massachusetts Stormwater Standards and the Town of North Andover Stormwater Management& Erosion Control Regulations: • The proposed stormwater system will reduce the peak flow at Lake Cochichewick for the 2-year, 10-year, 25-year, and 100-year storm events from the pre-development to the post-development condition. A small increase in peak flow to the existing closed system (Design Point 2) is expected, but the impact will not be significant. • The pre-treatment BMPs (sediment forebay, deep sump hooded catch basins, and oil/grit separator) will remove at least 44%of the TSS prior to infiltration. • The treatment BMPs (subsurface infiltration galleries) have been designed to effectively capture and treat the new impervious area. The required recharge volume and water quality volume has been provided by the subsurface infiltration galleries. • The project will control any construction-related impacts on the site through the development of the NPDES SWPPP. • A long-term operation, inspection and maintenance plan will be implemented to ensure the local and state standards are upheld after construction is complete. t� i ARCHITECTURE ENGINEERING PLANNING I INTERIORS ENERGY smrtinc.com Fezg,atiirernertC 'iunAv - s o ! `c t,:. Stormwater Management Report (Rev 4- 10/31/16) 6 REFERENCES • Massachusetts Stormwater Manual • NRCS Technical Release 378 • NRCS Web Soil Survey f • Town of North Andover Bylaws: Chapter 160 — Stormwater Management & Erosion Control Bylaw • North Andover Stormwater M n - Management and Erosion Control Regulations Land Disturbance Permit (adopted 2/15/11) • North Andover Wetlands Protection Bylaw(effective 10-20-98) 0 North Andover Wetland Protection Regulations (amended 3/23/16) �I I ARCHITECTURE } ENGINEERING PLANNING INTERIORS ENERGY 9 €''C. s [► (� Stormwater Management Report IIS I Soils Information Appendix A • NRCS Soil Classification Map • Geotechnical Investigations Report by John Turner Consulting dated July 8, 2016 + • Geotechnical Soil Classification dated 9/29/16 by John Turner Consulting • NRCS Soil Texture Calculator (For soils at Borings B-A, B-B, B-C, B-D, 1313-1, and 1313-2) • Geotechnical Investigations at Test Pit-1 (west of building) on 10/19/16 o Particle Size Distribution Report o Soil Texture Triangle o Table 1 "Summary of Geotechnical Laboratory Testing" (updated 10/25/16) �, II FEEARCHITECTURE I ENGINEERING PLANNINGj INTERIORS ENERGY lr 3 Hydrologic Soil Group—Essex County, Massachusetts,Northern Part 3 (Edgewood Small Home) 327460 327520 327580 327640 327700 327760 327820 — _ — 327880 327940 _ 328000_ 42°42'W N 42°42'14"N g ^ v 0 Qo Xi v 0 ry o � ^ v 0 .9 v F ry v 9 o, p N M 42°42'2"N � �'� � 42°42'2"N a 327460 327520 327580 327640 327700 327760 327820 327880 327940 328000 3 3 v v°i Map Scale:1:2,580 if printed on A landscape(11"x 8.5")sheet o Metes N N 0 35 70 140 210 el /V 0 100 200 400 600 Map projection:Web Mercator Comer coordinates:WGS84 Edge tics:UTM Zone 19N WGS84 USDA Natural Resources Web Soil Survey 6/21/2016 Conservation Service National Cooperative Soil Survey Page 1 of 4 Hydrologic Soil Group—Essex County, Massachusetts, Northern Part (Edgewood Small Home) MAP LEGEND MAP INFORMATION Area of Interest(AOI) C The soil surveys that comprise your AOI were mapped at 1:15,800. Area of Interest(AOI) ® C/D Warning:Soil Map may not be valid at this scale. Soils ® D Soil Rating Polygons Enlargement of maps beyond the scale of mapping can cause EJ A ® Not rated or not available misunderstanding of the detail of mapping and accuracy of soil line placement.The maps do not show the small areas of contrasting A/D Water Features soils that could have been shown at a more detailed scale. Streams and Canals B Transportation Please rely on the bar scale on each map sheet for map B/D +44 Rails measurements. 0 C . + Interstate Highways Source of Map: Natural Resources Conservation Service Web Soil Survey URL: http://websoilsurvey.nres.usda.gov C/D US Routes Coordinate System: Web Mercator(EPSG:3857) 0 D Major Roads Maps from the Web Soil Survey are based on the Web Mercator 0 Not rated or not available Local Roads projection,which preserves direction and shape but distorts distance and area.A projection that preserves area,such as the Soil Rating Lines Background Albers equal-area conic projection,should be used if more accurate A Aerial Photography calculations of distance or area are required. • A/D This product is generated from the USDA-NRCS certified data as of B the version date(s)listed below. �s B/D Soil Survey Area: Essex County, Massachusetts, Northern Part Survey Area Data: Version 11,Sep 28,2015 C Soil map units are labeled(as space allows)for map scales 1:50,000 ,. C/D or larger. D Date(s)aerial images were photographed: Aug 29,2014—Sep ,0%0 Not rated or not available 19,2014 Soil Rating Points The orthophoto or other base map on which the soil lines were ® A compiled and digitized probably differs from the background imagery displayed on these maps.As a result,some minor shifting A/D of map unit boundaries may be evident. E3 B ® B/D 1 USDA Natural Resources Web Soil Survey 6/21/2016 +� nn�orvati _Service N tiooal Coo e[ative Soil Survey Page 2 of 4 I o t� C Hydrologic Soil Group—Essex County,Massachusetts,Northern Part Ed9 ewood Small Home Hydrologic Soil Group ah ; Hydrologic Soil.Group—Summary by Map Unit-Essex County,Massachusetts,Northern Part(MA605) 1E Map unit symbol, Map unit name Rating Acres in AOI Percent of AOI 70A Ridgebury fine sandy D 0.5 2.2% loam,0 to 3 percent slopes 305B Paxton fine sandy loam, C 1.7 7.1% 3 to 8 percent slopes 306B Paxton fine sandy loam, C 6.3 26.5% 0 to 8 percent slopes, very stony 307E Paxton fine sandy loam, C 0.2 0.6% 25 to 35 percent slopes,extremely stony 311 B Woodbridge fine sandy C/D 9.2 38.7% loam,0 to 8 percent slopes,very stony 715B Ridgebury and Leicester D 6.0 25.0% fine sandy loams 3 to 8 percent slopes, extremely stony Totals for Area of Interest 23.9 100.0% i I j USDA Natural Resources Web Soil Survey 6/21/2016 "°� Conservation Service National Cooperative Soil Survey Page 3 of 4 Hydrologic Soil Group—Essex County,Massachusetts, Northern Part Edgewood Small Home a a Description 0 Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate(low runoff potential)when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture.These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential)when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff.* None Specified Tie-break Rule: Higher D �l 0 USDA Natural Resources Web Soil Survey 6/21/2016 Conservation Service National Cooperative Soil Survey Page 4 of 4 n I LJ TC GEOTECHNICAL L IRO M T L V RESIDENT ENGINEERING V TESTING GEOTECHNICAL INVESTIGATION REPORT PROPOSED EDGEWOOD SMALL HOUSE PROJECT 575 OSGOOD STREET NORTH ANDOVER, MASSACHUSETTS Prepared For: Pond Pasture LLC 575 Osgood Street North Andover, Massachusetts 01845 hJ Prepared By: John Turner Consulting, Inc. 19 Dover Street Dover, New Hampshire 03820 JTC Project No.: 16-15-034 a July 8, 2016 OV R,NH I 1 OR IST R,11A I WHINED,IWA I ISO TLAN ,SIE I WIST HART t RD VT ( JOHNSTON,RI 0 TABLE OF CONTENTS Report Text, Limitations, & Tables Existing Conditions Site Plan, Proposed Boring Plan (Site Plan), & Test Boring Location Plan Test Boring Logs & Key to Symbols and Descriptions Geotechnical Laboratory Testing Reports Site Photographs a c 0 Report Text, Limitations, & Tables i TC Proposed Edgewood Small House Project-North Andover,Massachusetts Geotechnical Investigation Report-July 8,2016 GEOTECHNICAL INVESTIGATION REPORT Preparedby. JOHN TURNER CONSULTING,INC. 19 Dover Street Dover,New Hampshire 03820 LIXA.OF A44 www.ConsultjTC.com lk y 'JUDSON D• g ZACKAR TO: Bob Coppola o C Pond Pasture, LLC u W7 O 575 Osgood Street North Andover, Massachusetts 01845 10NAL 0 FROM: Alicia Patrie, E.I. Ji n Zach E. Staff Geotechnical Engineer Senior Geotechnical Engineer aDATE: July 8, 2016 RE: GEOTECHNICAL INVESTIGATION REPORT 0 PROPOSED SMALL HOUSE PROJECT EDGEWOOD RETIREMENT COMMUNITY NORTH ANDOVER,MASSACHUSETTS JTC Project No. 16-15-034 John Turner Consulting, Inc. (JTC) is pleased to present this Geotechnical Investigation Report 0 for the proposed Small House Project to be located in the Edgewood Retirement Community at 575 Osgood Street in North Andover, Massachusetts. JTC conducted geotechnical explorations, Q laboratory testing, and engineering evaluations in general accordance with our proposed scope of services submitted to Pond Pasture, LLC (c/o Trident Building, LLC) on June 8, 2016. The purpose of the geotechnical investigation was to obtain information on the subsurface conditions at the site and to provide geotechnical engineering recommendations to support the planning, design, and construction of the proposed development. This investigation did not include an environmental assessment relative to oil, gasoline, solid waste, and/or other hazardous materials. Similarly, this investigation/evaluation did not include review of site design or construction issues such as infiltration systems, dry wells, underground utilities, protection of existing structures, retaining walls, temporary excavation support, and/or other site/temporary �+ design issues unless specifically addressed herein. dGeotechnical explorations and laboratory testing services were performed in June of 2016. This report summarizes available project information, presents the geotechnical exploration and laboratory testing programs, describes the subsurface conditions encountered, and provides geotechnical engineering recommendations to support the planning, design, and construction of the proposed Small House Project. The contents of this report are subject to the attached Limitations. a '� Page 1 of 13 TC Proposed Edgewood Small House Project—North Andover,Massachusetts Geotechnical Investigation Report— July 8 2016 a 1.0 PROJECT INFORMATION The following subsections provide general descriptions of the site, the regional geologic setting, and the proposed development. 1.1 Site Description The proposed Small House Project will be constructed just to the east of the existing Edgewood a Retirement Community located at 575 Osgood Street in North Andover, Massachusetts. Presently, the site consists of undeveloped wooded land along the western side of Lake Cochichewick. The site is not presently occupied but includes walking trails that are accessed via Caroline Way and/or the northeast corner of the existing Edgewood Retirement Community parking lot. The Existing Conditions Site Plan (attached) indicates moderately sloping and somewhat variable ground surface contours with existing grades ranging from about +35 feet to +135 feet across the site. 1.2 Regional Geologic Setting JTC's review of the Surficial Geologic Ma of the Salem De ot-Newbur ort East- Wilmington-Rockport; 16 Quadrangle Area in Northeast Massachusetts" (Stone, Stone, and DiGiacomo-Cohn et. all, 2006; Open File No. 2006-1260B) indicates that the site soils are characterized primarily by Glacial Till generally described as a"non-sorted, non-stratified matrix of sand, silt and clay, with gravel clasts and few large boulders" deposited by former glaciers. The deposit typically presents two facies: a looser and coarser-grained "Upper Till" which overlies a more compact and finer-grained "Lower Till". 1.3 Proposed Development JTC understands that the proposed development involves the construction of four (4) new Q residential buildings and accompanying garages (buildings and garages will be interconnected) and associated asphalt-concrete paved parking and driveway areas (see attached Proposed Boring Plan). We understand that design details are still being developed, but that the intent is to each structure on a conventional shallows read footing a support p g foundation with a concrete floor slab-on-grade (and no basement). Preliminary grading information indicates that the proposed buildings/garages will have a finish-floor elevation (FFE) of about +98 feet which will result in n existing round surface minor cuts and fills of u to 8 feet and 6 feet, respectively, based o e g g P elevations of+90 feet to +104 feet within the proposed development footprint. Site-specific structural loading was not available at the time of this report. As such, JTC has assumed the following structural loading conditions based on our experience with similar developments: • Strip/wall footing loads will be on the order of 3 kips per linear foot or less; • Column loads will be on the order of 75 kips or less; and D • Live loads applied to the floor slab-on-grade will be on the order of 125 pounds per square foot(pso or less. - Page 2 of 13 '_FC ,w Proposed Edgewood Small House Project-North Andover,Massachusetts J `���'�� Co Geotechnical Investigation Report-July 8,2016 O { a2.0 GEOTECHNICAL EXPLORATIONS & LABORATORY TESTING The primary components of the geotechnical exploration and laboratory testing programs are described in the following subsections. 2.1 Geotechnical Explorations OJTC subcontracted Soil Exploration Co� (SoilEx) to perform thirteen (13) geotechnical test borings (designated as SB-3 and SB-4, and BB-1 through BB-11, inclusive) via a track-mounted Acker ADII drill rig. JTC directed the drilling, testing, and sampling activities and logged the subsurface conditions encountered at each boring location. The boring locations were established and pre-marked by a surveyor/civil engineer (contracted by owner/others). JTC drilled as close as possible to the pre-marked locations, under the constraints of drill rig access and stipulation of no tree cutting. The attached Test Boring Location Plan depicts the approximate as drilled boring locations. aThe test borings (SB and BB) were advanced to depths ranging from 12 to 22 feet below the ground surface (bgs) utilizing 2'/4-inch inside-diameter continuous-flight hollow-stem-augers (HSAs). As the borings were advanced, standard penetration tests (SPTs) were conducted at regular intervals and soil samples were obtained via 2-inch outside-diameter split-spoon samplers driven by a 140-pound automatic hammer. SPTs were performed in general accordance with ASTM D1586, Standard Test Method for Penetration Test and Split-Barrel Sampling of Soils. Soil samples were sealed in moisture-tight containers and returned to JTC's office for further review, classification, and/or geotechnical laboratory testing. The test borings were backfilled with soil cuttings upon completion of drilling. Detailed records of the drilling, testing, and sampling performed and the soil, bedrock, and O groundwater conditions observed at each test boring location are provided on the attached Test Boring Logs. 2.2 Infiltration Testing JTC also subcontracted SoilEx to install four (4) borings (IT-1 through IT-4, inclusive) via a track-mounted Acker ADII drill rig for the purpose of infiltration testing. JTC directed the drilling, testing, and sampling activities and logged the subsurface conditions encountered at Q each location. The boring locations were established and pre-marked the surveyor/civil engineer (co'ntracted by owner/others). JTC drilled as close as possible to the pre-marked locations, under the, constraints of drill rig access and stipulation of no tree cutting. The attached Test Boring Location Plan depicts the approximate as drilled boring locations. The borings were advanced to a depth of 4.5 feet bgs and a 4-inch diameter Schedule 40 polyvinyl chloride (PVC) casing was installed/set from the bottom of the boring to the ground surface. Subsequently, JTC performed a borehole infiltration test at each location in general accordance with the New Hampshire Stormwater Manual (Volume 2), as follows: i Page 3 of 13 „a Proposed Ed ewood Small House Project-North Andover,Massachusetts p 9 1 ror ' Geotechnical Investigation Report-July 8,2016 • Each PVC casing was set to 4.5 feet bgs, with the bottom of the casing in Glacial Till, based on visual-manual observation of soil cuttings generated during drilling; a • An approximately 2-inch thick layer of coarse sand/fine gravel was placed at the bottom of the casing to protect the bottom of the boring from scouring and sedimentation; • Each casing was filled with water to 2 feet above the bottom of the boring to "pre-soak” for approximately 24 hours; and • The next day, each casing was re-filled with water to 2 feet above the bottom of the 0 boring and the subsequent water level drop was monitored/measured for 1 hour. This final procedure was repeated 3 times at each location. a . The test results are summarized in the following table. Summary of Infiltration Testing stip a Boring No. Measured Infiltration Rate° a Average of 3"Measurements (inches/.hour IT-1 0.8 IT-2 1.5 0 IT-3* 2.2* IT-4* 2.4* Average 1.7* (1.2) * JTC had difficulty seating the PVC casing in boreholes IT-3 and IT-4 due to the presence of cobbles/gravel throughout the boring and at bottom of borehole. JTC believes that the cobbles and coarse gravel prevented adequate seating of the casing and resulted in lateral dispersion of the water during the test. As such, the measured rates of infiltration at these two locations are believed to be artificially high and should be excluded. The average rate of infiltration measured at IT-1 and IT-2 was 1.2 inches per hour. JTC recommends applying a minimum safety factor of 2 to the average of these measurements, which results in a recommended design infiltration rate of 0.6 inches per hour. 2.3 Geotechnical Laboratory Testing JTC selected representative soil samples for geotechnical laboratory testing at our in-house D laboratory. The following tests were performed: • 8 Moisture contents; and • 8 Particle-size analyses. Geotechnical laboratory testing was performed in general accordance with ASTM procedures. Test results are provided on the attached Geotechnical Laboratory Testing Reports. Page 4 of 13 T C Proposed Edgewood Small House Project-North Andover,Massachusetts 0 i- Geotechnical Investigation Report-July 8,2016 O 3.0 SUBSURFACE CONDITIONS The following subsections describe the site soil, bedrock, and groundwater conditions encountered, based on results of the geotechnical explorations and laboratory testing. Detailed descriptions of the conditions observed at each test boring are provided on the attached Test Boring Logs. a3.1 Soils The overburden soils encountered at the test boring locations appear to be consistent with those described by the published geologic data. The primary soil strata are briefly described in the paragraphs below. 3.1.1 Forest Mat/Subsoil Forest Mat materials were encountered at thegr ound surface at each test boringlocation. The Forest Mat consisted of dark brown fine sandy silt (ML) to silty fine to medium sand (SM) and contained frequent roots, rootlets, and organics. A Subsoil layer was encountered directly beneath the Forest Mat, and consisted of tan to orange brown silty fine to medium sand (SM) with occasional rootlets. The Forest Mat/Subsoil was about 1.0 feet thick in most boring locations. The Forest Mat/Subsoil was typically very loose/very soft to loose/soft. 3.1.2 Glacial Till j n Tan to olive brown, silty fine to medium sand with gravel (SM) to silty fine to medium sand (SM) with few gravel was encountered beneath the Forest Mat/Subsoil at each boring location. This stratum contains occasional cobbles and weathered rock fragments and is interpreted to be Glacial Till. Borings were typically terminated within the Glacial Till at depths ranging from 12 to 22 feet bgs. This investigation indicates that the Glacial Till consists of two relatively distinct layers, a medium dense to dense "upper till" and a dense to very dense "lower till", which is consistent with the published geologic data (Subsection 1.2). The upper till typically transitioned to lower till at about 10 feet bgs. The upper till is described as tan silty fine to medium sand with few to little gravel (SM). Cobbles and/or boulders were occasionally encountered. N-values ranged from about 20 to over 50, with an average of about 35. Two (2) particle-size analyses performed on representative samples indicated 13 and 21% gravel, 37 to 42% sand, and 38 to 40% silt/clay. Two (2) moisture content tests indicated about 9% and 12%moisture. The lower till is described as tan to olive brown silty fine to medium sand with few gravel (SM). Cobbles and/or boulders were less prevalent than in the upper till. N-values ranged from 19 to 47,;with an average of about 35. Three (3) particle-size analysis performed on a representative sample indicated 12 to 18% gravel, 31 to 49% sand, and 39 to 41% silt/clay. Three (3) moisture content tests indicated about 6 to 9% moisture. Page 5 of 13 T, TC Proposed Edgewood Small House Project-North Andover,Massachusetts Geotechnical Investigation Report-July 8,2016 O It should be noted that particle-size analyses performed on granular soil samples recovered from split-spoons tend to slightly overestimate the "fines" content and slightly underestimate the gravel content, compared to in-situ conditions, due to the limitations (i.e., the inside-diameter) of the split-spoon sampler. a 3.2 Bedrock Practical refusal to further penetration of the augers and/or split-spoon sampler was encountered a at test boring location BB-10 at 18 feet bgs. The refusal is interpreted to be refusal on.the probable top of bedrock. Bedrock was not encountered in any other boring location and is not a expected to impact the project, based on the results of this investigation and the provided/preliminary grading information. 3.3 Groundwater Two (2) piezometers were installed in borings BB-5 and BB-11 to depths of 15 and 20 feet bgs, respectively. Groundwater was measured in the piezometers over 24 hours after installation at depths of 9.3 and 9.2 feet bgs. This apparent groundwater depth corresponds to approximate groundwater elevations of+81.7 and+91.8 feet. a Site groundwater levels should be expected to fluctuate seasonally and in response to precipitation events, construction activity, site use, and adjacent site use. 4.0 GEOTECHNICAL DESIGN & CONSTRUCTION RECOMMENDATIONS The evaluation of the site and the proposed development was based on the subsurface conditions encountered at the geotechnical test borings, results of geotechnical laboratory testing, provided site/grading plans, and assumed/preliminary structural loading conditions, as described herein. JTC believes that the proposed building can be supported upon shallow foundations bearing on undisturbed native Glacial Till, and/or on Structural Fill or crushed stone built-up from properly prepared native soils, provided that the design and construction recommendations presented herein are satisfied. 4.1 Site Preparation and Grading Site preparation and grading should be performed in accordance with the following procedures: • A geotechnical engineer should directly observe site preparation and grading activities; • The site soils contain substantial proportions of fine sand and silt, and may degrade and/or become unworkable when subjected to construction traffic or other disturbance during wet conditions. As such, site preparations, grading, and earthworks should be performed during a dry season if possible. The Contractor shall be aware of these 0 conditions and must take precautions to minimize subgrade disturbance. Such precautions may include diverting storm run-off away from construction areas, reducing traffic in Page 6 of 13 TC Proposed Edgewood Small House Project-North Andover,Massachusetts Geotechnical Investigation Report July 8,2016 sensitive areas, minimizing the extent of exposed subgrade if inclement weather is a forecast, backfilling excavations and footings as soon as practicable, grading (and r compacting) exposed subgrades to promote surface water run-off, and maintaining an effective dewatering program, as necessary. Over-excavation to remove degraded or unworkable subgrade soils should be anticipated and budgeted(cost and schedule); • Any existing buildings, structures, and/or associated foundations (including footings, foundation walls, slabs-on-grade, and/or basements) should be completely removed from proposed building and pavement areas and replaced/backfilled with properly placed and compacted Structural Fill,- * ill;• Any existing subsurface utilities and underground structures should be completely removed from the footprint of the proposed building and replaced/backfilled with properly placed and compacted Structural Fill. Any existing subsurface utilities in proposed pavement areas should be removed and/or appropriately abandoned in place (e.g.,pressure grouting), as approved by the on-site geotechnical engineer; a i • The site should be cleared and stripped of any existing asphalt-concrete pavement not designated to remain; existing trees/vegetation not designated to remain; Forest Mat, rootmat; loamy/organic-laden Subsoil; and any otherwise unsuitable materials. o The geotechnical explorations indicate that most areas of the site are covered with approximately 1.0 feet of Forest Mat/Subsoil that should be stripped from the site; • Any Existing Fill, Undocumented Fill, and/or any otherwise unsuitable materials should be completely removed from the proposed building pad (i.e., the proposed building footprint plus at least 5 feet laterally); • In cut areas, the final foot of excavation should be performed using a smooth-edged cutting bucket(no teeth)to minimize subgrade disturbance; • Following clearing, stripping, and/or cutting, the exposed subgrade soils should be proof- rolled using a large (10-ton) smooth-drum roller with successive passes aligned perpendicularly. However, proof-rolling should not be performed if/when the exposed Q subgrade soils are wet (i.e., due to presence of groundwater, stormwater, perched water, etc.) because this may result in soil pumping and instability. Therefore, the proof-rolling efforts, including the number of passes and whether to employ static or vibratory methods, should be directed by the on-site geotechnical engineer; o Any loose, soft, wet, and/or otherwise unsuitable soils (typically evidenced by rutting, pumping, and/or deflection of the subgrade) should be over-excavated to expose suitable soils, or other remedial measures should be taken, as approved by the on-site geotechnical engineer; and o The over-excavation should then be backfilled with properly placed and compacted Structural Fill. • Structural Fill should be used for subgrade fill in the building pad. The placement of Structural Fill materials to achieve design subgrades in the building pad should not begin until the exposed subgrade soils have been directly observed and approved by the on-site geotechnical engineer; QPage 7 of 13 TC�- Proposed Ed ewood Small House Project—North Andover,Massachusetts Geotechnical Investigation Report Jul 8 2016 9 p Y • Common Fill is acceptable for subgrade fill in parking and driveway areas. The placement of Common Fill materials to achieve design subgrades in pavement areas should not begin until the exposed subgrade soils have been directly observed and approved by the on-site geotechnical engineer; and • Structural Fill and Common Fill materials and placement and compaction requirements are provided in the attached Specifications. 4.2 Shallow Foundations and Walls Based on the subsurface conditions encountered at the exploration locations and our current understanding and assumptions relative to the proposed development, the following foundation design recommendations are provided: • The existing Forest Mat/Subsoil (and any Existing Fill or Undocumented Fill) materials are not suitable for direct support of shallow foundations. These materials should be completely removed from the footprint of the building, plus 5 feet laterally, as described in Section 4.1; • The building can be supported on a system of continuous and/or isolated shallow spread footings bearing on undisturbed native Glacial Till and/or on Structural Fill or crushed stone built-up from properly prepared native soil subgrades; • Shallow foundations may be designed using an allowable bearing pressure of 4,000 psf. Design bearing pressures may be increased by one-third (%3) when considering seismic and or transient wind loading conditions; • Continuous wall footings should have a minimum width of 2 feet. Isolated column footings should have a minimum width of 3 feet; • Exterior footings should be founded at least 4 feet below the lowest adjacent grade to provide adequate frost protection. Interior footings in heated portions of the building should be founded at least 2 feet below FFE to develop adequate bearing capacity; • Total post-construction settlements due to applied foundation loads are estimated to be on the order of 0.75 inches or less, based on continuous/wall and isolated/column footing widths of up to 2 feet and 5 feet, respectively. Differential settlements along continuous wall footings and/or between isolated column footings are estimated to be on the order of i 0.5 inches or less. The estimated settlements and resulting angular distortion are anticipated to be within the allowable limits for this type of structure; and • A foundation drain system should be installed around the "cut side" perimeter of the building (i.e., the northern half of the building, at a minimum) at the exterior toe of the exterior footings. Foundation drains should consist of 4-inch diameter PVC-SDR35 perforated pipe encased in at least 6 inches of 3/4-inch stone protected with a filter fabric such as Mirafi 140N or equal. The drains should be graded to positively drain to a suitable discharge point away from the proposed structure. Drains should not be connected to surface or roof drain discharge points. Clean-outs should be located at bends and no greater than 150 feet on-center. It is recommended that a backflow preventer be installed at the outlet of the drains to reduce the impact of potential surcharges. Page 8 of 13 TC Proposed Edgewood Small House Project-North Andover,Massachusetts � :r.az= Geotechnical Investigation Report—July 8,2016 a Q Recommendations for shallow foundation subgrade preparation and construction are provided as follows: D • A geotechnical engineer or his/her representative should directly observe foundation subgrade preparation activities; • If shallow and/or perched groundwater is encountered, it must be removed in advance of the excavation and continuously maintained at least 2 feet below the bottom of excavation and subsequent construction grade until the backfilling is complete; • The native foundation subgrade soils will be sensitive to moisture and will readily disturb or soften if exposed to wet conditions during construction activities. Therefore, the final foot, at a minimum, of excavation for foundations should be performed using a smooth- edged cutting bucket (no teeth) to minimize subgrade disturbance. Furthermore, if wet conditions are present or anticipated due to groundwater seepage, perched groundwater, and/or precipitation/stormwater, the foundation subgrade should be protected with a 6- inch (minimum) thick layer of 3/4-inch minus crushed stone encased in a geotextile fabric (e.g., Mirafi 140N or equal). In this case, the crushed stone shall be placed immediately upon exposure of the native foundation subgrade soils and densified with a plate compactor until exhibiting stable conditions. The purpose of the crushed stone is to a protect the fine-grained subgrade soils from disturbance, facilitate construction dewatering (if necessary), and provide a dry/stable subgrade upon which to progress construction; • Prior to setting forms and placing reinforcing steel, a geotechnical engineer should directly observe footing subgrades; o Footing subgrades should be level or.suitably benched and free of standing water and/or debris; a o Loose, soft, wet, frozen, or otherwise unsuitable soils should either be re- compacted or over-excavated to a suitable subgrade, as approved by the on-site geotechnical engineer; and o Over-excavations should be backfilled with properly placed and compacted tl Structural Fill as approved by the on-site geotechnical engineer. • Foundation subgrade soils should be protected against physical disturbance, precipitation, and/or frost throughout construction. Surface water run-on/run-off should be diverted away from open foundation excavations. The Contractor shall ultimately be responsible for the means and methods to protect the foundation subgrade during construction; Interior footings, piers, and/or walls and the interior side of balanced perimeter foundation walls should be backfilled with Clean Granular Fill and/or 3-inch minus material meeting the requirements of Structural Fill, as described in the attached Specifications; • Exterior footings and exterior side of balanced perimeter foundation walls should be backfilled with non-frost-susceptible fill in order to mitigate potential adverse effects of Qfrost. Exterior footing and foundation wall backfill should consist of well-graded, free- Page 9 of 13 Proposed Ed ewood Small House Project-North Andover Massachusetts � - P 9 J Geotechnical Investigation Report-July 8,2016 draining, granular soil conforming to the requirements of Clean Granular Fill, as described in the attached Specifications. Alternatively, a suitable bond break (such as Q rigid polystyrene insulation) may be provided as approved by the on-site geotechnical engineer. In this case, footings and walls (excluding unbalanced/basement walls) may be backfilled with Common Fill (see attached Specifications) having a maximum particle- Q size of 3 inches, as approved by the on-site geotechnical engineer; • Backfill for footings and foundation walls should be placed in uniform horizontal lifts _ having a maximum loose lift thickness of 8 inches and compacted to 95 percent of its O modified proctor maximum dry density (MPMDD; per ASTM D1557). Thinner lifts may be required in order to achieve the required compaction criteria; and • To minimize theotential for foundation wall damage during the backfill and compaction a p g g activities, it is recommended that foundation wall backfill be placed in a manner that maintains a balanced fill height on both sides of the wall(up to the final exterior grade). a 4.3 Floor Slab-On-Grade Design recommendations for the floor slab-on-grade are provided as follows: O • A modulus of vertical subgrade reaction, k,i, of 175 pounds per cubic inch (pci) should be available for structural design of floor slabs-on-grade, provided that the subgrade, Structural Fill, and the Clean Granular Fill are prepared as recommended in Subsections 4.1, 4.2, and 4.3; O • The floor slab-on-grade should be underlain by a minimum 9-inch thick layer of Clean Granular Fill to provide a capillary break and a stable working surface; • The floor slab should be isolated structurally from foundation walls and columns/piers to allow for differential movement; and The need/desire to provide a moisture/vapor barrier beneath floor slab-on-grade should be evaluated by the architect and/or the structural engineer, based on the building's specific interior usage requirements. During construction, we expect that much of the building footprint will be excavated or disturbed during site preparation and grading (Subsection 4.1), excavations for shallow foundations (Subsection 4.2), and/or excavations for new underground utilities. It is imperative that the subgrade beneath the floor slab-on-grade be reinstated with properly placed and compacted Structural Fill and/or prepared as recommended herein. Additionally: • A geotechnical engineer should directly observe the subgrade soils prior to the placement of the recommended Clean Granular Fill base course; o The subgrade should be level and free of standing water and/or debris; o Loose, soft, wet, frozen, or otherwise unsuitable soils should either be re- compacted or over-excavated to a suitable subgrade, as approved by the on-site geotechnical engineer; and Page 10 of 13 Proposed Edgewood Small House Project-North Andover,Massachusetts i Geotechnical Investigation Report-July 8,2016 OI o Over-excavations should be backfilled with properly placed and compacted Structural Fill. a • The Clean Granular Fill base course should not be placed until the subgrade has been reviewed by the on-site geotechnical engineer. Subsequently, the Clean Granular Fill should be compacted to the satisfaction of the geotechnical engineer to 95% of its MPMDD. 4.4 Seismic Considerations A site class "C" is recommended based on site class definitions of the American Society of Civil Engineers (ASCE) Standard 7-10, Minimum Design Loads for Buildings and Other Structures. The site is not considered to be susceptible to liquefaction, based on the conditions encountered at the test boring locations. 4.5 Re-Use of Site Soils The Forest Mat/Subsoil materials encountered at the exploration locations are not suitable for re- useas Structural Fill, Clean Granular Fill, or Common Fill. These soils may be re-used in areas to be landscaped, subject to conformance with the project specifications. Some to most of the Glacial Till encountered at the explorations locations should be suitable for Q re-use as Common Fill, provided that it is appropriately segregated from excessively silty, wet, and/or otherwise unsuitable Glacial Till materials and/or other unsuitable materials (including over-sized materials). The Glacial Till is not expected to be suitable for re-use as Structural Fill or Clean Granular Fill. 4.6 " Construction Monitoring and Quality Control Testing i A qualified geotechnical engineer or representative should be retained to review the site preparation and grading activities and foundation subgrade preparations, at a minimum. Similarly, quality control testing, including in-place field density and moisture tests, should be performed to confirm that the specified compaction is achieved. It is recommended that JTC be retained to provide earthwork construction monitoring and quality control testing services. Quality control testing recommendations are provided as follows: • During site grading and foundation subgrade preparation, 3 field density tests should be performed for every 4,000 square feet (per lift) of Structural Fill placement, at a minimum. At least 3 tests should be performed on each lift of material even if the lift is less than 4,000 square feet; • During foundation wall backfilling, 3 field density tests should be performed for every 100 linear feet (per lift) of fill placement, at a minimum. At least 3 tests should be performed on each lift of material even if the lift is less than 100 linear feet; Page 11 of 13 TC Proposed Edgewood Small House Project-North Andover,Massachusetts O Geotechnical Investigation Report-July 8,2016 • During placement and compaction of Clean Granular Fill as the base course below the floor slab-on-grade and sidewalks, 3 field density tests should be performed for every 4,000 square feet of placement. At least 3 tests should be performed on each lift of material even if the lift is less than 4,000 square feet; • During backfilling of utility trenches, at least 1 test should be conducted on Structural Fill per 50 linear feet(per lift) of trench; and • During site grading and pavement subgrade preparation, 3 field density tests should be a performed for every 4,000 square feet (per lift) of Common Fill, at a minimum. At least 3 tests should be performed on each lift even if the lift is less than 4,000 square feet. 4.7 Additional Considerations Additional design recommendations are provided as follows: 0 • Exterior concrete sidewalks shall be underlain by at least 18 inches of Clean Granular Fill. The thickness of the Clean Granular Fill shall be increased to no less than 24 inches for exterior concrete slabs located adjacent to exterior doorways and ramps to provide additional frost protection at building entry/exit points; • Roof drains or similar features should be provided to collect roof run-off and prevent ponding near the building. Roof drains and other stormwater controls should not discharge to foundation drains; • The exterior ground surface adjacent to the building should be sloped away from the building to provide for positive drainage. Similarly, the final surface materials adjacent to the building should be relatively impermeable to reduce the volume of precipitation infiltrating into the subsurface proximate to building foundations. Such impermeable materials include cement concrete, bituminous concrete, and/or vegetated silty/clayey Forest Mat; and a • Permanent fill or cut slopes should have a maximum slope of 2.5H:1 V (horizontal to vertical) or flatter for dry conditions. Permanent fill or cut slopes should be no steeper p than 3H:1V for wet/submerged conditions (e.g., stormwater basin) unless a properly designed surface slope stabilization system (e.g. rip rap, geosynthetics) is provided. Additional construction considerations/recommendations are provided as follows: O • Safe temporary excavation and/or fill slopes are the responsibility of the Contractor. Excavations should be conducted in accordance with local, state, and federal (OSHA) requirements, at a minimum. If an excavation cannot be properly sloped or benched due to space limitations, adjacent structures, and/or seepage, the Contractor should install an engineered shoring system to support the temporary excavation; • Subgrade conditions will be influenced by excavation methods, precipitation, stormwater management, groundwater control(s), and/or construction activities. Most of the site soils a are poorly-drained, moisture-sensitive, and considered susceptible to disturbance when Page 12 of 13 TprJTC Proposed Edgewood Small House Project—North Andover,Massachusetts ' r r _ Geotechnical Investigation Report—July 8,2016 exposed to wet conditions and construction activities. As such, the Contractor shall be Q aware of these conditions and must take precautions to minimize subgrade disturbance. Such precautions may include diverting storm run-off away from construction areas, reducing traffic in sensitive areas, minimizing the extent of exposed subgrade if inclement weather is forecast, backfilling excavations and footings as soon as practicable, and maintaining an effective dewatering program, as necessary; • Proper groundwater control and stormwater management are necessary to maintain site stability. Groundwater should be continuously maintained at least 2 feet below the working construction grade until earthworks and/or backfilling are complete; • If groundwater seepage and/or wet soils due to shallow groundwater are observed, a 3/4- inch minus crushed stone base should be placed atop the exposed subgrade soils. The stone should be immediately placed atop the undisturbed subgrade and then tamped with a plate compactor until exhibiting stable conditions. The stone shall be protected, as required, with a geotextile filter fabric such as Mirafi 140N or equal. The purpose of the stone base is to protect the wet subgrade, facilitate dewatering, and provide a dry/stable base upon which to progress construction; and • All slopes should be protected from erosion during(and after) construction. 5.0 CLOSING Q We trust the contents of this report are responsive to your needs at this time. Should you have any questions or require additional assistance,please do not hesitate to contact our office. i a � o c� � a o Page 13 of 13 0 TC LIMITATIONS Explorations 1. The analyses and recommendations presented in this report are based in part upon the data obtained from widely-spaced subsurface explorations. Subsurface conditions between exploration locations may vary from those encountered at the exploration locations. The nature and extent of variations between explorations may not become evident until construction. If variations appear, a it will be necessary to re-evaluate the recommendations of this report. 2. The generalized soil profile described in the text is intended to convey trends in subsurface conditions. The boundaries between strata are approximate and idealized and have been developed by interpretation of widely-spaced explorations and samples; actual strata transitions are probably more gradual. For specific information, refer to the individual test pit and/or boring logs. 3. Water level readings have been made in the test pits and/or test borings under conditions stated on the logs. These data have been reviewed and interpretations have been made in the text of this report. However, it must be noted that fluctuations in the level of the groundwater may occur due to variations in rainfall, temperature, and other factors differing from the time the measurements were made. Review 4. It is recommended that John Turner Consulting, Inc. be given the opportunity to review final design drawings and specifications to evaluate the appropriate implementation of the geotechnical engineering recommendations provided herein. 5. In the event that any changes in the nature, design, or location of the proposed areas are planned, the conclusions and recommendations contained in this report shall not be considered valid unless the changes are reviewed and conclusions of the report modified or verified in writing by John Turner Consulting,Inc. Construction 6. It is recommended that John Turner Consulting, Inc. be retained to provide geotechnical engineering services during the earthwork phases of the work. This is to observe compliance with the design concepts, specifications, and recommendations and to allow design changes in the event that subsurface conditions differ from those anticipated prior to the start of construction. Use of Report a 7. This report has been prepared for the exclusive use of Pond Pasture, LLC in accordance with p p p generally accepted soil and foundation engineering practices. No other warranty, expressed or implied,is made. 8. This report has been prepared for this project by John Turner Consulting, Inc. This report was Q completed for preliminary design purposes and may be limited in its scope to complete an accurate bid. Contractors wishing a copy of the report may secure it with the understanding that its scope is limited to preliminary geotechnical design considerations. I a TC TABLE 1 Recommended Soil Gradation & Compaction Specifications Structural Fill I Q SIEVE SIZE PERCENT PASSING BY WEIGHT 5-inch 100 3/4-inch 60 - 100 No. 4 2040 80 No. 200 0 - 10 aNOTES: 1. For use as structural load support below foundations and within the building pad. Structural Fill placed beneath building foundations should include the Footing Zone of a Influence which is defined as that area extending laterally one foot from the edge of the footing then outward and downward at a 1H:1.5V splay. 2. 3/4-inch crushed stone may be used in wet conditions. 3. Structural Fill should be free of construction and demolition debris, frozen soil, organic soil,peat, stumps,brush,trash, and refuse; 4. Structural Fill should not be placed on soft, saturated, or frozen subgrade soils; 5. Structural Fill should be placed in lifts not exceeding 12 inches for heavy vibratory Q rollers and 8 inches for vibratory plate compactors. 6. Place and compact within f 3%of optimum moisture content. 7. Compact to at least 95%relative compaction per ASTM D1557. 8. The adequacy of the compaction efforts should be verified by field density testing. a o o J C JF"JJ,JT Ti}iR\c F R C .)N s uia iN- q Clean Granular Fill ►.I SIEVE SIZE PERCENT PASSING BY WEIGHT 3-inch 100 3/4-inch 60-90 No. 4 20-70 No. 200 2- 8 NOTES: 1. For minimum 9-inch base below floor slab-on-grade. 2. For minimum 18-inch base for exterior concrete slabs exposed to frost. 3. For minimum 24-inch base at exterior ramps, aprons, and loading bays adjacent to entrances/exit ways. 4. For use as footing and foundation wall backfill. 5. For use as backfill behind unbalanced foundation/retaining walls. 6. Place in lifts not exceeding 12 inches for heavy vibratory rollers and 8 inches for vibratory plate compactors. 7. Place and compact within f 3% of optimum moisture content. 8. Compact to at least 95%relative compaction per ASTM D1557. 9. Compaction efforts should be verified by field density testing. Common Fill SIEVE SIZE PERCENT PASSING BY WEIGHT 6-inch 100 3/4-inch 60- 100 No. 4 20- 85 No. 200 0-25 NOTES: 1. For use as common/subgrade fill in parking areas and roadway embankments. a 2. For use as foundation wall backfill if used in conjunction with a bond break and sized/screened to 3-inch minus. 3. Place in lifts not exceeding 12 inches. a 4. Maximum stone size should not exceed '/2 the actual lift thickness. 5. Compact to at least 92%relative compaction per ASTM D1557 when placed as subgrade fill in parking areas or roadway embankments. 6. Compact to at least 95% relative compaction per ASTM D1557 when placed as foundation wall backfill in conjunction with a bond break. 7. Compaction efforts should be verified by field density testing. Existing Conditions Site Plan, Proposed Boring Plan (Site Plan), & Test Boring Location Plan y / - - - -- - - - - - - - - - �� 1724E ' 90.52559E S3f 51 49 E, 528'59'33"E x530.50 59"E 48 37328E S3204'38 E `0 2fi"11:S31-20'1 2"E - \ 111 828 41 213 ± S38'36'06"E 831' 37.922 43.530 142�57g 51807' LIMIT OF WATER PROTECTION45:3\7^ / ` I / it \ �y TOP aw9 ZONING OVERLAY DISTRICT / WETLANDS WF U r0P B1NN (PER TOWN GIS DATA) 1% /I / 250'.:. :.. 1 �.,, P L;2 To I NON w F 32 44�C Ei �W DISC!/ / 9�-�cgoy [ ss. < /} P { ' ARGE, N6335'o3'E / WETLANDS ' \\ \/ +woTOPBnK I TOPLIMIT OF'N HESP'PRIORITY HABITAT / 102.470 ' `\ \�" \� 1.. �XF l29VOP BINK 9�■..IYSi�� MAP 36 LOT 1 N64 03 43"E / \O \\ - N/F TOWN OF NORTH ANDOVER ' 83.894 I ;�0 -1y'QJP� rte, wFOB ve TOP—N 120 MAIN STREET - - ' NORTH ANDOVER, MA 01845 ' �" /15\S"( ` F, 4F n OFP + BOOK 6909 PAGE 71� __``SA t3rT Ill t} VO DP \\ F Bel F..B9 `\�WFt2)TOP BMIK wF 014 0 " w o e u P WETLANDS \ 325'NON DISCHARGE LINE OM HIGH WATER MA / N6 507"E *ou,arn \ ozo l �° (FR RK) Fp L26 - 53:332 I ,•` \ ' 1 LIMIT OF SURFACE WATER w 11 250'NON DISTURBANCE LINE PROTECTION AREA ZONE A N6s oo'a6"E / _ ° �1. , x\ 022 c° °e \ (FROM HIGH WATER MARK) 95.228 (PER STATE GIS DATA) // MAP 36 f'AT 2 fieoaso a j � � � j`+\ w ou ` `WETLANDS 1�1 ' :. '•. 20290,Ac2 .-':.. ': \ ` WF 09T WF p6"F fC+ ' : ` 11 \ +WF D 1 La WF WF DSPI!' F D D2F D2 / 11 \ +WF• BPNN l '�, , _ ...... I /- 1 \ \ •,; wF D2"! `L22 TOP&WK / � ` N700848"E ' EXIS.TING TRAIL W` f' ! 92419 / / an - WF To MAP 36 Lor za SYSTEM ` i'/ I P N/F FAMILY COOPERATIVE PRESCHOOLB V 549 OSGOOD STREET \ D2 + NORTH ANDOVER, MA. _ r / - /. \\ +wF o TOP e1nK BOOK 6953 PAGE 100 \ ' I / ' I �'\u3 \ , •/ 'y wF 124 .. \\ /i/ 9+ / \ 0J1^F\G +"\L19 i0P Bu�K ' 119.430 /...-/, _........ `•,t \ t,. TOP eu�K LAKE COCHICHKWICK N76.43'13 - ,� ;` , + Wrv\uT \\ %/ •'�`�\n 1 A2s wr 11 T conn wn LIMIT OF EXISTING "` wF z6 \ ., il� \� W O \ rr a o \ ._.. .. WETLANDS <\\,\ ' ' WF a ` OP B K EASEMENT /� \ ri /..'' .:\ \ WETLANDS i TOP—K \ ._....N80-23'28'E - \ \ 73.121. i ,, - //LY, \ :\ }'wF:n, .B\ `\ ..\�i :\ ` % \ 1 c,coron.us TOP MNK f t wFy \/ r ' .,, \ ..... /// \, \ �� � c \ 1wF �roP BwK /r EXISTING TRAIL 71.377 SYSTEM 1 � III � F - P B,nK '�._•`: 9 /i/ ... — — 1 .�a +WF 11�TOP awK 1 L7 � W 1 \� \ t. \III`\ .1` ._ TOP ev+K i /N70'19'47"E II "°"\ib LIMIT OF EXISTING„ 40.976 rn \ EXISTING TRRfL »*' \ ( W EASEMENT �I - u ' SYSTEM \ *F 6 �w anK N46'02'18"W� S�JQO B1nK / \ 1 ' n 59.626 / �O\��,.. �+.F. /4- �h- }wF TOP N 49'ST25"E I \\ \ 10 ✓>.:* }�r I1 \ \\ \\ 1 wr`v TOP B1uK _ EXISTING TRAILHEAD PARKING 37 55`Ir \\ \•tt _. .. ` / ., ! ` : �1 ;r I.1 W \ \\ N50'38'28'E \ '✓ 75.429 I / X \ ,+ A4, K s ` \ , ' .wE. 1 F 142 N51'19'09"E �I I II F\ —K ' \ 1i �;' i �. \,: wF nso,, / _ (1'. -i2 TOP aAnK 70.240 I I1.., ' wF Az /' 111`: ,rov eu,K u' s 1 N30'21'07"W N31'14'C5"W N3 •44 27 W N31'31'42'W N30'S8'02'W N37 35'0.Y \ N32; '00"W N31.30 Q5 W N31'15'18"W,'n N30'44'49"W N31'30'43"W N31'06'OS' , N36'20'S5'IW N31'40'36'W N31' 3 22'W, 1 11.029 65.141 S4. 14 55.298 141 447 320 75.70 53.212 65.193 70.388 76 187 2 W 55 797 49.821 88.796 ll.,. / N32'O39. / '`• 39 965 I\ ' \�• \ ~O\S \N/F ED RETIREMENT'COMMUNITY, I \ OCA\ NORTH ANDOVER, MA.- `01845 575 OSGOOD STREET 1 \ MAP 36 LOT 3 BOOK 4378 PAGE 115 ) 1 i EDGEWOOD LIFE CARE COMMUNITY - EXISTING CONDITIONS SITE PLAN I 0 60' so' 180' 575 OSGOOD STREET N. ANDOVER, MASSACHUSETTS APRIL 1, 2016 i i PER/METER CRC ER / SE gqC T K I _ 400.0 00 0, ' I: \ I I NON E wF A23 SC RG / DI Hq ZONEWF A24 � _ � � 150 p' ` KEY """ I`L / NON DISTURB WF A22 z ONE �WF Azs SB: SITE BORING \ ' /� / \ CONSER75, VgN WF a21 ` F / I ZONE 7- BB: BUILDING BORING x 20 �wF\s w A WF A27 '' / F A28 IT. INFILTRATION TEST _- \ \ g� F A18 WF AlWF A29 '•, �.W WF A17 F A ITA, SB-3 / \ �w WF Al 5 AV 1 �F A16W • ♦ ♦ `. \ BB 11 A14 \ ' .. - BB 10 WF Al 3 SB-7� � � \ WF Al2 B BB - \ " I B8 r O �.. / BB-3 3 w i i 56=4 B13-6 �: I� WF A7 1313-1\ II I. dew T \ r „• - \ BB-4 _< \ IT _ 1 _ IT 1 w w \ ; �r , y 1”=30-0" EDC,EW@W PROPOSED BORING PLAN 06-01-16 I KED' SR; SITE BORING �' --�-- IT, INFILTRATI0 N TEST .0 AW y a a �q fi� t 1, - a . E 9 ( ' S a,... i um "R 4 rFS d _fD]" Y "—(��`� f ` I 4 .5 S AB-4' B_2-41 Ti-2 t 'Di � 4 � r. S _ 1.. � � Notes: 1. Test borings were performed on June 9&10, 2016 under the direction of JTC. Test boring locations should be considered approximate. 2. Refer to the Test Boring Logs for the subsurface conditions encountered at each boring location. 3. Basemap source(s): June 1, 2016 "Edgewood Proposed Boring Plan"prepared by SMRT. 4. Not to Scale. f Pond Pasture LLC Proposed Edgewood Small House Project 575 Osgood Street 575 Osgood Street North Andover, Massachusetts 01845 North Andover, Massachusetts 01845 TCTEST BORING LOCATION PLAN tERNF;RCON U-i'rI"' L�F Test Boring Logs & Key to Symbols and Descriptions PROJECT: Pro osed Small House Project-Ed ewood Retirement PROJECT NO.: 16-15-034 1 g CLIENT: Pond Pasture,LLC TC I PROJECT LOCATION: North Andover,MA 103 IN IU her>«CONSUL]IN; LOCATION: See Boring Location Plan ELEVATION: LOG OF BORING DRILLER: Soil Exploration Corp. LOGGED BY: AL DRILLING METHOD: 4.25"ID Hollow Stem Augers DATE: 6/9/16 No. BB-1 DEPTH TO-WATER>INITIAL: `2 AFTER 24 HOURS: z TEST RESULTS L ++ N d 3 C N o w Description j a) E z° m o * Plastic Limit �� Liquid Limit C7 U U o Water Content- 9 W Penetration- � � u � 10 20 30 40 50 Dark Brown,silty sand(SM),loose,moist;FOREST MAT I I I A 2 . .... ...... . . ...... N -frequent organics 2 ...............1 2 L0. . c Tan,silty fine to medium sand(SM), loose,moist;SUBSOIL 3 > - trace rootlets 2 ..... _ 1 .... 10 2 24 v Tan,silty fine to medium sand(SM),trace coarse sand,trace gravel, ._ M 4 medium dense,moist;UPPER GLACIAL TILL .................................. rn -occasional cobbles from 3-5 ft.bgs a -orange mottling throughout10 1 4 12 ........................ 3 10 a d Olive brown,silty fine to coarse sand(SM),trace fine gravel,dense to o very dense,moist;LOWER GLACIAL TILL -occasional cobbles to 10 ft.bgs 'o -weathered rock fragments throughout r12 .....:.......:...... N 20 v 4 is m = 12 o . N .... ... .... .... ... .... w y -few to little gravel 41 6 L� c 16 45 5 58 d a o Boring terminated at 17 ft. o c N H 20 24 ............ 28 ................. .... ............. Figure PAGE 1 of 1 PROJECT: Proposed Small House Project-Ed ewood Retirement PROJECT NO.: 16-15-034 TCCLIENT: Pond Pasture,LLC PROJECT LOCATION: North Andover,MA LOCATION: See Boring Location Plan ELEVATION: LOG OF BORING DRILLER: Soil Exploration Corp. LOGGED BY: AL DRILLING METHOD: 4.25'ID Hollow Stem Augers DATE: 6/9/16 No. BB-2 DEPTH TO-WATER>INITIAL: s 10 AFTER 24 HOURS: s C TEST RESULTS U O w N O L .'�. L +-' � 2 �i C N w Description m E z° m o Plastic Limit F--{ Liquid Limit C9 T " Cl) 0 o Water Content- • Penetration- 10 20 30 40 50 r o Dark Brown,silty sand(SM),loose,moist;FOREST MAT 2 26.: ............................ H frequent organics :.:.:: ; 1 z 0. w Tan,silty fine to medium sand(SM), loose,moist;SUBSOIL ° , v -trace rootlets 5 1 13 :•:•:: : 2 ,5 .............................. Tan,silty fine to medium sand(SM),trace coarse sand,little to some c 4 gravel,medium dense to dense,moist;UPPER GLACIAL TILL ...... •� -orange mottling throughout a becomes dense with depth 21 ::. . ,•, -frequent cobbles to 10 ft.bgs zz 3 23 V .. 8 c e ° -water @ 10 ftbgs •••����• �• L . 1313 .... ... .... H 4 15 t T. rn 12 12 :.:. .,, :...... `c Olive brown,silty fine to coarse sand(SM),few to little gravel,very ° .....................:......:.............. dense,wet;LOWER GLACIAL TILL 8 ... c 17 75... 41 W 34 � 16 5 67 CL J g Boring terminated at 17 ft. .....: . ........ ............ E o q : : L20 ...... ....... �...... F . 24 :...... 28 .... i I I Figure PAGE 1 of 1 _ PROJECT: Proposed Small House Project-Ed ewood Retirement PROJECT NO.: 16-15-034 T C 1 g CLIENT: Pond Pasture,LLC PROJECT LOCATION: North Andover,MA LOCATION: See Boring Location Plan ELEVATION: LOG OF BORING DRILLER: Soil Exploration Corp. LOGGED BY: AL DRILLING METHOD: 4.25"ID Hollow Stem Augers DATE: 6/9/16 NO. BB-3 DEPTH TO-WATER>INITIAL: -�_-7 14 AFTER 24 HOURS: o o TEST RESULTS L '=` L ...' a) Q. Ti� C_ N Description a M ° �* Plastic Limit o v p m > m o w m Z v , � Liquid Limit W U) U o Water Content- • Penetration- 0 10 20 30 40 50 Dark Brown,silty sand(SM),very loose,moist;FOREST MAT ; v :...... ....... frequent organics 2 � • J .....:.................................... o Tan,silty fine to medium sand(SM),loose to medium dense,moist; 0 SUBSOIL a. 10 ...........:.... > trace rootlets : : . 2 ;s .: ... .: v ._ ...... . c 4 Tan,silty fine to medium sand(SM),trace coarse sand,trace gravel, . . . . . ..:.. .. = medium dense to dense,moist;UPPER GLACIAL TILL w 15 d 17 . 15 .................. 0 3 23 d a 8 . 0 o -3"of rock fragments in spoon :•:•:; : ... .....;...... L �� N 18 4 20 c .... 12 12 ' a Olive brown,silty fine to coarse sand(SM),few gravel,very dense, v, moist; LOWER GLACIAL TILL S -water @ 14 ft.bgs ... : .... a 0 11 U) 26 1633 5 47 c. `0 Boring terminated at 17 ft. :......:...... ................... L 20 .... ... , .... 24 28 Figure PAGE 1 of 1 PROJECT: Proposed Small House Project Edgewood Retirement PROJECT NO.: 16-15-034 TC a CLIENT: Pond Pasture,LLC PROJECT LOCATION: North Andover,MA LOCATION: See Boring Location Plan ELEVATION: LOG OF BORING DRILLER: Soil Exploration Corp. LOGGED BY: AL DRILLING METHOD: 4.25"ID Hollow Stem Augers DATE: 6/9/16 No. BB-4 DEPTH TO-WATER>INITIAL: 10 AFTER 24 HOURS: s 0 C O TEST RESULTS Z w L N a 3 c N 0.w Description E z° m o Plastic Limit r -i Liquid Limit o`" (9 W " U) v o Water Content- • Penetration- 0 10 20 30 40 50 Dark Brown,silty sand(SM),loose,moist;FOREST MAT J J J z 2 ............................ y -frequent organics 1 3 w Olive brown,silty fine to medium sand(SM),trace coarse sand,trace :.:•:: : gravel,loose,moist;SUBSOIL trace rootlets-frequent cobbles to 5 ft.bgs ` . . ' S 4 Tan,silty fine to coarse sand(SM), few gravel,medium dense to m dense, moist;UPPER GLACIAL TILL a -orange mottling throughout 9 u 20 .................. m 2 24 a ........... ....., . 'o 0 -water @ 10 ft.bgs ,7 y occasional cobbles to 15 ft.bgs • • • '•, 23 0 3 27 12 12 : .... Tan brown,silty fine to coarse sand(SM),few gravel,very dense, H moist; LOWER GLACIAL TILL Y ... c 23 79... N 31 � 16 4 ss CL . . . . . Boring terminated at 17 ft. 0 - A 20 I .... ... .... I. ... ... ... ... ... ....... ... 24 .................. ............ ...... 26 .... Figure PAGE 1 of 1 VIII TCPROJECT: Proposed Small House Project-Edgewood Retirement PROJECT NO.: 16-15-034 CLIENT: Pond Pasture,LLC )_,t, IURN,i NR _y,y PROJECT LOCATION: North Andover,MA LOCATION: See Boring Location Plan ELEVATION: LOG OF BORING DRILLER: Soil Exploration Corp. LOGGED BY: AL DRILLING METHOD: 4.25"ID Hollow Stem Augers DATE: 6/9/16 NO. BB-5 DEPTH TO-WATER>INITIAL: a 10 AFTER 24 HOURS: 9.3 CAVING> L C: O TEST RESULTS O }, L N N N o w Description E z° m o Plastic Limit �---� Liquid Limit Well/Piezo C9 cn U o Water Content- • W Penetration- 0 10 20 30 40 50 Dark Brown,silty sand(SM),loose,moist;FOREST J J J 0- MAT J J J -frequent organics J J J c frequent cobbles from 3 to 5 ft.bgs. J J J 4) J J J 7 J J J A 3 Tan,silty fine to medium sand(SM),trace coarse sand, 4 trace gravel,dense,moist;UPPER GLACIAL TILL a y - occasional cobbles to 10 ft.bgs ::::::': n ..... m 1 19 y 22 ................... 8 8 IF �sJ o c 1 HTan brown,silty fine to coarse sand(SM),few gravel, 33 78 V very dense,moist; LOWER GLACIAL TILL 2 39 R -orange mottling throughout 12 -water @ 10 ft.bgs 12- 0 T C y Boring terminated at 15 ft. a 16 16 a 0 E ..... .......:............... .... _N L 20 24 24 28 ....... 28 Figure PAGE 1 of 1 PROJECT: Proposed Small House Project-Edgewood Retirement PROJECT NO.: 16-15-034 TCCLIENT: Pond Pasture,LLC Jcfr�� I1•x�,:1,L<a�-�t:x,�:, PROJECT LOCATION: North Andover,MA LOCATION: See Boring Location Plan ELEVATION: LOG OF BORING DRILLER: Soil Exploration Corp. LOGGED BY: AL DRILLING METHOD: 4.25"ID Hollow Stem Augers DATE: 6/9 /16 }� No. BB-6 DEPTH TO-WATER>INITIAL: s AFTER 24 HOURS: !� C o TEST RESULTS L .2 N a3 N w 1If4"IIi CL Description 0 > ,R @ z° m o Plastic Limit �; Liquid Limit c7 W cn U o Water Content- • Penetration- 10 20 30 40 50 1—^I o Dark Brown,silty sand(SM),loose,moist;FOREST MAT H -frequent organics 1 s $ 1 : : . . wlive brown,silty fine to medium sand(SM),trace coarse sand,loose z d moist;SUBSOIL 16 trace rootlets : :' 2 its :...... ..... v E 4 Tan,silty fine to medium sand(SM),trace coarse sand,trace gravel, medium dense to dense,moist;UPPER GLACIAL TILL -trace rootlets "`'' ' 11 -ocassional cobbles to 10 ft.bgs ? ; 3 e V trace rootlets continued c • e . . . . . V 3 1 13 NTan brown,silty fine to coarse sand(SM),few gravel,very dense, zs moist; LOWER GLACIAL TILL 4 zs CM 12 occasional cobbles from 13 to 15 ft.bgs �".••!!! . . . . W . r .... ... .... .... ... .... C T 10 O 45 N 32 C 16 5 32 .... g Boring terminated at 17 ft. ..... :.. . w �_ y L20 .............. ... ......•......:...... .................... 24 ..........................:............. a28 Figure PAGE 1 of 1 TCPROJECT: Proposed Small House Project-Edgewood Retirement PROJECT NO.: 16-15-034 CLIENT: Pond Pasture,LLC PROJECT LOCATION: North Andover,MA LOCATION: See Boring Location Plan ELEVATION: LOG OF BORING DRILLER: Soil Exploration Corp. LOGGED BY: AL DRILLING METHOD: 4.25'ID Hollow Stem Augers DATE: 6/10/16 NO. BB-7 DEPTH TO-WATER>INITIAL: s 10 AFTER 24 HOURS: 0 o TEST RESULTS CL a) 2 > N aZo o c o v Description ,� � m o v Plastic Limit ,� Liquid Limit C7 cn v W o Water Content- • Penetration- p 10 20 30 40 50 Dark Brown,silty sand(SM),very loose,moist;FOREST MAT frequent organics . . . 1 z L J' ....:.......:......:......:.......:...... Tan,silty fine sand(SM),loose, moist;SUBSOIL � -trace rootlets :: . v Tan,silty fine to medium sand(SM),trace coarse sand,trace gravel, :. � 4 dense,moist;UPPER GLACIAL TILL a -occasional cobbles to 10 ft.bgs 26 24 :•:•: : : 2 ze IDa m 8 4) o 'o -water @ 10 ft.bgs 11 L : ; 20- ............... y 19 3 zs ... c 12 12 aan brown,silty fine to coarse sand(SM),few gravel,very dense, T moist; LOWER GLACIAL TILL w 0 15 23 427-11. y 31 c 16 31 4 so L o Boring terminated at 17 ft. • 1 L 20 24 ...............................:...... 28 Figure PAGE 1 of 1 PROJECT: Proposed Small House Project-Edgewood Retirement PROJECT NO.: 16-15-034 TCCLIENT: Pond Pasture,LLC PROJECT LOCATION: North Andover,MA t1A 1\; LOCATION: See Boring Location Plan ELEVATION: LOG OF BORING DRILLER: Soil Exploration Corp. LOGGED BY: AL DRILLING METHOD: 4.25"ID Hollow Stem Augers DATE: 6/10/16 No. BB-8 DEPTH TO-WATER>INITIAL: s AFTER 24 HOURS: ,_ o TEST RESULTS O y (CL D_ Description ,� E z° m o � Plastic Limit Liquid Limit C9 W U o Water Content- • Penetration- p J 10 20 30 40 50 Dark Brown,silty sand(SM),very loose,moist;FOREST MAT h -frequent organics 1 2 c Olive brown,silty fine to medium sand(SM),few gravel,loose, moist;SUBSOIL w trace rootlets '``` ...... ...... ......v E 4 Tan,silty fine sand(SM),few gravel, dense to very dense,moist; E UPPER GLACIAL TILL a -frequent cobbles from 6 to 10 ft.bgs 27 N 24 W 2 21 V y 9 :.......:...... a 0 1 HTan brown,silty fine to coarse sand(SM),few gravel,very dense, 23 moist; LOWER GLACIAL TILL 3 se ...... c 12 Boring terminated at 12 ft. o ; .....:..................... a N . ~ .... ... ... .... ... .... r . T C ......'......:......:.............:...... O W c 1 .. 6 c O ......:............:......:............. E w c 1) H20 ...........:......:............:...... 24 28 Figure PAGE 1 of 1 PROJECT: Proposed Small House Project-Ed ewood Retirement PROJECT NO.: 16-15-034 TC 1 g CLIENT: Pond Pasture,LLC DPROJECT LOCATION: North Andover,MA LOCATION: See Boring Location Plan ELEVATION: LOG OF BORING DRILLER: Soil Exploration Corp. LOGGED BY: AL DRILLING METHOD: 4.25"ID Hollow Stem Augers DATE: 6/10/16 NO. BB-9 DEPTH TO-WATER>INITIAL: s AFTER 24 HOURS: co o TEST RESULTS o w Description 2 > � E z° m o Plastic Limit �� Liquid Limit (9 CMDv W Water Content • Penetration- 0 10 20 30 40 50 :3 Dark Brown,silty sand(SM),loose, moist;FOREST MAT i rn -frequent organics 3 ms 7 ..........:...... live brown,silty fine to medium sand(SM),trace coarse sand,loose 4)0 moist;SUBSOIL R -trace rootlets c 4 Tan,silty fine to medium sand(SM),trace coarse sand,few gravel, dense to very dense,moist;UPPER GLACIAL TILL d 21 14a 2 is y :................... a `m S 8 a 1 it H0 Tan brown,silty fine to coarse sand(SM),few gravel,very dense, 25 32 V moist; LOWER GLACIAL TILL 3 41 • lz • ... 21 0 12 0 26 S 1634 4 3s 4) CL o Boring terminated at 17 ft. w • F zo 24 1sa 28 Figure PAGE 1 of 1 PROJECT: Proposed Small House Project-Edgewood Retirement PROJECT NO.: 16-15-034 TC CLIENT: Pond Pasture,LLC PROJECT LOCATION: North Andover,MA LOCATION: See Boring Location Plan ELEVATION: LOG OF BORING DRILLER: Soil Exploration Corp. LOGGED BY: AL DRILLING METHOD: 4.25 ID Hollow Stem Augers DATE: 6/10/16 No. BB-10 DEPTH TO-WATER>INITIAL: s 10 AFTER 24 HOURS: s TEST RESULTS U O C N O w .« L +• O a �i C N w Description @ m E z° m o Plastic Limit �—j Liquid Limit C7 LL cn U o Water Content- • Penetration- 0 10 20 30 40 50 Dark Brown,silty sand(SM),very loose, moist;FOREST MAT J J J H -frequent organics 1 Z :...... w Orange brown,silty fine to medium sand(SM),loose,moist; 4) SUBSOIL :............. .•.%% •. -trace rootlets -frequent cobbles from 2 to 4 ft.bgs c 4 to Tan,silty fine to medium sand(SM),few to little gravel,medium .............................. v dense, moist;UPPER GLACIAL TILL 10 -occasional oxidation specks throughout 2 12 V ....:......:...... .... a 8 a - water @ 10 ft.bgs . ' • ' m - frequent cobbles from 12 to 15 ft.bgs3 z'6 .... . ... 12 12':' c Tan brown,silty fine to coarse sand(SM),few gravel,very dense, moist; LOWER GLACIAL TILL 21 C 17 26 N 28 16 4 32 C . . . . E Boring terminated at 18 ft. w y1 L ..... :......�......•......:...... F.. 20 .... ... .... .... ... .... ................... . .................... 24 .................... ........... . 28 ... I Figure PAGE 1 of 1 PROJECT: Proposed Small House Project-Ed ewood Retirement PROJECT NO.: 16-15-034 TC Tp"'. KNFRCONSUUNM� gCLIENT: PondPasture,LLC PROJECT LOCATION: North Andover,MA LOCATION: See Boring Location Plan ELEVATION: LOG OF BORING DRILLER: Soil Exploration Corp. LOGGED BY: AL DRILLING METHOD: 4.25"ID Hollow Stem Augers DATE: 6/10/16 NO. BB-1 1 DEPTH TO-WATER>INITIAL: s 18 AFTER 24 HOURS: = 9.2' CAVING> L C o TEST RESULTS O U aa) a a6 3 N o v Description > w @ Z m o Plastic Limit � � Liquid Limit Well/Piezo U) V o Water Content- • W Penetration- 0 10 20 30 40 50 Dark Brown,silty sand(SM),loose, moist;FOREST 1 ° 2 y MAT 3 5 . -frequent organics 0 Orange brown,silty fine sand(SM, loose,moist; SUBSOIL - trace rootlets M4 1 ......:....................:..... 4 � Tan,silty fine to medium sand(SM),trace coarse sand, � � � � � '• few gravel,dense, moist;UPPER GLACIAL TILL10 y 12 10 2 23 m 25 8 $ m c 7 1 13 $ mTan brown,silty fine to coarse sand(SM),few gravel, 30 M very dense,moist; LOWER GLACIAL TILL 3 48 �a c 12 .... •12 iiiddd .... ... .... .... ... .... y : .... 0 16 4... 33 16 4 51 45 16- Q . 0 E water @ 18 ft.bgs y : F 20 45 134-10zo 5 75/51 5" Boring terminated at 22 ft. ..... ...... 24 24- .......... ... ............;.......................... 28 ;.......................... 28 Figure PAGE 1 of 1 PROJECT: Proposed Small House Project-Ed ewood Retirement PROJECT NO.: 16-15-034 TCCLIENT: Pond Pasture,LLC PROJECT LOCATION: North Andover,MA LOCATION: See Boring Location Plan ELEVATION: LOG OF BORING DRILLER: Soil Exploration Corp. LOGGED BY: AL DRILLING METHOD: 4.25"ID Hollow Stem Augers DATE: 6/10/16 NO. SB-3 DEPTH TO-WATER>INITIAL: s AFTER 24 HOURS: s . — 0 C O TEST RESULTS Oa) 4) N O 0CL) CL w Description m ,R E z° m o Plastic Limit er Liquid Limit C7 tL cn U o Water Content- • Penetration- 10 20 30 40 50 _ o Dark Brown,silty sand(SM),very loose,moist;FOREST MAT frequent organics 1 3 r 1 : : . :......:...... ....... w Orange brown,silty fine to medium sand(SM),very loose to loose, moist;SUBSOIL ... ......... . . . % -trace rootlets . v c 4 Tan,silty fine to medium sand(SM),few to little gravel,medium dense to dense,moist;UPPER GLACIAL TILL a -frequent oxidation specks throughout . .` ' 1z N 11 2 11 V ...:...... ............. 8 .... O c 8 [[�� :.:.-:: t 14 � 3 ,s a, 12 Boring terminated at 12 ft. ......... .. a N Y I 1 C : C ....................:......•............. ............. c 0 ................... ..:......:............. o ............. .... .... . ... .... w t20 ....... ......:............:...... H : .... ... .... .... ... .... 1�/ ............:......:......•............. a ............ 28 } Figure PAGE 1 of 1 PROJECT: Proposed Small House Project-Ed ewood Retirement PROJECT NO.: 16-15-034 TC 1 g CLIENT: Pond Pasture,LLC jomN PROJECT LOCATION: North Andover,MA LOCATION: See Boring Location Plan ELEVATION: LOG OF BORING DRILLER: Soil Exploration Corp. LOGGED BY: AL DRILLING METHOD: 4.25"ID Hollow Stem Augers DATE: 6/9/16 NO. SB-4 DEPTH TO-WATER>INITIAL: AFTER 24 HOURS: z o O TEST RESULTS CL w Description @ > ,a E CL z° m o Plastic Limit i Liquid Limit WWater Content- • Penetration- ( 0 10 20 30 40 Q 2 Dark Brown,silty sand(SM),loose,moist;FOREST MAT y -frequent organics 3 ... ... Q1 4 L0. Tan,silty fine to medium sand(SM),loose,moist;SUBSOIL 0) - trace rootlets ....:..... :.. ....... .... Tan,silty fine to medium sand(SM),trace coarse sand,medium c 4 dense,moist;UPPER GLACIAL TILL c d 4 8 0 2 21 a d 8 g a Olive brown,silty fine to coarse sand(SM),trace fine gravel,dense, 6 moist;LOWER GLACIAL TILL 7 13 L 19 .... N 27 3 3, c : .... m � 12 I o ' N C -4"piece of cobble @ bottom of spoon 8 U) 17 1632 4 sa d a `o Boring terminated at 17 ft. w H 20 ..... ... 24 28 .... I Figure PAGE 1 of 1 I MAJOR DIVISIONS GROUP GENERAL DESCRIPTIONS TYPICAL SYMBOLS SYMBOLS �'. GW Well graded gravels or gravel-sand Shelby Tube Auger Cuttings CLEAN mixtures;trace or no fines. GRAVELS GRAVELS Poorlygraded gravels or gravel-sand (Less than 5%fines) o 30 GP Standard Split Spoon Sample 3"Split Spoon Sample (More than 50% mixtures;trace or no fines. of coarse fraction RETAINED sieve)n GRAVELS GM Silty gravels or gravel-sand-silt mixtures. Rock Core Dynamic Cone Penetrometer COARSE WITH FINES GRAINED More than 12%fines Clayey gravels or gravel-sand-clay SOILS GC mixtures. Vane Shear Bulk/Grab Sample (More than 50% Well graded sands or sand-gravel RETAINED on CLEAN ° SW mixtures;trace or no fines. Geoprobe Sample Sonic or Vibro-Core Sample No.200 sieve) SANDS SANDS Less than 5%fines) Poorly graded sands or sand-gravel (50%or more ( SP mixtures,trace or no fines. _ Water Table at time of drilling 1 Water Table after 24 hours of coarse fraction PASSES the CORRELATION OF STANDARD PENETRATION TEST(SPT) No.4 sieve) SANDS WITH SM Silty sands or sand-gravel-silt mixtures. WITH RELATIVE DENSITY AND CONSISTENCY FINES More than 12%fines GRAVEL,SAND,&SILT(NON-PLASTIC) SILT(PLASTIC)&CLAY SC Clayey sands or sand-gravel-clay mixtures. N-Value Relative Density N-Value Su(psf) Consistency ML Inorganic silts or rock flour. Non-plastic or very 0-4 Very Loose 0-2 0-250 Very Soft slightly plastic. PI<4 or plots below"A"line. 4- 10 Loose 2-4 250-500 Soft SILTS AND CLAYS CL Inorganic lean clay. Low to medium plasticity. 10-30 Medium Dense 4-8 500- 1000 Medium Stiff FINE (Liquid Limit LESS than 50) PI>7 and plots on or above"A"line. 30-50 Dense 8- 15 1000-2000 Stiff GRAINED _ OL Organic silts,clays,and silty clays. Low to Over 50 Very Dense 15-30 1 2000-4000 Very Stiff SOILS — medium plasticity. Over 30 1 Over 4000 Hard (50%or more SPT Notes:WR=Weight of Rods;WH=Weight of Hammer PASSES the MH Inorganic elastic silt. PI plots below"A"line. No.200 sieve) TERMS DESCRIBING SOILS TERMS DESCRIBING MATERIALS SILTS AND CLAYS CH Inorganic fat clay. High plasticity. (excludes particles>3",organics,debris,etc.) (i.e.particles>3",organics,debris,etc.) (Liquid Limit of 50 or GREATER) PI plots on or above"A"line. Trace: Particles present,but<5% Occasional:Particles present,but< 10% OH Organic silts and clays. High plasticity. Few: 5%to 15% Frequent: 10%to 25% Little: 15%to 25% Many: >25% HIGHLY ORGANIC SOILS PT Peat and other highly organic soils. Decomposed Some: 25%to 50% vegetable tissue. Fibrous to amorphous texture. TERMS DESCRIBING MOISTURE TERMS DESCRIBING STRUCTURE Dry: Absence of moisture;dusty Layer: >3"thick BOUNDARY CLASSIFICATIONS: Soils possessing characteristics of two groups are designated by combinations Moist: Damp,but no visible water Seam: 1/16"to 3" thick of group symbols. Wet: Visible/free water Parting: < 1/16"thick KEY TO SYMBOLS AND SAND GRAVEL DESCRIPTIONS SILT OR CLAY Cobbles Boulders Fine Medium Coarse Fine Coarse No.200 No.40 No.10 No.4 3/4" Y 12" U.S. STANDARD SIEVE SIZE References: ASTM D 2487(Unified Soil Classification System)and ASTM D 2488(Visual-Manual Procedure). John TURNER C ONSI.n:nNG Geotechnical Laboratory Testing Reports i I Particle Size Distribution Report c � c O O O V O 100 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 90 I I I I I I I 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 80 I I I I I I I I I I I I I I I I I I I I I I I I I I I I 70 v I I I I I I I I I`I I I I I w I I I I I I I I I I I I I Z 60- LL 1 I I I I I I I I I I I I I I I W 50 I I I I I I I I I I I I I I I I I I I I I I I I I I I U/ I I I I I I I I I I I I I I LL 40 UJ I I I I I I I I I I I I I I -y 30 I I I I I I I I I I I I I 1 11L�1f� I I I I I I I I I I I I I I I I I I I I I I I I I I I I 20 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 10 i i i i i i i li i I 1 0 100 10 1 0.1 0.01 0.001 GRAIN SIZE-mm. %Cobbles %Gravel %Sand %Fines Coarse Fine Coarse Medium FineSilt Clay 0.0 0.0 17.5 7.7 12.8 22.0 40.0 pTEST RESULTS Material Description Opening Percent Spec.* Pass? Silty sand with gravel Size Finer (Percent) (X=Fail) 1/2 100.0 3/8 92.9 Atterberg Limits(ASTM D 4318) #4 82.5 PL= LL= PI= #10 74.8 #20 68.5 Classification #40 62.0 ( )- USCS 2487= SM D AASHTO M 145)= #50 58.1 Coefficients #100 49.4 D90= 8.2566 D85= 5.9109 D60= 0.3533 #200 40.0 D50= 0.1566 D30= D15= D10= Cu= Cc= Remarks In-Situ Moisture:6.4% O Date Received: 6-13-16 Date Tested: 6-15-16 Tested By: Austin Boyle Checked By: Travis Carpenter j Title: Director of Geotech.Eng. ILEI (no specification provided) Location:BB-1(S-5) Date Sampled: 6-10-16 Sample Number: 16-502 Depth: 15'-17' _ Client: Trident Project: Edgewood I Project No: 16-15-034 Fi ure 001 a Particle Size Distribution Report C C O O O M N (Oh n M # # # # # # # # # 100 + I I I yy+ I I I I I I I I I I I I I I I I I I I I I I I I I I 90 I IIII I :u I I I I I I I "�� I I I I I I I 80 I I I I I I I I I I I I I 1 I I I I I I I I 1 I I I I 70 `I I I I I I I I I I �KH W I fir. 1 Z 60 I I I I I I I I I I I I I I I I I I I I I I I I I I I Z Z 50--- W 0 W I U I I I I I I I I I I I I I I Ix 40 W I I I I I I I I I I I I I I I II I I I I I I I I I I I I I 30 I I I I I I dh I I I I I I I 20 I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 I I I I I I I I I I I I I I I I 10 0 100 10 1 0.1 0.01 0.001 GRAIN SIZE-mm. %Cobbles %Gravel %Sand %Fines Coarse Fine Coarse Medium Fine Silt Clay 0.0 15.9 4.8 3.9 10.6 26.8 38.0 TEST RESULTS Material Description Opening Percent Spec. Pass? Silty sand with gravel Size Finer (Percent) (X=Fail) 1 100.0 3/4 84.1 AtterbergLimits(ASTM D 4318) 1/2 84.1 PL= LL= PI= 3/8 82.0 4 79.3 Classification # #1 4 75.4 USCS(D 2487)= SM AASHTO(M 145)= #20 70.6 Coefficients #40 64.8 D90= 21.7614 D85= 19.5911 D60= 0.2843 #50 60.7 D50= 0.1474 D30= D15= #100 50.3 D10= Cu= Cc= #200 38.0 I Remarks I In-Situ Moisture:9.3% Date Received: 6-13-16 Date Tested: 6-15-16 Tested By: Austin Boyle Checked By: Travis Carpenter I Title: Director of Geotech.Eng. (no specification provided) Location:BB-2(S-2) Date Sampled: 6-10-16 Sample Number: 16-503 Depth: Client: Trident e' Project: Edgewood I Project No_: 16-15-034 Figure 002 l a Particle Size Distribution Report D CC C C C C O O O O f0 M N M # # # # # # # # # 100 90 80 �W 70 Z 60 IZ 50 w 40 a 30 20 10 0 100 10 1 0.1 0.01 0.001 GRAIN SIZE-mm. %Cobbles %Gravel %Sand %Fines Coarse Fine Coarse Medium Fine Silt Clay 0.0 0.0 14.4 4.4 10.3 30.1 40.8 TEST RESULTS Material Description Opening Percent Spec.* Pass? Silty sand Size Finer (Percent) (X=Fail) 3/4 100.0 1/2 95.8 Atterberg Limits(ASTM D 4318) 3/8 90.1 PL= LL= PI= #4 85.6 ification #20 81.2 Class 76.3 USCS(D 2487)= SM AASHTO(M 145)= #40 70.9 Coefficients #50 67.2 D90= 9.4609 D85= 4.0238 D60= 0.1866 #100 55.9 #200 40.8 p1p0_ 0.1130 Cup= CCS= Remarks In-Situ Moisture:9.4% Date Received: 6-13-16 Date Tested: 6-15-16 Tested By: Austin Boyle Checked By: Travis Carpenter Title: Director of Geotech.Eng. (no specification provided) Location:1313-6(S-5) Date Sampled: 6-10-16 Sample Number: 16-504 Depth: 15'-17' Client: Trident ° Project: Edgewood Project No: 16-15-034 Figure 003 a I Particle Size Distribution Report C G O O O O O O O C C V_ O 100 to M N \ C ;xM # # # # # # # # # I Ii 90 I I I I I I I I I I I I I I I I I I I I I I I I I I 80 I I I I I I I I I I I I I 70 W I L Z 60— Z 0 Z 50 I I I W I I 1 I I I I I I I I I I I I U I I I I I I I I I I I I I I LL 40 I I I W I I a I I I I I I I I I I I I I I I I I I I I 1 I 1 I I I I 1 30 I I I I I I I I I I I I I I 20 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 I I I I I I I I I I I 1 I I 10 I I 1 I I I 1 I I I I I I I I I I I I I I I I 1 I I I I I I I I I I I I I I I O 100 10 1 0.1 0.01 0.001 GRAIN SIZE-mm. %Cobbles %Gravel %Sand %Fines Coarse Fine Coarse Medium Fine Silt oClay 0.0 0.0 5.4 4.3 9.8 30.7 49.8 TEST RESULTS Material Description Pass? Opening Percent Spec.* Silty sand I Size Finer (Percent) (X=Fail) 3/8 100.0 #4 94.6 Atterberg Limits ASTM D 4318) #10 90.3 PL= LL= PI= I #40 80.5 Classification #50 76.2 USCS(D 2487)= SM AASHTO(M 145)= #100 64.3 Coefficients I #200 49.8 D90= 1.8610 D85= 0.7175 D60= 0.1211 D50= 0.0758 D30= D15= D10= C° Cc I Remarks i In-Situ Moisture: 19.6% Date Received: 6-13-16 Date Tested: 6-15-16 Tested By: Austin Boyle Checked By: Travis Carpenter Title: Director of Geotech.Eng. (no specification provided) Location:1313-10(S-1) Date Sampled: 6-10-16 Sample Number: 16-505 Depth: 0'-2' I Client: Trident Project: Edgewood Project No: 16-15-034 Fig-re 004 I i :�I �g Particle Size Distribution Report ItC C O O O UJ' C C C ^ C C C O O O O O O O f0 M N w \ 7 N M R (D C N it 100 90 80 I I I I I I I I I L I I I I I I I I I I I I I I I I I I NN 70— w 0 W I I I I I I I I I I I I I I Z 60 1 ` I 1 I I I I I I I I I I I I I {yr Z I 50 W I I I I I I I I I I I I 1 I U I I I I I I I I I I I I III I LL 40 I W I IZ I I I I I I 1 I I I I I I I I I I I I I I I I I I I I I 30 II I I I I I I I I I I I I I I I I I I I I I I I I I I 20 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 10 i i � i i i i i i i i li 0 100 10 1 0.1 0.01 0.001 GRAIN SIZE-mm. %Cobbles %Gravel %Sand %Fines Coarse Fine Coarse Medium Fine Silt Clay 0.0 3.9 7.9 2.8 9.4 37.3 38.7 TEST RESULTS Material Description Opening Percent Spec." Pass? Silty sand Size Finer (Percent) (X=Fail) 1 100.0 3/4 96.1 Atterberg Limits(ASTM D 4318) 1/2 93.3 PL= LL= PI= 3/890.8 #44 88.2 USCS D 2487)= SM Classification M 145)= #10 85.4 ( ( #20 81.8 Coefficients #40 76.0 D9o= 8.4776 D85= 1.7756 D60= 0.1747 #50 71.2 p10p_ 0.1165 Cup=CCS= #100 56.3 #200 38.7 Remarks In-Situ Moisture:8.2% Date Received: 6-13-16 Date Tested: 6-15-16 Tested By: Austin Boyle Checked By: Travis Carpenter Title: Director of Geotech.Eng. (no specification provided) Location:BB-11(S-5) Date Sampled: 6-10-16 Sample Number 16-506 Depth:20'-22' F Client: Trident a Project: Edgewood a Project No: 16-15-034 Figure_ 005 Particle Size Distribution Report _ o00 0 ON 0 0 � 0 100 90 80 70 W Z 60 T� Z 50 LU IY 40— LU 0 W Jill 30 20 10- 0- 100 10 1 0.1 0.01 0.001 GRAIN SIZE-mm. %Cobbles %Gravel %Sand %Fines Coarse Fine Coarse Medium Fine Silt Clay 0.0 0.0 12.8 4.1 11.3 31.5 40.3 TEST RESULTS Material Description Opening Percent Spec." Pass? Silty sand I Size Finer (Percent) (X=Fail) 3/4 100.0 1/2 93.2 Atterberg Limits(ASTM D 4318) 3/8 91.9 PL= LL= PI= #4 87.2 #10 83.1 Classification #20 78.1 USCS(D 2487)= SM AASHTO(M 145)= #40 71.8 Coefficients #50 67.4 D90= 6.9060 D85= 3.1649 D60= 0.1928 #100 55.1 D50= 0.1174 D30= D15= #200 40.3 D10= Cu= Cc= Remarks In-Situ Moisture: 11.6% Date Received: 6-13-16 Date Tested: 6-15-16 Tested By: Austin Boyle Checked By: Travis Carpenter Title: Director of Geotech.Eng. I (no specification provided) Location: S13-3(S-2) Date Sampled: 6-10-16 Sample Number: 16-507 Depth: 5'-7' C. o Client: Trident Project: Edgewood Project No: 16-15-034 Figure 006 I Particle Size Distribution Report C C C C C C O O O O O O O V O (O n N n \ M # it 7k it ik ii ik ik it 100 i 90 80 70 LU Z_ 60 LL i' Z Z 50 i LLI 0_ 40 CL 30 20 10 014Hi Li 100 10 1 0.1 0.01 0.001 GRAIN SIZE-mm. %Cobbles %Gravel %Sand %Fines Coarse Fine Coarse Medium Fine Silt Clay 0.0 0.0 2.9 2.1 8.0 35.6 51.4 TEST RESULTS Material Description Opening Percent Spec.' Pass? Sandy silt Size Finer (Percent) (X=Fail) 3/8 100.0 #4 97.1 AtterbergLimits(ASTM D 4318) #10 95.0 PL= LL= PI= #20 91.8 #40 87.0 Classification #50 83.4 USCS(D 2487)= ML AASHTO(M 145)= #100 70.6 Coefficients #200 51.4 D90= 0.6320 D85= 0.3445 D60= 0.1008 D50= D30= D15= D10= Cu= Cc= Remarks In-Situ Moisture: 14.8% Date Received: 6-15-16 Date Tested: 6-15-16 Tested By: Austin Boyle Checked By: Travis Carpenter Title: Director of Geotech.Eng. (no specification provided) Location: SB-3(S-3) Date Sampled: 6-10-16 Sample Number 16-508 Depth: 10'-12' Client: Trident Project: Edgewood .. Pro'ect_No: 16-15-034 Figure 007 O Particle Size Distribution Report CC O O O C C . O O O O O R O 100 C C C � C � N M V (p N (O M N M # # # # # # # # # i i II I I I I I I I I I I I I I I r`I I . 80 I I I I I I I I I L I I I I I I I I I I I I I I I I I I N 70 I LL I I I Z 60FZ I I I 1 I I I I I I 1 I I I I I I I Z 50- LU U W U I I I I I I I I I I I I I I of 40 I I I I W I 1 I I a I I I I I 1 I I I I I I I I I I I I I I I I I I I I I I 30 I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 20 I I 10 III III IIII IIII IIII IIII IIII IIIIlu,,g � HH 0 100 10 1 0.1 1II1 0.01 0.001 GRAIN SIZE-mm. %Cobbles %Gravel %Sand %Fines Coarse Fine Coarse Medium Fine Silt Clay 0.0 0.0 5.8 4.3 10.9 33.6 45.4 TEST RESULTS Material Description Opening Percent Spec.* Pass? Silty sand Size Finer (Percent) (X=Fail) 3/8 100.0 #4 94.2 Atterbera Limits(ASTM D 4318) #10 89.9 PL= LL= PI= #20 85.1 #40 79.0 Classification #50 74.6 USCS(D 2487)= SM AASHTO(M 145)= #100 61.9 Coefficients #200 45.4 Dgo= 2.0564 D85= 0.8431 D60= 0.1378 D50= 0.0903 D30= D15= D10= Cu= Cc= Remarks I In-Situ Moisture: 17.9% Date Received: 6-13-16 Date Tested: 6-15-16 Tested By: Austin Boyle Checked By: Travis Carpenter I Title: Director of Geotech.Eng. (no specification provided) Location: SB-4(S-1) Date Sampled: 6-10-16 Sample Number: 16-509 Depth: 0'-2' I Client: Trident I Project: Edgewood I Project No: 16-15-034 Figure 008�� Site Photographs TC SITE PHOTOGRAPHS EDGEWOOD SMALL HOUSE PROJECT 575 OSGOOD STREET NORTH ANDOVER, MASSACHUSETTS � Site,To East Well installation at BB-5 taiJ., 1' is"r - X .. a waw€ i3 r � 3 Drilling operations,Typical Split spoon sampling activities,Typical p e Spoon sample of Glacial Till w/mottling Spoon sample of very dense Glacial Till Page 1 of 1 a TC GEOTECHNICAL V ENVIRONMENTAL V RESIDENT ENGINEERING V TESTING SUPPLEMENTAL INFILTRATION TESTING REPORT (Revision 1) Q PROPOSED EDGEWOOD SMALL HOUSE PROJECT 575 OSGOOD STREET NORTH ANDOVER, MASSACHUSETTS Prepared For: Pond Pasture LLC 575 Osgood Street North Andover, Massachusetts 01845 i Prepared By: John Turner Consulting, Inc. n 19 Dover Street l! Dover, New Hampshire 03820 JTC Project No.: 16-15-034 October 4, 2016 DOVER,NH I WORCESTER,MA I t ESTFIELD,MA I PORTLAND,ME I WEST HARTFORD,VT I JOHNSTON,RI TABLE OF CONTENTS D a Report Text, 0 Limitations, & Tables Test Location Plan 0 Test Pit Logs a a Geotechnical Laboratory Testing Reports Q Site Photographs a ' 0 n D 0 ' Report Text Limitations & Tables TrJ) TC Proposed Edgewood Small House Project-North Andover,Massachusetts '"o"x ll Supplemental Infiltration Testing Report(Revision 1)-October 4,2016 SUPPLEMENTAL INFILTRATION TESTING REPORT (Revision 1) Y Prepared b : P JOHN TURNER CONSULTING, INC. 19 Dover Street Dover,New Hampshire 03820. Qwww.ConsultJTC.com TO: Bob Coppola Pond Pasture, LLC a 575 Osgood Street North Andover, Massachusetts 01845 I FROM: Sarah Kurtzer /Rachel Guptel Judson Zachar, P.E. Staff Geotechnical Engineer Senior Geotechnical Engineer DATE: October 4, 2016 r j RE: SUPPLEMENTAL INFILTRATION TESTING REPORT (Revision 1) �J PROPOSED SMALL HOUSE PROJECT EDGEWOOD RETIREMENT COMMUNITY NORTH ANDOVER,MASSACHUSETTS JTC PROJECT NUMBER: - 16 15-034 John Turner Consulting, Inc. (JTC) is pleased to present this Supplemental Infiltration Testing Report for the proposed Small House Project to be located in the Edgewood Retirement Community at 575 Osgood Street in North Andover,Massachusetts. JTC conducted supplemental test pits, soil sampling, laboratory testing, and infiltration testing in general accordance with requests by SMRT Architects and Engineers and the Town of North Andover Planning Board on September 16, 2016. a1.0 TEST PITS JTC subcontracted Will Davis Excavation to perform four(4)test pits (designated as B-A through B-D, inclusive), via a rubber tracked Yanmar Vio45. The test pit locations were selected and pre- marked by SMRT Engineers for the purpose of infiltration testing (IT). Three of the test pits targeted the locations of proposed underground infiltration systems (elevations +176, +175, and +175). A fourth test pit targeted an area north of the proposed parking area at elevation+180. The attached Test Location Plan depicts the approximate test pit locations. a JTC directed the excavation and testing activities and logged the subsurface conditions encountered at each test pit location. The test pits were advanced to depths ranging from 7-10 feet below the ground surface (bgs). Detailed records of the excavation, including soil, bedrock, and groundwater conditions observed at each test pit location are provided on the attached Test Pit Logs. Photographs of the test pits and soils are included in the attached Site Photographs. Page 1 of 4 Proposed Edgewood Small House Project—North Andover,Massachusetts 4TC Supplemental Infiltration Testing Report(Revision 1)—October 4,2016 r � D 2.0 GEOTECHNICAL LABORATORY TESTING Bulk soil samples were collected at 4.5 feet bgs for geotechnical laboratory testing at our in-house a laboratory. The following tests were performed: • 4 Moisture contents; a • 4 Particle-size analyses; and • 4 Hydrometer analyses. Geotechnical laboratory testing was performed in general accordance with ASTM procedures. Table 1 (attached) summarizes the test results, including the particle-size distributions and the a associated soil classifications. Individual test results are provided on the attached Geotechnical Laboratory Testing Reports. It should be noted that the soil conditions were very dry at 4.5 feet bgs, as evidenced in the laboratory testing reports. 3.0 INFILTRATION TESTING JTC installed a 4-inch diameter Schedule 40 polyvinyl chloride (PVC) casing in four separate test p pits (B-A through B-D, inclusive) for the purpose of infiltration testing. Each test pit was backfilled with soil cuttings upon test set up completion. 3.1 Infiltration Test Procedure n JTC performed an infiltration test at each test pit location, as follows: LJ • Each PVC casingwas at 4.5 feet bgs and backfilled with soil cuttings; ga • An approximately 2-inch thick layer of fine gravel was placed at the bottom of the casing to protect the soil at the bottom of the casing from scouring and sedimentation; • Each casing was filled with water to 2 feet above the bottom of the boring to "pre-soak" for approximately 24 hours; and • The next day, each casing was re-filled with water to 2 feet above the bottom of the trench and the subsequent water level drop was monitored/measured for I hour. This final procedure was repeated 3 times at each location. 3.2 Infiltration Test Results The test results are summarized in the following table. Page 2 of 4 Proposed Edgewood Small House Project-North Andover,Massachusetts Supplemental Infiltration Testing Report(Revision 1)-October 4,2016 Summary of Infltration Testing Test Sod Type, Rawls Rate Measured Allowable infiltration A Pit (Lab Analysis) (MAnfdtration Rate Rate No Stormwater Average of 4 (Factor of Safety. 2) Handb©ok) Measurements 'Inc >hour) 211 (inches y hour) (In /hour) ro B-A Sand 8.27 19.00 9.50, aB-B Sandy Loam 1.02 4.75 2.38 B-C Sandy Loam 1.02 4.25 2.13 l� B-D Loamy Sand 2.41 11..60 5.80 lb! The average rate of infiltration measured at locations B-A and B-D was significantly higher than locations B-13 and B-C. The soil at locations B-A and B-D contained a significantly higher a percentage of gravel and cobbles, thus influencing the infiltration rate. Additionally, JTC had difficulty seating the PVC casing at locations B-A and B-D due to the presence of cobbles/gravel, and may have resulted in some lateral dispersion of the water during the test. JTC recommends applying a minimum safety factor of 2 to the average of these measurements, as shown in the table above. 4.0 GROUNDWATER Two (2) piezometers were previously installed (June 2016) in borings BB-5 and BB-11 to depths of 15 and 20 feet bgs, respectively. Groundwater was measured in the piezometers over 24 hours after installation (on June 10, 2016) at depths of 9.3 and 9.2 feet bgs. Boring logs for BB-5 and BB-11 are attached. Groundwater was not present in these piezometers on September 27, 2016. Based on the information available, the groundwater encountered during drilling activities in June 2016 appears to have been a perched water table. OGroundwater was not encountered in any of the test pits performed during this supplemental investigation/testing program. Iron-oxide staining was observed at 4.25 feet bgs in Test Pits B-A and B-D, which may be indicative of a seasonal high water table at that depth/location. However, JTC's review of the"Surficial Geologic Map of the Salem Depot-Newburyport East-Wilmington- Rockport; 16 Quadrangle Area in Northeast Massachusetts" (Stone, Stone, and DiGiacomo-Cohn et. all, 2006; Open File No. 2006-126013) indicates that an oxidized zone is generally present in the upper part of the "Lower Till". This zone commonly shows closely-spaced joints that are stained with iron and manganese oxides that formed during a period of interglacial weathering. Site groundwater levels should be expected to fluctuate seasonally and in response to precipitation events, construction activity, site use, and adjacent site use. Page 3 of 4 O „ JTC Proposed Edgewood Small House Project-North Andover,Massachusetts t T _t-,1”' _ Supplemental Infiltration Testing Report(Revision 1)-October 4,2016 5.0 CONCLUSION We trust the contents of this report are responsive to your needs at this time. Should you have a any questions or require additional assistance,please do not hesitate to contact our office. a a 0 a D n D a a 0 Page 4 of 4 a TC {:lid TuR R'C_:),N,,:.. TING LIMITATIONS Explorations 1. The analyses and recommendations presented in this report are based in part upon the data obtained from widely-spaced subsurface explorations. Subsurface conditions between exploration locations may vary from those encountered at the exploration locations. The nature and extent of variations between explorations may not become evident until construction. If variations appear, it will be necessary to re-evaluate the recommendations of this report. 2. The generalized soil profile described in the text is intended to convey trends in subsurface conditions. The boundaries between strata are approximate and idealized and have been developed by interpretation of widely-spaced explorations and samples; actual strata transitions are probably more gradual. For specific information, refer to the individual test pit and/or boring Q logs. 3. Water level readings have been made in the test pits and/or test borings under conditions stated on the logs. These.data have been reviewed and interpretations have been made in the text of this report. However, it must be noted that fluctuations in the level of the groundwater may occur due to variations in rainfall, temperature, and other factors differing from the time the measurements awere made. Review D4. It is recommended that John Turner Consulting, Inc. be iv given the opportunity to review final design drawings and specifications to evaluate the appropriate implementation of the geotechnical engineering recommendations provided herein. 5. In the event that an changes in the nature design, or location of th Y g gn, e proposed areas are planned, the conclusions and recommendations contained in this report shall not be considered valid unless Q the changes are reviewed and conclusions of the report modified or verified in writing by John Turner Consulting,Inc. Construction 6. It is recommended that John Turner Consulting, Inc. be retained to provide geotechnical engineering services during the earthwork phases of the work. This is to observe compliance with a the design concepts, specifications, and recommendations and to allow design changes in the event that subsurface conditions differ from those anticipated prior to the start of construction. Use of Report 7. This report has been prepared for the exclusive use of Pond Pasture, LLC in accordance with generally accepted soil and foundation engineering practices. No other warranty, expressed or implied, is made. Q8. This report has been prepared for this project by John Turner Consulting, Inc. This report was completed for preliminary design purposes and may be limited in its scope to complete an accurate bid. Contractors wishing a copy of the report may secure it with the understanding that its scope is limited to preliminary geotechnical design considerations. TABLE 1 aSummary of Geotechnical Laboratory Testing (Particle-Size Distributions &Associated Soil Classifications) , Ex location Sam le wSam le p p .>�. '.., p 1<:, „_�. No. _.. No, . Particle Size USCS b- Pcle-Size USDA l_ arti- m ,.,,.. . Name Texture ._. �� e F , ..,„v Term. �a.,, Descn tion. ..,..,. .Whole .,:«,,.3. M�nush.,°, b,Pa�>,_� ,Nam <.,�.., . -,�.S mbol <_. Term .. Descn tion , Wh e # , �,, tee_ ,,r. „e�.ee� timed � ,. , .a.,e.a. ,,, .. -.. ,..< �.< , < red.. .. . . ,eqe_� e .,ee,e, . < o. L..„:>GL,.e 4i.. , ✓' .. ;::" e.: w �. ee .. -c , h ,a ,..tis>$, d a>,, a.,. x e..e >'f5..Rhino, a a ° . > ... .. . .r,....,.,, r ,0 >.:. ..............<.<. ., .,.r...,.,.. ,.. ,.. 9 >,„e.e 1855 .tie..,,,..r,t m, zti..... ..<. O > b S 9 a .. ,..e / ,. ,,._ ,.,ee._ae. e 9 ° (. .) ( Cobble 1211 -311 16.4 0.0 .. " �� Cobble 1211 - 311 16.4 0.0 �= Gravel >. = 3",--4..750 mm,.; 47_.4 Sb.7 � Gravel 3" -2.000 mm 56.8 0.0 B-A B-A 4-5 Sand 4.750 mm-0.075'mm Gravel w/sand &silt, Very Gravelly 31.9 38 2 ,--,,.- GW GM Sand 2.000 mm-0.050 mm 22.9 85.4 Sand e>,<. <, occ:tto some cobbles ; Sand Silt>> 0.075 mm -0:005 rimm -.. `3 8 4 5 Silt 0.050 mm�-0.002 mm 3.8 14.2 Clay <0.005 mm 0.5 0.6 Clay <0.002 mm 0.1 0.4 s Ex ,loratron a, . Sa►n .te, Sam .le. = ed99,.P ,.,ee e � e ye 9 , »°, e c a. 9 .a., sud. $,e,.e...,. .es es.:.:., ... e e....e x,xe.e.e:,,.,eeee,,. ,.,:,>, <,.,. ,. .. ., ... .>- ..,... s.,...., USDA.:: � .. _, .. ,,.tie..,.° r ,,,,>.e,. .... >>.,.>.. a e..°. ,>>ee,... S�z , > ,..,e�� � >�, Particle Size � ° � _ � 4 Partrcle e - Ni a De th e,e ._ ° U5CS ,.._ 9 �.a _ 9 y ,; , < � e..e,._._ „>>ee�:r r ,r< , e e�..�„�;.e .,.. -e. ,°e, 9;.>, ..ee .; P,, >>,. .. ,q.. tie, -;;, , .. . ,e.>,� > <<eee,., .,tie ti s : - � �,� �.. �e.E ,e,e..ee_ - <�,r .. .., f 9 a., ,�. s,ti % _ . , o„ n �.:. .>. ,a. ,„<.p ,.e��he _ »s...,. e.-;;,.. Description � Texture Neem=. .,,.. Term, ..>%.., Descn tion-----., Whole 3,ee Minus. , ,.... Name S mbol., Term Whole #10 Minus Name, < ft «., . .d �e,„ ft�.b sm< , .. a »ra. . / Class Cobble' 12113" 0.0 0.0 Cobble 1211 - 311 0.0 0.0 Gravel °,3 4.750:rrim 11 8. ., , 11 8'.:.. _4 .°' Gravel 3,' -2.000 mm 13.8 0.0 �: Silty sand;" Sandy B-B B-B 4- 5 Sand 4.750 mm -0.075 mm 52.0 52.0 -SM Sand 2.000 mm -0.050 mm 52.3 60.7 Sandy Loam few gravel Loam Silt 0.075 m' -0.005 mm 33.9 33.9 Silt 0.050 mm -0.002 mm 32.8 38.0 Clay <0.005 mm,, 2.3 2.3 Clay <0.002 mm 1.1 1.3 a Explocation_., <Sam le_ �>.1-14-1 ,. Sam a.�. �'... �. + ea<e�e. p tee., - f .:, =,,,«a;-.- e;�; �",: •. / !! SVP r/i' .ry,< _ /f, „> ../' .N,l, .Y F.,., .,k'?4 .fr. /,..:,5,,,, �,d% .l / 3�.YP[�,a$a', s �U-,r/,' _ , .,, >ea - .Pew,...:.,... ,e„,n,,... .e..,,�...- ,,,w - - No. No Deth „ Particle Size='� .�. . n,�- � �" ;,, n'. USCS � Particle-Size � USDA KM') a ..., >, m Texture r a�. : ,>.<><w> . ��#1 Min s e Na er D i � „>..,�ew, „ ti , ,<.._ � . . _, > _,..> Descn tion.. Whole 0 u, < ,,.>Te,m ,,,>e,. escr ton Whole 3 Minus= e.e Name <.eS mbol > Term,, ., ��,„ex:e,ee> p Y� r .ee < eClass o e_ Cobble 1211 -311 0.0 0.0 _, Cobble 12' - 3" 0.0 0.0 Gravel:': 31 4.750 mine.` 13.7 13.7 Gravel 3" -2.000 mm 14.9 0.0 Silty sand, Sandy B-C B-C 4-5 Sand 4.750 mm -0.075 mm 49.9 49.9 SM Sand 2.000 mm -0.050 mm 50.8 59.7Sandy Loam few gravel „ - Loam silt 0.075 mm--0:0,05.mm 34.3 _ .. 34 3 Silt 0.050 mm -0.002 mm 33.2 39.0 -- Clay <0.005 mm 2.1 2.1 Clay <0.002 mm 1.1 1.3 ' >i-Am,.,,.,_. c: x fxploration Sample r y Sample , :cam b. �.e 9 e r "tie, e N 9 9 9 ase e 3�" . . „ e. y_ e , tie�e %� � > ... a ,. a t , � > .,. , e9,d ,.e a $ „. -. ,.>>er q 1. ve . ._., �.e,.e .ro, ., , :: es.x a """1- r�.. .. tie..,,..., e,,e. � r ,s .. ... 3,. .ser>$.6.. e„- m a -.'a';.... .,>. ,..:.;_ ... ,. >.. ... -.. ,,,...'. � >. , e , , P, � e e,es.e �..e. >, _.,.. USDA r .,> e,.e „e... Particle Size <6. >,e m>° , e: � _ , e, Particle.Size:.. .. „_ ,,° � � the,�. ex � � ,e _..� ro ,,°rF < ., e -„fir,a .n ,a ._. ee:.e..„ °.,. .ee.,,,.>.....,, .a. ,>,.e.P: r<>_..- ... ,... .,. �.,�.._. ,. > -._,. Oil,.6. e=,-. .... .> ,.e.,- .,. ..b. _ .,aa:.,e.e>.,> .- .n.>„:°... .,. ,' .,.. ._,,. :.: ,;.:,,.,.>..e.- . ..,., .e �. ... ,... ... a`°.. ..: ,. >., Term >,e.,. Descc� tion.;.;.' W:' I n: _„< me Descn tion Whole: #10 Minus Name. Texture - p ho e 3 Minus Na Symbol Term p -e M Class ft.b o Cobble 12'1 -311 13.6 0.0 Cobble 1211 - 3" 13.6 0.0 Gravel �. '3"-4.7507nm 44 2 _ 5.1:2 Gravel 3" -2.000 mm 49.1 0.0 „ Gravel w/silt&sand Very Gravelly „ Loamy B-D B-D 4-5 Sand 4.750 mm-0.075 mm 33.0 38.2 GP-GM; Sand 2.000 mm -0.050 mm 29:0 77.8 occ.to some cobbles Loamy Sand , Sand Silt 0.075 mm-0.005:mm 8.3 , x'9.6 . Silt 0.050 mm -0.002 mm 7.8 20.9 Clay <0.005 mm 0.9 1.0 < _ Clay <0.002 mm 0.5 1.3 Prepared By/Date: TCC 09/29/16 `� Checked By/Date: RG 10/03/16 Test Location Plan 1 t` k 4' tpy w e fX, ' "ate � 1� �3� f�,',� `-'`.. ~; �•_ l' '"---•� §•.\ ?. ; < z . e , t- 31C SoIL GROUP CGROUP y y OQl{i y, _L0 UP P,I I? rov Fq i. !� '!p• X3.9 13—C 41 2 n 14 w!'ry ,t�11k k t"R `' \ `"-. 1 i44 } AY 4: 7 # C t A4 �. g ' Notes: 1. Test pits were performed on September 27, 2016 under the direction of JTC. Infiltration tests were performed on September 28, 2016. The test locations were pre-marked by the project's surveyor, MHF design. JTC excavated as close as possible to the pre-marked locations,under the constraints of equipment access and stipulation of no tree cutting. 2. Refer to the Test Pit Logs for the subsurface conditions encountered at each test location. 3. Basemap source(s): September 19,2016"Site Boring Plan"prepared by SMRT. 4. Not to Scale. Pond Pasture, LLC Proposed Edgewood Small House Project 575 Osgood Street 575 Osgood Street North Andover, Massachusetts 01845 North Andover, Massachusetts 01845 TEST LOCATION PLAN yr Test Boring Logs I TrITC TEST PIT LOG Test Pit No.: B-A PROJECT EDGEWOOD SMALL HOUSE PROJECT PROJECT NO. 575 OSGOOD STREET N ANDOVER MA 16-15-034 CLIENT DATE POND PASTURE LLC 9-27-16 LOCATION ELEV. SEE TEST LOCATION PLAN +182 FT EXCAVATION METHOD LOGGER 11 YANMAR VI045 RG/SK DEPTH TO-Water: NA When checked: SOIL SYMBOLS ELEVATION/ AND SAMPLERS y DESCRIPTION DEPTH GRAPHIC uSCS m 182 0 Dark brown,silty sand(SM)-frequent organics,frequent rootlets;moist: FOREST MAT Orange brown,silty fine sand(SM)-trace rootlets,occasional cobbles;dry: L� SUBSOIL .�� Brown,silty fine to medium sand(SM)-trace coarse sand,few gravel, 180 2 occasional cobbles;dry:UPPER GLACIAL TILL l Tan,gravel with sand and silt(GW-GM)-occasional to some cobbles;dry: LOWER GLACIAL TILL 178 4 6"seam iron oxide staining at 4.25 feet bgs 176 6 174 8 j Bottom of test pit at 8 feet bgs 172 10 Notes: TEST PITS WERE BA CKFILLED UPON COMPLETION OF INFILT RATION TEST John Turner Consulting TC TEST PIT LOG Test Pit No.: B-B PROJECT EDGEWOOD SMALL HOUSE PROJECT PROJECT NO. 575 OSGOOD STREET N ANDOVER MA 16-15-034 CLIENT DATE POND PASTURE LLC 9-27-16 LOCATION ELEV. SEE TEST LOCATION PLAN +176 FT EXCAVATION METHOD LOGGER YANMAR VI045 RG/SK DEPTH TO -Water: NA When checked: SOIL SYMBOLS ` ELEVATION/ AND SAMPLERS Y DESCRIPTION DEPTH GRAPHIC m uSCS 176 0 ✓✓✓✓ Dark brown,silty sand(SM)-frequent organics,frequent rootlets;moist: ✓✓J FOREST MAT Tan,silty fine sand(SM)-trace rootlets; dry: SUBSOIL 174 2 ..... Light brown,silty fine to medium sand(SM)-trace coarse sand,few gravel; dry:UPPER GLACIAL TILL illZ 172 4 Light tan,silty fine sand(SM)-few gravel,occasional cobbles;dry: LOWER GLACIAL TILL 17016 0 168 8 166— 10 � Bottom of test pit at 10 feet bgs Notes: TEST PITS WERE BACKFILLED UPON COMPLETION OF INFILTRATION TEST John Turner Consulting TEST PIT LOG n Tr7JTC I< Test Pit No.. B-C �J PROJECT EDGEWOOD SMALL HOUSE PROJECT PROJECT NO. CLIENT 575 OSGOOD STREET N ANDOVER MA 16-15-034 DATE POND PASTURE LLC 9-27-16 LOCATION ELEV. SEE TEST LOCATION PLAN +172 FT EXCAVATION METHOD LOGGER YANMAR V1045 RG/SK DEPTH TO -Water: NA When checked: SOIL SYMBOLS ELEVATION/ AND SAMPLERS Y DESCRIPTION DEPTH GRAPHIC j USCS m 172 0 Dark brown silty sand SM frequent organics frequent rootlets;moist: J J✓ FOREST MAT Tan, silty fine sand(SM)-trace rootlets,occasional cobbles;dry: SUBSOIL �? Light tan,silty fine to medium sand sand(SM)-few gravel,occasional J 170—2 cobbles;dry:LOWER GLACIAL TILL k 1684 o� 1666 164 8 162 10 Bottom of test pit at 10 feet bgs Notes: TEST PITS WERE BACKFILLED UPON COMPLETION OF INFILTRATION TEST John Turner Consulting TC TEST PIT LOG p Test Pit No.. B D PROJECT EDGEWOOD SMALL HOUSE PROJECT PROJECT NO. 575 OSGOOD STREET N ANDOVER MA 16-15-034 fl CLIENT DATE POND PASTURE LLC 9-27-16 LOCATION ELEV. SEE TEST LOCATION PLAN +170 FT EXCAVATION METHOD LOGGER YANMAR VI045 RG/SK DEPTH TO-Water: NA When checked: SOIL SYMBOLS ELEVATION/ AND SAMPLERS Y DESCRIPTION DEPTHGRAPHIC USCS 170 0 Dark brown,silty sand(SM)-frequent organics,frequent rootlets;moist: T - FOREST MAT 1 I Tan,silty fine sand(SM)-trace rootlets,occasional cobbles;dry: SUBSOIL 1 Tan brown,silty fine to medium sand(SM)-trace coarse sand,few gravel, n 168 2 occasional cobbles;dry:UPPER GLACIAL TILL In Lam; Light tan,gravel with silt and sand(GW-GM)-occasional to some cobbles; x dry:LOWER GLACIAL TILL 166--4 6"seam iron oxide staining at 4.25 feet bgs 4 164 6 Bottom of test pit at 7 feet bgs 162--8 160-- 10 1 Notes: TEST PITS WERE BACKFILLED UPON COMPLETION OF INFILTRATION TEST John Turner Consulting --+ PROJECT: Proposed ] g Small House Project-Ed ewood Retirement PROJECT NO.: 16-15-034 _ TC Tr)("IN TURNER C�() CLIENT: Pond Pasture,LLC ` I PROJECT LOCATION: North Andover,MA LOCATION: See Boring Location Plan ELEVATION: LOG OF BORING DRILLER: Soil Exploration Corp. LOGGED BY: AL DRILLING METHOD: 4.25"ID Hollow Stem Augers DATE: 6/9/16 No. BB-5 DEPTH TO-WATER>INITIAL: Q:1- 10 AFTER 24 HOURS: 9.3 CAVING> -L C TEST RESULTS o (� M O a {U1�11 aa� N a ao 3 U) N a� a� Description > m Z m o Plastic Limit �� Liquid Limit Well/Piezo v c7 cn V o Water Content- 0 W Penetration- 0 10 20 30 40 50 Dark Brown,silty sand(SM),loose,moist;FOREST J J w MAT r -frequent organics J J J :.... ......:......:..... .. . c -frequent cobbles from 3 to 5 ft.bgs. J J J J J J .� 3 Tan,silty fine to medium sand(SM),trace coarse sand, 5 4 trace gravel,dense,moist;UPPER GLACIAL TILL 4 12 H - occasional cobbles to 10 ft.bgs 17 77/ R 1 1s y 22 .............. cg ... .... $ 4` a c 1 1 zs �8 0 y Tan brown,silty fine to coarse sand(SM),few gravel, 33 very dense,moist; LOWER GLACIAL TILL 2 ss -orange mottling throughout 12 I z S -water @ 10 ft.bgs `o N : : Y .... .. ..... .... .... ... ... 1 C y Boring terminated at 15 ft. . 16 16 .... ... .... .... ... .... C O S ......... ....... 0 �H 20 ........................................ 20- 24 ............. ...... 24— ..... ... ... ... 28 ......... 28 Figure PAGE 1 of 1 PROJECT: Proposed Small House Project-Ed ewood Retirement PROJECT NO.: 16-15-034 TCCLIENT: Pond Pasture,LLC PROJECT LOCATION: North Andover,MA RN1111 CONSUL MC-1 LOCATION: See Boring Location Plan ELEVATION: LOG OF BORING DRILLER: Soil Exploration Corp. LOGGED BY: AL DRILLING METHOD: 4.25"ID Hollow Stem Augers DATE: 6/10/16 No. BB-1 I DEPTH TO-WATER>INITIAL: -Q7 18 AFTER 24 HOURS: = 9.2' CAVING> f. C TEST RESULTS O V 4) N O a 3 c CL w Description w m E z° m o * Plastic Limit �---� Liquid Limit Well/Piezo C9 to v o Water Content- • ���JJJ W Penetration- 10 20 30 40 50 r 0 Dark Brown,silty sand(SM),loose, moist;FOREST i 0 I N MAT 1 3 �•, -frequent organics 5 Orange brown,silty fine sand(SM, loose,moist; ...... ............... I SUBSOIL .....:.......:...... ....:............ - trace rootlets V4 1 :...... ......:............ ..... 4- ran,silty fine to medium sand(SM),trace coarse sand, d few gravel,dense, moist;UPPER GLACIAL TILL10 a A 2 23 0 25 ..:............. m E 8 ... g c 10- 13 $ NTan brown,silty fine to coarse sand(SM),few gravel, 30 very dense,moist; LOWER GLACIAL TILL 3 38 as • o� 12 ••12 r .O .... ... .... .... ... . .... a ) 21 c 1s 4. H 33 16 4 51 6 45 (D $ ........... E -water @ 18 ft.bgs ............. . .... .... ... . .... w . .y F 2045 134 '20 . . . . . . . . . 59 . . . . . 75/5" Boring terminated at 22 ft. ......... ......... 24 ............ ........................... 2a ... ... u ....................................... 26 28 Figure PAGE 1 of 1 I Geotechnical Laboratory Testing Reports C Particle Size Distribution Report C C O O o o 0 0 0 0 0 o v o 100 90 70 Z_ 60 Z ou 40 CL 30 20 10 0 i �I - 100 10 1 0.1 0.01 0:001 GRAIN SIZE-mm. %Cobbles %Gravel %Sand %Fines Coarse Fine Coarse Medium Fine Silt Clay 16.4 24.7 22.7 9.4 11.2 11.3 3.8 0.5 TEST RESULTS Material Description Opening Percent Spec Pass? Size Finer (Percent) (X=Fail) 5 100.0 3 s3 6 Atterberg Limits(ASTM D 43181 2 77.8 PL= LL= PI= 11/2 73.2 1 66.2 Classification 3/4 58.9 USCS(D 2487)= AASHTO(M 145)= 1/2 50.2 3/8 46.3 Coefficients #4 36.2 D90= 106.0508 D85= 88.2864 D60= 19.8562 #10 26.8 D50= 12.5257 D30= 2.8151 D95= 0.3938 #20 20.6 D 0.2166 C = 91.69 C = 1.84 440 15.6 10= U- c #50 12.7 Remarks #loo 7.s 4200 4.3 In-Situ Moisture:4.6% 0.0368 mm. 1.8 0.0235 mm. 1.1 0.0136 mm. 1.1 0.0097 mm. 0.7 0.0069 mm. 0.7 Date Received: 9-27-16 Date Tested: 9-28-16 0.0034 mm. 0.2 Tested By: Jeff Young 0.0014 mm. 0.1 Checked By: Travis Carpenter Title: Director of Geotech.Eng. (no specification provided) Location:B-A Date Sampled: 9-27-16 Sample Number: 16-952 Depth:4'-5' Client: Pond Pasture,LLC �u Project: Proposed Edgewood Small House Project ' 111 11 0 J Project No: 16-15-034 Figure 009 Particle Size Distribution Report _ o00 000 0 0 � 0 100- I I I I I I I I I I I I I I I I I I I I I I I I I I I I 90 I I I I I I I I I I I I i I 80 I I I I I I I I I I I I I I I I I I I I I I I I I I I I 70 I I I I I I I I I I I I I I I I I I I I I I I I I I I I LL1 I I Z 60 I I I I I I I I I I I I I I L I I I I I I I I I 1 I I I I I r I 50 I I I I I I I I I I I I I I C W I I I I I 1 I I I I I I I I I of 40 I W I I t I I I I I I I I I I I I I I 30 I I I I I I I I I I I I I I `I 20 I I I I I I I I I i I I I li I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 I 1 1 10 1 I I I I I I I 1 I 1 I Ij li - O I I I I I I I I I I I I I I y II 100 10 1 0.1 0.01 0.001 GRAIN SIZE-mm. %Cobbles %Gravel %Sand %Fines I Coarse Fine Coarse Medium Fine Silt Clay 0.0 29.5 27.2 11.2 13.4 13.6 4.5 0.6 TEST RESULTS Material Description Opening Percent Spec." Pass? Size Finer (Percent) (X=Fail) 5 100.0 3 100.0 Atterberg Limits(ASTM D 43188 2 93.1 PL= LL= PI= 11/2 79 z Classification. 3/4 70.5 USCS(D 2487)= AASHTO(M 145)= 1/2 60.1 3/8 55.4 Coefficients II #4 43.3 D90= 43.3863 D85= 33.0291 D60= 12.6325 #10 32.1 D50= 6.9566 D30= 1.6163 D15= 0.2959 #20 24.6 D10= 0.1720 Cu= 73.43 Cc= 1.20 #40 18.7 #50 15.1 Remarks 4200 5.11 In-Situ Moisture:4.6% 0.0368 mm. 2.1 Note: 0.0235 mm. 1.3 This report is based on material passing the 3"sieve,per USCS. I 0.0136 mm. 1.3 0.0097 mm. 0.9 Date Received: 9-27-16 Date Tested: 9-28-16 0.0069 mm. 0.8 0.0034 mm. 0.3 Tested By: Jeff Young 0.0014 mm. 0.1 Checked By: Travis Carpenter I Title: Director of Geotech.Eng. (no specification provided) Location:B-A Date Sampled: 9-27-16 I Sample Number: 16-952 Depth:4'-5' Client: Pond Pasture,LLC Bit 7 -11 Project: Proposed Edgewood Small House Project Li Project No: 16-15-034 Fi_ ure 009 J Particle Size Distribution Report C C C C C C O O O O O O O 0 O (O t+J 100 90 p 80 I 70 I I I I I I I I I I I I I I W I I I I I I I I I I I I I I Z 60 I 1Z I I I I I I I I I I I I I I I I I I I I I I I I I I I I I Z 50 I I I I I I I I I I I I I I I I w 40--- I I I W I I I I I I I I I I I I 1 I I 30 I I I I I I I I I I I I I II I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 20 I I I I I I I I I I I I I I I I I I I I I I I I I I 10 II I I I I I I I I I 100 10 1 L 0.1 0.01 0.001 GRAIN SIZE-.mm. %Cobbles %Gravel %Sand %Fines Coarse Fine Coarse' Medium Fine Silt Clay 0.0 6.4 5.4 � 2.0 10.3 � 3 9.7 � 33.9 � 2.3 TEST RESULTS Material Description Opening Percent Spec.' Pass? Size Finer (Percent) (X=Fail) 3 100.0 2 98.7 Atterberg Limits ASTM D 43181_ 11/2 97.8 PL= LL= PI= 1 94.6 3/4 93.6 Classification 10 1/2 92.0 i USCS(D 2487)= AASHTO(M 145)= 3/8 90.9 Coefficients #4' 88.2 D90= 7.6716 D85= 1.4463 D60= 0.1713 #10 86.2 1350 0.1156 D30= 0.0638 D15= 0.0420 #20 82.1 D10= 0.0277 Cu= 6.19 Cc= 0.86 #40 75.9 #50 71.3 Remarks #100 56.8 In-Situ Moisture:5.2% #200 36.2 0.0358 mm. 11.4 0.0229 mm. 9.1 Date Received: 9-27-16 Date Tested: 9-28-16 0.0134 mm. 6.8 0.0097 mm. 3.3 Tested By: Jeff Young 0.0069 mm. 2.6 Checked By: Travis Carpenter 0.0034 mm. 1.9 0.0014 mm. 0.8 Title: Director of Geotech.Eng. (no specification provided) Location:B-B Date Sampled: 9-27-16 Sample Number 16-953 Depth:4'-5' Client:. Pond Pasture,LLC ����,.•� �^ Project: Proposed Edgewood Small House Project � .a a 0,. Project No: 16-115-034 Figure 010 0 Particle Size Distribution Report C C O O O C C O O O O O O V O 100 i fill,90 1 80 70 ' Z 60LL - Z 50 W X 40 W ILNL 30 i i i i 20 10 100 10 1 0.1 0.01 0.001 GRAIN SIZE-mm. %Cobbles %Gravel %Sand %Fines Coarse Fine coarse MediumFine Silt Clay 0.0 32.1 19.0 5.8 15.8 16.7 9.6 1.0 TEST RESULTS Material Description Opening Percent Spec.* s?Size Finer (Percent) FPas X=Fail) _ 4 100.0 3 100.0 Atterber Limits ASTM D 4318) 2 91.3 11/2 83.4 PL= LL= { Pl= 1 75.1 3/4 67.9 Classification 1/2 60.4 USCS(D 2487)= AASHTO(M 145)= 3/8 56.6 I #4 48.9 Coefficients #10 43.1 1390= 48.6214 D85= 40.6776 D60= 12.3806 #20 36.0 D50= 5.3570 D30= 0.5203 D15= 0.1387 #40 27.3 D10= 0.0685 Cu= 180.76 Cc= 0.32 #50 22.6 #100 15.6 Remarks #200 10.6 0.0358 mm. 5.8 In-Situ Moisture:4.7% 0.0230 mm. 4.0 Note: 0.0134 mm. 3.4 This report is based on material passing the 3"sieve,per USCS. 0.0095 mm. 2.8 0.0069 mm. 1.6 Date Received: 9-28-16 Date Tested: 9-28-16 0.0034 mm. 0.9 0.0014 mm. 0.4 Tested By: Checked By: Title: (no specification provided) Location: B-D Date Sampled: 9-28-16 Sample Number: 16-955 Depth: 4'-5' Client: Pond Pasture,LLC Project � Project: Proposed Ed ewood Small House Pro� 1 P g J �,w a Proiect No: 1.6-15-034 Figure 012 Site Photographs Proposed Edgewood Small House Project 575 Osgood Street North Andover,Massachusetts SITE PHOTOGRAPHS Se a h 1: Test pit B-A 2: Oxidation line in test pit B-A at—4.25' bgs - s3�� /� Y^ w 3: Soils removed from test pit B-A 4: IT set up in test pit B-A ' wt ° . �W ON 5: Test pit B-B 6: Soils removed from test pit B-B Page 1 of 2 Proposed Ed ewood Small House Project TC 575 Osgood Street North Andover,Massachusetts SITE PHOTOGRAPHS Vwk— W is }kms i i ra "as mw 7: Test pit B-C 8: Soils removed from test pit B-C m� �a yr *. ?X+se"f y�F aC wa aS N� aU 9: Test pit B-D 10: Soils removed from test pit B-D Page 2 of 2 Enter your data into the yellow highlighted cells Password=Texture Sand Cla - . Silt �, a.... R. . .� -., - :USDA-Texture ...e, z .. .. 0 88.00% '. 0.50% %Silt 1 11.50% =SAND Boring B-A f , " 59.00% .2.00% %Silt 2 39.00% SANDY LOAM BOrinq B-B » : '�, 58.00% �;;�. 3.00% %Silt 3 39.00% SANDY LOAM Boring B-C . 78.00% 3.00% %Silt 4 19.00% LOAMY SAND Boring B-D Optional Sand 1 Soil Texture Triangle •Very Coarse 0.00% •Coarse 0.00% • Medium 0.00% • Fine -0.00% 1-U00' •Very Fine 0.00% ')0 `. � e. Optional Sand 2, _ 0 •Very Coarse 0.00% •Coarse 0.00% ^^ •Medium0.00% 70 •Fine 0.00% •Veot Fine 0.00% (-)U :. .: 0 silty ' . ri Optional Sand 3 ,,tr lay cr Very• Coarse 0.00% satacly Y • Coarse 0.00% 40 --__ Clay __.. • Medium 0.00% silty Q9ay 1oam +^. • Fine 0.00% f clay loo Very Fine 0.00% 30 sa6tidy Clay 10111n �. {l: Icaataaa ; ilt. O OptiSand 4 %a ndyCRI Very• I Coarse 0.00% 1 Ditrl •Coarse 0.00% I o i-:t m Y %Medium 0.00% S t latl N;Al' • Fine 0.00%• ✓ C' _ i g3` a ✓ Very Fine 0.00% ;Mand: -Sepa.rate,.G,r"o II Enter your data into the yellow highlighted cells Password=Texture Sanda `Cla F ' Silt 51.00% 0.00% %Silt 1 49.00% SANDY LOAM Borinq BB-1' n� 52 00%g: 1 ", 0.00% %Silt 2 48.00% SANDY LOAM Boring BB-2 : Optional Sand 1 - - Soil Texture Triangle •Very Coarse 0.00% •Coarse 0.00% • Medium 0.00% •Fine 0.00% LOCI' •Very fine 0.00% 0 Optional Sand 2" •Very Coarse 0.00% •Coarse 0.00% ^^` •Medium 0.00% 7CI 1 Fine 0.00% \Cla.y - r� %Very Fine 0.00% �` Optional Sand 3,` . e C kl y Very• Coarse 0.00% Sandy.• # Ia�V _� � 40 -- C 11V Coarse 0.00% _ % Medium 0.00% cloy 110a- 11 silty . •Fine 0.00% rtE!£]CI�d clay'1oa m Very• Fine 0.00% 30 clay loa rn ;gilt. O tional Sand 4, ° sandy tr a m Ci Very• 1 Coarse 0.00% 10ani %Coarse 0.00% 1oan—IY ;� - Sil %Medium 0.00% 44E1,1d, ti tld� % Fine 0.00% ✓ �� fs _ __ �� %Very Fine 0.00% .�"ad :�iDsi[ t %—. D Particle Size Distribution Report 0 C C C C C C 0 0 0 0 0 0 0 0 04 CI) 0 (0 M N # # # # 100 4` i `moi 90 Jedi i i i i 4� i i i i i i i 80 i` 70 i Z 60 W 40U LU 30 20 0 100 10 1 0.1 0.01 0.001 GRAIN SIZE-mm. %Cobbles %Gravel %Sand %Fines Coarse Fine Coarse Medium FineSilt Clay 0.0 9.2 19.9 3.1 8.1 19.6 27.8 12.3 TEST RESULTS Material Description Opening Percent Spec.* Pass? Size Finer (Percent) (X=Fail) Silty sand with gravel,few clay T3 100.0 2 98.3 Atterberg Limits(ASTM D 4318) 1 94.1 PL= LL= PI= 3/4 90.8 1/2 85.8 Classification 3/8 82.9 USCS(D 2487)=SM AASHTO(M 145)= #4 70.9 Coefficients #10 67.8 D90= 17.8689 D85= 11.6447 D60= 0.4405 #20 64.1 D50= 0.1576 D30= 0.0343 D15= 0.0087 #40 59.7 D10= 0.0028 Cu= 159.86 Cc= 0.97 #50 56.9 #100 49.4 Remarks #200 40.1 In-Situ Moisture:4.2% 0.0293 mm. 27.0 0.0203 mm. 19.5 0.0121 mm. 16.8 Date Received: 10-21-16 Date Tested: 10-25-16 0.0087 inm. 15.0 0.0063 mm. 13.3 Tested By: Jeff Young 0.0032 mm. 10.6 Checked By: Travis Carpenter 0.0013 mm. 6.7 Title: VP of Engineering (no specificationrovided P ) Location,:TP-1 (GS-1) Date Sampled: 10-19-16 Sample Number. 16-1029 Depth: 12'-12.5' Client: Pond Pasture,LLC � Project: Proposed Edgewood Small House Project Proiect No: 16-15-034 Figure- 014 I Enter your data into the yellow highlighted cells Password =Texture Sand C ay Silt USDA Texture 51.500 °, 11.90% %Silt 1 36.60% LOAM gptvv % Silt 2 100.00% SILT % Silt 3 100.00% SILT � Y %Silt 4 100.00% SILT Optional Sand I Soil Texture Triangle %Very Coarse 0.00% % Coarse 0.00% % Medium 0.00% % Fine 0.00% 100 %Very Fine 0.00% Optional Sand 2 $C) %Very Coarse 0.00% %Coarse 0.00% ^ % Medium 0.00% \Ctay % Fine 0.00% •Very Fine 0.00% ' 60, ; ' o Optional Sand 3 .;. •Very Coarse 0.00%saild .1�1 ` •Coarse 0.00% 0 - C1{iy' _._.._: % Medium 0.00%• c1�� IC7K.trt� Fine 0.00% 30 sandy cls:,� 10aIII •Very Fine 0.00% clay Ioat O 1,(j it n�, I Optional Sand 4 N a n d y � •Very Coarse 0.00% I: I[ia,m % Coarse 0.00% I Ca 3 Ill y silt ' ,,. % Medium 0.00% ti44[Tldr.Il'1'C % Fine 0.00% ✓' ' %Very Fine 0.00% % TABLE 1 Summary of Geotechnical Laboratory Testing (Particle-Size Distributions &Associated Soil Classifications) Ex location .' Sam le,s,, Sam le n,n, ,e. .a,. Aai. .ran... ,�: "�. ,„.. ,n. „ � ,,:.. ,..: a .. ,.. :.�. Particle Size...., ., s ,w : , �, a a i �,_ _., .,- � � -e a .. >n. . �. IJSCS No, No. De th P rt cle Size e ,n. r, o..a$e+• » .0<v ,s...u,r b�� r l - - .. ... ..q .,,, >, a. � _. n ,, : Whole,.,, #10 Minus n NameTexture Term.. Desch Iron n> Whole , 3..,,Mmus .. Name S .mboly Term Descc� tion - e n n,�.,, p n .�a ns . .. 9.. t .: ,.,.<, ., ..S .rj,: < ..S✓,. ,,. .,.<, ..i "... .. <..... . - .,..: ..e. - ,,. J Class-;• ay Cobble 1211 -311 16.4 0.0 Cobble 12" - 311 16:4 0.0 m n Gravel 3 -4J50,_m.m 47 4. 5.b.7 Gravel 3 - 2.000 mm 56.8 0.0 `Gravel w/sand&silt, . = eryG Ily B-A B-A 4-5 Sand 4.750 mm -0.075 mm 31.9 38.2 GW GM v Sand 2.000 mm -0.050 mm 22.9 85.4 Sand occto Sand ave ll .ue sotne�cobbles Silt OA75 mm -O.00S`inIn3 8 e, 4.5-, - Silt 0.050,mm -0.002 mm 3.8 , 14.2 Clay <0.005 mm 0.5 0.6 Clay <0.002 mm 0.1 0.4 Cobble 1211 -311 0.0 0.0 Cobble 1211 - 311 0.0 0.0 Gravel 3";:4.750 mn 11.8 11.8 Gravel 3"- 2.000,mm 13.8 0.0 _ v ,. �. Silty sand;. � P � ndy B-B B-B 4- 5 Sand 4.750 mm -0.075 mm 52.0 52.0 a SM Sand 2.000 mm -0.050 mm 52.3 60.7 Sandy Loam k,.. e Sa fewgrav I�= Loam :Silt O;A75 mm-0.005`mm 33.9 3'3.9 Silt 0.050 mm -0.002 mm 32.8 3,8.0 - e ,e Clay <0.005 mm 2.3' 2.3 :� >- � � Clay <0.002 mm 1.1 1.3 Cobble 12" -3" 0.0 0.0 �,n Cobble 1211 - 311 - 0.0 0.0 Gravel 3"-4..750 mm .' 13 7 13.7 Gravel_ 3" -2.000 mm 14.9 0.0 Silty sand; �_ Sandy; B-C B-C 4-5 Sand 4.750 mm -0.075 mm 49.9 49.9 SM Sand 2.000 mm -0.050 mm 50.8 59.7 Sandy Loam :w Ug _ 34.31 w fewgravel , Loam e, i`Silt 0'.075 rrim'y'0.005_mm 34 3� 34.3, s Silt 0.050 mm -0.002 mm 33.2, 39.0 r, s _ Clay <0.005 mm-' 2.1 ` 2.1 Clay <0.002 mm 1�1 1:3 Cobble 1211 - 311 1.3.6 0.0 Cobble 12" -3" 13.6 0.0 Gravel 3" -4:750 mm '44 2 Gravel 3"- 2.000 mm 49.1 0.0 Gravel w/silt&"sand, �_ ,, Very Gravely Loamy B-D B-D 4- 5 Sand 4.750 mm 0.075 mm 33.0 38.2 GP-GM Sand 2.000 mm -0.050 mm 29.0 77.8 oc c:to some cobbles Loamy Sand Sand Silt; 0.075 mm` �0 005`mm 8.3 9.6 v Silt 0.050 mm -0.002 mm 7.8 20.9 , Clay <0.005 mm" 0.9 1.0 >' Clay <0.002 mm 0.5 1.3 Cobble 1211 - 311 0.0 0.0 Cobble 1211 -311 0.0 0.0 Gravel '' 3 4:750 mm 29:1 `� °29.1 '� Gravel 3 -2.000 mm 32.2 0.0 TP-1 Silty sand with-gravel, Gravelly GS-1 12- 12.5 Sand 4.750 mm -0.075 mm 30.8 30.8 SM Sand 2.000 mm -0.050 mm 34.9 51.5 d Loam 10 19 16 few cla :� _:. Loam (10/19/16) ) Silt 0.075 riim I l d 1-reM ItCME"Tiii ° i c Stormwater Management Report �I FEMA Flood Insurance Rate Map Appendix B L�J L� ARCHITECTURE ENGINEERING PLANNING INTERIORS ENERGY PrP .r°:a.cr , � �i _ � " � .. .• MAP SCALE 1" =500' 9 g €� 150 0500 1000 ,a FEET - � METER - - - Hit 3' s PANEL 0228F l FIRMYf FLOOD INSURANCE RATE MAP ESSEX COUNTY, MASSACHUSETTS (ALL JURISDICTIONS) PANEL 228 OF 600 ME (SEE MAP INDEX FOR FIRM PANEL LAYOUT) ' CONTAINS: COMMUNITYUN MBER PANEL SUFFIX NORTHANDOVER. 250098 0229 F TOWN OF Notice to User: The Map Number shown below should be used when placing map orders; the ° 4, ffu Community Number shown above should be used on insurance applications for the subject a community. MAP NUMBER 25009CO228F EFFECTIVE DATE s �AND5�0 JULY 3,2012 Federal Emergency Management Agency U ;Z ' This is an official copy of a portion of the above referenced flood map. It C} .COC�Z�ICjZe� Z was extracted using F-MITOn-Line. This map does not reflect changes which may have been made subsequent to the date on the the latest product information about National Flood Insurance Program flood maps check the FEMA Flood Map Store at www.msc.fema.gov tc1gle"wood eke . eer e r � it S -a-411 Pe Stormwater Management Report Pre-Development Drainage Analysis. Appendix C • Pre-Development Watershed Map (Sheet C-120) • Pre-Development HydroCAD Report j a ARCHITECTURE ENGINEERING PLANNING INTERIORS ENERGY P, ' aJ! 15 14 1 13 1 72 1 11 rnvu , 70 -- -- B g 7 6 5 4 3 2 1 . ovvn — / SUBCA7CHMENT TIME OF CONCENTRATION CALCULATIONS _ -- --- / I ' SHEET FLOW SIC FLOW SIC=5FLOW SIC FLOW SC101A -L-50 L=390;UNPAVED L60;UNPAVED L=398;UNPAVED 12.0 MIN L L S=0.0875 S=0.0840 S=0.0410 S=0.101 J SHEET FLOW SIC FLOW S/C FLOW 13.1 MIN / I Y Y SC101B L=50 L=380;UNPAVED L=788;UNPAVED / \ S=0.055 5=0.028 5=0.074 SC102A MIN TC 5.OMIN SC703AI MIN TC 1 1 15.0 MIN VEL H, /CTEEVE Ir1WL PI E'OVERwITPRE-DEVELOPMENT WATERSHED LEGEND /7 c� •qy{_ -M41 LIMIT OF DRAINAGE AREA . / / ,..'- -... I > > K TIME OF OONCENTRAT10N(rC)FLOW PATHIf I ' •q I 1 i \1 JIf \ AV , I I <4\ son III C 12"'.TERRA OT-A J 1 '\CULVERT(PLUGGED) " /1 J II � XI lVV _0_40p. '-' NON p0 0' '' ,.H 100.0" viiZONE,' 0 NONLAND BUFFER 1 I _ ' 11 / OJ URB ZONE 0:0'_7 - s F 0 CONSERVATION \ II PERIM SETBACK MAP36 LOT 24 11 \ It �l l ''�/,/I I .. _ ♦\p \... \ \ \ \ 1 \ I \ ,.<i `l �. , .• ` o N/F FAMILY-COOPERATIVE \ gg I �: 11 F/ - l .� PRESCHOOL \ f( �I1 549 OSGOOD STREETI� NORTH ANDOVER, MA 11 � � BOOK 6953 PAGE 100 F u DESIGN POyI J ' \ \ 0 ISSUED FOR PERMITTING E INT 3 OFF-SITE;EX.FIELD /� = \ n REV DESCRIPTION DATE \ 1' it \I t / / \ \ 1R0LOGICSOILGRCUPCo\_� / �_ _1 ISSUE PERMITTING r'. \ SC103A n - — ROLOGICSOILGROUPD 1 �I D FOR PERM NG _ u V/ \ \ _ \ 08 19 16 TRAIL CURRENT ISSUE STATUS: ` HmRbLa�Ic sol c„P> \ - � �r TRaL / � ,.. ..GIGS G OU�/ -� (nP)\_ I ...... ;`� 0 0 / J f PROJECT NORTH: 3\ .tEngineers, : `>•" IC SOIL GR'OUP� �Y \'e :- '•':`\ �.� / j 1,' SMRT Architects and Enginee 1 HrDROI �IL C��IOUP G - J \.' One Dundee Park,Suite 4 Andover,Massachusetts 01810 C A � " -- t 1 ` - •'iq O(ij0 / I •I J \ \�.- / 1 I , ,I\ 1.877.700.7678 J DG/c�soq G . v/ww.5mrtinc.com [—rrnlw wc nnxxI IR El— B 1 \ J - °\ / I \ \ ''•\ \ EDGEWOOD RETIREMENT COMMUNITY TRAIL SMALL HOME PROJECT 1 / I POND PASTURE LANE AT THE REAR OF 5750SGOOD STREET NORTH ANDOVER,MA STEEL �� —:1 ; 1 e'I 1 e ® I '. PRE-DEVELOPMENT B f �( LUGGEQ-><->—?� -?—>— ? j`> WATERSHED MAP DESIGN IST sv 1 POINT 2 \ ' gI EX.CLOSED - > >—>�> SHEET TLE: > �> >� DESIGN a 25' 00 STORM SYSTEM $I �>�> >�,>�,� / ' �' POINT\ �. (9 I( I � �\� i <> \,.:_ i,'� � ._ _ x �' , " •: ': I LAKE • 50' � P 1 SCALE: � ". � PROJECT MANAGER: CDP PROJECT NO: 15078.03 A A I \ x \ \_ r� �� "/.' >��>�>� AIE OF RECORD: MAF . JOB CAPTAIN: JLR /'� > - MAP 36 LOT 3 �. \ I ) -DRAwrver: MAF C-120 i - N/F EDGEWO_0_D RETIREMENT COMMUNITY, INC\ \ 24x36 15 14 t3 12 H 10 9 8 7 r}6 5 4 3 2 1 SMR7 FILE: 6120.15078 SHEET No. NOT FOR CONSTRUCTION 15078-PRE-DEV 161017 Type 11124-hr 2 Year Rainfall=3.20" M Prepared by SRT,Inc. Printed 10/17/2016 HydroCAD®10 00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Pane 2 Time span=0.00-24:00 hrs,dt=0.04 hrs,601 points Runoff by SCS TR-20 method,UH=SCS,Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment 1S:SC101A Runoff Area=335,297 sf 0.00%Impervious Runoff Depth>0.25" _l Flow Length=1,398' Tc=16.8 min CN=55 Runoff=0.7 cfs 0.160 of \1 S Subcatchment 2S:SC101B Runoff Area=81,439 sf 1.03%Impervious Runoff Depth>0.25" ----. Flow Length=1,218' Tc=13.1 min CN=55 Runoff=0.2 cfs 0.039 of SC701 Subcatchment 3S:SC102A Runoff Area=18,525 sf 44.23%Impervious Runoff Depth>1.04" Tc=5.0 min CN=74 Runoff=0.5 cfs 0.037 of 2S, IDP-31 Subcatchment 4S:SC103A Runoff Area=2,327 sf 63.99%Impervious Runoff Depth>1.61" \..... Tc=5.0 min CN=83 Runoff=0.1 cfs 0.007 of Ex.Field SC1018 Link DP-1•Lake Inflow=0.9 cis 0.199 of Primary=0.9 cfs 0.199 of Link DP-2:Ex.Closed System Inflow=0.5 cfs 0.037 of SDP-1� Primary=0.5 cfs 0.037 of SC 103A Link DP-3:Ex.Field Inflow=0.1 cfs 0.007 of Lake Primary=0.1 cfs 0.007 of Total Runoff Area=10.046 ac Runoff Volume=0.242 of Average Runoff Depth=0.29" 97.59%Pervious=9.804 ac 2.41%Impervious=0.242 ac { 3S� SC102A TDP-2i Ex.Closed System 'Subcat\' Reach /Pon �Linkl Routing Diagram for 15078-PRE-DEV 161017 \;,1 Prepared by SMRT,Inc., Printed 10/17/2016 F.yd7r,C ®10.0)-16 s/n 00729 02015 HydroCAD Soltmre Solutions LLC 15078-PRE-DEV_161017 Type 11124-hr 2 Year Rainfall=3.20" 15078-PRE-DEV_161017 Type Ill 24-hr 2 Year Rainfall=3.20" Prepared by SMRT,Inc. Printed 10/17/2016 Prepared by SMRT,Inc. Printed 10/17/2016 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Page 3 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Page 4 Summary for Subcatchment IS:SC101A Summary for Subcatchment 2S:SC101 B Runoff = 0.7 cfs @ 12.50 hrs, Volume= 0.160 af, Depth> 0.25" Runoff = 0.2 cfs @ 12.44 hrs, Volume= 0.039 af, Depth> 0.25" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-24.00 hrs,dt=0.04 hrs Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-24.00 hrs,dt=0.04 hrs Type III 24-hr 2 Year Rainfall=3.20" Type III 24-hr 2 Year Rainfall=3.20" Area(sf) CN Description Area(sf) CN Description 50,977 55 Woods,Good,HSG B 841 98 Gravel parking 125,955 55 Woods,Good,HSG B 46,021 55 Woods,Good,HSG B 158,365 55 Woods,Good HSG B 17,873 55 Woods,Good,HSG B 335,297 55 Weighted Average 16,704 55 Woods,Good,HSG B 335,297 100.00%Pervious Area 81,439 55 Weighted Average 80,598 98.97%Pervious Area Tc Length Slope Velocity Capacity Description 841 1.03%Impervious Area (min) (feet) (ft/ft) (ft/sec) (cfs) 11.2 50 0.0875 0.07 Sheet Flow, Tc Length Slope Velocity Capacity Description Woods:Dense underbrush n=0.800 P2=3.60" (min) (feet) (ft/ft) (ft/sec) (cfs) 1.4 390 0.0840 4.67 Shallow Concentrated Flow, 7.8 50 0.0550 0.11 Sheet Flow, Unpaved Kv=16.1 fps Woods:Light underbrush n=0.400 P2=3.60" 2.9 560 0.0410 3.26 Shallow Concentrated Flow, 2.3 380 0.0290 2.74 Shallow Concentrated Flow, Unpaved Kv=16.1 fps Unpaved Kv=16.1 fps 1.3 398 0.1010 5.12 Shallow Concentrated Flow, 3.0 788 0.0740 4.38 Shallow Concentrated Flow, Unpaved Kv=16.1 fps Unpaved Kv=16.1 fps 16.8 1,398 Total 13.1 1,218 Total Subcatchment 1S:SC101A Subcatchment 2S:SC101B Hydrograph Hydrograph 0.2-. - - - ❑Runoff 075 :. .. ... 0.19 0.7- .Type-11124-hr..... :_..`. - .. ;..._ -i-- 0,6= Type 111,24 hrs -- 0.66:Lea ainfJS 0 7 Area016. . 2 Year Rainfall 3.20" -- 0.6 - - 0.55f.. a;4 Runoff..Area_81,439.:sf. ° Voluaf_- ^012 Runoff Volume 0.09 of 045- h>0.25"- Runoff 4sDept ._ _ y 0„ Runoff'bepth>0 25''- 04. ,.... ....... .. ...... ..... .... c 0.1 035- .ngth °.09 Flow.Length=1,2180.0603; rein0.07 Tc=13..1mino.z50.06 CN-55 : 0.2= 0.0500a015 0.1 ._.-. 0.03-._ 002: .... '.....,... .:_.... ., ,..... ' _ �_. _....;-- 0.05= 0.01- _.. p. 0 i 2 3 4 5 6 7 6 9 10 11 12 13 14 15 16 17 16 19 20 21 22 23 24 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) Time(hours) 15078-PRE-DEV 161017 Type Ill 24-hr 2 Year Rainfall=3.20" 15078-PRE-DEV_161017 Type 11124-hr 2 Year Rainfall=3.20" Prepared by SMRT,Inc. Printed 10/17/2016 Prepared by SMRT,Inc. Printed 10/17/2016 HydroCAD810 00-16 s/n 00729 02015 HydroCAD Software Solutions LLC Page 5 HydroCAD®10 00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Paae 6 Summary for Subcatchment 3S:SC102A Summary for Subcatchment 4S:SC103A Runoff = 0.5 cis @ 12.08 hrs, Volume= 0.037 at, Depth> 1.04" Runoff = 0.1 cfs @ 12.08 hrs, Volume= 0.007 at, Depth> 1.61" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-24.00 hrs,dt=0.04 hrs Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-24.00 hrs,dt=0.04 hrs Type III 24-hr 2 Year Rainfall=3.20" Type III 24-hr 2 Year Rainfall=3.20" Area(sf) CN Description Area(sf) CN Description 8,194 98 Paved parking,HSG B 1,489 98 Gravel parking 8,716 55 Woods,Good,HSG B 838 55 Woods Good,HSG B 1.615 55 Woods Good HSG B 2,327 83 Weighted Average 18,525 74 Weighted Average 838 36.01%Pervious Area 10,331 55.77%Pervious Area 1,489 63.99%Impervious Area 8,194 44.23%Impervious Area Tc Length Slope Velocity Capacity Description Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry,Min Tc 5.0 Direct Entry,Min Tc Subcatchment 4S:SC103A Subcatchment 3S:SC102A Hydrograph Hydrograph -_._....._. ons. ..... 055 ❑aeon o los o,ms ands _ _ Type III 24 h`r 6.5. Type111 24-hr _ .. 09: _2 Year Rainfall_3.20". 0.45- 2 YRunoff.Area ,327sfear Rainfall 3.20" °065, '-2 � . _. _.:.... _ _.. _... __ 0.4. .Runoff Area_18,525 sf , 0075- Runoff.:Volume-0.007 of 035 Runoff Volume-0.037 of �� 9 . ::Runoff:Depth�l 61 .. 0.3. Runoff Dept: A.04" .._.... 00055 .... LL 005 . ..TC 5 0 min , -LL° 025 ....TC 5.O min 0045 GN-8.3 0 oa __.. ....,..... 0035. .._. 0.2.. CN 74 .._:. _. _....; . ..._..: ... ..__ .. ......_. .._ ...._ 0.03. ...., :...._; 0.15 0.025- - .. '....... ...'..... .-.. ... .....:.... ...:.... ....:... 002, 0.1 _ : 0.015. .r. .. :.... ..._ :__.: .,_.... _:...... 0.01{ _...':. ..;..... _... 0.05- _.. 0.005.: 0= 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 0 Time(hours) 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 19 19 20 21 22 23 24 Time(hours) 15078-PRE-DEV 161017 Type 111 24-hr 2 Year Rainfall=3.20" 15078-PRE-DEV 161017 Type 11124-hr 2 Year Rainfall=3.20" Prepared by SMRT,Inc. Printed 10/17/2016 Prepared by SMRT,Inc. Printed 10/17/2016 HydroCAD®10.00-16 s/n 00729 @2015 HydroCAD Software Solutions LLC Pape 7 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Page 8 I Summary for Link DP-1:Lake Summary for Link DP-2:Ex.Closed System Inflow Area= 9.567 ac, 0.20%Impervious, Inflow Depth> 0.25" for 2 Year event Inflow Area= 0.425 ac, 44.23%Impervious, Inflow Depth> 1.04" for 2 Year event Inflow = 0.9 cfs @ 12.49 hrs, Volume= 0.199 of Inflow = 0.5 cfs @ 12.08 hrs, Volume= 0.037 of Primary = 0.9 cfs @ 12.49 hrs, Volume= 0.199 at, Atten=0%, Lag=0.0 min Primary = 0.5 cfs @ 12.08 hrs, Volume= 0.037 at, Atten=0%, Lag=0.0 min Primary outflow=Inflow,Time Span=0.00-24.00 hrs,dt=0.04 hrs Primary outflow=Inflow,Time Span=0.00-24.00 hrs,dt=0.04 hrs Link DP-1:Lake Link DP-2:Ex.Closed System Hydrograph Hydrograph 0.95" 0 Pnma 0.55- d _ ❑Primary 6.9, Inflow.Area_9.567 °' 0.5- ' Inflow Area 0 425 0.85- 0.45 0.75:` ... _. 0.7- .. ..... .. 0.4- _. .. 6.65= - .. 0.35 0.8- 0.55- .� 030.5 - S 3 , a 0.45 ...... .-r ._; ,.... 0.2 0.4: 0.35E 0.2- 0.3. A.. 0.25 .15, 0.2" 0 - 0.1: 0.05 , 0.05-. 0- 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) Time(hours) I 15078-PRE-DEV 161017 RT161017 Type Ill 24-hr 2 Year Rainfall=3.20" 15078-PRE-DEV 161017 Type 11124-hr 10 Year Rainfall=4.80" Prepared by SMRT,Inc. Printed 10/17/2016 Prepared by SM ,Inc. Printed 10/17/2016 HydroCAD®10.00-16 s/n 00729©2015 HydroCAD Software Solutions LLC Page 9 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Page 10 Summary for Link DP-3:Ex.Field Time span=0.00-24.00 hrs,dt=0.04 hrs,601 points Runoff by SCS TR-20 method,UH=SCS,Weighted-CN Inflow Area= 0.053 ac, 63.99%Impervious, Inflow Depth> 1.61" for 2 Year event Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Inflow = 0.1 cis @ 12.08 hrs, Volume= 0.007 of Primary = 0.1 cis @ 12.08 hrs, Volume= 0.007 af, Atten=0%, Lag=0.0 min Subcatchment 1S:SC101A Runoff Area=335.297 sf 0.00%Impervious Runoff Depth>0.88" Flow Length=1,398' Tc=16.8 min CN=55 Runoff=4.4 cfs 0.563 of Primary outflow=Inflow,Time Span=0.00-24.00 hrs,dt=0.04 hrs Subcatchment 2S:SC1016 Runoff Area=81.439 sf 1.03%Impervious Runoff Depth>0.88" Link DIP-3:Ex.Field Flow Length=1,218' Tc=13.1 min CN=55 Runoff=1.2 cfs 0.137 of Hydrograph Subcatchment 3S:SC102A Runoff Area=18.525 sf 44.23%Impervious Runoff Depth>2.20" --- - - Tc=5.0 min CN=74 Runoff=1.1 cis 0.078 of 0115: 011 r .- Primary Subcatchment 4S:SC103A Runoff Area=2,327 sf 63.99%Impervious Runoff Depth>2.99" 0.105. Inflow.Area=0.053 p' Tc=5.0 min CN=83 Runoff=0.2 cfs 0.013 of 0.1 0095. =s<- 0.09, , , --- I - Link DP-1:Lake Inflow=5.5 cfs 0.700 of 0.0x56 .;. Primary=5.5 cfs 0.700 of 0.0e; 0.075 007t7o.0Link DP-2:Ex.Closed System Inflow=1.1 cfs 0.078 of ;. 6s Primary=1.1 cfs 0.078 of o.oss' Link DP-3:Ex.Field = . E: 0.05 Inflow 02cfs 0013af Primary=0.2 cfs 0.013 of 0.045: 0.04 0.035= Total Runoff Area=10.046 ac Runoff Volume=0.791 of Average Runoff Depth=0.95" 0.03: 0.025: 97.59%Pervious=9.804 ac 2.41%Impervious=0.242 ac 0.02= ...... .... .. :.._.;.. ..:-... ;....',.... 0015. 0.01 ✓. .� 0.005- 0' em 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) - I i 15078-PRE-DEV 161017 Type 11124-hr 10 Year Rainfall=4.80" 15078-PRE-DEV 161017 Type 11124-hr 10 Year Rainfall=4.80" Prepared by SMRT,Inc. Printed 10/17/2016 Prepared by SMRT,Inc. Printed 10/17/2016 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Page 11 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Page 12 Summary for Subcatchment IS:SC101 A Summary for Subcatchment 2S:SC1101 B Runoff = 4.4 cfs @ 12.29 hrs, Volume= 0.563 at, Depth> 0.88" Runoff = 1.2 cfs @ 12.22 hrs, Volume= 0.137 af, Depth> 0.88" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-24.00 hrs,dt=0.04 hrs Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-24.00 hrs,dt=0.04 hrs Type III 24-hr 10 Year Rainfall=4.80" Type III 24-hr 10 Year Rainfall=4.80" Area(sf) CN Description Area(sf) CN Description 50,977 55 Woods,Good,HSG B 841 98 Gravel parking 125,955 55 Woods,Good,HSG B 46,021 55 Woods,Good,HSG B 158,365 55 Woods Good,HSG B 17,873 55 Woods,Good,HSG B 335,297 55 Weighted Average 16,704 55 Woods,Good,HSG B 335,297 100.00%Pervious Area 81,439 55 Weighted Average 80,598 98.97%Pervious Area Tc Length Slope Velocity Capacity Description 841 1.03%Impervious Area (min) (feet) (ft/ft) (fUsec) (cfs) 11.2 50 0.0875 0.07 Sheet Flow, Tc Length Slope Velocity Capacity Description Woods:Dense underbrush n=0.800 P2=3.60" (min) (feet) (ft/ft) (ft/sec) (cfs) 1.4 390 0.0840 4.67 Shallow Concentrated Flow, 7.8 50 0.0550 0.11 Sheet Flow, Unpaved Kv=16.1 fps Woods:Light underbrush n=0.400 P2=3.60" 2.9 560 0.0410 3.26 Shallow Concentrated Flow, 2.3 380 0.0290 2.74 Shallow Concentrated Flow, Unpaved Kv=16.1 fps Unpaved Kv=16.1 fps 1.3 398 0.1010 5.12 Shallow Concentrated Flow, 3.0 788 0.0740 4.38 Shallow Concentrated Flow, Unpaved Kv=16.1 fps Unpaved Kv=16.1 fps 16.8 1,398 Total 13.1 1,218 Total Subcatchment 1S:SC101A Subcatchment 2S:SCI 01B Hydrograph Hydrograph ❑Runoff _ CI Runofl Type III 24.-hr ! -..: Type III 24 hr 1.0 Year,RainfaINA.60" ,_ 10 Year Rainfall-4.80 Runoff Area=335;297 sf Runoff Area=81,439 sf _ 3 Runoff Volume=0.563;of Runoff Volume=0.137:of Runoff Depth>0.88" Runoff Dept h>0.887 LL Flow Length--1,3987LL Flow Length=1,218' 2 Tc=16.8 min, Tc--13.1 min; CN_55 CN=55 6_ 0 - - 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) Time(hours) E C= C= C-1 r t= C--11 © 15078-PRE-DEV 161017 Type 11124-hr 10 Year Rainfall=4.80" 15078-PRE-DEV 161017 Type 111 24-hr 10 Year Rainfall=4.80" Prepared by SMRT,Inc. Printed 10/17/2016 Prepared by SMRT,Inc. Printed 10/17/2016 HydroCAD®-10.00-16 s/n 00729 @2015 HydroCAD Software Solutions LLC Page 13 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Page 14 Summary for Subcatchment 3S:SC102A Summary for Subcatchment 4S:SC103A Runoff = 1.1 cfs @ 12.08 hrs, Volume= 0.078 at, Depth> 2.20" Runoff = 0.2 cfs @ 12.08 hrs, Volume= 0.013 at, Depth> 2.99" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-24.00 hrs,dt=0.04 hrs Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-24.00 hrs,dt=0.04 hrs Type III 24-hr 10 Year Rainfall=4.80" Type III 24-hr 10 Year Rainfall=4.80" Area(sf) CN Description Area(sf) CN Description 8,194 98 Paved parking,HSG B 1,489 98 Gravel parking 8,716 55 Woods,Good,HSG B 838 55 Woods,Good,HSG B 1,615 55 Woods,Good,HSG B 2,327 83 Weighted Average 18,525 74 Weighted Average 838 36.01%Pervious Area 10,331 55.77%Pervious Area 1,489 63.99%Impervious Area 8,194 44.23%Impervious Area Tc Length Slope Velocity Capacity Description Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry,Min Tc 5.0 Direct Entry,Min Tc Subcatchment 4S:SC103A Subcatchment 3S:SC102A Hydrograph Hydrograph - 0.21 L7 Runolf C7 Runoil 0.2. 9 Ty a 111 24-h r 0 1 ..... .. - Type III 24 hr 0 8 10 Year Rainfall_4.80" 10 Year;Rainfall=4.80`` 015 Runoff-Runoff Sf Runoff Area_18,525 sf 014 Runoff:Volume 0.013 of Runoff Volume=0.078'of 013 0;2 Runoff Depth>2 99' Runoff Depth>2.20" ` o., Tc=5.0 min Tc=5.0 min LL oa9 u. 0.08, CN-74 CN 83 007 ..... i..... -_ _... !.... 0.9s: 005" 0.04L . ...._ . :...... 0.03; ;__... .;...... _. 002;' . 0.01- 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 0- - Time(hours) 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hour$) 15078-PRE-DEV 161017 Type 11124-hr 10 Year Rainfall=4.80" 15078-PRE-DEV_161017 Type 11124-hr 10 Year Rainfall=4.80" Prepared by SMRT,Inc. Printed 10/17/2016 Prepared by SMRT,Inc. Printed 10/17/2016 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Page 15 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Page 16 Summary for Link DP-1:Lake Summary for Link DP-2:Ex.Closed System Inflow Area= 9.567 ac, 0.20%Impervious, Inflow Depth> 0.88" for 10 Year event Inflow Area= 0.425 ac, 44.23%Impervious, Inflow Depth> 2.20" for 10 Year event Inflow = 5.5 cfs @ 12.28 hrs, Volume= 0.700 of Inflow = 1.1 cfs @ 12.08 hrs, Volume= 0.078 of Primary = 5.5 cfs @ 12.28 hrs, Volume= 0.700 at, Atten=0%, Lag=0.0 min Primary = 1.1 cfs @ 12.08 hrs, Volume= 0.078 at, Atten=0%, Lag=0.0 min Primary outflow=Inflow,Time Span=0.00-24.00 hrs,dt=0.04 hrs Primary outflow=Inflow,Time Span=0.00-24.00 hrs,dt=0.04 hrs Link DP-1:Lake Link 1312-2:Ex.Closed System Hydrograph Hydrograph U Inllow Gt Inllow ❑Pnmary CJ Primary Inflow'A' 9.567 °_°°' ;-- Inflow Area .0:425 a 5.. : 1- 4- c , 2- f p- 0- .. 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 15 17 18 19 20 21 22 23 24 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) Time(hours) I C-1 O F] c� 15078-PRE-DEV 161017 Type 11124-hr 10 Year Rainfall=4.80" 15078-PRE-DEV_161017 Type 11124-hr 25 Year Rainfall=6.00 RT " Prepared by SM ,Inc. Printed 10/17/2016 Prepared by SMRT,Inc. Printed 10/17/2016 HydroCAD®10.00-16 s/n 00729 @2015 HydroCAD Software Solutions LLC Page 17 HydroCAD®10 00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Page 18 Summary for Link DP-3:Ex.Field Time span=0.00-24.00 hrs,dt=0.04_h.rs,.601 points Runoff by SCS TR-20 method,UH=SCS,Weighted-CN Inflow Area= 0.053 ac, 63.99%Impervious, Inflow Depth> 2.99" for 10 Year event Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Inflow = _0.2 cfs @ 12.08 hrs; Volume= 0.013 of Primary' = 0.2 cfs @ 12.08 hrs, Volume= 0.013 af, Atten=0%, Lag=0.0 min Subcatchment 1S:SC101A Runoff Area398' 97 sf 0mi%Impervious Runoff Depth>69 of Flow Length=1,398' Tc=16.8 min CN=55 Runoff=8.7 cfs 0.969 of Primary outflow=Inflow,Time Span=0.00-24.00 hrs,dt=0.04 hrs Subcatchment 2S:SC101 B Runoff Area=81.439 sf 1.03%Impervious Runoff Depth>1.51" Link DP-3:Ex.Field Flow Length=1,218' Tc=13.1 min CN=55 Runoff=2.3 cfs 0.236 of Hydrogroph Subcatchment 3S:SC102A Runoff Area=18.525 sf 44.23%Impervious Runoff Depth>3.18" Tc=5.0 min CN=74 Runoff=1.6 cfs 0.113 of 0.21. :.. ° .. ❑Primary Subcatchment 4S:SC103A Runoff Area=2,327 sf 63.99%Impervious Runoff Depth>4.09" 02 Inflow Area=0.053 °�' 019 ;. � Tc=5.0 min CN=83 Runoff=0.3 cfs 0.018 of 018. 017 Link DP-1:Lake Inflow=10.9 cfs 1.205 of 01e: '. .. Primary=1 0.9 cfs 1.205af 0.1s: 0.14-: _.. :.. ..... .._. ,-._ 0.13; _ Link DP-2:Ex.Closed System Inflow=1.6 012: Primary=1.6 cfs 0.113 of cfs a 011 01. :. _ Link DP-3:Ex.Field = 0.018 of Inflow=0.3 3 cfs 0.09-: _j.. Primary=0.3 cfs 0.018 of 0.08; 0.07- 0.0 07_0.06 Total Runoff Area=10.046 ac Runoff Volume=1.336 of Average Runoff Depth=1.60" 0.05= 97.59%Pervious=9.804 ac 2.41%Impervious=0.242 ac 0.04 0.03-: _... ....... ... ........ ._ _. :_... 0.02 ..J. J. 7'✓: 0.01. 0' 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) 15078-PRE-DEV_161017 Type 11124-hr 25 Year Rainfall=6.00" 15078-PRE-DEV_161017 Type 11124-hr 25 Year Rainfall=6.00" Prepared by SMRT,Inc. Printed 10/17/2016 Prepared by SMRT,Inc. Printed 10/17/2016 HydroCAD®10.00-16 s/n 00729 02015 HydroCAD Software Solutions LLC Pape 19 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Page 20 Summary for Subcatchment 1S:SC101A Summary for Subcatchment 2S:SCI 01B Runoff = 8.7 cfs @ 12.26 hrs, Volume= 0.969 at, Depth> 1.51" Runoff = 2.3 cfs @ 12.21 hrs, Volume= 0.236 at, Depth> 1.51" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-24.00 hrs,dt=0.04 hrs Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-24.00 hrs,dt=0.04 hrs Type III 24-hr 25 Year Rainfall=6.00" Type III 24-hr 25 Year Rainfall=6.00" Area(sf) CN Description Area(sf) CN Description 50,977 55 Woods,Good,HSG B 841 98 Gravel parking 125,955 55 Woods,Good,HSG B 46,021 55 Woods,Good,HSG B 158,365 55 Woods,Good,HSG B 17,873 55 Woods,Good,HSG B 335,297 55 Weighted Average 16,704 55 Woods,Good,HSG B 335,297 100.00%Pervious Area 81,439 55 Weighted Average 80,598 98.97%Pervious Area Tc Length Slope Velocity Capacity Description 841 1.03%Impervious Area (min) (feet) (ft/ft) (ft/sec) (cfs) 11.2 50 0.0875 0.07 Sheet Flow, Tc Length Slope Velocity Capacity Description Woods:Dense underbrush n=0.800 P2=3.60" (min) (feet) (ft/ft) (ft/sec) (cfs) 1.4 390 0.0840 4.67 Shallow Concentrated Flow, 7.8 50 0.0550 0.11 Sheet Flow, Unpaved Kv=16.1 fps Woods:Light underbrush n=0.400 P2=3.60" 2.9 560 0.0410 3.26 Shallow Concentrated Flow, 2.3 380 0.0290 2.74 Shallow Concentrated Flow, Unpaved Kv=16.1 fps Unpaved Kv=16.1 fps 1.3 398 0.1010 5.12 Shallow Concentrated Flow, 3.0 788 0.0740 4.38 Shallow Concentrated Flow, Unpaved Kv=16.1 fps Unpaved Kv=16.1 fps 16.8 1,398 Total 13.1 1,218 Total Subcatchment 1S:SC101A Subcatchment 2S:SC101B Hydrograph Hydrograph 9- ' srm Type 111 247hr _. Type III 24-hr 8- 25 Year Rainfall-6.00"- = ' 25 Year:Rainfall 0 Runoff Area'=335,297 sf' Runoff Area'-81,439 sf i 6- Runoff Volume*=0.969.of Runoff Volume=0.236.of ; 3 5. Runoff Depth>1.51" Runoff Depth>1.51" u 4- - Flow-Length,= LL w_Length_1,2.18' Tc6.8 mm 1,398' Tc-'.13 1 min: 3 CN=55 CN-55 2 0 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) Time(hours) l U-1 D C-3 © D O � � © � � � O � � � D D O D � � fl✓3 D 15078-PRE-DEV 161017 M 161017 Type 11124-hr 25 Year Rainfall=6.00" 15078-PRE-DEV 161017 Type 11124-hr 25 Year Rainfall=6.00 RT " Prepared by SM ,Inc. Printed 10/17/2016 Prepared by SRT,Inc. Printed 10/17/2016 HydroCAD®10.00-16 s/n 00729 @2015 HydroCAD Software Solutions LLC Page 21 HydroCAD®10.00-16 s/n 00729 @ 2015 HydroCAD Software Solutions LLC Page 22 Summary for Subcatchment 3S:SC102A Summary for Subcatchment 4S:SC103A Runoff = 1.6 cfs @ 12.08 hrs, Volume= 0.113 af, Depth> 3.18" Runoff = 0.3 cfs @ 12.08 hrs, Volume= 0.018 af, Depth> 4.09" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-24.00 hrs,dt=0.04 hrs Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-24.00 hrs,dt=0.04 hrs Type III 24-hr 25 Year Rainfall=6.00" Type III 24-hr 25 Year Rainfall=6.00" Area(sf) CN Description Area(sf) CN Description " 8,194 98 Paved parking,HSG B 1,489 98 Gravel parking 8,716 55 Woods,Good,HSG B 838 55 Woods,Good,HSG B 1,615 55 Woods,Good,HSG B 2,327 83 Weighted Average 18,525 74 Weighted Average 838 36.01%Pervious Area 10,331 55.77%Pervious Area 1,489 63.99%Impervious Area 8,194 44.23%Impervious Area Tc Length Slope Velocity Capacity Description Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) (min) (feet) (ft/ft) (ft/sec) (cis) 5.0 Direct Entry,Min Tc 5.0 Direct Entry,Min Tc Subcatchment 4S:SC103A Subcatchment 3S:SC102A Hydrograph Hydrograpfi 0.28- Type n Runon _ nRunoft 28. Bn.' 926 T e III 24-hr T e III 24-hr YP ,YP 024 , 25 Year Rainfall--6.00" 25 Year:Rainfall-6.00" 922 02 Runoff Area=18,525 Sf Runoff Area'-2,327 sf. 916- Runoff...Volume 0.018 of Runoff Volume 0 113 of 0.16 Runoff-Depth>4.09- P _ Tc_5.0 min L 1- Runoff De th>3.18':' ;014 0.12- LL Tc-5.0 min CN8.3 CN=74 0, 0.08. .... .. 006!. 0.04 0.02.. °_ 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 0- - - - Time(hours) 0 1 2 3 4 5 6 7 8 9 10 1, 72 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) i 15078-PRE-DEV 161017 Type Ill 24-hr 25 Year Rainfall=6.00" 15078-PRE-DEV 161017 Type 11124-hr 25 Year Rainfall=6.00" Prepared by SMRT,Inc. Printed 10/17/2016 Prepared by SMRT,Inc. Printed 10/17/2016 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Page 23 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Paae 24 Summary for Link DP-1:Lake Summary for Link DP-2:Ex.Closed System Inflow Area= 9.567 ac, 0.20%Impervious, Inflow Depth> 1.51" for 25 Year event Inflow Area= 0.425 ac, 44.23%Impervious, Inflow Depth> 3.18" for 25 Year event Inflow = 10.9 cfs @ 12.25 hrs, Volume= 1.205 of Inflow = 1.6 cfs @ 12.08 hrs, Volume= 0.113 of Primary = 10.9 cfs @ 12.25 hrs, Volume= 1.205 af, Atten=0%, Lag=0.0 min Primary = 1.6 cfs @ 12.08 hrs, Volume= 0.113 af, Atten=0%, Lag=0.0 min Primary outflow=Inflow,Time Span=0.00-24.00 hrs,dt=0.04 hrs Primary outflow=Inflow,Time Span=0.00-24.00 hrs,dt=0.04 hrs Link DP-1:Lake Link DP-2:Ex.Closed System Hydrograph Hydrograph , , 3 Inllow 12- ...... .._... (osa. i. .... 0 Primary .em 0 Primary „- Inflow Area_9.567 ' Inflow Area-0:425 : : L e *. 2 o 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) Time(hours) I I 15078-PRE-DEV_161017 Type 11124-hr 25 Year Rainfall=6.00" 15078-PRE-DEV_161017 Type 11124-hr 100 Year Rainfall=8.60" Prepared by SMRT,Inc. Printed 10/17/2016 Prepared by SMRT,Inc. Printed 10/17/2016 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Page 25 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Page 26 Summary for Link DP-3:Ex.Field Time span=0.00-24.00 hrs,dt=0.04 hrs,601 points Runoff by SCS TR-20 method,UH--:SCS,Weighted-CN Inflow Area= 0.053 ac, 63.99%Impervious, Inflow Depth> 4.09" for 25 Year event Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Inflow = 0.3 cfs Ca 12.08 hrs,. Volume= 0.018 of Primary = = 0.3 cfs @ 12.08 hrs, Volume= 0.018 af, Atten=0%, Lag=0.0 min Subcatchment 1S:SC101A Runoff Area=335.297 sf 0.00%Impervious Runoff Depth>3.19" Flow Length=1,398' Tc=16.8 min CN=55 Runoff=20.1 cfs 2.046 of Primary outflow=Inflow,Time Span=0.00-24.00 hrs,dt=0.04 his Subcatchment 2S:SC1018 Runoff Area=81.439 sf 1.03%Impervious Runoff Depth>3.19" Link DP-3:Ex.Field Flow Length=1,218' Tc=13.1 min CN=55 Runoff=5.4 cis 0.497 of Hydrograph Subcatchment 3S:SC102A Runoff Area=18.525 sf 44.23%Impervious Runoff Depth>5.46" Tc=5.0 min CN=74 Runoff=2.8 cfs 0.194 of [l Inflow ole n Primary Subcatchment 4S:SC103A Runoff Area=2,327 sf 63.99%Impervious Runoff Depth>6.55" 6.26- ', Inflow Area=0.053 Tc=5.0 min CN=83 Runoff=0.4 cis 0.029 of 0.24; ;. Link DP-1:Lake Inflow=25.2 cfs 2.543 of 0.22-: Primary=25.2 cfs 2.543 of 0.161 Link DP-2:Ex.Closed System Inflow=2.8 cfs 0.194 of � o.1s ... e; ,.... Primary=2.8 cfs 0.194 of '- ....i.. .. .j 0 ota: _. ;.,. Link DP-3•Ex.Field Ini =0.4 cfs 0.029 of 0.12= Primaryry=0.4 cfs 0.029 of i 0.08; " Total Runoff Area=10.046 ac Runoff Volume=2.766 of Average Runoff Depth=3.30" 0.06- .� . 97.591/6 Pervious=9.804 ac 2.41%Impervious=0.242 ac 004, 0.0z. �, � f ;� o' 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) t 15078-PRE-DEV 161017 Type 1/124-hr 100 Year Rainfall=8.60" 15078-PRE-DEV_161017 Type///24-hr 100 Year Rainfall=8.60" Prepared by SMRT,Inc. Printed 10/17/2016 Prepared by SMRT,Inc. Printed 10/17/2016 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Page 27 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Page 28 Summary for Subcatchment 1S:SC101A Summary for Subcatchment 2S:SC101 B Runoff = 20.1 cfs @ 12.25 hrs, Volume= 2.046 af, Depth> 3.19" Runoff = 5.4 cfs @ 12.19 hrs, Volume= 0.497 af, Depth> 3.19" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-24.00 hrs,dt=0.04 hrs Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-24.00 hrs,dt=0.04 hrs Type III 24-hr 100 Year Rainfall=8.60" Type III 24-hr 100 Year Rainfall=8.60" Area(sf) CN Description Area(sf) CN Description 50,977 55 Woods,Good,HSG B 841 98 Gravel parking 125,955 55 Woods,Good,HSG B 46,021 55 Woods,Good,HSG B 158,365 55 Woods,Good,HSG B 17,873 55 Woods,Good,HSG B 335,297 55 Weighted Average 16,704 55 Woods,Good,HSG B 335,297 100.00%Pervious Area 81,439 55 Weighted Average 80,598 98.97%Pervious Area Tc Length Slope Velocity Capacity Description 841 1.03%Impervious Area (min) (feet) (ft/ft) (ft/sec) (cfs) 11.2 50 0.0875 0.07 Sheet Flow, Tc Length Slope Velocity Capacity Description Woods:Dense underbrush n=0.800 P2=3.60" (min) (feet) (ft/ft) (ft/sec) (cfs) 1.4 390 0.0840 4.67 Shallow Concentrated Flow, 7.8 50 0.0550 0.11 Sheet Flow, Unpaved Kv=16.1 fps Woods:Light underbrush n=0.400 P2=3.60" 2.9 560 0.0410 3.26 Shallow Concentrated Flow, 2.3 380 0.0290 2.74 Shallow Concentrated Flow, Unpaved Kv=16.1 fps Unpaved Kv=16.1 fps 1.3 398 0.1010 5.12 Shallow Concentrated Flow, 3.0 788 0.0740 4.38 Shallow Concentrated Flow, Unpaved Kv=16.1 fps Unpaved Kv=16.1 fps 16.8 1,398 Total 13.1 1,218 Total Subcatchment 1S:SC101A Subcatchment 2S:SC101B Hydrograph Hydrograph 22: ..;._ t ...i.. ._ .._. ❑Runoff ❑Runolf 21 2f, TYPe.,III 24.hr- - ' - -T. Type-III 24-hr - --- - - - 100 Year Rainfall-8.60" 5- 100 Year Rainfall_8.60" 17- 16- " Runoff Area=335;297 sf_ 4- Runoff Area=81,439 sf W ..--Runoff Volume=2.046 af:- -; --- r-- : Runoff Volume=0.497af y,3. Runoff Depth>3.19`, ,2- Runoff Depth>3 19'' - LL ,o., Flow-.Length_1,398.- LL Flow.Length=1,218' 9- 7616.8 min;. Tc_13 1 min; CN--55- CN-55 2 2- .. _. .._. .. .. .:.... _. . .. 1 0-. 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) Time(hours) 15078-PRE-DEV_161017 Type 11124-hr 100 Year Rainfall=8.60" 15078-PRE-DEV_161017 Type 11124-hr 100 Year Rainfall=8.60" M Prepared by SMRT,Inc. Printed 10/17/2016 Prepared by SRT,Inc. Printed 10/17/2016 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Page 29 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Page 30 Summary for Subcatchment 3S:SC102A Summary for Subcatchment 4S:SC103A Runoff = 2.8 cfs @ 12.08 hrs, Volume= 0.194 at, Depth> 5.46" Runoff 0.4 cfs @ 12.07 hrs, Volume= 0.029 at, Depth> 6.55" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-24.00 hrs,dt=0.04 hrs Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-24.00 hrs,dt=0.04 hrs Type III 24-hr 100 Year Rainfall=8.60" Type III 24-hr 100 Year Rainfall=8.60" Area(sf) CN Description Area(sf) CN Description ' 8,194 98 Paved parking,HSG B 1,489 98 Gravel parking 8,716 55 Woods,Good,HSG B 838 55 Woods,Good,HSG B 1,615 55 Woods Good,HSG B 2,327 83 Weighted Average 18,525 74 Weighted Average 838 36.01%Pervious Area 10,331 55.77%Pervious Area 1,489 63.99%Impervious Area 8,194 44.23%Impervious Area Tc Length Slope Velocity Capacity Description Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry,Min Tc 5.0 Direct Entry,Min Tc Subcatchment 4S:SC103A Subcatchment 3S:SC102A Hydrograph Hydrograph ._...- 044 3 - _ -Runoff 042 04 TypeIII 24 hr . Type III 24-hr 0.38. 0.36- 100 Year Ramfal1-8.60" 1:00 Year Rainfall_8.60" 034 032 Runoff Area' 2,327 sf Runoff.Area-1.8,525. . -Ru 03. noff-Volume 0.029 of 2 Runoff Volume-6.194sf of 026 oz4 . Runoff-Depth>6 55 - Runoff De th>5.46'' ; 022. p LL 02L min LL Tc_5.0 min 0,6 CN_74 01s _. o,a0.12 0., 0.06 0.040.02 I�IrI o. 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 0-� Time(hours) 0 1 2 3 4 5 6 7 8 9 10 11 12 6 14 15 16 17 18 19 20 21 22 23 24 Time(hours) 15078-PRE-DEV 161017 Type 111 24-hr 100 Year Rainfall=8.60" 15078-PRE-DEV_161017 Type 11124-hr 100 Year Rainfall=8.60" M Prepared by SRT,Inc. Printed 10/17/2016 Prepared by SMRT,Inc. Printed 10/17/2016 HydroCAD010 00-16 s/n 00729 @2015 HydroCAD Software Solutions LLC Page 31 HydroCAD®10.00-16 s/n 00729 @ 2015 HydroCAD Software Solutions LLC Page 32 Summary for Link DP-1:Lake Summary for Link DP-2:Ex.Closed System Inflow Area= 9.567 ac, 0.20%Impervious, Inflow Depth> 3.19" for 100 Year event Inflow Area= 0.425 ac, 44.23%Impervious, Inflow Depth> 5.46" for 100 Year event Inflow = 25.2 cfs @ 12.23 hrs, Volume= 2.543 of Inflow = 2.8 cfs @ 12.08 hrs, Volume= 0.194 of Primary = 25.2 cfs @ 12.23 hrs, Volume= 2.543 af, Atten=0%, Lag=0.0 min Primary = 2.8 cfs @ 12.08 hrs, Volume= 0.194 af, Atten=0%, Lag=0.0 min Primary outflow=Inflow,Time Span=0.00-24.00 hrs,dt=0.04 hrs Primary outflow=Inflow,Time Span=0.00-24.00 hrs,dt=0.04 hrs Link DP-1:Lake Link 1313-2:Ex.Closed System Hydrograph Hydrograph 28- ..... ... -_�aze's� ❑Primary3 -. zea. n Pnlmary ..v. 26lnflowArea-9.567'° - Inflow:Area=0425:�a"' : 24. 716 L 14. 3 o :_ � 12: : .... .... ..... .. .1_.. g- 1 : 4- 0- 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) Time(hours) II I 15078-PRE-DEV 161017 Type 11124-hr 100 Year Rain/all=8.60" Prepared by SMR ,Inc. Printed 10/17/2016 HydroCAD®10.00-16 s/n 00729 @2015 HydroCAD Software Solutions LLC Page 33 Summary for Link D13-3:Ex.Field Inflow Area= 0.053 ac, 63.99%Impervious, Inflow Depth> 6.55" for 100 Year event Inflow = 0.4 cfs @ 12.07 hrs, Volume= 0.029 of Primary = 0.4 cfs @ 12.07 hrs, Volume= 0.029 af, Atten=0%, Lag=0.0 min Primary outflow=Inflow,Time Span=0.00-24.00 hrs,dt=0.04 hrs Link DP-3:Ex.Field Hydrograph [�S Inflow 044, . .. d.#... - 0Primary 042, Inflow.Area=0.053 -- - O.C. ... 0.38- 0.36, .38=0.36 .....:.. .....;.. ....:."_ ......... ...... .3400.34- 0.3- .32- __.:.._ ... .......... ............. _. ...... 0.3 0.28- ...... .....�_ ...-..�.. n 0.26-: ii 0.22; i LL 0.2'. .__, ... .. .. .. 0.18: _.. .. ...._'.... .- 0.16 ..:.. �... .....:.... .....:....- _ 0.14- 012" 0.08: ', 0.04 0.02 0' 0 12 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) a o w a rePeet �mnnn. tk - z.'Pl Stormwater Management Report Post-Development Drainage Analysis Appendix D • Post-Development Watershed Map (Sheet C-121) • Post-Development Watershed Map- Enlargement (Sheet C-122) • Poste-Development HydroCAD Report a • Porous Paver Curve Number Calculation LTJ ARCHITECTURE ENGINEERING PLANNING INTERIORS ENERGY mrt,=td, }°^5 € 15 16 1 13 1 12 1 11 1 10 9 1 6 7 / 8 1 5 1 4 3 12 1 SUBCATGHMENi TIME OF CONCENTRATION CALCULATIONS SHEET FLOW SIC FLOW SIC FLAW SIC FLOW - SC201A L=50 L=390;UNPAVED L=560;UNPAVED L=398;UNPAVED 12.0 IN ' i .._..... L 5=0.0875 i S=0.0840 5=0.0410 5=0.101 / - / I � I l . I L SC201B MIN TC 5.0 MIN / / / _ . / , SC20/ -1,2A,2B,3A,3B,4,5,6,&7:ALL BUILDING SUB-WATERSHEDS HAVE MIN TC OF 5.0 MIN. """ / / / I/ //n I . SC201CMIN TC 5.0 MIN ZO.STEEL H ¢¢// IGH SC201D MIN TC - 5.0 MIN VERTIC>L P19E wELL I SHEET FLOW SIC FLOW SIC FLOW 8.6 MIN wITN woo OVER 1. 1 SC201E - - 1 L=50 L=263;UNPAVED L=126;PAVED 5=0.070 S=0.068 5=0.022 ,, .\ I ,/I { 1 SC201F MIN TC 6.0 MK IN � 'I I / `,V Il� K SHEET FLOW S/CFLOW 15.4 MIN " .. sczolG L=40 UNPAVED 07 S=0.056 x%y 0 MINSC201H M=IC00 SC202A MIN TC I I \I J POST-DEVELOPMENT WATERSHED LEGEND LIMIT OF DRAINAGE AREA I ` /I ', ., � ' �• � � .,� ._ __ � ___ - / ,.\ J 1 � TIME OF CONCENTRATION(TC)FLOW PATH J 1 II � I _ I I :� :•x: J Aft p9 12"'- .TERRA COTTA yI _/\, _ ER\C V T(PLUGGED) i / , / - \ II _ NO 0'400. ,1 N DI HARGE ZONE,' ' NON7g p'r`7 ''p ET.; D iBUFOFE`NE :,\ \ -..\ I D - .. /I II J �l P ZONE CONS n-75.0' _.- ....... \ - ��...� 4 \ t II g To, CONSERVATION �7■, \ 11 6 _PERIMET S I.... F \ I� 11 ,/ ACK /. F 11 > 1 J \� - , :, \ +. \ I\ MAP 36 LOT 24 II ',...r� C� y N/F FAMILY COOPERATIVE J \ PRESCHOOL 549 OSGOOD STREET NORTH ANDOVER, MA. , II ' �J BOOK 6953 PAGE 100 \ I� r v : , �, ..,.\ .... 25-16 , I DESIGNPOINT3 I 3 RE ISSUED FOR PERMITTING 10. u - ...... „ I -� FOR PERMITTING 10171fi E E \ ^ \ OFF-SITE;EX. RE-ISSUED FOR PERMITTING 09-30-16 II \ ...... I - \ -�,� ;r< ✓\ PERMITTING 0&19-16 2 0 ISSUED FOR SC2 1 H II {/ P ` --- , \ , \ , I' REV DESCRIPTION DATE �� u 1/i \ t / •. �� \ ` I (' REISSUED FOR PERMITTING P 4 \ 1�1 L O 2 CURRENT ISSUE STATUS: SC201 A 0 J ,I PROJECT NORTH: III II Cit 1 . &3b I ,I •� I ...; SM.Djund e Park,m and Engineers G uite 4 C I - SC2O1B ,■i \ \ \ .I ' One Dundee Park,SseM " .- ".�,., - � +. .. _ - Andover,Massac use,ts 01810 , SC202A IIIA— l : ; ; r,. .. - I= I I` , ._ .\ J \` 1 ` , I 1 1.877.700.7678 n f \ 4 y smrtInc.com i EDGEWOODxRETIREMENT ICOMMUNITY &1 &2 { &2a &3a SMALL HOME PROJECT STEEL II vim I POND PASTURE LANE AT THE REAR OF 575 OSGOOD STREET '- ' ����� ��r. i > NORTH ANDOVER,MA �/ POST-DEVELOPMENT 6 I DESIGN POINI� I � (, WATERSHED MAP T 2 $I \ \ / I DESIGN SHEET TITLE: EX.CLOSED / SC201C / / I a I POINT 1 25 59 Iw 15V STORM SYSTEM SCALE:, =sa PROJECT MANAGER:r- CDP PROJECT NO. 15078.03 A A MAP 36 LOT 3 AM OF RECORD: MAF I N/F EDGEWOOD RETIREMENT COMMUNITY, INC ' { JOB CAPTAIN: JLR 575 OSGOOD STREET I C-121 NORTH ANDOVER, MA. 01845 I I DRAWN MAF E m»�K d ."" nz�o onr 1 1 S SMRT FlLE: G121-15078 SHEET No. 24x36 15 14 13 1 12 1 11 1 10 9 1 8 1 7 1 6 1 5 14 3 2 1 NOT FOR CONSTRUCTION 9.L 15 1 14 1 13 1 12 11 1 10 1 9 1 B 1 1 1 6 1 5 1 4 1 3 1 2 1 1 \ / AdLro \ 181c7l 1-7,9 EET LL MA. I / sc2o1E ® .PR 100 K ¢ 1� \ a� A-1 I I I I K DESIGN POINT 3 OFF-SITE; EX. FIELD } 1 It S071 l/ r �-�-: - / _ _ T-- J I co SC201 F _ / / _ I \ „ 17 i::::::: %� , �� ® 1 � ► //�/. F-1 1.111 111__,;ni / � /� m __ ��; '�; �t-'`•� ` � Q. oma' mill. °. Rox H \ °° i �F ! / IIIIIIIIIIIIIIIIIf':,IIIIIIIIIIi11111� milk / I _ F-3 -- / �1111I11111111111;f / - I I I I I Fm r8 p �Bo -'Z 176 -rZ I = / _ I F -7- = I � II^^ B;7 CO os j"o _1'1111 1111111:!IIIIIIIIIIIIII!1111111':IIIIIIIIIIJ11111111111 I w �LU ` I 11 1► S S I I I 3 RE-ISSUED FOR PERMITTING 10-25-16 E .. ° ° ; 1.114 sC2o1 s __= I I B-3b / I E 2 RE-ISSUED FOR PERMITTING 10-17-16 — ` �I \' / u / 0 � ■ 111111 1 1111 f - — \ 1 RE-ISSUED FOR PERMITTING 0&30-16 1 I Q - - — I 111IV 11111'11, I \ I I I I .,I° „"j V X11 11 1 1 11114'1�111111 � 0 ISSUED FOR PERMITTING 08-19-16 IN Off= j __ \ _ ! I = —� .. ` °°�° I I I I \ REV DESCRIPTION DATE 1 _ _ RE-ISSUED FOR PERMITTING SC201 G / �� o y- __ 7 -- I II 10-25-16 O ■ _ 1 ii1111�/ / - - I N 1 1 \ I CURRENT ISSUE STATUS: SC202A o — D EiiiI o I �- ^ -- ON � �■: _/ - ! -�I:'' B-1 = B-2a B-2a B2a = B 3aINS r' W. —— - Y� ',yam` ysY a y`yy� PROJECT NORTH:r';r'; „' y I I I SMRTArchlteM and Engineers One Dundee Park,Sulte4 D 1119Andover,IN Massachusetts 01810 D 1.877.700.7678 . DIIINmau Ixrrala NIx .lo ewo. W. I EDGEWOOD RETIREMENT COMMUNITY '' I- i z�� � I I I I a ���I II i I � ) ���•�' / /� / SMALL HOME PROJECT DESIGN POINT 2 I I ` — s�a X11111 I _ h �.,.I I �� ��/\ POND cc. I rI - _�I �/ NORTH ANDOVE MA AT THE REAR OF 575 OSGOOD STREET 8 EX. CLOSED ~ — NSD — NSD — NSD — NSD — N SO — NSD SD — NSD — NSP — NSD "' \ - POST-DEVELOPMENT B STORM SYSTEM �II I 1 ' / WATERSHED MAP-ENLARGEMENT U ®8 I / / PO INT 3 SHEEP TITLEN o V; 10* I LAKE (OFF-PAGE) w ,- °° w SC201 C-1 / I 1 i PROJECT MANAGER: CDP PROJECT NO: 15078.03 A A A C+/+ \ °' I (,a'' / AIE CAPTAIN: MAF p JOB CAPTAIN: JLR DRAWN BY: MAF C-122 SMRT FILE: C-122-15078 SHEET No. Illp`r 24.i 15 1 14 1 13 1 12 1 11/ 1 10 e 8 1 7 6 1 5 1 4 1 3 1 2 NOT FOR CONSTRUCTION 15078-POST-DEV 161025 Type///24-hr 2 Year Rain/all=3.20" Prepared by SMRT_Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 0 2015 HydroCAD Software Solutions LLC Page 2 Time span=0.00-24.00 hrs,dt=0.02 hrs,1201 points Runoff by SCS TR-20 method,UH=SCS,Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment 1S:SC201A-1 Runoff Area=277.852 sf 0.05%Impervious Runoff Depth>0.25" Flow Length=1,388' Tc=16.8 min CN=55 Runoff=0.6 cfs 0.132 of Subcatchment 2S:SC201 B-4 Runoff Area=3,602 sf 100.00%Impervious Runoff Depth>2.97" a Tc=5.0 min CN=98 Runoff=0.3 cfs 0.020 of Subcatchment 3S:SC201 G1 Runoff Area=2,221 sf 30.80%Impervious Runoff Depth>0.93" Tc=5.0 min CN=72 Runoff=0.1 cfs 0.004 of Subcatchment 4S:SC201 D Runoff Area=14.593 sf 0.90%Impervious Runoff Depth>0.41" Tc=5.0 min CN=60 Runoff=0.1 cfs 0.011 of a Subcatchment 5S:SC201 E Runoff Area=26.335 sf 33.42%Impervious Runoff Depth>0.83" Flow Length=412' Tc=8.6 min CN=70 Runoff=0.5 cfs 0.042 of Subcatchment 6S:SC201 F-3 Runoff Area=1,451 sf 18.19%Impervious Runoff Depth>0.73" ,., •�; Tc=5.0 min CN=68 Runoff=0.0 cfs 0.002 of [A] Subcatchment 7S:SC201 G Runoff Area=21.782 sf 1.14%Impervious Runoff Depth>0.44" m 1 1 \ Flow Length=130' Tc=15.4 min CN=61 Runoff=0.1 cfs 0.018 of ,;1 \ Subcatchment 8S:SC201H-1 Runoff Area=6,560 sf 52.47%Impervious Runoff DepthA.40" 85' Tc=5.0 min CN=80 Runoff=0.3 cfs 0.018 of Subcatchment 9S:SC202A Runoff Area=19.608 sf 52.68%Impervious Runoff Depth>1.34" Tc=5.0min CN=79 Runoff=0.7 cfs 0.050 of Subcatchment 10S:SC201A-2 Runoff Area=2,968 sf %Impervious Runoff Depth>0.48" ® ® / - - _ Tc-5.0 min CN-62 Runoff 0.0 cfs 0.003 of u a _-.o�- -0 ----- -0 Subcatchment 11S:SC201F-2 Runoff Area=1,898 sf 87.36%Impervious Runoff Depth>2.44" w. Tc=5.0 min CN=93 Runoff=0.1 cis 0.009 of Subcatchment 12S:SC201 B-1 Runoff Area=3,892 sf 100.00%Impervious Runoff Depth>2.97" Tc=5.0 min CN=98 Runoff=0.3 cfs 0.022 of Subcatchment 13S:SC201 B-2a Runoff Area=4,379 sf 100.00%Impervious Runoff Depth>2.97" Tc=5.0 min CN=98 Runoff=0.3 cfs 0.025 of Subcatchment 14S:SC201B-6 Runoff Area=3,855 sf 100.00%Impervious Runoff Depth>2.97" Tc=5.0 min CN=98 Runoff=0.3 cfs 0.022 of Subcatchment 15S:SC201 B-7 Runoff Area=8,826 sf 100.00%Impervious Runoff Depth>2.97" Tc=5.0 min CN=98 Runoff=0.6 cfs 0.050 of Subcatchment 16S:SC201 B-5 Runoff Area=3,653 sf 100.00%Impervious Runoff Depth>2.97" Ll �Subc\ Reach /Fo� W Routing Diagram for 15078-POST-DEV 161025 Tc=5.0 min CN=98 Runoff=0.3 cfs 0.021 of \ i Prepared by SMRT,Inc., Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 02015 HydroCAD Software Solutions LLC 15078-POST-DEV 161025 Type 11124-hr 2 Year Rainfall=3.20" 15078-POST-DEV_161025 Type I//24-hr 2 Year Rainfall=3.20" Prepared by SMRT_,Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Page 3 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Page 4 Subcatchment 17S:SC201 B-3a Runoff Area=4,036 sf 100.00%Impervious Runoff Depth>2.97" Pond 24P:DMH-2 Peak EIev=172.50' Inflow=0.9 cfs 0.075 of Tc=5.0 min CN=98 Runoff=0.3 cfs 0.023 of 15.0" Round Culvert n=0.013 L=77.0' S=0.0049'/' Outflow=0.9 cfs 0.075 of Subcatchment 18S:SC201F-1 Runoff Area=17.031 sf 66.95%Impervious Runoff Depth>1.83" Pond 26P:DMH-8 Peak Elev=172.59' Inflow=0.1 cfs 0.011 of Tc=5.0 min CN=86 Runoff=0.9 cfs 0.060 of 12.0" Round Culvert n=0.013 L=44.0' S=0.0050'/' Outflow=0.1 cis 0.011 of Subcatchment 195:SC201 F-4 Runoff Area=447 sf 0.00%Impervious Runoff Depth>0.44" Pond 27P:FI-2 Peak EIev=173.09' Inflow=0.3 cfs 0.022 of Tc=5.0 min CN=61 Runoff=0.0 cfs 0.000 of 12.0" Round Culvert n=0.013 L=30.0' S=0.0050'P Outflow=0.3 cfs 0.022 of Subcatchment 20S:SC201 H-2 Runoff Area=1,669 sf 21.99%Impervious Runoff Depth>0.78" Pond 28P:CB-2 Peak EIev=173.04' Inflow=0.1 cfs 0.009 of Tc=5.0 min CN=69 Runoff=0.0 cfs 0.002 of 12.0" Round Culvert n=0.013 L=33.0' S=0.0048'P Outflow=0.1 cfs 0.009 of Subcatchment 21S:SC201C-2 Runoff Area=3,284 sf 21.35%Impervious Runoff Depth>0.73" Pond 29P:FI-1 Peak EIev=172.74' Inflow=0.0 cfs 0.002 of Tc=5.0 min CN=68 Runoff=0.1 cfs 0.005 of 12.0" Round Culvert n=0.013 L=45.0' 5=0.0049'P Outflow=0.0 cfs 0.002 of Subcatchment 38S:SC201 B-2b Runoff Area=3,661 sf 100.00%Impervious Runoff Depth>2.97" Pond 30P:FI-4 Peak EIev=172.80' Inflow=O.O cfs 0.002 of Tc=5.0 min CN=98 Runoff=0.3 cfs 0.021 of 15.0" Round Culvert n=0.013 L=60.0' S=0.0050'/' Outflow=0.0 cfs 0.002 of Subcatchment 39S:SC201 B-3b Runoff Area=3,986 sf 100.00%Impervious Runoff Depth>2.97" Pond 31 P:DMH-11 Peak EIev=171.74' Inflow=l.0 cfs 0.062 of Tc=5.0 min CN=98 Runoff=0.3 cfs 0.023 of 18.0" Round Culvert n=0.013 L=43.0' S=0.0049'/' Outflow=1.0 cfs 0.062 of Reach 1R: Inflow=0.0 cfs 0.000 of Pond 32P:DMH-9 Peak Elev=171.49' Inflow=l.0 cfs 0.062 at Outflow=0.0 cfs 0.000 of Primary=1.0 cfs 0.062 of Secondary=0.0 cfs 0.000 of Outflow=1.0 cfs 0.062 of Reach 2R: Inflow=0.3 cfs 0.036 of Pond 33P:DMH-10 Peak EIev=171.25' Inflow=1.2 cfs 0.093 of Outflow=0.3 cfs 0.036 of 18.0" Round Culvert n=0.013 L=64.0' S=0.0050'P Outflow=1.2 cfs 0.093 of Pond 1 P:SIG-1 Peak Elev=169.69' Storage=3,740 cf Inflow=0.9 cis 0.178 of Pond 36P:CB-3 Peak EIev=172.77' Inflow=0.3 cfs 0.018 of Discarded=0.0 cfs 0.061 of Primary=0.3 cfs 0.036 of Outflow=0.4 cis 0.097 of 15.0" Round Culvert n=0.013 L=8.0' 5=0.0050'P Outflow=0.3 cfs 0.018 of Pond 3P:SIG-3 Peak EIev=170.43' Storage=3,451 cf Inflow=2.3 cfs 0.193 of Pond 37P:CB-4 Peak EIev=173.08' Inflow=0.6 cfs 0.046 of Discarded=0.1 cfs 0.166 of Primary=0.0 cis 0.000 of Outflow=0.1 cfs 0.166 of 12.0" Round Culvert n=0.013 L=36.0' S=0.0050'P Outflow=0.6 cfs 0.046 of Pond 4P:Dry Pond Peak EIev=171.30' Storage=1,336 cf Inflow=2.1 cfs 0.180 of Pond 40P:DMH-5 Peak EIev=170.43' Inflow=1.7 cfs 0.139 of Outflow=0.9 cis 0.178 of 18.0" Round Culvert n=0.013 L=75.0' 5=0.0049 T Outflow=1.7 cfs 0.139 of Pond 512:BRA-1 Peak EIev=175.09' Storage=852 cf Inflow=0.9 cis 0.060 of Pond 41 P:DMH-6 Peak EIev=170.43' Inflow=1.7 cfs 0.139 of Outflow=0.7 cfs 0.042 of 18.0" Round Culvert n=0.013 L=34.0' S=0.0050'P Outflow=1.7 cfs 0.139 of Pond 6P:FI-5 Peak EIev=175.01' Storage=414 cf Inflow=0.1 cfs 0.018 of Pond 42P:FI-6 Peak Elev=172.96' Inflow=0.6 cfs 0.046 of Outflow=0.0 cfs 0.009 of 12.0" Round Culvert n=0.013 L=26.0' S=0.0050'P Outflow=0.6 cfs 0.046 of Pond 712:DMH-3 Peak EIev=170.84' Inflow=1.2 cfs 0.093 of Pond OGS:Oil/Grit Separator Inflow=1.0 cfs 0.062 of 18.0" Round Culvert n=0.013 L=131.0' S=0.0050'12 Outflow=1.2 cfs 0.093 of Primary=1.0 cfs 0.062 of Pond 2212•FI-7 Peak Elev=172.46' Inflow=0.0 cfs 0.003 of Link DP-1:Lake Inflow=0.6 cfs 0.168 of 12.0" Round Culvert n=0.013 L=43.0' S=0.0049'P Outflow=0.0 cfs 0.003 of Primary=0.6 cfs 0.168 of Pond 23P:CB-1 Peak EIev=173.29' Inflow=0.5 cfs 0.042 of Link DP-2:Ex.Closed System Inflow=0.7 cfs 0.050 of 12.0" Round Culvert n=0.013 L=15.0' S=0.0053'12 Outflow=0.5 cfs 0.042 of Primary=0.7 cfs 0.050 of [-.T L= E---D r---J L�:1 L�! �J [�!. E7-3 r-73- � 15078-POST-DEV 161025 Type 11124-hr 2 Year Rainfall=3.20" 15078-POST-DEV 161025 Type 11124-hr 2 Year Rainfall=3.20" Prepared by SMRT Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Paae 5 HydroCAD®10.00-1 6s/n 00729 ©2015 HydroCAD Software Solutions LLC Paae 6 Link DP-3:Ex.Field Summary for SubCatchment 1S:SC201A-1 Primary=0.0 cfs 0.000 of Runoff = 0.6 cfs @ 12.50 hrs, Volume= 0.132 af, Depth> 0.25" Total Runoff Area=10.046 ac Runoff Volume=0.582 of Average Runoff Depth=0.70" 82.13%Pervious=8.250 ac 17.871%Impervious=1.796 ac Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-24.00 hrs,dt=0.02 hrs Type III 24-hr 2 Year Rainfall=3.20" Area(sf) CN Description 143 98 Paved parking 532 53 Porous Pavers 722 53 Porous Pavers 851 53 Grass Pavers 671 53 Grass Pavers 13,707 48 Brush,Good,HSG B 4,533 61 >75%Grass cover,Good,HSG B 37,962 55 Woods,Good,HSG B 80,454 55 Woods,Good,HSG B 138,277 55 Woods, oods Good HSG B 277,852 55 Weighted Average 277,709 99.95%Pervious Area 143 0.05%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.2 50 0.0875 0.07 Sheet Flow, Woods:Dense underbrush n=0.800 P2=3.60" 1.4 380 0.0840 4.67 Shallow Concentrated Flow, Unpaved Kv=16.1 fps 2.9 560 0.0410 3.26 Shallow Concentrated Flow, Unpaved Kv=16.1 fps 1.3 398 0.1010 5.12 Shallow Concentrated Flow, Unpaved Kv=16.1 fps 16.8 1,388 Total 15078-POST-DEV 161025 Type 11124-hr 2 Year Rainfall=3.20" 15078-POST-DEV 161025 Type 11124-hr 2 Year Rainfall=3.20" Prepared by SMRT_Inc. Printed 10/25/2016 Prepared by SMRT_,Inc. Printed 10/25/2016 HydroCAD010.00-16 s/n 00729 @2015 HydroCAD Software Solutions LLC Page 7 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Page 8 Subcatchment 1S:SC201A-1 Summary for Subcatchment 2S:SC201 B-4 Hydrograph Runoff = 0.3 cfs @ 12.07 hrs, Volume= 0.020 af, Depth> 2.97" 0.65- -__ ❑Runofl o.ed� Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-24.00 hrs,dt=0.02 hrs 0.6, Type 111'24-hr Type III 24-hr 2 Year Rainfall=3.20" 0.55- 2 Year Rainfall-3.20" os- Area(sf) CN Description 0.45- Runoff Area=277,852'sf 3.602 98 Roofs 3,602 100.00%Impervious Area 0.4 Runoff Volume=0.1.32 of 0.35 Runoff Depth>0.25' Tc Length Slope Velocity Capacity Description 0.3- (min) (feet) (ft/ft) (ft/sec) (cfs) Flow_Length=1,388 5.0 Direct Entry,Min Tc 0.25 Tc=16.8 min:. 02- .CN.55 - _ .. Subcatchment 2S:SC201 B-4 0.15. Hydrograph o.1- .. ...._. .._.,. ... 0.28. o.aa ... '..... ........ :_ - 0.26 .TYpe_I1124- . .hr 0 , 2 3 4 5 6 7 6 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 0.24: .2-Year-Rai nfa11=3.20" ... . Time(hours) 0.22- 22 RunoffArea=3,602-sf - - - ' 0.2.'. °.16= Runoff Volume=0.020 of ; e ,.. L 016 Runoff..Depth>2.97 0.,4. Tc=5.0 Min --- LL 0.12" � ._;.... _ :.... 1... � � ....... o.1- CN_9.8 _ o.o8- . o.06- a o.04- 0.02- o- 0 1 2 3 4 5 6 7 8 9 10 11 12 6 14 15 16 17 18 1'6 20 2, 22 23 24 Time(hours) 15078-POST-DEV 161025 Type 111 24-hr 2 Year Rainfall=3.20" 15078-POST-DEV 161025 Type 11124-hr 2 Year Rainfall=3.20" Prepared by SMRT,Inc. Printed 10/25/2016 Prepared by SMRT_,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 02015 HydroCAD Software Solutions LLC Page 9 HydroCAD®10.00-16 s/n 00729 0 2015 HydroCAD Software Solutions LLC Paoe 10 Summary for Subcatchment 3S:SC201 C-1 Summary for Subcatchment 4S:SC201 D Runoff = 0.1 cfs @ 12.08 hrs, Volume= 0.004 af, Depth> 0.93" Runoff = 0.1 cfs @ 12.11 hrs, Volume= 0.011 af, Depth> 0.41" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-24.00 hrs,dt=0.02 hrs Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-24.00 hrs,dt=0.02 hrs Type III 24-hr 2 Year Rainfall=3.20" Type III 24-hr 2 Year Rainfall=3.20" Area(sf) CN Description Area(sf) CN Description 684 98 Paved parking,HSG B 132 98 Paved parking 1,537 61 >75%Grass cover.Good HSG B 508 53 Porous Pavers 2,221 72 Weighted Average 12,323 61 >75%Grass cover,Good,HSG B 1,537 69.20%Pervious Area 1,630 55 Woods Good,HSG B 684 30.80%Impervious Area 14,593 60 Weighted Average 14,461 99.10%Pervious Area Tc Length Slope Velocity Capacity Description 132 0.90%Impervious Area (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry,Min Tc Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) Subcatchment 3S:SC201 C-1 5.0 Direct Entry,Min Tc Hydrograph Subcatchment 4S:SC201 D ._.... .1 ....... ...._', ... ❑Funou Hydrograph 0.055- oa ae: Type.,,lll:24-hr 0.105 ❑aunou 9.05 2 Year Rainfall-3.20" 0095; 9045.: Type III 24-hr Runoff Area_2,221 sf 9085. ' 2 Year Rai nfall_3.20" 0.04- Runoff Volume=0.004 of o°5 Runoff Area'=14,593 sf 0.035: _ .._.. 3 0 03. Runoff Depth>0.93" 90°5 Runoff Volume=0.011 of Tc=5.0 min 1 055 ,.. Runoff De th>0.41:.' 9.925.: : � 9955.: .... p..,. . CN=72 LL 905; _Tc 5.0 min .. 9.921 .... 0 045.: CN60 0011- 0 04 - _.:._ ............ .....:. .,......: ..... .: .....: ..,... 0.035- 0.03; ... 0.025; _.;. .....: .._ 0.005- ' _ - 0.02 L 0015- /6 _ _:. 0-. � .. .". .: .'�. � .-. 0.01-. ..... ..:........ ',.... _ 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 0.005-: Time(hours) 0' 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) 15078-POST-DEV-1 61025 Type 111 24-hr 2 Year Rainfall=3.20" 15078-POST-DEV 161025 Type 111 24-hr 2 Year Rainfall=3.20" Prepared by SMRT,Inc. Printed 10/25/2016 Prepared by SMRT_Inc. Printed 10/25/2016 HydroCAD@ 10.00-16 s/n 00729 02015 HydroCAD Software Solutions LLC Facie 11 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Paae 12 Summary for Subcatchment 5S:SC201 E Summary for Subcatchment 6S:SC201 F-3 Runoff = 0.5 cis @ 12.14 hrs, Volume= 0.042 at, Depth> 0.83" Runoff = 0.0 cis @ 12.09 hrs, Volume= 0.002 af, Depth> 0.73" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-24.00 hrs,dt=0.02 hrs Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-24.00 hrs,dt=0.02 hrs Type III 24-hr 2 Year Rainfall=3.20" Type III 24-hr 2 Year Rainfall=3.20" Area(sf) CN Description Area(sf) CN Description 8,802 98 Paved parking 264 98 Paved parking,HSG B 4,431 61 >75%Grass cover,Good,HSG B 307 61 >75%Grass cover,Good,HSG B 4,519 55 Woods,Good,HSG B 880 61 >75%Grass cover,Good,HSG B ' 8,583 55 Woods,Good,HSG B 1,451 68 Weighted Average 26,335 70 Weighted Average 1,187 81.81%Pervious Area 17,533 66.58%Pervious Area 264 18.19%Impervious Area 8,802 33.42%Impervious Area Tc Length Slope Velocity Capacity Description Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry,Min Tc 7.0 50 0.0700 0.12 Sheet Flow, Woods:Light underbrush n=0.400 P2=3.60° Subcatchment 6S:SC201 F-3 0.9 236 0.0680 4.20 Shallow Concentrated Flow, Unpaved Kv=16.1 fps Hydrograph 0.7 126 0.0220 3.01 Shallow Concentrated Flow, ooze. ❑Runou Paved Kv=20.3 fps ooa. 8.6 412 Total 0 0zs 6.624 7Ype;III 24-hr. Subcatchment 5S:SC201 E 0.022- ' 2 Year Rainfali_3.20" Hydrograph Runoff„Area'=1,451 i sf 6.62- :......: , .. ........ _ ❑Runofr 0078. .. - Runoff.Volume 0 002 of 0.5- ' osa, 06,6 '....Runoff DepthA 73..x... . Type 111 24 hr 3 0014 0.45- Tc;e -2 Year Ramfall=3.20" LL 6012.. 5.O mm oa o Runoff Area=26,335 sf o, 0.35- ..... 0.008 68 ..Runoff.Volume=0.042 of °3 Runoff Depth>0 03"._ 0064 cN 0.25- Flow Length 412 6. 002 - 0.2- Tc_8.6 min 6 �7 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 ..CN=/..0..' Time(hours) 0.15; ........... 01 .. ...:........... 0.05- :. 0. 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) �J 'R� 1F�1 R�.J '�.J ��P L._.-�J F] 1.-_�✓I T Q &L 15078-POST-DEV 161025 Type///24-hr 2 Year Rainfall=3.20" 15078-POST-DEV 161025 Type 11124-hr 2 Year Rainfall=3.20" Prepared by SMRT_Inc. Printed 10/25/2016 Prepared by SMRT_,Inc. Printed 10/25/2016 HydroCAD910.00-16 s/n 00729 02015 HydroCAD Software Solutions LLC Paae 13 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Page 14 Summary for Subcatchment 7S:SC201 G Summary for Subcatchment 8S:SC201 H-1 Runoff = 0.1 cfs @ 12.31 hrs, Volume= 0.018 at, Depth> 0.44" Runoff = 0.3 cfs @ 12.08 hrs, Volume= 0.018 at, Depth> 1.40" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-24.00 hrs,dt=0.02 hrs Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-24.00 hrs,dt=0.02 hrs Type III 24-hr 2 Year Rainfall=3.20" Type III 24-hr 2 Year Rainfall=3.20" Area(sf) CN Description Area(sf) CN Description " 248 98 Paved parking " 3,442 98 Paved parking ' 797 53 Porous Pavers,HSG B 428 53 Porous Pavers 16,355 61 >75%Grass cover,Good,HSG B 2,401 61 >75%Grass cover,Good,HSG B 4,382 61 >75%Grass cover,Good HSG B 289 61 >75%Grass cover,Good,HSG B 21,782 61 Weighted Average 6,560 80 Weighted Average 21,534 98.86%Pervious Area 3,118 47.53%Pervious Area 248 1.14%Impervious Area 3,442 52.47%Impervious Area Tc Length Slope Velocity Capacity Description Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 40 0.0068 0.04 Sheet Flow, 5.0 Direct Entry,Min Tc Woods:Light underbrush n=0.400 P2=3.60" 0.4 90 0.0560 3.81 Shallow Concentrated Flow, Subcatchment 8S:SC201 H-1 Unpaved Kv=16.1 fps 15.4 130 Total Hydrograph 0.28. ❑Runo/i Subcatchment 7S:SC201G ozs- Hydrograph 0,24:. Type 11 24-hr . 022 2 Year Rainfall_3.20" - - U Runoff .. ... 013 _ 02 Runoff Area= 560 sf 012 Type III 24-hr 0.18- -.Runoff Volume=0.01 8 of 2 Year Rainfall_3.20.." 1 016.. Runoff Depth>1 40" 01 ._.Runoff.Area=21,782..sf ; 014 Tc min Runoff Volume=0.018 of 012` 0CN=80. „0.06.0.07 Runoff Depth>0.44'.r._, ,: LL 0.06 Flow Length_130' 0.06: ' Tc--15.4 min 0.05: 0 04 0.04- 0.02 002. 0.03- _ 0- I - -- --- .. ..... - ... ,.... :.... ...... 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 0.02- Time(hours) 0.01. 0 , 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) i 15078-POST-DEV 161025 Type 11124-hr 2 Year Rainfall=3.20" 15078-POST-DEV 161025 Type 11124-hr 2 Year Rainfall=3.20" Prepared by SMRT_Inc. Printed 10/25/2016 Prepared by SMRT_,Inc. Printed 10/25/2016 HydroCAD010.00-16 s/n 00729 @2015 HydroCAD Software Solutions LLC Paae 15 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Page 16 Summary for Subcatchment 9S:SC202A Summary for Subcatchment 10S:SC201A-2 Runoff = 0.7 cfs @ 12.08 hrs, Volume= 0.050 af, Depth> 1.34" Runoff = 0.0 cfs @ 12.10 hrs, Volume= 0.003 af, Depth> 0.48" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-24.00 hrs,dt=0.02 hrs Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-24.00 hrs,dt=0.02 hrs Type III 24-hr 2 Year Rainfall=3.20" Type III 24-hr 2 Year Rainfall=3.20" Area(sf) CN Description Area(sf) CN Description ' 10,330 98 Paved parking 149 98 Paved parking,HSG B ' 746 53 Porous Pavers,HSG B 348 53 Porous Pavers ' 1,692 53 Porous Pavers,HSG B 2,471 61 >75%Grass cover,Good,HSG B 5,464 61 >75%Grass cover,Good,HSG B 2,968 62 Weighted Average 1,376 61 >75%Grass cover,Good.HSG B 2,819 94.98%Pervious Area 19,608 79 Weighted Average 149 5.02%Impervious Area 9,278 47.32%Pervious Area 10,330 52.68%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) Tc Length Slope Velocity Capacity Description 5.0 Direct Entry,Min Tc (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry,Min Tc Subcatchment 10S:SC201 A-2 Subcatchment 9S:SC202A Hydr°graph 0.03- Hydrograph - - -- 0.028; 0.8- ._ ❑Runofl °026: Type III 24-hr .: ..... 0.75-' °°24 2 Y-Year Rainf II 3'20 a Type:III 24-hr 0.7: ..... ___ 0.022: .. 2 Year Ramfall_3.20' --- -- --- Runoff Area 2,968 sf 0.6: 0.02. - 6.66 - Runoff Area;-19;608 sf 0018 Runoff Volume-0.003 of .. ... .: .. .. .... .... L 0.0,6= .... Runoff Depth>0 48' 0.5 Runoff Volume=0.050.af ; _.. .... .__. - - -- L U.45 - ao Tc_5 0 min- Runoff Depth>1 34 3 0.4- ION- - _ Tc-5.0 mm 0 0 14 LL 12 CN-62 ; °.°, Ii 0.35= . , __ 0a'. ' .CN=790.0 0.25. - ... 0.0 , 06 0.2i _. :. _'_ .. :...... ,.. .....:.. .l......:. _._ ....i 0.004- - - - 0.,5 .- .. .__ .. .... 0.002 0.05= 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) 0= 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15.16 17 18 19 20 21 22 23 24 Time(hours) 15078-POST-DEV_161025 Type 11124-hr 2 Year Rainfall=3.20" 15078-POST-DEV 161025 Type/1124-hr 2 Year Rainfall=3.20" Prepared by SMRT,Inc. Printed 10/25/2016 Prepared by SMRT_,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 @2015 HydroCAD Software Solutions LLC Page 17 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Page 18 Summary for Subcatchment 11 S:SC201 F-2 Summary for Subcatchment 12S:SC201 B-1 Runoff = 0.1 cfs @ 12.07 hrs, Volume= 0.009 af, Depth> 2.44" Runoff = 0.3 cfs @ 12.07 hrs, Volume= 0.022 af, Depth> 2.97" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-24.00 hrs,dt=0.02 hrs Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-24.00 hrs,dt=0.02 hrs Type III 24-hr 2 Year Rainfall=3.20" Type III 24-hr 2 Year Rainfall=3.20" Area(sf) CN Description Area(sf) CN Description 1,658 98 Paved parking 3,892 98 Roofs 240 61 >75%Grass cover,Good,HSG B 3,892 100.00%Impervious Area 1,898 93 Weighted Average 240 12.64%Pervious Area Tc Length Slope Velocity Capacity Description 1,658 87.36%Impervious Area (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry,Min To Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) Subcatchment 12S:SC201 B-1 5.0 Direct Entry,Min Tc Hydrograph Subcatchment 11 S:SC201 F-2 0.32-./ _. ! ❑n��a„ Hydrograph 03, 926. ' . Type,lll 24-hr �nuno0 0.26: 2 Year Rainfall-3.20 0. 0.24 0.,2 Type III 24-hr0.22Runoff Area' 3,892 sf _. 0.11 ' 2 Year Rainfall 3.20". 02= Runoff Volume-0.0.22 of a 0.1: Runoff Area;-1,898sf ..._... L °18 --Runoff Depth>2.97"' 0.0 9, 0, Runoff Volume_0.009 of o,,:: Tc=5.0 min o.oe Runoff Depth>2 44" 012 CN-98 a .....: - 1 0.,: — 9.°6-: TC=50 min .....;. - .......,: _-;- .. ,...... 0.08 0.05-' C.N_93 0.06 0.04- ' ....._. 0.04- 0.03- _ :_ 0.02= ' - 0.02=' o.: 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 0.01-' Time(hours) _ 0. 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) J 15078-POST-DEV 161025 Type 11124-hr 2 Year Rainfall=3.20" 15078-POST-DEV 161025 Type 11124-hr 2 Year Rainfall=3.20" Prepared by SMRT_Inc. Printed 10/25/2016 Prepared by SMRT,_Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Page 19 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Page 20 Summary for Subcatchment 13S:SC201 B-2a Summary for Subcatchment 14S:SC201 B-6 Runoff = 0.3 cfs @ 12.07 hrs, Volume= 0.025 at, Depth> 2.97" Runoff = 0.3 cis @ 12.07 hrs, Volume= 0.022 af, Depth> 2.97" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-24.00 hrs,dt=0.02 hrs Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-24.00 hrs,dt=0.02 hrs Type III 24-hr 2 Year Rainfall=3.20" Type III 24-hr 2 Year Rainfall=3.20" Area(sf) CN Description Area(sf) CN Description ' 4,379 98 Roofs 3,855 98 Roofs 4,379 100.00%Impervious Area 3,855 100.00%Impervious Area Tc Length Slope Velocity Capacity Description To Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry,Min To 5.0 Direct Entry,Min Tc Subcatchment 13S:SC201 B-2a Subcatchment 14S:SC201 B-6 Hydrograph Hydrograph .... - -. ❑Runolf ❑Runolf 0 3' 0.34. L72e ..0.32; 1 24-hr 0.26.. Type.111 24-hr°3 Rainfall-3.20" °.262 Year Rainfall=3.200.29 .. . . _0.24029; Area-4,379 f 0.22Runoff Area 3;855 s.0.24;0.22f Volume=0.025 of 02 Runoff Volume=0.022 of t 0.2f Depth>2.97" 018 Runoff Depth>2.97" 0,6LL 0.,6= mm... 0.,4 Td=5.O min014= 0.12: GN:_98 0.,z= - 0.1 '0.0so oa 0.0s 0 os.00a ° 0.02= 0.oz °_ 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) Time(hours) 15078-POST-DEV161025 Type 11124-hr 2 Year Rainfall=3.20" 15078-POST-DEV-1 61025 Type 11124-hr 2 Year Rainfall=3.20" Prepared by SMRT_Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 @2015 HydroCAD Software Solutions LLC Pace 21 HydroCAD®10.00-16 s/n 00729 0 2015 HydroCAD Software Solutions LLC Page 22 Summary for Subcatchment 15S:SC201 B-7 Summary for Subcatchment 16S:SC201 B-5 Runoff = 0.6 cfs @ 12.07 hrs, Volume= 0.050 at, Depth> 2.97" Runoff = 0.3 cfs @ 12.07 hrs, Volume= 0.021 af, Depth> 2.97" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-24.00 hrs,dt=0.02 hrs Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-24.00 hrs,dt=0.02 hrs Type III 24-hr 2 Year Rainfall=3.20" Type III 24-hr 2 Year Rainfall=3.20" Area(sf) CN Description Area(sf) CN Description " 8.826 98 Roofs 3,653 98 Roofs 8,826 100.00%Impervious Area 3,653 100.00%Impervious Area Tc Length Slope Velocity Capacity Description Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry,Min Tc 5.0 Direct Entry,Min Tc Subcatchment 15S:SC201 B-7 Subcatchment 16S:SC201 B-5 Hydrograph Hydrograph ...... ._....: _.:. ...... .....: ..._ 0.3- 17 Runoff 0.28- as an 0.65: _..... Type 11124-hr 0.26: Type III 24 hr 2 Year Rainfall-3:20" -- 0.24 2.Year Rainfall_3.20' Runoff Area'=8;826 sf °.22 Runoff Area=3,653 sf 0.5- L.. - 0.45- Runoff Volume=0.050_af018_ Runoff Volume"-0.021:of 04 Runoff Depth>2.97' 616i Runoff.Depth>2 97" 0 0.35. 0 014= - Tc--5.0mm Tc_50 min..:. u. 0.3 CN98 °0.1 CN=9:8 0.25.. : . 0.2 0.08. ..._ _ 0.15: 0.06= 0.1: 0.04: 0.05q 0.02-. - °_ lll�l. 0111 1 2 3 45 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) Time(hours) 15078-POST-DEV 161025 Type H/24-hr 2 Year Rainfall=3.20" 15078-POST-DEV-1 61025 Type 11124-hr 2 Year Rainfall=3.20" Prepared by SMRT_Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD®10.00-16 S/n 00729 ©2015 HydroCAD Software Solutions LLC Page 23 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Page 24 Summary for Subcatchment 17S:SC201 B-3a Summary for Subcatchment 18S:SC201 F-1 Runoff = 0.3 cis @ 12.07 hrs, Volume= 0.023 af, Depth> 2.97" Runoff = 0.9 cfs @ 12.08 hrs, Volume= 0.060 af, Depth> 1.83" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-24.00 hrs,dt=0.02 hrs Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-24.00 hrs,dt=0.02 hrs Type III 24-hr 2 Year Rainfall=3.20" Type III 24-hr 2 Year Rainfall=3.20" Area(sf) CN Description Area(sf) CN Description 4,036 98 Roofs,HSG B 764 98 Bioretention Area 4,036 100.00%Impervious Area 10,638 98 Paved parking 4,174 61 >75%Grass cover,Good,HSG B Tc Length Slope Velocity Capacity Description 1,455 61 >75%Grass cover,Good,HSG B (min) (feet) (ft/ft) (ft/sec) (cfs) 17,031 86 Weighted Average 5.0 Direct Entry,Min Tc 5,629 33.05%Pervious Area 11,402 66.95%Impervious Area Subcatchment 17S:SC201 B-3a Tc Length Slope Velocity Capacity Description Hydrograph (min) (feet) (ft/ft) (ft/sec) (cfs) _ ❑Runoll 0.32- 5.0 Direct Entry,Min Tc 0.3- Type III 24-hr- Subcatchment 18S:SC201 F-1 0.2e. rr .. ;. Hydrograph 0.26. 2 Year Rainfall-3.20 ..._ : _ 6.24 Runoff Area_4,036''sf; 6.95 p Runoi, 6.22- Runoff Volume=0.023 of - -'--- ° - 0.2' - _ -: 685. Type.;lll'24.hr -. .,..- a.,e: " ° 607. Year Rainfall 3:20 Runoff Depth>2 97. 2 Y 6.1Tc_5.0 min _. R _ _... unoff Area=17;031 sf 0.14 : .. CN_98 , 6.,2i Runoff Volume=0.060.af 0.1" I .. ...... .. — o.0s'. ' - °os. Runoff Depth _, ,_.., . .. ;.._ ; 0 _ ., 0-0s=" u 45 Tc 5.0 min 0.041 _ _ - -- - _CN_86 _.:.... 0.35 0.02= 0 -0 1 2 3 4 5 6--7- 8 9 10 11 12 13 14 15 18 17 19 19 20 21 22 23 24 0 25: - Time(hours) 0.15'. -... -_, -r_.. :. ... t__. ...__ _ 0.05 0= 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) W 1= © 4� Lam✓ �J 15078-POST-DEV-1 61025 Type 11124-hr 2 Year Rainfall=3.20" 15078-POST-DEV-1 61025 Type 11124-hr 2 Year Rainf611=3.20" Prepared by SMRT,Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 @2015 HydroCAD Software Solutions LLC Paae 25 HydroCAD®10.00-16 s/n 00729 0 2015 HydroCAD Software Solutions LLC Page 26 Summary for Subcatchment 19S:SC201 F-4 Summary for Subcatchment 20S:SC201 H-2 Runoff = 0.0 cfs @ 12.11 hrs, Volume= 0.000 at, Depth> 0.44" Runoff = 0.0 cfs @ 12.09 hrs, Volume= 0.002 af, Depth> 0.78" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-24.00 hrs,dt=0.02 his Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-24.00 hrs,dt=0.02 hrs Type III 24-hr 2 Year Rainfall=3.20" Type III 24-hr 2 Year Rainfall=3.20" Area(sf) CN Description Area(sf) CN Description 447 61 >75%Grass cover.Good,HSG B 367 98 Paved parking 447 100.00%Pervious Area 514 61 >75%Grass cover,Good,HSG B 788 61 >75%Grass cover.Good,HSG B Tc Length Slope Velocity Capacity Description 1,669 69 Weighted Average (min) (feet) (ft/ft) (ft/sec) (cfs) 1,302 78.01%Pervious Area 5.0 Direct Entry,Min Tc 367 21.99%Impervious Area Subcatchment 19S:SC201F-4 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) Hydrograph 5.0 Direct Entry,Min Tc 0.004-. _. . ❑Runofl 0.004 � _. .. o.o«. Subcatchment 20S:SC201H-2 0.003' Ty0e.111.24-hr Hydrograph 0033= 2 Year Rainfall 3:20.. ❑R9non ;..... .. ._. 9034: ... -MM- 0.032 Area 447 sf °°32 " 0.003: ' T e;III 24 hr 0.002 Runoff Volume=0.000 of 003 Yp " 0002 Runoff Depth>0.44' 0.026: 2 Year Rainfail=3.20" 0.002. 0121. ' °.024. Runoff Area.=1,669 sf 0 0.0021 Tc=5.0 min ; LL 9002 0022 Runoff Volume=0.002 of 0.00,; CN=61 0.02 .. 0.99, L °.9,8'. Runoff Depth>0.78 0.99,.: 3 Tc_5:0 min_ .._.. LL0 9.916 - 0 9..99,001 9.9,4. CN--69 ... " .. . .... _.... - -.. 9.9,2- -.. 9.9995 - -I _.. 0.01 ..... ... 0.009 9.906' 9 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 0.006= : - Time(hours) 0.004; ... ... ... 0.002, 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) i 15078-POST-DEV 161025 Type 11124-hr 2 Year Rainfall=3.20" 15078-POST-DEV-1 61025 Type 11124-hr 2 Year Rainfall=3.20" Prepared by SMRT_Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Page 27 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Page 28 Summary for Subcatchment 21 S:SC201 C-2 Summary for Subcatchment 38S:SC201 B-2b Runoff = 0.1 cfs @ 12.09 hrs, Volume= 0.005 af, Depth> 0.73" Runoff = 0.3 cfs @ 12.07 hrs, Volume= 0.021 af, Depth> 2.97" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-24.00 hrs,dt=0.02 hrs Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-24.00 hrs,dt=0.02 hrs Type III 24-hr 2 Year Rainfall=3.20" Type III 24-hr 2 Year Rainfall=3.20" Area(sf) CN Description Area(sf) CN Description 701 98 Paved parking,HSG B 3,661 98 Roofs,HSG B ' 463 53 Pavers 3,661 100.00%Impervious Area 2,042 61 >75%Grass cover,Good,HSG B 78 61 >75%Grass cover,Good,HSG B Tc Length Slope Velocity Capacity Description 3,284 68 Weighted Average (min) (feet) (ft/ft) (ft/sec) (cfs) 2,583 78.65%Pervious Area 5.0 Direct Entry,Min Tc 701 21.35%Impervious Area Subcatchment 38S:SC201 B-2b Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) Hydrograph 5.0 Direct Entry,Min Tc 0.3- 0.28' .3 0.28 0.3 tla Subcatchment 21 S:SC201C-2T e III'24-hr 0.26- - .yp Hydrogreph 0.241 ' 2Y.,ear Rainfa4-3.20" .i_ 0. :..... ❑Runolf 2 Runoff-Area"3:661 sf-_ - - Type III 24-hr Runoff Volume-0.021 of c.. "'- - .... j 0.16 °.65L21 ainfall=3:20" ! - Runoff Depth>2.97' _ .... 0.,40.045rea-3,284 sf Tc=5.0 min0.94- olume=0.005 of 0.12 CN98_. °.,Depth>0.73" :0.035- 0.08-0.030.06in.°.025 -- 0.°°°2 0.020.015 - 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 ,- i.._. ..;._.. -.... Time(hours) 0.01 0.005 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21-22-23 24 Time(hours) i�1J i.J 15078-POST-DEV-1 61025 Type 11124-hr 2 Year Rainfall=3.20" 15078-POST-DEV-1 61025 Type 11124-hr 2 Year Rainfall=3.20" Prepared by SMRT Inc. Printed 10/25/2016 Prepared by SMRT Inc. Printed 10/25/2016 HydroCADS 10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Page 29 HydroCAD®10.00-16 s/n 00729 ©2015 HVdrOCAD Software Solutions LLC Page 30 Summary for Subcatchment 39S:SC201 B-3b Summary for Reach 1 R: Runoff = 0.3 cfs Ca) 12.07 hrs, Volume= 0.023 af, Depth> 2.97" Inflow Area= 1.664 ac, 50.76%Impervious, Inflow Depth= 0.00" for 2 Year event Inflow = 0.0 cfs @ 0.00 hrs, Volume= 0.000 of Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-24.00 hrs,dt=0.02 hrs Outflow = 0.0 cfs @ 0.00 hrs, Volume= 0.000 af, Atten=0%, Lag=0.0 min Type III 24-hr 2 Year Rainfall=3.20" Routing by Dyn-Slot-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Area(sf) CN Description 3.986 98 Roofs Reach 1R: 3,986 100.00%Impervious Area Hydrograph Tc Length Slope Velocity Capacity Description 1_ amnow (min) (feet) (ft/ft) (ft/sec) (cfs) 0 Omnow 5.0 Direct Entry,Min Tc Fnflow:Area=1:'664;ac Subcatchment 39S:SC201 B-3b Hydrograph 0.32. 0.3- Type.I 24-hr 0.28 ; 0.26. 2 Year Rainfall-3.20" ...i . _.. 0.24= -Runoff Area=3,986sf 0.22'. Runoff Volume=0,023 of t 0.161 Runoff Depth>2 97" 0 0.16 TC.5.0 min ones u. 0.14' : .. ....: .._. :...... U- o.1r: ' CN.=98 ;. 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 -'* Time(hours) 0.1 0.08 0.06 0.04.. j O.oz 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) I f 15078-POST-DEV 161025 Type 111 24-hr 2 Year Rainfall=3.20" 15078-POST-DEV 161025 Type 111 24-hr 2 Year Rainfall=3.20" Prepared by SMRT_Inc. Printed 10/25/2016 Prepared by SMRT_,Inc. Printed 10/25/2016 I� HydroCAD®10.00-16 s/n 00729 @2015 HydroCAD Software Solutions LLC Page 31 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Page 32 Summary for Reach 2R: Summary for Pond 1 P:SIG-1 Inflow Area= 1.553 ac, 45.75%Impervious, Inflow Depth= 0.28" for 2 Year event Inflow Area= 1.553 ac, 45.75%Impervious, Inflow Depth> 1.37" for 2 Year event Inflow = 0.3 cfs @ 13.26 hrs, Volume= 0.036 of Inflow = 0.9 cis @ 12.36 hrs, Volume= 0.178 of Outflow = 0.3 cfs @ 13.26 hrs, Volume= 0.036 at, Atten=0%, Lag=0.0 min Outflow = 0.4 cfs @ 13.26 hrs, Volume= 0.097 af, Atten=59%, Lag=53.6 min Discarded = 0.0 cfs @ 10.10 hrs, Volume= 0.061 of Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Primary = 0.3 cfs @ 13.26 hrs, Volume= 0.036 of Reach 2R: Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Peak Elev=169.69'Ca)13.26 hrs Surf.Area=1,798 sf Storage=3,740 cf Hydrograph Flood Elev=175.84' Surf.Area=1,798 sf Storage=4,570 cf 1 Inflow o.aa: s , nomnow Plug-Flow detention time=(not calculated:outflow precedes inflow) 0.32; ' ..Inflow:Area=1:553 a` °' Center-of-Mass det.time=86.7 min(904.3-817.6) _. 0.3. _........ Volume Invert Avail.Storage Storage Description 0.28- 0.26 ,' '. #1 166.22' 2,348 cf 31.00'W x 58.00'L x 4.50'H Prismatoid 0.24 j 8,091 cf Overall-2,222 cf Embedded=5,869 cf x 40.0%Voids _. o.2z #2 167.72' 2,222 cf ADS_StormTech SC-740 x 48 Inside1 # Effective Size=44.6"W x 30.0"H=>6.45 sf x 7.12'L=45.9 cf 0.2 g 0.16: Overall Size=51.0"W x 30.0"H x 7.56'L with 0.44'Overlap 0 0.16Row Length Adjustment=+0.44'x 6.45 sf x 6 rows _:.. 4,570 cf Total Available Storage 0.12: Device Routing Invert Outlet Devices 0.1 o.oe; ! #1 Primary 169.43Culvert(SD-1) ' 15.0" Round 0.06 L=20.0' CPP,square edge headwall, Ke=0.500 o.oa ' Inlet/Outlet Invert=169.43'/168.02' S=0.0705'P Cc=0.900 0.02, n=0.013 Corrugated PE,smooth interior, Flow Area=1.23 sf o' #2 Discarded 166.22' 1.020 in/hr Exfiltration over Surface area 0 1 z 3 4 5 B 7 8 9 1(1 11 12 13 14 15 16 17 1e 19 20 21 zz 23 24 #3 Device 1 169.55' 8.0" Round Culvert(8"orifices)X 6.00 Time(hours) L=2.0' CPP,square edge headwall, Ke=0.500 Inlet/Outlet Invert=169.55'/169.53' S=0.0100'P Cc=0.900 n=0.013 Corrugated PE,smooth interior, Flow Area=0.35 sf Discarded OutFlow Max=0.0 cfs @ 10.10 hrs HW=166.32' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.0 cfs) Primary OutFlow Max=0.3 cfs @ 13.26 hrs HW=169.69' TW=0.00' (Dynamic Tailwater) t1-Culvert(SD-1) (Passes 0.3 cis of 0.3 cfs potential flow) 3=Culvert(8"orifices) (Barrel Controls 0.3 cfs @ 1.39 fps) 15078-POST-DEV 161025 Type 11124-hr 2 Year Rainfall=3.20" 15078-POST-DEV-1 61025 Type 11124-hr 2 Year Rainfall=3.20" Prepared by SMRT_Inc. Printed 10/25/2016 Prepared by SMRT, Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Page 33 HydroCAD®10.00-16 s/n 00729 0 2015 HydroCAD Software Solutions LLC Page 34 Pond 1 P:SIG-1 Summary for Pond 3P:SIG-3 Fiydrograph Inflow Area= 1.664 ac, 50.76%Impervious, Inflow Depth> 1.39" for 2 Year event q InflowInflow = 2.3 cfs @ 12.11 hrs, Volume= 0.193 of ra: omriow Outflow = 0.1 cfs @ 11.68 hrs, Volume= 0.166 at, Atten=94%, Lag=0.0 min ®Discartletl 0.95- Inflow Area 1:553 ac o Primary Discarded = 0.1 cis @ 11.68 hrs, Volume= 0.166 of os- " r Primary = 0.0 cfs @ 0.00 hrs, Volume= 0.000 of 0 85: Peak Elev 169.69 0.6- ° St6ra6e=3,740:Cf Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs o Peak Elev=170.43'@ 15.23 hrs Surf.Area=2,400 sf Storage=3,451 cf oss, s Flood Elev=175.84' Surf.Area=2,400 sf Storage=6,149 cf 06 '/'' 0.55 Plug-Flow detention time=(not calculated:outflow precedes inflow) o.s-; Center-of-Mass det.time=165.9 min(977.8-811.9) 3 0.45- o ... .. 1'fv ... LL 0.4- l 0.35-: Volume Invert AvaiLStorage Storage Description 0.3 #1 168.35' 3,100 cf 30.00'W x 80.00'L x 4.50'H Prismatoid 0 .25= 10,800 cf Overall-3,049 cf Embedded=7,751 cf x 40.0%Voids 0.2, " ' - ': #2 168.85' 3,049 cf ADS_StormTech SC-740 x 66 Inside#1 0.1 5aa�s Effective Size=44.6"W x 30.0"H=>6.45 sf x 7.12'L=45.9 cf 01' Overall Size=51.0"W x 30.0"H x 7.56'L with 0.44'Overlap 0.05 " Y Row Length Adjustment=+0.44'x 6.45 sf x_6 rows 0 1 z 3 4 5 6 7 e 9 10 11 1z 13 14 15,16 ii 16 19 20 21 zz 23 za 6,149 cf Total Available Storage Time(hours) Device Routing Invert Outlet Devices #1 Primary 170.56' 18.0" Round Culvert(SD-12) L=16.0' CPP,square edge headwall, Ke=0.500 Inlet/Outlet Invert=170.56'/169.00' S=0.0975 T Cc=0.900 n=0.013, Flow Area=1.77 sf #2 Discarded 168.35' 2.410 in/hr Exfiltration over Surface area #3 Device 1 170.68' 8.0" Round Culvert(8"orifice)X 5.00 L=2.0' CPP,square edge headwall, Ke=0.500 Inlet/Outlet Invert=170.68'/170.66' S=0.0100'P Cc=0.900 n=0.013 Corrugated PE,smooth interior, Flow Area=0.35 sf Discarded OutFlow Max=0.1 cfs 9 11.68 hrs HW=168.44' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.1 cfs) �rimary OutFlow Max=0.0 cfs @ 0.00 hrs HW=168.35' TW=0.00' (Dynamic Tailwater) 1=Culvert(SD-12) (Controls 0.0 cfs) 3=Culvert(8"orifice) (Controls 0.0 cfs) l 15078-POST-DEV 161025 Type 11124-hr 2 Year Rainfall=3.20" 15078-POST-DEV 161025 Type 11124-hr 2 Year Rainfall=3.20" Prepared by SMRT_Inc. Printed 10/25/2016 Prepared by SMRT,_Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Page 35 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Page 36 I Pond 3P:SIG-3 Summary for Pond 41P:Dry Pond Hydrograpn Inflow Area= 1.553 ac, 45.75%Impervious, Inflow Depth> 1.39" for 2 Year event l i now Inflow = 2.1 cfs @ 12.08 hrs, Volume= 0.180 of t',- q omnow Outflow = 0.9 cfs @ 12.36 hrs, Volume= 0.178 at, Atten=60%, Lag=16.8 min ®Discarded InflowArea 1:664 a ❑Primary Primary = 0.9 cfs @ 12.36 hrs, Volume= 0.178 of Peak EIev-170 43' Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Storage-3,451Cf Peak EIev=171.30'@ 12.36 hrs Surf.Area=1,381 sf Storage=1,336 cf 2-Flood EIev=174.25' Surf.Area=4,167 sf Storage=9,967 cf Plug-Flow detention time=26.9 min calculated for 0.177 of(99%of inflow) ;.. Center-of-Mass det.time=18.3 min(817.6-799.4) L $ Volume Invert Avail.Storage Storage Description LL i- #1 169.00' 11,035 cf Custom Stage Data(Prismatic)Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) o ae - 169.00 119 0 0 170.00 447 283 283 ao as 171.00 957 702 985 o 1 z 3 a s s 7 e 9 io ii iz rs a is is iy is 9 io zi iz zs za 172.00 2,368 1,663 2,648 Time(hours) 173.00 3,141 2,755 5,402 174.00 3,957 3,549 8,951 174.50 4,377 2,084 11,035 Device Routing Invert Outlet Devices #1 Primary 169.40' 12.0" Round Culvert(SD-2) L=20.0' CPP,square edge headwall, Ke=0.500 Inlet/Outlet Invert=169.40'/169.30' S=0.0050'/' Cc=0.900 n=0.013, Flow Area=0.79 sf #2 Device 1 169.40' 5.0"Vert.Orifice/Grate C=0.600 #3 Device 1 173.75' 4.0'long Sharp-Crested Rectangular Weir 2 End Contraction(s) nmary OutFlow, Max=0.9 cfs @ 12.36 hrs HW=171.30' TW=168.23' (Dynamic Tailwater) Culvert(SD-2) (Passes 0.9 cis of 4.3 cis potential flow) 2=Orifice/Grate (Orifice Controls 0.9 cfs @ 6.26 fps) 3=Sharp-Crested Rectangular Weir (Controls 0.0 cfs) 15078-POST-DEV-1 61025 Type 11124-hr 2 Year Rainfall=3.20" 15078-POST-DEV 161025 Type 11124-hr 2 Year Rainfall=3.20" Prepared by SMRT Inc. Printed 10/25/2016 Prepared by SMRT_,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Page 37 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Page 38 Pond 4P:Dry Pond Summary for Pond 5P:BRA-1 Hydrograpll Inflow Area= 0.391 ac, 66.95%Impervious, Inflow Depth> 1.83" for 2 Year event F.-Ina.-w-J Inflow = 0.9 cfs @ 12.08 hrs, Volume= 0.060 of lnflOW A, d o PrimaryOutflow = 0.7 cfs @ 12.13 hrs, Volume= 0.042 af, Atten=17%, Lag=3.3 min rea=1:553 ac Primary = 0.7 cfs @ 12.13 hrs, Volume= 0.042 of 2- Peak Elev_171.30' ;, Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Peak Elev=175.09'@ 12.13 hrs Surf.Area=826 sf Storage=852 cf Storage=1,336 cf Flood Elev=175.50' Surt.Area=868 sf Storage=1,198 cf P g lu -Flow detention time=153.7 min calculated for 0.042 of(70%of inflow) Center-of-Mass det.time=58.3 min(879.4-821.1) Volume Invert Avail.Storage Storage Description #1 172.00' 1,198 cf Custom Stage Data(Prismatic)Listed below(Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) M (cubic-feet) (cubic-feet) 172.00 764 0.0 0 0 ' 173.00 764 0.0 0 0 o 174.00 764 0.0 0 0 0 1 2 3 4 5 6 7 6 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 174.50 764 100.0 382 382 Time(hours) 175.50 868 100.0 816 1,198 Device Routing Invert Outlet Devices #1 Primary 171.75' 12.0" Round Culvert(SD-17) L=93.0' CPP,projecting,no headwall, Ke=0.900 Inlet/Outlet Invert=171.75'/171.29' S=0.0049'/' Cc=0.900 n=0.013 Corrugated PE,smooth interior, Flow Area=0.79 sf #2 Device 1 175.00' 24.0"x 24.0"Horiz.Orifice/Grate C=0.600 Limited to weir flow at low heads Primary OutFlow Max=0.7 cfs @ 12.13 hrs HW=175.09' TW=171.73' (Dynamic Tailwater) t-1=Culvert(SD-17) (Passes 0.7 cfs of 4.8 cfs potential flow) 2=Orifice/Grate (Weir Controls 0.7 cfs @ 0.98 fps) I 15078-POST-DEV 161025 Type 111 24-hr 2 Year Rain/all=3.20" 15078-POST-DEV_161025 Type 111 24-hr 2 Year Rainfall=3.20" Prepared by SMRT_Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD010.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Page 39 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Page 40 Pond 5P:BRA-1 Summary for Pond 6P:R-5 Hydra9raPh Inflow Area= 0.500 ac, 1.14%Impervious, Inflow Depth> 0.44" for 2 Year event .�inflow Inflow = 0.1 cfs @ 12.31 hrs, Volume= 0.018 of os5 sps ❑Primary Outflow = 0.0 cfs @ 14.55 hrs, Volume= 0.009 af, Atten=81%, Lag=134.8 min 09- Inflow Area_0.391 ac Primary = 0.0 cfs @ 14.55 hrs, Volume= 0.009 of .L 08 Peak-Elea=175;U9, Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs 0.75. : _ Peak Elev=175.01'@ 14.55 hrs Surf.Area=877 sf Storage=414 cf 07. StOCage=852:Cf.. Flood Elev=175.50' Surt.Area=1,000 sf Storage=875 cf 0.65! ..' .. ...: ............ ..,_ 0.6 ...... ...0ss Plug-Flow detention time=311.7 min calculated for 0.009 of(49%of inflow) 05'. _ Center-of-Mass det.time=158.7 min(1,079.1 -920.4) o0.45- ,0.4 , Volume Invert Avail.Storage Storage Description 0.35, #1 174.50' 875 cf Custom Stage Data(Prismatic)Listed below(Recalc) ozss Elevation SUrt.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 0.1s174.50 57 0 0 0 0.05. l , 175.50 1,000 875 875 o- 0 1 z 3 a 5 6 7 6 s 10 11 12 13 14 15 16 17 18 19 20 21 22 z3 z4 Device Routing Invert Outlet Devices Time(flours) #1 Primary 171.58' 12.0" Round Culvert(SD-25) L=13.0' CPP,square edge headwall, Ke=0.500 Inlet/Outlet Invert=171.58'/171.51' S=0.0054'P Cc=0.900 n=0.013 Corrugated PE,smooth interior, Flow Area=0.79 sf #2 Device 1 175.00' 24.0"x 24.0"Horiz.Orifice/Grate C=0.600 Limited to weir flow at low heads �rfmary OutFlow Max=0.0 cfs @ 14.55 hrs HW=175.01' TW=170.84' (Dynamic Tailwater) 1=Culvert(SD-25) (Passes 0.0 cfs of 6.5 cfs potential flow) 2=Orifice/Grate (Weir Controls 0.0 cfs @ 0.32 fps) �� © M Q L ' ■ l © L= 1= • D 15078-POST-DEV_161025 Type 11124-hr 2 Year Rainfall=3.20" 15078-POST-DEV-1 61025 Type 11124-hr 2 Year Rainfall=3.20" Printed 10/25/2016 Prepared by SMRT,Inc. Prepared by SMRT Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 0 2015 HydroCAD Software Solutions LLC Paae 41 HydroCAD®10 00-16 s/n 00729 0 2015 HydroCAD Software Solutions LLC Page 42 Pond 6P:R-5 Summary for Pond 7P:DMH-3 Hydrograph Inflow Area= 1.169 ac, 37.99%Impervious, Inflow Depth> 0.95" for 2 Year event r:;mnow Inflow = 1.2 cfs 0 12.12 hrs, Volume= 0.093 of r - o Primary Outflow = 1.2 cfs 0 12.12 hrs, Volume= 0.093 at, Atten=0%, Lag=0.0 min 0,3 Inflow Area=0.500 ac Primary = 1.2 cfs Co) 12.12 hrs, Volume= 0.093 at 0.12-' _ .. _.. _... °.,,_ Peak-Elev_175:01' Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs 01 Peak Elev=170.84'0 12.13 hrs Storage 414& Flood Elev=177.00' 0.09 —006 Device Routing Invert Outlet Devices z #1 Primary 170.25' 18.0" Round Culvert(SD-19) 0 0071 L=131.0' CPP,square edge headwall, Ke=0.500 M 0.06- Inlet/Outlet Invert=170.25'/169.59' S=0.0050'/' Cc=0.900 o.os: n=0.013 Corrugated PE,smooth interior, Flow Area=1.77 sf 0.0a-. o.o3 00o Primary OutFlow Max=1.2 cfs 0 12.12 hrs HW=170.83' TW=170.19' (Dynamic Tailwater) t1=Culvert(SD-19) (Outlet Controls 1.2 cfs 0 2.71 fps) o.oz: , 0.01: Pond 7P:DMH-3 0- : . 4 - Hydrograph 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) Inflow (z"a ❑Primary Inflow;Area=1.169',a Peak Elev=170.84' Round Culvert n_0.013 L-1310' S=0.0050 T 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) i 15078-POST-DEV_161025 Type 11124-hr 2 Year Rainfall=3.20" 15078-POST-DEV-1 61025 Type 11124-hr 2 Year Rainfall=3.20" Prepared by SMRT,Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Page 43 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Page 44 Summary for Pond 22P:FI-7 Summary for Pond 23P:CB-1 Inflow Area= 0.068 ac, 5.02%Impervious, Inflow Depth> 0.48" for 2 Year event Inflow Area= 0.605 ac, 33.42%Impervious, Inflow Depth> 0.83" for 2 Year event Inflow = 0.0 cfs @ 12.10 hrs, Volume= 0.003 of Inflow = 0.5 cfs @ 12.14 hrs, Volume= 0.042 of Outflow = 0.0 cfs @ 12.10 hrs, Volume= 0.003 af, Atten=0%, Lag=0.0 min Outflow = 0.5 cfs @ 12.14 hrs, Volume= 0.042 at, Atten=0%, Lag=0.0 min Primary = 0.0 cfs @ 12.10 hrs, Volume= 0.003 of Primary = 0.5 cfs @ 12.14 hrs, Volume= 0.042 of Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Peak Elev=172.46'@ 12.10 hrs Peak Elev=173.29'@ 12.14 hrs Flood Elev=175.36' Flood Elev=176.51' Device Routing Invert Outlet Devices Device Routing Invert Outlet Devices #1 Primary 172.36' 12.0" Round Culvert(SD-4) #1 Primary 172.86' 12.0" Round Culvert(SD-6) L=43.0' CPP,square edge headwall, Ke=0.500 L=15.0' CPP,projecting,no headwall, Ke=0.900 Inlet/Outlet Invert=172.36'/172.15' S=0.0049'P Cc=0.900 Inlet/Outlet Invert=172.86'/172.78' S=0.00537' Cc=0.900 n=0.013 Corrugated PE,smooth interior, Flow Area=0.79 sf n=0.013 Corrugated PE,smooth interior, Flow Area=0.79 sf Zrimary OutFlow Max=0.0 cfs @ 12.10 hrs HW=172.46' TW=170.93' (Dynamic Tailwater) rimary OutFlow Max=0.5 cfs @ 12.14 hrs HW=173.29' TW=172.48' (Dynamic Tailwater) 1=Culvert(SD-4) (Barrel Controls 0.0 cfs @ 1.04 fps) 1=Culvert(SD-6) (Barrel Controls 0.5 cfs @ 2.15 fps) Pond 22P:FI-7 Pond 23P:CB-1 Hydrograph Hydrograph 0.03. 10 NImary ._ .;.. 05d _ ❑Prery Inflow Area 0.068 °rn 05 Inflow Area-0:605 0.028= 0.028_ 0.024 ,. Peak Elev_172.46' °' Peak Elev-1!73:29" 0.022i 12:0„ 12.0" 0 - - : : 0.02- Round Culvert a.35 -Round it 0.018 a ._ ... .. 0.3 - - - - - s °.o,e- n_0.013? n_O 01.3 o 0.014, L_43.0' a.25 0' 0.012 S=0:0049 '/' _ ° O.OL � � � , 0.15. . _.0.008w � $ 0 0053 0.006- : 0.1- .. _ _. _.;. 0.05- o.00.004 o2� ' 0 1 2 3 4 5 8 7 8 9 10 11 12 13 14 15 18 17 18 19 20 21 22 23 24 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) Time(hours) C-D 15078-POST-DEV_161025 Type///24-hr 2 Year Rainfall=3.20" 15078-POST-DEV 161025 Type 111 24-hr 2 Year Rainfall=3.20" Prepared by SMRT,Inc. Printed 10/25/2016 Prepared by SMRT_,Inc. Printed 10/25/2016 HydroCAD010.00-16 s/n 00729 02015 HydroCAD Software Solutions LLC Page 45 HydroCAD®10.00-16 s/n 00729 0 2015 HydroCAD Software Solutions LLC Page 46 Summary for Pond 24P:DMH-2 Summary for Pond 26P:DMH-8 Inflow Area= 0.780 ac, 42.90%Impervious, Inflow Depth> 1.15" for 2 Year event Inflow Area= 0.077 ac, 57.39%Impervious, Inflow Depth> 1.70" for 2 Year event Inflow = 0.9 cfs @ 12.10 hrs, Volume= 0.075 of Inflow = 0.1 cfs @ 12.08 hrs, Volume= 0.011 of Outflow = 0.9 cfs @ 12.10 hrs, Volume= 0.075 af, Atten=0%, Lag=0.0 min Outflow = 0.1 cfs @ 12.08 hrs, Volume= 0.011 at, Atten=0%, Lag=0.0 min Primary = 0.9 cfs @ 12.10 hrs, Volume= 0.075 of Primary = 0.1 cfs @ 12.08 hrs, Volume= 0.011 of Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Peak Elev=172.50'@ 12.10 hrs Peak Elev=172.59'@ 12.10 hrs Flood Elev=175.78' Flood Elev=175.78' Device Routing Invert Outlet Devices Device Routing Invert Outlet Devices #1 Primary 171.99' 15.0" Round Culvert(SD-3) #1 Primary 172.31' 12.0" Round Culvert(SD-7) L=77.0' CPP,square edge headwall, Ke=0.500 L=44.0' CPP,square edge headwall, Ke=0.500 Inlet/Outlet Invert=171.99'/171.61' S=0.00497' Cc=0.900 Inlet/Outlet Invert=172.31'/172.09' S=0.00507' Cc=0.900 n=0.013 Corrugated PE,smooth interior, Flow Area=1.23 sf n=0.013 Corrugated PE,smooth interior, Flow Area=0.79 sf Primary OutFlow Max=0.9 cfs @ 12.10 hrs HW=172.50' TW=170.92' (Dynamic Tailwater) Primary OutFlow Max=0.1 cfs @ 12.08 hrs HW=172.59' TW=172.48' (Dynamic Tailwater) t-1=Culvert(SD-3) (Barrel Controls 0.9 cfs @ 2.71 fps) t--1=Culvert(SD-7) (Outlet Controls 0.1 cfs @ 1.15 fps) Pond 24P:DMH-2 Pond 26P:DMH-8 Hydrograph Hydrograph - .... -9 Inflow 0.95 .. ._ L?Inflow °c+,s - ❑Primary 0 16 f 'r8 D Primary Inflow Area_0:780 °°a° Inflow Area-0.077 0 65 0.15' Peak Elev=172.50' Peak Elev=172.59' 0 .0.13 - 1 :.._. ...... . 0. 6.7. 15:0" :-- .. ;.... 0121 12Ur, 65 06 Round Culvert-- -- °" Round Culvert S 6.55. .� 0.1. 0.09- ' 945 n_0.013 0 6.66 n_0.013 0-4 L=77.0' LL 0.07- 035; 63. 5-0.0049-'/' 0.05-- S_0-.0050..'/, .. ...._ :._. 0.25- ..-..... .._ _._ ..,. ..;. ....... 0.04-- 0.2-. .64-0.2 ....; .... .._ 0.03: ... 002. 001. � T 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 16 19 20 21 22 23 24 Time(hours) Time(hours) 15078-POST-DEV 161025 Type Hif 24-hr 2 Year Rainfall=3.20" 15078-POST-DEV 161025 Type 11124-hr 2 Year Rainfall=3.20" Prepared by SMRT_Inc. Printed 10/25/2016 Prepared by SMRT_Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 02015 HydroCAD Software Solutions LLC Page 47 HydroCAD®10.00-16 s/n 00729 0 2015 HydroCAD Software Solutions LLC Page 48 Summary for Pond 27P:FI-2 Summary for Pond 28P:CB-2 Inflow Area= 0.099 ac, 89.61%Impervious, Inflow Depth> 2.70" for 2 Year event Inflow Area= 0.044 ac, 87.36%Impervious, Inflow Depth> 2.44" for 2 Year event Inflow = 0.3 cis @ 12.07 hrs, Volume= 0.022 of Inflow = 0.1 cfs @ 12.07 hrs, Volume= 0.009 of Outflow = 0.3 cfs @ 12.07 hrs, Volume= 0.022 af, Atten=0%, Lag=0.0 min Outflow = 0.1 cis @ 12.07 hrs, Volume= 0.009 af, Atten=0%, Lag=0.0 min Primary = 0.3 cfs Co) 12.07 hrs, Volume= 0.022 of Primary 0.1 cfs @ 12.07 hrs, Volume= 0.009 of Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Peak Elev=173.09'Ca)12.07 hrs Peak Elev=173.04'Ca)12.07 hrs Flood Elev=175.78' Flood Elev=175.83' Device Routing Invert Outlet Devices Device Routing Invert Outlet Devices #1 Primary 172.78' 12.0" Round Culvert(SD-5) #1 Primary 172.83' 12.0" Round Culvert(SD-9) L=30.0' CPP,square edge headwall, Ke=0.500 L=33.0' CPP,square edge headwall, Ke=0.500 Inlet/Outlet Invert=172.78'/172.63' S=0.0050 7' Cc=0.900 Inlet/Outlet Invert=172.83'/172.67' S=0.0048 7' Cc=0.900 n=0.013 Corrugated PE,smooth interior, Flow Area=0.79 sf n=0.013 Corrugated PE,smooth interior, Flow Area=0.79 sf rimary OutFlow Max=0.3 cfs @ 12.07 hrs HW=173.09' TW=172.48' (Dynamic Tailwater) Primary OutFlow Max=0.1 cfs @ 12.07 hrs HW=173.04' TW=172.58' (Dynamic Tailwater) 1=Culvert(SD-5) (Barrel Controls 0.3 cfs @ 2.03 fps) L1=Culvert(SD-9) (Barrel Controls 0.1 cfs @ 1.61 fps) Pond 2713:FI-2 Pond 28P:CB-2 Hydrograph Hydrograph _.i.. ;... ..... ,... ___ _.. ❑Inflow _ i.. �.._r __ 's7 Inflow 0.32- a ❑Primary ' o.r a ❑Primary 6.3 - ..Inflow_.Area=0:099:.°.'a° .... .;..... - -.__; °.,3, ..I.nf.low Area=0.044:°�a° 0.28: ..... _...,,... ._... - - 0.26, Peak Elev-1;73.09" 0;2 Peak Elev=173.04"- 0.241 .r „ - -- 6.22 12.0 a.1= 12'.0 .._ ..::.._ 0.69- 62'. Round._Culve.rt.:.- .. .. _.. .._ 6.68: . R.ound...C.ulvert. L 0.18 - 0..- ' , n-0.01:3, =0 01.31 : ti 6 07 n .o 6.,4. L_-30 0' 6.06. L-33 0' 0.120.05- 6.,? S0 0050 '/' .._ `,- -. .._ .. 5=0.004 '/ 0 0048 ' .._ . -.. -'.. 0.03. -- 0.08 0.02-.' - - 0.04 0.02 0.01- " 0= 0 0 1 2 3 4 5 6 7 6 9 10-11 12 6 14 15 16 17 18 19 20 21 22 23 24 0 1 2 3 4 5 6 7 8 9 10 i1 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) Time(hours) 15078-POST-DEV 161025 Type 11124-hr 2 Year Rainfall=3.20" 15078-POST-DEV-1 61025 Type///24-hr 2 Year Rainfall=3.20" Prepared by SMRT_Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 0 2015 HydroCAD Software Solutions LLC Page 49 HydroCAD®10.00-16 s/n 00729 0 2015 HydroCAD Software Solutions LLC Page 50 Summary for Pond 29P:FI-1 Summary for Pond 30P:FI-4 Inflow Area= 0.033 ac, 18.19%Impervious, Inflow Depth> 0.73" for 2 Year event Inflow Area= 0.038 ac, 21.99%Impervious, Inflow Depth> 0.78" for 2 Year event Inflow = 0.0 cfs @ 12.09 hrs, Volume= 0.002 of Inflow = 0.0 cfs @ 12.09 hrs, Volume= 0.002 of Outflow = 0.0 cfs @ 12.09 hrs, Volume= 0.002 af, Atten=0%, Lag=0.0 min Outflow = 0.0 cfs @ 12.09 hrs, Volume= 0.002 at, Atten=0%, Lag=0.0 min Primary = 0.0 cfs @ 12.09 hrs, Volume= 0.002 of Primary = 0.0 cfs @ 12.09 hrs, Volume= 0.002 of Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Peak Elev=172.74'@ 12.10 hrs Peak Elev=172.80'@ 12.09 hrs Flood Elev=175.63' Flood Elev=175.40' Device Routing Invert Outlet Devices Device Routing Invert Outlet Devices #1 Primary 172.63' 12.0" Round Culvert(SD-10) #1 Primary 172.70' 15.0" Round Culvert(SD-24) L=45.0' CPP,square edge headwall, Ke=0.500 L=60.0' CPP,square edge headwall, Ke=0.500 Inlet/Outlet Invert=172.63'/172.41' S=0.0049'/' Cc=0.900 Inlet/Outlet Invert=172.70'/172.40' S=0.0050'/' Cc=0.900 n=0.013 Corrugated PE,smooth interior, Flow Area=0.79 sf n=0.013 Corrugated PE,smooth interior, Flow Area=1.23 sf try OutFlow Max=0.0 cis @ 12.09 hrs HW=172.74' TW=172.59' (Dynamic Tailwater) Primary OutFlow, Max=0.0 cfs @ 12.09 hrs HW=172.80' TW=171.58' (Dynamic Tailwater) =Culvert(SD-10) (Outlet Controls 0.0 cfs @ 0.84 fps) t1=Culvert(SD-24) (Barrel Controls 0.0 cfs @ 1.07 fps) Pond 29P:FI-1 Pond 30P:FI-4 Hydrograph Hydrograph rl Inflow - - ul Inflow 0.028. .. - :._.. Does .._ O Primary :__ o as El Primary 0.034; Inflow Area_0.038 0026; ' Inflow Area 0:033 ° e, '' - 0.032. .. _. _.. ..... : , Peak Elev_172.74' 003 Peak Elev 172.80' 0.024- `. _ ..... .._. .. :._ 0 028 i _ .1.a 0.022- 12:0" 0.026. 1-5:0" 0.02: .. 0.024 °016 Round Culvert 0.0221 Round Culvert m0.0,6:. - ;.. _. _! Uo2i. '- _ n_0.013._ . 0.018- n=0.013:. e 0.614- : - - LL 0012- L_45.0'. .. . LL o.a,<.. _.. . . °.°,- S-O 0049'/' i °.0121 S=0.0050.'/' . 0.008- : : 0.01 .._ .' _.'... ... _.-; '.....{. 0.008 0.006-: _. _.:._ _. ... .....:....:.. .....: 0 .006' 0.000.. 0.004 0.002 .. J�J✓ T 0.002.. o - 0.; .. 0 1 2 3 4 5 6 7 8 9 10 11 12 ,3 14 15 16 17 18 19 20 21 22 23 24 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21';2`2- 24 Time(hours) Time(hours) I 15078-POST-DEV161025 Type 11124-hr 2 Year Rainfall=3.20" 15078-POST-DEV_161025 Type 11124-hr 2 Year Rainfall=3.20" Prepared by SMRT_Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD010.00-16 s/n 00729 @2015 HydroCAD Software Solutions LLC Page 51 HydroCAD®10.00-16 s/n 00729 @ 2015 HydroCAD Software Solutions LLC Page 52 Summary for Pond 31 P:DMH-11 Summary for Pond 32P:DMH-9 Inflow Area= 0.580 ac, 60.22%Impervious, Inflow Depth> 1.28" for 2 Year event Inflow Area= 0.580 ac, 60.22%Impervious, Inflow Depth> 1.28" for 2 Year event Inflow 1.0 cis @ 12.13 hrs, Volume= 0.062 at Inflow 1.0 cis @ 12.13 hrs, Volume= 0.062 of Outflow = 1.0 cis @ 12.13 hrs, Volume= 0.062 af, Atten=0%, Lag=0.0 min Outflow = 1.0 cis @ 12.13 hrs, Volume= 0.062 af, Atten=0%, Lag=0.0 min Primary = 1.0 cis @ 12.13 hrs, Volume= 0.062 of Primary = 1.0 cfs @ 12.13 hrs, Volume= 0.062 of Secondary= 0.0 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Peak Elev=171.74'Co)12.14 hrs Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Flood Elev=175.98' Peak Elev=171.49'@ 12.13 hrs Flood Elev=174.88' Device Routing Invert Outlet Devices #1 Primary 171.19' 18.0" Round Culvert(SD-23) Device Routing Invert Outlet Devices L=43.0' CPP,square edge headwall, Ke=0.500 #1 Primary 170.88' 12.0" Round Culvert(SD-21) Inlet/Outlet Invert=171.19'/170.98' S=0.0049'P Cc=0.900 L=27.0' CPP,square edge headwall, Ke=0.500 n=0.013 Corrugated PE,smooth interior, Flow Area=1.77 sf Inlet/Outlet Invert=170.88'/170.75' S=0.0048'P Cc=0.900 n=0.013 Corrugated PE,smooth interior, Flow Area=0.79 sf rimary OutFlow Max=0.9 cfs @ 12.13 hrs HW=171.73' TW=171.49' (Dynamic Tailwater) #2 Secondary 170.88' 18.0" Round Culvert(SD-22) r-1=Culvert(SD-23) (Outlet Controls 0.9 cfs @ 2.31 fps) L=27.0' CPP,square edge headwall, Ke=0.500 Inlet/Outlet Invert=170.88'/170.75' S=0.00487' Cc=0.900 Pond 31 P•DMH-11 n=0.013 Corrugated PE,smooth interior, Flow Area=1.77 sf Hydrograph #3 Device 2 171.55' 4.0'long Sharp-Crested Rectangular Weir 2 End Contraction(s) fr1TW=0.00 (Dynamic Tailwat r) -L-1 1=Culvvert(SD-21) (Barrel Controls 0.9 cis @ 273 fps)Primary InflowArea=0.580 econdary OutFlow Max=0.0 cfs @ 0.00 hrs HW=170.88' TW=170.67 (Dynamic Tailwater) Peak Elev=171.74': 2=Culvert(SD-22) (Controls 0.0 cfs) t3=Sharp-Crested Rectangular Weir (Controls 0.0 cfs) 18 0" Round Culvert n=0.01.3 L,43.0' S-0.0049 'T 0 1 2 3 4 5 6 7 6 9 10 11 12 13 14 15 16 17 16 19 20 21 22 23 24 Time(hours) 15078-POST-DEV-1 61025 Type Ill 24-hr 2 Year Rainfall=3.20" 15078-POST-DEV-1 61025 Type 11124-hr 2 Year Rainfall=3.20" Prepared by SMRT Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Page 53 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Page 54 Pond 32P:DMH-9 Summary for Pond 33P:DMH-10 Hydrograph Inflow Area= 1.169 ac, 37.99%Impervious, Inflow Depth> 0.95" for 2 Year event Inllew ow Inf - 1.2 cfs Qa 12.12 hrs, Volume= 0.093 of M6 I - - °' Outflow = 1.2 cfs Qa 12.12 hrs, Volume= 0.093 at, Atten=0%, Lag=0.0 min Inflow Area 0;5 n Primary = 1.2 cfs Ca 12.12 hrs, Volume= 0.093 of Peak Elev=171.49' ' Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Peak Elev=171.25'Ca 12.13 hrs .z' Flood Elev=175.20' Device Routing Invert Outlet Devices #1 Primary 170.67' 18.0" Round Culvert(SD-20) L=64.0' CPP,square edge headwall, Ke=0.500 Inlet/Outlet Invert=170.67'/170.35' S=0.00507' Cc=0.900 LL n=0.013 Corrugated PE,smooth interior, Flow Area=1.77 sf Primary OutFlow Max=1.1 cfs Qa 12.12 hrs HW=171.24' TW=170.83' (Dynamic Tailwater) t--1=Culvert(SD-20) (Outlet Controls 1.1 cfs Co)2.73 fps) D-iPond 33P:DMH-10 0-0 0 i 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Hydrograph Time(hours) `"Inllow ae ❑Primary Inflow:Area=1 A 69 Peak Elev-171:25' 18.01, Round Culvert n_0.01.3 LL L-64.0' S=0.0050 '/' 0.. 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) i 15078-POST-DEV 161025 Type 11124-hr 2 Year Rainfall=3.20" 15078-POST-DEV 161025 Type 11124-hr 2 Year Rainfall=3.20" Prepared by SMRT_Inc. Printed 10/25/2016 Prepared by SMRT_,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 0 2015 HydroCAD Software Solutions LLC Page 55 HydroCAD®10.00-16 s/n 00729 0 2015 HydroCAD Software Solutions LLC Page 56 Summary for Pond 36P:CB-3 Summary for Pond 37P:CB-4 Inflow Area= 0.151 ac, 52.47%Impervious, Inflow Depth> 1.40" for 2 Year event Inflow Area= 0.185 ac,100.00%Impervious, Inflow Depth> 2.97" for 2 Year event Inflow = 0.3 cfs @ 12.08 hrs, Volume= 0.018 of Inflow = 0.6 cfs @ 12.07 hrs, Volume= 0.046 of Outflow = 0.3 cfs @ 12.08 hrs, Volume= 0.018 af, Atten=0%, Lag=0.0 min Outflow = 0.6 cfs @ 12.07 hrs, Volume= 0.046 af, Atten=0%, Lag=0.0 min Primary = 0.3 cfs @ 12.08 hrs, Volume= 0.018 of Primary = 0.6 cfs @ 12.07 hrs, Volume= 0.046 of Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Peak Elev=172.77'Ca)12.08 hrs Peak Elev=173.08'Co)12.07 hrs Flood Elev=175.49' Flood Elev=175.49' Device Routing Invert Outlet Devices Device Routing Invert Outlet Devices #1 Primary 172.49' 15.0" Round Culvert(SD-27) #1 Primary 172.62' 12.0" Round Culvert(SD-15) L=8.0' CPP,square edge headwall, Ke=0.500 L=36.0' CPP,square edge headwall, Ke=0.500 Inlet/Outlet Invert=172.49'/172.45' S=0.0050'/' Cc=0.900 Inlet/Outlet Invert=172.62'/172.44' S=0.00507' Cc=0.900. n=0.013 Corrugated PE,smooth interior, Flow Area=1.23 sf n=0.013 Corrugated PE,smooth interior, Flow Area=0.79 sf rimary OutFlow, Max=0.3 cfs @ 12.08 hrs HW=172.77' TW=171.53' (Dynamic Tailwater) Primary OutFlow Max=0.6 cfs @ 12.07 hrs HW=173.08' TW=170.07' (Dynamic Tailwater) 1=Culvert(SD-27) (Barrel Controls 0.3 cfs @ 1.84 fps) L1=Culvert(SD-15) (Barrel Controls 0.6 cfs @ 2.46 fps) Pond 36P:CB-3 Pond 37P:CB-4 Hydrograph Hydrograph ,- ._ ❑Inflow . �. ❑Inllow 0.26- Inflow Area_0 I?,spa ❑P may 0.65- oem ❑Primary 0.26= :151 "'°� o.6- Inflow Area_0185. Teak Eley-172.77: L- JLMW�� �' 0.24 P r 0 55 1.73..08';.0.15 0 22oz: 0.4515.0„ Round Culvert 0 - lvert0.,4 n_0 013 _ 0 40 350.,2LL L_S Or _ ._ 30.25 0., $.0.0050r/r0.2 'P.06- _.,.....,_...�. :--`- 0.02-` 0.05; ' o.r 0,. 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 0 1 2 3 4 5 67 8 9 10 1, 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) Time(hours) 1 Q Q 0 E 15078-POST-DEV161025 Type 11124-hr 2 Year Rain/all=3.20" 15078-POST-DEV-1 61025 Type 11124-hr 2 Year Rain/all=3.20" Prepared by SMRT_Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD010.00-16 s/n 00729 02015 HydroCAD Software Solutions LLC Page 57 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Page 58 Summary for Pond 40P:DMH-5 Summary for Pond 41 P:DMH-6 Inflow Area= 1.354 ac, 46.45%Impervious, Inflow Depth> 1.23" for 2 Year event Inflow Area= 1.354 ac, 46.45%Impervious, Inflow Depth> 1.23" for 2 Year event Inflow = 1.7 cfs @ 12.12 hrs, Volume= 0.139 of Inflow = 1.7 cfs @ 12.12 hrs, Volume= 0.139 of Outflow = 1.7 cfs @ 12.12 hrs, Volume= 0.139 at, Atten=0%, Lag=0.0 min Outflow = 1.7 cfs @ 12.12 hrs, Volume= 0.139 at, Atten=0%, Lag=0.0 min Primary = 1.7 cfs @ 12.12 hrs, Volume= 0.139 of Primary = 1.7 cfs @ 12.12 hrs, Volume= 0.139 of Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Peak Elev=170.43'@ 15.26 hrs Peak Elev=170.43'Ca)15.25 hrs Flood Elev=175.06' Flood Elev=174.00' Device Routing Invert Outlet Devices Device Routing Invert Outlet Devices #1 Primary 169.49' 18.0" Round Culvert(SD-14) #1 Primary 169.02' 18.0" Round Culvert(SD-13) L=75.0' CPP,square edge headwall, Ke=0.500 L=34.0' CPP,square edge headwall, Ke=0.500 Inlet/Outlet Invert=169.49'/169.12' S=0.0049T Cc=0.900 Inlet/Outlet Invert=169.02'/168.85' S=0.0050'P Cc=0.900 n=0.013 Corrugated PE,smooth interior, Flow Area=1.77 sf n=0.013 Corrugated PE,smooth interior, Flow Area=1.77 sf �rimary OutFlow Max=1.6 cfs @ 12.12 hrs HW=170.19' TW=169.72' (Dynamic Tailwater) PrimaryOutFlow Max=1.7 cfs @.12.12 hrs HW=169.72' TW=169.29' (Dynamic Tailwater) 1=Culvert(SD-14) (Outlet Controls 1.6 cfs @ 2.97 fps) t1=Culvert(SD-13) (Barrel Controls 1.7 cfs @ 3.06 fps) Pond 40P:DMH-5 Pond 41 P:DMH-6 Hydrograph - Hydrograph C4lnflow %11nflow . � I❑Primary 1 ❑Primary Inflow Area= .3 Inflow Area_1354 Peak Elev=170.43'' Peak Elev=170.43' 18.0" 18:0" Round-Culver# q Round Culvert 3 n=0.013! n_0.013 LL L_75.0' LL L=34.0' S=0.0049 '/' S=0.0050 '/' 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) Time(hours) i 15078-POST-DEV 161025 Type 11124-hr 2 Year Rainfall=3.20" 15078-POST-DEV_161025 Type 11124-hr 2 Year Rainfall=3.20" Prepared by SMRT_Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD®10 00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Page 59 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Page 60 Summary for Pond 42P:FI-6 Summary for Pond OGS:Oil/Grit Separator Inflow Area= 0.184 ac,100.00%Impervious, Inflow Depth> 2.97" for 2 Year event Inflow Area= 0.580 ac, 60.22%Impervious, Inflow Depth> 1.26" for 2 Year event Inflow = 0.6 cfs @ 12.07 hrs, Volume= 0.046 of Inflow = 1.0 cfs @ 12.13 hrs, Volume= 0.062 of Outflow = 0.6 cfs @ 12.07 hrs, Volume= 0.046 af, Atten=0%, Lag=0.0 min Primary = 1.0 cfs @ 12.13 hrs, Volume= 0.062 af, Atten=0%, Lag=0.0 min Primary = 0.6 cfs @ 12.07 hrs, Volume= 0.046 of Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Peak Elev=172.96'C&12.07 hrs Pond OGS:Oil/Grit Separator Flood Elev=175.50' Hydrograph Device Routing Invert Outlet Devices ow #1 Primary 172.50' 12.0" Round Culvert(SD-11) [am ❑Primary L=26.0' CPP,square edge headwall, Ke=0.500 Inflow Area-0.580 od, Inlet/Outlet Invert=172.50'/172.37' S=0.0050'P Cc=0.900 n=0.013 Corrugated PE,smooth interior, Flow Area=0.79 sf rimary OutFlow Max=0.6 cfs @ 12.07 hrs HW=172.96' TW=169.12' (Dynamic Tailwater) 1=Culvert(SD-11) (Barrel Controls 0.6 cfs @ 2.43 fps) Pond 42P:FI-6 Hydrograph LL eds -.. Pdmary ❑ 0.65- ' 6.6InfIoWArea=0:184: ..._.;..._ _._;.... 05 Peak Elev_172.96'; 0.5 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 ! 0.45: ..1.2:0" .. .:.. .. 0- Round Cult 2, 22 23 24 0.4- ver _'-- Time(Hours) 0.35- ..:.. ..... .__:..... _..__ 3 n=0.013, ° 3-. 6.2 L-26 0' _.. 5. 0.2. S=0.0050 T-:- 0.15-. ...... ;...._:.. _. _. ;_..._ .... _ 0.1- 0.05 .1-6.05 0- 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 nme(hours) 15078-POST-DEV 161025 Type 11124-hr 2 Year Rainfall=3.20" 15078-POST-DEV_161025 Type 111 24-hr 2 Year Rainfall=3.20" Prepared by SMRT_Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 0 2015 HydroCAD Software Solutions LLC Page 61 HydroCAD®10.00-16 s/n 00729 0 2015 HydroCAD Software Solutions LLC Page 62 Summary for Link DP-1:Lake Summary for Link DP-2:Ex.Closed System Inflow Area= 9.596 ac, 16.24%Impervious, Inflow Depth> 0.21" for 2 Year event Inflow Area= 0.450 ac, 52.68%Impervious, Inflow Depth> 1.34" for 2 Year event Inflow = 0.6 cfs @ 12.50 hrs, Volume= 0.168 of Inflow = 0.7 cfs @ 12.08 hrs, Volume= 0.050 of Primary = 0.6 cfs @ 12.50 hrs, Volume= 0.168 at, Atten=0%, Lag=0.0 min Primary = 0.7 cfs @ 12.08 hrs, Volume= 0.050 af, Atten=0%, Lag=0.0 min Primary outflow=Inflow,Time Span=0.00-24.00 hrs,dt=0.02 hrs Primary outflow=Inflow,Time Span=0.00-24.00 hrs,dt=0.02 hrs Link DP-1:Lake Link DP-2:Ex.Closed System Hydrogroph Hydrograph �o.s ..... _... .._ L1 Primary 08 F1 Primary Inflow Area_9.596 Q4"° 075" ' Inflow Area 0.450�'�° 0.7. 0.55: _.. �....... ...._.. ._ .I_.. , I I 0.65. .._: _ ... < 0.45. 0.55- O5. L 045..-. �0.35. 0.4- 0.3- U: 40.3LL 0 35: 0.25-. 0.3= ... - 0.2 _.. _ ..:..... .......... M ..... ..._:. ___ 0.25= 0.15 ..._:..... ........... 0.2- 0.15- 0. .2.015- .. _ _. .. 0.0 0.05- 0 1 2 3 4 5 6 7 6 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) Time(hours) 15078-POST-DEV 161025 Type 11124-hr 2 Year Rainfall=3.20" 15078-POST-DEV11 _161025 Type 124-hr 10 Year Rainfall=4.80" Prepared by SMRT_Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 02015 HydroCAD Software Solutions LLC Pace 63 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Page 64 Summary for Link DP-3:Ex.Field Time span=0.00-24.00 hrs,dt=0.02 hrs,1201 points Runoff by SCS TR-20 method,UH=SCS,Weighted-CN Primary = 0.0 cfs @ 0.00 hrs, Volume= 0.000 of Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Primary outflow=Inflow,Time Span=0.00-24.00 hrs,dt=0.02 hrs Subcatchment 1S:SC201 A-1 Runoff Area=277.852 sf 0.05%Impervious Runoff Depth>0.88" Flow Length=1,388' Tc=16.8 min CN=55 Runoff=3.7 cfs 0.466 of Link DP-3:Ex.Field Subcatchment 2S:SC201 B-4 Runoff Area=3,602 sf 100.00%Impervious Runoff Depth>4.56" Hydrograph Tc=5.0 min CN=98 Runoff=0.4 cfs 0.031 of C1 Frma y Subcatchment 3S:SC201 C-1 Runoff Area=2,221 sf 30.80%Impervious Runoff Depth>2.04" Tc=5.0 min CN=72 Runoff=0.1 cfs 0.009 of Subcatchment 4S:SC201D Runoff Area=14,593 sf 0.90%Impervious Runoff Depth>1.18" Tc=5.0 min CN=60 Runoff=0.4 cfs 0.033 of Subcatchment 5S:SC201 E Runoff Area=26.335 sf 33.42%Impervious Runoff Depth>1.89" Flow Length=412' Tc=8.6 min CN=70 Runoff=1.2 cfs 0.095 of Subcatchment 6S:SC201 F-3 Runoff Area=1,451 sf 18.19%Impervious Runoff Depth>1.74" Tc=5.0 min CN=68 Runoff=0.1 cfs 0.005 of Subcatchment 7S:SC201G Runoff Area=21.782 sf 1.14%Impervious Runoff Depth>1.25" Flow Length=130' Tc=15.4 min CN=61 Runoff=0.5 cfs 0.052 of Subcatchment 8S:SC201 H-1 Runoff Area=6,560 sf 52.47%Impervious Runoff Depth>2.72" Tc=5.0 min CN=80 Runoff=0.5 cfs 0.034 of O- Subcatchment 9S:SC202A Runoff Area=19.608 sf 52.68%Impervious Runoff Depth>2.63" o-. . o io ii iz ra is ie is n ie is io zr zz za za Tc=5.0 min CN=79 Runoff=1.4 cfs 0.099 of TIm(hours) Subcatchment 10S:SC201A-2 Runoff Area=2,968 sf 5.02%Impervious Runoff Depth>1.31" Tc=5.0 min CN=62 Runoff=0.1 cfs 0.007 of Subcatchment 11 S:SC201 F-2 Runoff Area=1,898 sf 87.36%Impervious Runoff Depth>4.00" Tc=5.0 min CN=93 Runoff=0.2 cfs 0.015 of Subcatchment 12S:SC201 B-1 Runoff Area=3,892 sf 100.00%Impervious Runoff Depth>4.56" Tc=5.0 min CN=98 Runoff=0.4 cfs 0.034 of Subcatchment 135:SC201 B-2a Runoff Area=4,379 sf 100.00%Impervious Runoff Depth>4.56" Tc=5.0 min CN=98 Runoff=0.5 cfs 0.038 of Subcatchment 14S:SC201B-6 Runoff Area=3,855 sf 100.00%Impervious Runoff Depth>4.56" Tc=5.0 min CN=98 Runoff=0.4 cfs 0.034 of Subcatchment 155:SC201 B-7 Runoff Area=8,826 sf 100.00%Impervious Runoff Depth>4.56" Tc=5.0 min CN=98 Runoff=l.0 cfs 0.077 of Subcatchment 16S:SC201 B-5 Runoff Area=3,653 sf 100.00%Impervious Runoff Depth>4.56" Tc=5.0 min CN=98 Runoff=0.4 cfs 0.032 of C7 D D C-71 C- D C] C7 C:D C] F-1 CD C- D C= F-71 D r--1, ® 15078-POST-DEV 161025 Type/l/24-hr 10 Year Rainfall=4.80" 15078-POST-DEV 161025 Type///24-hr 10 Year Rainfall=4.80" Prepared by SMRT_Inc. Printed 10/25/2016 Prepared by SMRT_,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 02015 HydroCAD Software Solutions LLC Page 65 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Page 66 Subcatchment 17S:SC201 B-3a Runoff Area=4,036 sf 100.00%Impervious Runoff Depth>4.56" Pond 24P:DMH-2 Peak EIev=172.76' Inflow=1.8 cfs 0.149 of Tc=5.0 min CN=98 Runoff=0.4 cfs 0.035 of 15.0" Round Culvert n=0.013 L=77.0' S=0.0049'P Outflow=1.8 cfs 0.149 of Subcatchment 18S:SC201 F-1 Runoff Area=17.031 sf 66.95%Impervious Runoff Depth>3.28" Pond 26P:DMH-8 Peak EIev=172.80' Inflow=0.3 cfs 0.019 of Tc=5.0 min CN=86 Runoff=1.5 cfs 0.107 of 12.0" Round Culvert n=0.013 L=44.0' S=0.0050'/' Outflow=0.3 cfs 0.019 of Subcatchment 19S:SC201 F-4 Runoff Area=447 sf 0.00%Impervious Runoff Depth>1.25" Pond 27P:FI-2 Peak Elev=173.17' Inflow=0.4 cfs 0.035 of Tc=5.0 min CN=61 Runoff=0.0 cis 0.001 of 12.0" Round Culvert n=0.013 L=30.0' S=0.0050'/' Outflow=0.4 cfs 0.035 of Subcatchment 20S:SC201H-2 Runoff Area=1,669 sf 21.99%Impervious Runoff Depth>1.81" Pond 28P:CB-2 Peak EIev=173.09' Inflow=0.2 cfs 0.015 of Tc=5.0 min CN=69 Runoff=0.1 cfs 0.006 of 12.0" Round Culvert n=0.013 L=33.0' S=0.0048'P Oufflow=0.2 cfs 0.015 of Subcatchment 21 S.SC201 C-2 Runoff Area=3,284 sf 21.35%Impervious Runoff Depth>1.74" Pond 29P:Fl-1 Peak EIev=172.85' Inflow=0.1 cis 0.005 of Tc=5.0 min CN=68 Runoff=0.2 cfs 0.011 of 12.0" Round Culvert n=0.013 L=45.0' S=0.0049'P Outflow=0.1 cfs 0.005 of Subcatchment 38S:SC201 B-2b Runoff Area=3,661 sf 100.00%Impervious Runoff Depth>4.56" Pond 30P:FI-4 Peak EIev=172.86' Inflow=0.1 cfs 0.006 of Tc=5.0 min CN=98 Runoff=0.4 cis 0.032 of 15.0" Round Culvert n=0.013 L=60.0' S=0.0050'/' Outflow=0.1 cfs 0.006 of Subcatchment 39S:SC201 B-3b Runoff Area=3,986 sf 100.00%Impervious Runoff Depth>4.56" Pond 31 P:DMH-11 Peak EIev=172.01' Inflow=2.1 cfs 0.129 of Tc=5.0 min CN=98 Runoff=0.4 cfs 0.035 of 18.0" Round Culvert n=0.013 L=43.0' S=0.0049'P Outflow=2.1 cfs 0.129 of Reach 1 R: Inflow=1.8 cis 0.122 of Pond 32P:DMH-9 Peak EIev=171.68' Inflow=2.1 cis 0.129 of Outflow=1.8 cfs 0.122 of Primary=1.5 cfs 0.123 of Secondary=0.6 cfs 0.005 of Oufflow=2.1 cis 0.129 of Reach 2R: Inflow=0.9 cis 0.177 of Pond 33P:DMH-10 Peak EIev=171.59' Inflow=2.5 cfs 0.205 of Outflow=0.9 cfs 0.177 of 18.0" Round Culvert n=0.013 L=64.0' S=0.00507 Outflow=2.5 cfs 0.205 of Pond 1P:SIG-1 Peak Elev=169.89' Storage=3,939 cf Inflow=1.1 cis 0.327 of Pond 36P:CB-3 Peak Elev=172.89' Inflow=0.5 cfs 0.034 of Discarded=0.0 cfs 0.067 of Primary=0.9 cfs 0.177 of Outflow=l.0 cfs 0.244 of 15.0" Round Culvert n=0.013 L=8.0' S=0.0050'P Outflow=0.5 cis 0.034 of Pond 3P:SIG-3 Peak EIev=171.17' Storage=4,528 cf Inflow=4.6 cfs, 0.365 of Pond 37P'CB-4 Peak EIev=173.20' Inflow=0.9 cis 0.070 of Discarded=0.1 cis 0.181 of Primary=1.8 cfs 0.122 of Outflow=1.9 cfs 0.303 of 12.0" Round Culvert n=0.013 L=36.0' S=0.0050'P Oufflow=0.9 cfs 0.070 of Pond 4P:Dry Pond Peak Elev=172.34' Storage=3,484 cf Inflow=4.1 cis 0.330 of Pond 40P:DMH-5 Peak EIev=171.24' Inflow=3.4 cfs 0.275 of Outflow=1.1 cfs 0.327 of 18.0" Round Culvert n=0.013 L=75.0' S=0.0049/' Outflow=3.4 cfs 0.275 of Pond 5P:BRA-1 Peak EIev=175.15' Storage=900 cf Inflow=1.5 cfs 0.107 of Pond 41 P:DMH-6 Peak EIev=171.20' Inflow=3.4 cfs 0.275 of Outflow=1.5 cfs 0.089 of 18.0" Round Culvert n=0.013 L=34.0' S=0.0050'/' Outflow=3.4 cfs 0.275 of Pond 6P:FI-5 Peak EIev=175.06' Storage=461 cf Inflow=0.5 cis 0.052 of Pond 42P:Fl-6 Peak EIev=173.08' Inflow=0.9 cfs 0.070 of Outflow=0.4 cis 0.042 of 12.0" Round Culvert n=0.013 L=26.0' S=0.0050'P Outflow=0.9 cfs 0.070 of Pond 7P:DMH-3 Peak EIev=171.33' Inflow=2.5 cfs 0.205 of Pond OGS:Oil/Grit Separator Inflow=1.5 cfs 0.123 of 18.0" Round Culvert n=0.013 L=131.0' S=0.0050'/' Outflow=2.5 cfs 0.205 of Primary=1.5 cfs 0.123 of Pond 22P:Fl-7 Peak EIev=172.54' Inflow=0.1 cis 0.007 of Link DP-1:Lake Inflow=5.4 cfs 0.765 of 12.0" Round Culvert n=0.013 L=43.0' S=0.0049 T Outflow=0.1 cis 0.007 of Primary=5.4 cfs 0.765 of Pond 23P:CB-1 Peak EIev=173.59' Inflow=1.2 cfs 0.095 of Link DP-2:Ex.Closed System Inflow=1.4 cfs 0.099 of 12.0" Round Culvert n=0.013 L=15.0' S=0.0053'P Outflow=1.2 cfs 0.095 of Primary=1.4 cfs 0.099 of J 15078-POST-DEV 161025 Type 111 24-hr 10 Year Rainfall=4.80" 15078-POST-DEV-1 61025 Type///24-hr 10 Year Rainlall=4.80" Prepared by SMRT_Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 02015 HydroCAD Software Solutions LLC Page 67 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Page 68 Link DP-3:Ex.Field Summaryfor Subcatchment 1S:SC201A-1 Primary=0.0 cfs 0.000 of Total Runoff Area=10.046 ac Runoff Volume=1.287 of Average Runoff Depth=1.54" Runoff = 3.7 cfs 0 12.29 hrs, Volume= 0.466 at, Depth> 0.88" 82.13%Pervious=8.250 ac 17.87%Impervious=1.796 ac Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-24.00 hrs,dt=0.02 hrs Type III 24-hr 10 Year Rainfall=4.80" Area(sf) CN Description 143 98 Paved parking 532 53 Porous Pavers 722 53 Porous Pavers 851 53 Grass Pavers ' 671 53 Grass Pavers 13,707 48 Brush,Good,HSG B 4,533 61 >75%Grass cover,Good,HSG B 37,962 55 Woods,Good,HSG B 80,454 55 Woods,Good,HSG B 138,277 55 Woods,Good,HSG B 277,852 55 Weighted Average 277,709 99.95%Pervious Area 143 0.05%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.2 50 0.0875 0.07 Sheet Flow, Woods:Dense underbrush n=0.800 P2=3.60" 1.4 380 0.0840 4.67 Shallow Concentrated Flow, Unpaved Kv=16.1 fps 2.9 560 0.0410 3.26 Shallow Concentrated Flow, Unpaved Kv=16.1 fps 1.3 398 0.1010 5.12 Shallow Concentrated Flow, Unpaved Kv=16.1 fps 16.8 1,388 Total 15078-POST-DEV_161025 Type 11124-hr 10 Year Rainfall=4.80" 15078-POST-DEV-1 61025 Type 11124-hr 10 Year Rainfall=4.80" Prepared by SMRT,Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Page 69 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Paoe 70 Subcatchment 1S:SC201A-1 Summary for Subcatchment 2S:SC201B-4 Hydrograph _. : . .......... ,.. ,...,...., Runoff = 0.4 cfs @ 12.07 hrs, Volume= 0.031 at, Depth> 4.56" 4_ ❑Runoff Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-24.00 hrs,dt=0.02 hrs Type III 24-Ill Type III 24-hr 10 Year Rainfall=4.80" 10 Year.RainfallIA.80" Area(sf) CN Description 3 Runoff Area 277,852 sf 3.602 98 Roofs Runoff Volume-0.466 of 3,602 100.00%Impervious Area 3 2 Runoff Depth>0.88"- (miTe n) Length feet) Slope( loch) Cap(cit Description LL Flow Length-1,,388' 5.0 Direct Entry,Min Tc Tc=16.8 min, CN=55 Subcatchment 2S:SC201 B-4 1- Hydrograph 0.44: - ❑Runoff 0.42- 04 0.38: ..Type III 24-hr .. :...... ...... .._ 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 0.36 , 10 Year=Rainfall-4.80" - - - --- -' Time(hours) 0.34-. _.-..,- ..;......:.. .,......, s .....:..... ......:..... _..:-... ...;...... 0.32- Runoff Area=3,602 sf 03:. :...... ......: , .__ ....... .. .._.. 026= Runoff Volume_0.031�of ' _0.26- '. j 024 Runoff Depth>4.56`.' 022:, .... _._.. ...... 02 TC 5.0 mm.._ 0.161 CN;_9:8 0.,a- 0.12 0.1 0.06_ ...;. ......:. .�..... _..:: _.. _... 0.06- 0.04- .. ;_..::. _.._.. .,'..... .._. .. - -..:.... - ...... 0.02- 0=, 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) 15078-POST-DEV 161025 Type 11124-hr 10 Year Rainfall=4.80" 15078-POST-DEV_161025 Type 11124-hr 10 Year Rainfall=4.80" Prepared by SMRT_Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD®10 00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Page 71 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Page 72 Summary for Subcatchment 3S:SC201 C-1 Summary for Subcatchment 4S:SC201 D Runoff = 0.1 cfs @ 12.08 hrs, Volume= 0.009 af, Depth> 2.04" Runoff = 0.4 cfs @ 12.09 hrs, Volume= 0.033 af, Depth> 1.18" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-24.00 hrs,dt=0.02 hrs Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-24.00 hrs,dt=0.02 hrs Type III 24-hr 10 Year Rainfall=4.80" Type III 24-hr 10 Year Rainfall=4.80" Area(sf) CN Description Area(sf) CN Description 684 98 Paved parking,HSG B 132 98 Paved parking 1,537 61 >75%Grass cover,Good,HSG B ` 508 53 Porous Pavers 2,221 72 Weighted Average 12,323 61 >75%Grass cover,Good,HSG B 1,537 69.20%Pervious Area 1,630 55 Woods,Good,HSG B 684 30.80%Impervious Area 14,593 60 Weighted Average 14,461 99.10%Pervious Area Tc Length Slope Velocity Capacity Description 132 0.90%Impervious Area (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry,Min Tc Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) Subcatchment 3S:SC201 C-1 5.0 Direct Entry,Min Tc Hydrograph Subcatchment 4S:SC201 D Hydrograph 0.13. '_ 0.12- ' Type III 24-hr . 048 01, 1:O Year;Rainfall 4 80`' 24-hr ,,... __.... 044 _.: .... 642. Type III 24 hr 0.,. Runoff.Area=2,221 sf ;. _ 3a ;. 10 Year.Rainfall 4.80" 0.36 0.0 ': _ ,........ Runoff Volume=0.009 of - 634: . Runoff Area-14,593 sf L 6.66 " 0.32 ..Runoff Depth>2.04".._:_..: 0.07: _6Z3 Runoff Volume 0 033 of 0.0 Tc_5.0-min 0 Runoff Depth>1 18,.:_ 28 0.05= ' CN 72 022 , Tc=5.0 min 0.2 0.04- 0.,8- 0.6- 0.03 .04- 0.,a 0.03 0.14- 0.02-1 14 0.02= : 012;' 0.1 0.01. : 0.08: 0.0 - 1 4; 0 1 2 3 4 5 6 7 a 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 00 - - - - - Time(hours) 0.02= .. _ 0= 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) 15078-POST-DEV 161025 Type 11124-hr 10 Year Rainfall=4.80" 15078-POST-DEV 161025 Type 11124-hr 10 Year Rainfall=4.80" Prepared by SMRT_Inc. Printed 10/25/2016 Prepared by SMRT_,Inc. Printed 10/25/2016 HydroCAD010.00-16 s/n 00729 @2015 HydroCAD Software Solutions LLC Page 73 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Page 74 Summary for Subcatchment 5S:SC201 E Summary for Subcatchment 6S:SC201 F-3 Runoff = 1.2 cfs @ 12.13 hrs, Volume= 0.095 af, Depth> 1.89" Runoff = 0.1 cis @ 12.08 hrs, Volume= 0.005 at, Depth> 1.74" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-24.00 hrs,dt=0.02 hrs Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-24.00 hrs,dt=0.02 hrs Type III 24-hr 10 Year Rainfall=4.80" Type III 24-hr 10 Year Rainfall=4.80" Area(sf) CN Description Area(sf) CN Description 8,602 98 Paved parking 264 98 Paved parking,HSG B 4,431 61 >75%Grass cover,Good,HSG B 307 61 >75%Grass cover,Good,HSG B 4,519 55 Woods,Good,HSG B 880 61 >75%Grass cover,Good.HSG B ` 8,583 55 Woods,Good,HSG B 1,451 68 Weighted Average 26,335 70 Weighted Average 1,187 81.81%Pervious Area 17,533 66.58%Pervious Area 264 18.19%Impervious Area 8,802 33.42%Impervious Area Tc Length Slope Velocity Capacity Description Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry,Min Tc 7.0 50 0.0700 0.12 Sheet Flow, Woods:Light underbrush n=0.400 P2=3.60" Subcatchment 6S:SC201 F-3 0.9 236 0.0680 4.20 Shallow Concentrated Flow, Unpaved Kv=16.1 fps Hydrograpn 0.7 126 0.0220 3.01 Shallow Concentrated Flow, 0.0759 ' ❑moon ...... Paved Kv=20.3 fps o.07` -da Ss 412 Total Type 111.24=hr 0.065 Subcatchment 5S:SC201E °06 10 Yea.r Rainfall 4.8..0" _. Hydrograph 0055 Runoff Area-11451 sf 005 Runoff Volume-0.005 a FLImoon o 045 Type III 24 hr 1.2d. Runoff Depth 1,74" 0 0.035 ' _Tc-5.0_min ..10 Year Rainfall-4.80" LL 0.03=, -CN-68 Runoff Area_26,335 sf 0.025- - -- 0 02 Runoff Volume-0.095;of ^- : 0015. - " Runoff Depth>1.89" 001. LL Flow Length=412' 0.005.: Tc=8.6 min 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) CN-70 0- 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) - 15078-POST-DEV 161025 Type 11124-hr 10 Year Rainfall=4.80" 15078-POST-DEV 161025 Type 11124-hr 10 Year Rainfall=4.80" Prepared by SMRT_Inca Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD010.00-16 s/n 00729 02015 HydroCAD Software Solutions LLC Page 75 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Paae 76 Summary for Subcatchment 7S:SC201 G Summary for Subcatchment 8S:SC201 H-1 Runoff = 0.5 cfs @ 12.24 hrs, Volume= 0.052 af, Depth> 1.25" Runoff = 0.5 cfs @ 12.08 hrs, Volume= 0.034 af, Depth> 2.72" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-24.00 hrs,dt=0.02 hrs Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-24.00 hrs,dt=0.02 hrs Type III 24-hr 10 Year Rainfall=4.80" Type III 24-hr 10 Year Rainfall=4.80" Area(sf) CN Description Area(sf) CN Description ' 248 98 Paved parking 3,442 98 Paved parking 797 53 Porous Pavers,HSG B 428 53 Porous Pavers 16,355 61 >75%Grass cover,Good,HSG B 2,401 61 >75%Grass cover,Good,HSG B 4,382 61 >75%Grass cover,Good,HSG B 289 61 >75%Grass cover,Good,HSG B 21,782 61 Weighted Average 6,560 80 Weighted Average 21,534 98.86%Pervious Area 3,118 47.53%Pervious Area 248 1.14%Impervious Area 3,442 52.47%Impervious Area Tc Length Slope Velocity Capacity Description Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 40 0.0068 0.04 Sheet Flow, 5.0 Direct Entry,Min Tc Woods:Light underbrush n=0.400 P2=3.60" 0.4 90 0.0560 3.81 Shallow Concentrated Flow, Subcatchment 8S:SC201 H-1 Unpaved Kv=16.1 fps 15.4 130 Total Hydrograph 0.55- Subcatchment 55Subcatchment 7S:SC201G Hydrograph °. ...Type_f1124-hr.... 0.45- Rainfall-4.80" - 0".. _;.. .". ........ ..... ...::... .... O Runoff - - --- - - - 10 Year Rainfa 14.8 0.5- _ -Type II124-hr a' 6,560 3f 4 Runoff Are 03 Runoff Volume 0 0 4 of 04y 10 YearRainfall_4.8O" z 0.3 Runoff Depth>2.72 Runoff.Area_21,782 sf_;. _ - 0.35-. ' Runoff Volume-0.052 of LL ° 2 TC 5.0 min L 03 Runoff De th>1.25" ° 2 CN 80 p LL U.25 Flow Length=130' 0.15 - LTR min, 1 : : 0.15- CN_6.1 °5- ........ ..._ ° 0.1- 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) .. .. ..:_... , _� ....:..... _..... .......... ....�_... Tim 0.05..: 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) F-71 15078-POST-DEV 161025 Type 11124-hr 10 Year Rain/all=4.80" 15078-POST-DEV 161025 Type 111 24-hr 10 Year Rainfall=4.80" Prepared by SMRT_Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD010.00-16 s/n 00729 @2015 HydroCAD Software Solutions LLC Page 77 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Page 78 Summary for Subcatchment 9S:SC202A Summary for Subcatchment 10S:SC201 A-2 Runoff = 1.4 cfs @ 12.08 hrs, Volume= 0.099 af, Depth> 2.63" Runoff = 0.1 cfs @ 12.09 hrs, Volume= 0.007 af, Depth> 1.31" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-24.00 hrs,dt=0.02 hrs Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-24.00 hrs,dt=0.02 hrs Type III 24-hr 10 Year Rainfall=4.80" Type III 24-hr 10 Year Rainfall=4.80" Area(sf) CN Description Area(sf) CN Description 10,330 98 Paved parking 149 98 Paved parking,HSG B 746 53 Porous Pavers,HSG B 348 53 Porous Pavers 1,692 53 Porous Pavers,HSG B 2,471 61 >75%Grass cover Good,HSG B 5,464 61 >75%Grass cover,Good,HSG B 2,968 62 Weighted Average 1.376 61 >75%Grass cover,Good HSG B 2,819 94.98%Pervious Area 19,608 79 Weighted Average 149 5.02%Impervious Area 9,278 47.32%Pervious Area 10,330 52.68%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) Tc Length Slope Velocity Capacity Description 5.0 Direct Entry,Min Tc (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry,Min Tc Subcatchment 10S:SC201A-2 Subcatchment 9S:SC202A Hyarograph 011_ - n Runofl Hydrograph .... _.._ 0105:: __ ... '.. aid. 7 Runoff 0.91 :. TypLa 11124 h 1.as 001- 1.0Type III 24.-hr 0085 10 Year:Rainfall"-4.80" 10 Year Rai nfall=4.80' 0o75; Runoff Area=2,968 sf Runoff Area=19,608 sf Runoff Volume=0.007 of uno Rff De th>1.31" 11 Runoff Volume=0.099 of ! ;°055 P.. LL 0.05- Tc=50 min L Runoff Depth>2.63`.' 0.045- LL Tc_5.0 min 0035. C N 62 003. CN=79 . _.. 0025- 002. 025 002. _... 0.015.,,- 0.01' ...;. .,....... '._...;.... .... 0.005.: 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) SII 0- 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) JI 15078-POST-DEV 161025 Type 111 24-hr 10 Year Rainfall=4.80" 15078-POST-DEV_161025 Type 111 24-hr 10 Year Rainfall=4.80" Prepared by SMRT_Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 0 2015 HydroCAD Software Solutions LLC Page 79 HydroCAD®10.00-16 s/n 00729 0 2015 HydroCAD Software Solutions LLC Pace 80 Summary for Subcatchment 11 S:SC201 F-2 Summary for Subcatchment 12S:SC201 B-1 Runoff = 0.2 cfs @ 12.07 hrs, Volume= 0.015 af, Depth> 4.00" Runoff = 0.4 cfs @ 12.07 hrs, Volume= 0.034 at, Depth> 4.56" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-24.00 hrs,dt=0.02 hrs Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-24.00 hrs,dt=0.02 hrs Type III 24-hr 10 Year Rainfall=4.80" Type III 24-hr 10 Year Rainfall=4.80" Area(sf) CN Description Area(sf) CN Description ' 1,658 98 Paved parking 3,892 98 Roofs 240 61 >75%Grass cover,Good,HSG B 3,892 100.00%Impervious Area 1,898 93 Weighted Average 240 12.64%Pervious Area Tc Length Slope Velocity Capacity Description 1,658 87.36%Impervious Area (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry,Min Tc Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) Subcatchment 12S:SC201 B-1 5.0 Direct Entry,Min Tc Hydrograph Subcatchment 11 S:SC201 F-2 046 0.46-. Hydrogroph 0044 - - T 4 e III'24 hr 022- - -.; oz�; .�..: nRonori 3a 10 Year llai•nfall_4.80" 4 0.21 ..Type 111.,24 hr Runoff Area=3 892sf 0.19 .. ....: _..... ...._... 034_ " -. .. °,7 10 Year Rainfall_4.80' °03 Runoff Volume 0 0.34 of 016 _; 026. .. .. _ Runoff Area=1,898 sf °26 Runoff-Depth>4 56 Area=1,898 024 614Runoff Volu' : , me_0.015 of 022 Tc=5.0 min m 0.13- .: _ ._: -., .._ 0.2` .. R 0.12. , Runoff Depth>.4 00 6,6. CN_98 - -- - .- LL °.,. Tc_5.O min 014 0.09- 0.1 CN 93 012 0.08. '. ..- _.- -- - ._.. 0.07 ..,.._.v-_.i ._.�... .:....,.... ..:..... _. ... 00 - - - - .._. 0.06' ...._... ...-.. ..__, _..-_•-_, .._, ....... 0. 0.05 - - -- - ._. �. � 04, 0.02: : 004: ..... _ _ 003= 0 1 2 3 4 5 6 7 6 9 10 11 12 13 14 15 16 17 i8 19 20 21 22 23 24 0.02- - ...._., _...: -..;....: _..:. .... ..,.. Time(hours) 0.01: 0= 0 .1 2 3 4 5 6 7 8 9 10 „ 12 13 14 15 16 17 16 19 20 21 22 23 24 Time(hours) 15078-POST-DEV-1 61025 Type 11124-hr 10 Year Rainfall=4.80" 15078-POST-DEV_161025 Type 11124-hr 10 Year Rainfall=4.80" Prepared by SMRT Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729©2015 HydroCAD Software Solutions LLC Page 81 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Page 82 Summary for Subcatchment 13S:SC201 B-2a Summary for Subcatchment 14S:SC201 B-6 Runoff = 0.5 cfs @ 12.07 hrs, Volume= 0.038 at, Depth> 4.56" Runoff = 0.4 cfs @ 12.07 hrs, Volume= 0.034 at, Depth> 4.56" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-24.00 hrs,dt=0.02 hrs Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-24.00 hrs,dt=0.02 hrs Type III 24-hr 10 Year Rainfall=4.80" Type III 24-hr 10 Year Rainfall=4.80" Area(sf) CN Description Area(sf) CN Description 4,379 98 Roofs 3.855 98 Roofs 4,379 100.00%Impervious Area 3,855 100.00%Impervious Area Tc Length Slope Velocity Capacity Description Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry,Min Tc 5.0 Direct Entry,Min Tc Subcatchment 13S:SC201 B-2a Subcatchment 14S:SC201 B-6 Hydrograph Hydrograph . _ ..:...... ❑Runoff 0.48: 0.46. . 0.5- La' 0 44o.s as Type III 24-hr 642; ' Type 111:24 hr °.45, 1:O..YearRainfal1-4.80" 03a 1.0 Year-Rainfall_4.80" °'' Runoff.Area=4;379.;Sf, 6:34: Runoff Area=3,855 Sf 0.35- Runoff Volume-0...038.of _ . ......... 603= Runoff Volume_0.034 of - 0.26.. -_... _ i 0.3- Runoff Depth>4 56 026: R noff Depth>4 56" ,., ......_ ._.. ,.._.. ; 0.24 u 6.25 Tc_5.0 min 622: : Tc_5.0 min u. ....:...... 0.2. 0.2- . , .... =98 CN; =98 CN ..... .. .... 0.14-. 0.15. . 0.12: .. l.. ..! ..._. Y..._ ;_... 0.1 0.1- -- 6.06- ..._ .._.. .. _... . -_:.._ .. _ ...:_ 6.664 0.05, - 0.04:, ". .., 0.02 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) Time(hours) h 15078-POST-DEV161025 Type 11124-hr 10 Year Rainfall=4.80" 15078-POST-DEV 161025 Type 11124-hr 10 Year Rainfall=4.80" Prepared by SMRT_Inc. Printed 10/25/2016 Prepared by SMRT_,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Page 83 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Page 84 Summary for Subcatchment 15S:SC201 B-7 Summary for Subcatchment 16S:SC201 B-5 Runoff = 1.0 cfs @ 12.07 hrs, Volume= 0.077 af, Depth> 4.56" Runoff = 0.4 cfs @ 12.07 hrs, Volume= 0.032 af, Depth> 4.56 Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-24.00 hrs,dt=0.02 hrs Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-24.00 hrs,dt=0.02 hrs Type III 24-hr 10 Year Rainfall=4.80" Type III 24-hr 10 Year Rainfall=4.80" Area(sf) CN Description Area(sf) CN Description 8.826 98 Roofs 3,653 98 Roofs 8,826 100.00%Impervious Area 3,653 100.00%Impervious Area Tc Length Slope Velocity Capacity Description Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry,Min Tc 5.0 Direct Entry,Min Tc Subcatchment 15S:SC201 B-7 Subcatchment 16S:SC201 B-5 Hydrograph Hydrograph 0.44 .od.' 0.42' u.a; Type III 24-hr 64 Type III 24 hr - 10 Year.Rainfall-4.80" 03 10 Year Rainfall_4.80'. Runoff Area'=8;826 sf o32 Runoff Area'=3,653 Sf Runoff Volume=0.077af 623: Runoff-Volume-0.032 of t Runoff Depth>4.56" L oz3 :-Runoff bepth>4 56' LL Tc=5.0 min - °oz Tc'S:6-min CN98 LL o;6 = GN 9,8::: 0.14' ...._ ..:... .. �..._.: : 0.12: ._....,.._.:_ :...... :� ..:..... ::., 0.06: 0.06' .._......:. ..._..: :_ ............ .. ...:.. .-... : - > 004. ___ - ... 0.02- 0 0', 0 1 2 3 4 5 8 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 0 1 2 3 4 5 e 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) Time(hours) LTJ C-1 E-71 U © 15078-POST-DEV-1 61025 Type///24-hr 10 Year Rainfall=4.80" 15078-POST-DEV_161025 Type 111 24-hr 10 Year Rainfall=4.80" Prepared by SMRT Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 02015 HydroCAD Software Solutions LLC Page 85 HydroCAD®10.00-16 s/n 00729 0 2015 HydroCAD Software Solutions LLC Page 86 Summary for Subcatchment 17S:SC201 B-3a Summary for Subcatchment 18S:SC201 F-1 Runoff = 0.4 cfs 0 12.07 hrs, Volume= 0.035 af, Depth> 4.56" Runoff = 1.5 cfs 0 12.07 hrs, Volume= 0.107 af, Depth> 3.28" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-24.00 hrs,dt=0.02 hrs Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-24.00 hrs,dt=0.02 hrs Type III 24-hr 10 Year Rainfall=4.80" Type III 24-hr 10 Year Rainfall=4.80" Area(sf) CN Description Area(sf) CN Description 4.036 96 Roofs,HSG B 764 98 Bioretention Area 4,036 100.00%Impervious Area 10,638 98 Paved parking 4,174 61 >75%Grass cover,Good,HSG B Tc Length Slope Velocity Capacity Description 1,455 61 >75%Grass cover.Good,HSG B (min) (feet) (ft/ft) (ft/sec) (cfs) 17,031 86 Weighted Average 5.0 Direct Entry,Min Tc 5,629 33.05%Pervious Area 11,402 66.95%Impervious Area Subcatchment 17S:SC201 B-3a Tc Length Slope Velocity Capacity Description Hydrograph (min) (feet) (ft/ft) (ft/sec) (cfs) 0. - f7 Runoff 5.0 Direct Entry,Min Tc 0.48. < .... ..... _. ..._ ....., 0 46: 644'' -Type,111-24-hr--- Subcatchment 18S:SC201 F-1 0.42. ..... 64_ -10 Year.,Rai nfal 1_4.80" _ ..... _ Hydrograph 0 38 -. .... _... 03 . .Runoff Area'4 _ ,036 sf ❑Runo6 632- 0.3RunofVolume-0.035 of .::::. .:::: Type 111 247hr ° :, 026 Runoff Depth>4.567 10 Year Rai nfal1=4.80" LL 022, Tc-50=min Runoff Area=17,031 sf 0.12 0 2 .. °16 , .CN=9.8.. Runoff Volume_0.1;O7 of 0.161 .._. :_ ..... , 6,4.: ._. :.::. ...... .._ ..::. _ - L Runoff Depth>3.28" 61 _ .._ ._. ,..._ ..: Tc"-5.0 min 606 ,:.... .._. .. .... _ u 666 0.04GN.86 : .._ ...: , .._. .... - 0.02= 1' 0 0 1 2 3 4 5 6 7 6 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) 0 0 1 2 3 4 5 8 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) 1 15078-POST-DEV 161025 Type 11124-hr 10 Year Rainfall=4.80" 15078-POST-DEV-1 61025 Type 11124-hr 10 Year Rainfall=4.80" Prepared by SMRT_Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 02015 HydroCAD Software Solutions LLC Page 87 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Page 88 Summary for Subcatchment 19S:SC201 F-4 Summary for Subcatchment 20S:SC201 H-2 Runoff = 0.0 cfs @ 12.09 hrs, Volume= 0.001 af, Depth> 1.25" Runoff = 0.1 cfs @ 12.08 hrs, Volume= 0.006 af, Depth> 1.81" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-24.00 hrs,dt=0.02 hrs Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-24.00 hrs,dt=0.02 hrs Type III 24-hr 10 Year Rainfall=4.80" Type III 24-hr 10 Year Rainfall=4.80" Area(sf) CN Description Area(sf) CN Description 447 61 >75%Grass cover,Good.HSG B 367 98 Paved parking 447 100.00%Pervious Area 514 61 >75%Grass cover,Good,HSG B 788 61 >75%Grass cover,Good,HSG B Tc Length Slope Velocity Capacity Description 1,669 69 Weighted Average (min) (feet) (ft/ft) (fUsec) (cfs) 1,302 78.01%Pervious Area 5.0 Direct Entry,Min Tc 367 21.99%Impervious Area Subcatchment 19S:SC201 F-4 Tc Length Slope Velocity, Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) Hydrograph 5.0 Direct Entry,Min Tc 0.015. ❑Runofl 0.0d. Subcatchment 20S:SC201 H-2 0.014; '. ..Type III 24-hr . Hydrograph 0013` , 10 Year Rainfall-4.80' 0.012- 0.09= ..- .... - ❑Runolf 0011 Runof_f.Area=447 sf.... 0008 °°' Runoff Volume-0.001 of 0075 Typeall Ld 0.0os 0.07. .0 YearRafnfall_4.800.006- Runoff Depth>1 25" 0065= Runoff Area=1,669 sf 0.007 Tc 5 0min _006Runoff Volume0.006 0.008 0055 CN 61 0.05-0.005 Z Runoff Depth>1.810.004 _LLTc 5:0mm0.040.0030 o3s0.00z =CN 690.03 0.00, : 0.025;0.02=0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 240.01 Time(hours) 0.01= 0.005- 0 1 2 3 4 5 8 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) 15078-POST-DEV 16.1025 Type/Il 24-hr 10 Year Rainfall=4.80" 15078-POST-DEV-1 61025 Type/I/24-hr 10 Year Rainfall=4.80" Prepared by SMRT_Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 @2015 HydroCAD Software Solutions LLC Page 89 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Paae 90 Summary for Subcatchment 21 S:SC201 C-2 Summary for Subcatchment 38S:SC201 B-2b Runoff = 0.2 cfs Ca) 12.08 hrs, Volume= 0.011 af, Depth> 1.74" Runoff = 0.4 cis Co) 12.07 hrs, Volume= 0.032 af, Depth> 4.56" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-24.00 hrs,dt=0.02 hrs Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-24.00 hrs,dt=0.02 hrs Type III 24-hr 10 Year Rainfall=4.80" Type III 24-hr 10 Year Rainfall=4.80" Area(sf) CN Description Area(sf) CN Description 701 98 Paved parking,HSG B 3,661 98 Roofs,HSG B 463 53 Pavers 3,661 100.00%Impervious Area 2,042 61 >75%Grass cover,Good,HSG B 78 61 >75%Grass cover,Good,HSG B Tc Length Slope Velocity Capacity Description 3,284 68 Weighted Average (min) (feet) (ft/ft) (ft/sec) (cfs) 2,583 78.65%Pervious Area 5.0 Direct Entry,Min Tc 701 21.35%Impervious Area Subcatchment 38S:SC201 B-2b Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) Hydrograpn 5.0 Direct Entry,Min TcFn-R-.-n.ff 0.4a,€ ' 0.42 Subcatchment 21 S:SC201 C-2 0.41 - Type,III 24-hr Hydrograph 0.36. 10 Year,Rainfall_4.80" -- -- -- 0.17- " ❑R��oe 0032 Runoff Area 3,661 Sf 0.16 .2- _.. 0.3. - 0.,5. Type III 24 hr - .. 0.26 Runoff Volume 0.0.32 of °"' 10 Year Rainfall=4.80 ! ;022 ' Runoff Depth>4 56 0.,2- Runoff Area_3,284sf r, 0.2', Tc,5.,0 min018 -- Runoff Volume=0.0:11;of 0.16; r- 0. ' _! 014: L Runoff Depth>1.74 ..0.69 0.12: ' 0 0.0e: ' TC=S.0 Min 0. v 0.07 0.06 0.06 CN_68 0.04 , 0.02 0.05' ....'....... 0=, .. .. .. 0.04_ .. .. .._ 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 16 ,9 20 21 22 23 24 .._. ...... ....,..... _... .. Time(hours) 0.03" .. ... :...... 0.02- 0.01. 0= 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) i 15078-POST-DEV11161025 Type 124-hr 10 Year Rainfall=4.80" 15078-POST-DEV 161025 Type///24-hr 10 Year Rainfall=4.80" Prepared by SMRT_,Inc. Printed 10/25/2016 Prepared by SMRT,_Inc. Printed 10/25/2016 HydroCAD010.00-16 s/n 00729 02015 HydroCAD Software Solutions LLC Page 91 HydroCAD®10.00-16 s/n 00729 0 2015 HydroCAD Software Solutions LLC Page 92 Summary for Subcatchment 39S:SC201 B-3b Summary for Reach 1 R: Runoff = 0.4 cfs @ 12.07 hrs, Volume= 0.035 af, Depth> 4.56" Inflow Area= 1.664 ac, 50.76%Impervious, Inflow Depth= 0.88" for 10 Year event Inflow = 1.8 cis @ 12.36 hrs, Volume= 0.122 of Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-24.00 hrs,dt=0.02 hrs Outflow = 1.8 cis @ 12.36 hrs, Volume= 0.122 at, Atten=0%, Lag=0.0 min Type III 24-hr 10 Year Rainfall=4.80" Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Area(sf) CN Description ' 3,986 98 Roofs Reach 1 R: 3,986 100.00%Impervious Area Hydrograph Tc Length Slope Velocity Capacity DescriptionFn mnow (min) (feet) (ft/ft) (ft/sec) (cfs) 2- ri-s 0 outflow 5.0 Direct Entry,Min Tc Inflow:Area 1:664. Subcatchment 39S:SC201 B-3b Hydrograph 0.48_ ....' _- .... ;.._. ... !_... .'_.... ❑Runof/ - 0.46 _:... ..;. ..._.:... i .e ea ..,....T Pe III 4-hr 6.4204- 1:O YearRainfall_4.8 .6.36= Runoff Area_3 986 S0.34. : 7 .._0.32: Runoff Volume=0.0 :_-IS 6.26 . Runoff Depth>4.56"0.26-. -- 0o.za6.22Tc=5.0min 6.16: -CN-9$ 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 0.16: _ ....I.... TI ( ) e hour90.14' , ......,_..0.12 _..8: :.....0.06: _ '.0.04: .0.0201 2 3 4 5 6 7 8 9 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) 15078-POST-DEV 161025 Type 111 24-hr 10 Year Rainfall=4.80" 15078-POST-DEV_161025 Type 111 24-hr 10 Year Rainfall=4.80" Prepared by SMRT_Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD010.00-16 s/n 00729 @2015 HydroCAD Software Solutions LLC Page 93 HydroCAD®10.00-16 s/n 00729 @ 2015 HydroCAD Software Solutions LLC Page 94 Summary for Reach 2R: Summary for Pond 1 P:SIG-1 Inflow Area= 1.553 ac, 45.75%Impervious, Inflow Depth> 1.37" for 10 Year event Inflow Area= 1.553 ac, 45.75%Impervious, Inflow Depth> 2.53" for 10 Year event Inflow - 0.9 cfs @ 12.87 hrs, Volume= 0.177 of Inflow = 1.1 cfs @ 12.49 hrs, Volume= 0.327 of Outflow = 0.9 cfs @ 12.87 hrs, Volume= 0.177 af, Atten=0%, Lag=0.0 min Outflow = 1.0 cfs @ 12.87 hrs, Volume= 0.244 af, Atten=9%, Lag=22.8 min Discarded = 0.0 cfs @ 8.76 hrs, Volume= 0.067 of Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Primary = 0.9 cfs @ 12.87 hrs, Volume= 0.177 of Reach 2R: Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Peak Elev=169.89'9 12.87 hrs Surt.Area=1,798 sf Storage=3,939 cf Hydrograph Flood Elev=175.84' Surf.Area=1,798 sf Storage=4,570 cf 10 Outflowoutflow Plug-Flow detention time=(not calculated:outflow precedes inflow) Inflow iArea_1553 a °B a Center-of-Mass det.time=47.0 min(869.9-822.9) Volume Invert Avail.Storage Storage Description #1 166.22' 2,348 cf 31.00'W x 58.00'L x 4.50'H Prismatoid 8,091 cf Overall-2,222 cf Embedded=5,869 cf x 40.0%Voids #2 167.72' 2,222 cf ADS_StormTech SC-740 x 48 Inside#1 Effective Size=44.6"W x 30.0"H=>6.45 sf x 7.121=45.9 cf E Overall Size=51.0"W x 30.0"H x 7.561 with 0.44'Overlap l Row Length Adjustment=+0.44'x 6.45 sf x 6 rows LL 'd 4,570 cf Total Available Storage Device Routing Invert Outlet Devices #1 Primary 169.43' 15.0" Round Culvert(SD-1) L=20.0' CPP,square edge headwall, Ke=0.500 Inlet/Outlet Invert=169.43'/168.02' S=0.0705'/' Cc=0.900 n=0.013 Corrugated PE,smooth interior, Flow Area=1.23 sf e- #2 Discarded 166.22' 1.020 in/hr Exfiltration over Surface area 0 1 2 3 4 5 6 i 8 .9 m 11 12 13 14 15 is n 18 1e 20 21 2`2 23 24 #3 Device 1 169.55' 8.0" Round Culvert(8"orifices)X 6.00 Time(hours) L=2.0' CPP,square edge headwall, Ke=0.500 Inlet/Outlet Invert=169.55'/169.53' S=0.0100'/' Cc=0.900 n=0.013 Corrugated PE,smooth interior, Flow Area=0.35 sf Discarded OutFlow Max=0.0 cis @ 8.76 hrs HW=166.32' (Free Discharge) 2=Exfiltration (Exfiitration Controls 0.0 cfs) �rimary OutFlow Max=0.9 cfs @ 12.87 hrs HW=169.89' TW=0.00' (Dynamic Tailwater) 1=Culvert(SD-1) (Inlet Controls 0.9 cfs @ 2.31 fps) 3=Culvert(8"orifices) (Passes 0.9 cfs of 1.5 cfs potential flow) i 15078-POST-DEV 161025 Type///24-hr 10 Year Rainfall=4.80" 15078-POST-DEV 161025 Type 111 24-hr 10 Year Rainfall=4.80" Prepared by SMRT_Inc. Printed 10/25/2016 Prepared by SMRT_,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Paoe 95 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Page 96 Pond 1 P:SIG-1 Summary for Pond 3P:SIG-3 Hydrogreph Inflow Area= 1.664 ac, 50.76%Impervious, Inflow Depth> 2.63" for 10 Year event 0 M11- Inflow = 4.6 cfs @ 12.08 hrs, Volume= 0.365 of omn°w Outflow = 1.9 cfs @ 12.36 hrs, Volume= 0.303 at, Atten=57%, Lag=17.0 min ®Discarded -Inflow Area_1553 ac �F may Discarded = 0.1 cfs @ 11.10 hrs, Volume= 0.181 of Peak Elev-169 89' °a, Primary = 1.8 cfs @ 12.36 hrs, Volume= 0.122 of Storage=3,939 c ° Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Peak Elev=171.17'Ca 12.36 hrs Surf.Area=2,400 sf Storage=4,528 cf Flood Elev=175.84' Surt.Area=2,400 sf Storage=6,149 cf Plug-Flow detention time=(not calculated:outflow precedes inflow) Center-of-Mass det.time=73.6 min(877.7-804.1 ) 3 LL Volume Invert Avail.Storage Storage Description #1 168.35' 3,100 cf 30.00'W x 80.00'11.x 4.50'H Prismatoid 10,800 cf Overall-3,049 cf Embedded=7,751 cf x 40.0%Voids #2 168.85' 3,049 cf ADSStormTech SC-740 x 66 Inside#1 00d Effective Size=44.6"W x 30.0"H=>6.45 sf x 7.121=45.9 cf Overall Size=51.0"W x 30.0"H x 7.561 with 0.44'Overlap o Row Length Adjustment=+0.44'x 6.45 sf x 6 rows o , z s a s s e s io ii (z is ra is is ii is ie zo zi zz is za Time(hours) 6,149 cf Total Available Storage Device Routing Invert Outlet Devices #1 Primary 170.56' 18.0" Round Culvert(SD-12) L=16.0' CPP,square edge headwall, Ke=0.500 Inlet/Outlet Invert=170.56'/169.00' S=0.0975'P Cc=0.900 n=0.013, Flow Area=1.77 sf #2 Discarded 168.35' 2.410 in/hr Exfiltration over Surface area #3 Device 1 170.68' 8.0" Round Culvert(8"orifice)X 5.00 L=2.0' CPP,square edge headwall, Ke=0.500 Inlet/Outlet Invert=170.68'/170.66' S=0.0100'P Cc=0.900 n=0.013 Corrugated PE,smooth interior, Flow Area=0.35 sf Discarded OutFlow Max=0.1 cfs @ 11.10 hrs HW=168.43' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.1 cfs) nmary OutFlow Max=1.8 cfs @ 12.36 hrs HW=171.17' TW=0.00' (Dynamic Tailwater) T-- Culvert(SD-12) (Inlet Controls 1.8 cfs @ 2.66 fps) 3=Culvert(8"orifice) (Passes 1.8 cfs of 2.4 cfs potential flow) t CEJ CM Y , E77) 15078-POST-DEV-1 61025 Type 11124-hr 10 Year Rainfall=4.80" 15078-POST-DEV-1 61025 Type 111 24-hr 10 Year Rainfall=4.80" Prepared by SMRT Inc. Printed 10/25/2016 Prepared by SMRT Inc. Printed 10/25/2016 HydroCADO 10.00-16 s/n 00729 0 2015 HydroCAD Software Solutions LLC Paae 97 Hydro CAD®10.00-16 s/n 00729 0 2015 HydroCAD Software Solutions LLC Pace 98 Pond 3P:SIG-3 Summary for Pond 4P:Dry Pond Hydrograph Inflow Area= 1.553 ac, 45.75%Impervious, Inflow Depth> 2.55" for 10 Year event n Inflow Inflow = 4.1 cfs @ 12.08 hrs, Volume= 0.330 of Inflow Area-1. Outflow = 1.1 cfs @ 12.49 hrs, Volume= 0.327 af, Atten=73%, Lag=24.1 min 5_ - 664 aC`� ®arsmaryetl Primary = 1.1 cfs @ 12.49 hrs, Volume= 0.327 of Peak Elev-1;71,.17' Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Storage=4 528 Cf Peak Elev=172.34'g 12.49 hrs Surf.Area=2,627 sf Storage=3,484 cf a- ° V Flood Elev=174.25' Surf.Area=4,167 sf Storage=9,967 cf rt Plug-Flow detention time=32.2 minalcula1ed for 0.327 of(99%of inflow) 3 - Center-of-Mass det.time=26.6 min(822.9-796.3) Volume Invert Avail.Storage Storage Description z- :-... #1 169.00' 11,035 cf Custom Stage Data(Prismatic)Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store J r'' 7 / (feet) (sq-ft) (cubic-feet) (cubic-feet) al 169.00 119 0 0 170.00 447 283 283 0171.00 957 702 985 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 172.00 2,366 1,663 2,646 Time(hours) 173.00 3,141 2,755 5,402 174.00 3,957 3,549 8,951 174.50 4,377 2,084 11,035 Device Routing Invert Outlet Devices #1 Primary 169.40' 12.0" Round Culvert(SD-2) L=20.0' CPP,square edge headwall, Ke=0.500 Inlet/Outlet Invert=169.40'/169.30' S=0.0050'/' Cc=0.900 n=0.013, Flow Area=0.79 sf #2 Device 1 169.40' 5.0"Vert.Orifice/Grate C=0.600 #3 Device 1 173.75' 4.0'long Sharp-Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=1.1 cfs @ 12.49 hrs HW=172.33' TW=169.48' (Dynamic Tailwater) t-Culvert(SD-2) (Passes 1.1 cfs of 5.9 cfs potential flow) 2=Orifice/Grate (Orifice Controls 1.1 cfs @ 7.95 fps) 3=Sharp-Crested Rectangular Weir (Controls 0.0 cfs) 15078-POST-DEV 161025 Type 11124-hr 10 Year Rainfall=4.80" 15078-POST-DEV_161025 Type 11124-hr 10 Year Rainfall=4.80" Prepared by SMRT_Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Paoe 99 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Paae 100 Pond 4P:Dry Pond Summary for Pond 5P:BRA-1 Hydrograph Inflow Area= 0.391 ac, 66.95%Impervious, Inflow Depth> 3.28" for 10 Year event mnow Inflow = 1.5 cfs @ 12.07 hrs, Volume= 0.107 of .. .. tae ❑Primary Outflow = 1.5 cfs @ 12.09 hrs, Volume= 0.089 at, Atten=2%, Lag=0.9 min Inflow Are, 1 ,553ac Primary = 1.5 cfs @ 12.09 hrs, Volume= 0.089 of 4 Peak Elev-172.34' Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Peak Elev=175.15'Ca 12.09 hrs Surf.Area=832 sf Storage=900 cf Storage=3,484Cf Flood Elev=175.50' Surf.Area=868 sf Storage=1,198 cf 3- Plug-Flow detention time=104.9 min calculated for 0.089 of(83%of inflow) Center-of-Mass det.time=36.5 min(841.1-804.6) I I 2- 1' Volume Invert Avail.Storage Storage Description #1 172.00' 1,198 cf Custom Stage Data(Prismatic)Listed below(Recalc) Elevation Surt.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic-feet) (cubic-feet) 172.00 764 0.0 0 0 173.00 764 0.0 0 0 04,..... 174.00 764 0.0 0 0 0 1 2 3 4 5 6 7 6 9 10 11 12 13 14 15 16 17 16 19 20 21 22 23 24 174.50 764 100.0 382 382 Time(hours) 175.50 868 100.0 816 1,198 Device Routing Invert Outlet Devices #1 Primary 171.75' 12.0" Round Culvert(SD-17) L=93.0' CPP,projecting,no headwall, Ke=0.900 Inlet/Outlet Invert=171.75'/171.29' S=0.0049P Cc=0.900 n=0.013 Corrugated PE,smooth interior, Flow Area=0.79 sf #2 Device 1 175.00' 24.0"x 24.0"Horiz.Orifice/Grate C=0.600 Limited to weir flow at low heads �rimary OutFlow Max=1.5 cfs @ 12.09 hrs HW=175.15' TW=172.01' (Dynamic Tailwater) 1=Culvert(SD-17) (Passes 1.5 cis of 4.9 cfs potential flow) 2=Orifice/Grate (Weir Controls 1.5 cfs @ 1.26 fps) fY�7 l��.' 1.-_._J � �� � � L�1 � Rte► � C�.si': 'LJ � !- � Q �. rn E7:3 15078-POST-DEV-1 61025 Type 11124-hr 10 Year Rainfall=4.80" 15078-POST-DEV-1 61025 Type 11124-hr 10 Year Rainfall=4.80" Prepared by SMRT Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Page 101 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Page 102 Pond 5P:BRA-1 Summary for Pond 6P:FI-5 Hydrograph Inflow Area= 0.500 ac, 1.14%Impervious, Inflow Depth> 1.25" for 10 Year event mnow Inflow = 0.5 cfs @ 12.24 hrs, Volume= 0.052 of sas'� n Primary Outflow = 0.4 cfs @ 12.37 hrs, Volume= 0.042 at, Atten=16%, Lag=7.9 min Inflow Area-0:391 s Primary = 0.4 cfs @ 12.37 hrs, Volume= 0.042 of Peak Elev_175.15r Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Peak Elev=175.06'@ 12.37 hrs Surf.Area=891 sf Storage=461 cf Storage=900 Cf e J Flood Elev=175.50' Surf.Area=1,000 sf Storage=875 cf q Plug-Flow detention time=112.8 min calculated for 0.042 of(82%of inflow) Center-of-Mass det.time=36.6 min(918.1-881.5) LL Volume Invert Avail.Storage Storage Description #1 174.50' 875 cf Custom Stage Data(Prismatic)Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 174.50 750 0 0 175.50 1,000 875 875 0 1 z 3 4 5 6 i 3 9 10 11 ii i3 1'a 15 1e 1i is 19 20 zi zz z3 za Device Routing Invert Outlet Devices Time(hours) #1 Primary 171.58' 12.0" Round Culvert(SD-25) L=13.0' CPP,square edge headwall, Ke=0.500 Inlet/Outlet Invert=171.58'/171.51' S=0.0054'/' Cc=0.900 n=0.013 Corrugated PE,smooth interior, Flow Area=0.79 sf #2 Device 1 175.00' 24.0"x 24.0"Horiz.Orifice/Grate C=0.600 Limited to weir flow at low heads Primary OutFlow Max=0.4 cfs 9 12.37 his HW=175.06' TW=171.48' (Dynamic Tailwater) t1-Culvert(SD-25) (Passes 0.4 cfs of 6.5 cfs potential flow) 2=Orifice/Grate (Weir Controls 0.4 cfs @ 0.81 fps) 15078-POST-DEV 161025 Type 11124-hr 10 Year Rainfall=4.80" 15078-POST-DEV-1 61025 Type 11124-hr 10 Year Rainfall=4.80" Prepared by SMRT_Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 0 2015 HydroCAD Software Solutions LLC Page 103 HydroCAD®10.00-16 s/n 00729 0 2015 HydroCAD Software Solutions LLC Page 104 Pond 6P:FI-5 Summary for Pond 7P:DMH-3 Hydrograph Inflow Area= 1.169 ac, 37.99%Impervious, Inflow Depth> 2.10" for 10 Year event 71 mnow Inflow = 2.5 cis @ 12.08 hrs, Volume= 0.205 of est Primary Outflow = 2.5 cfs @ 12.08 hrs, Volume= 0.205 at, Atten=0%, Lag=0.0 min 0'5 Inflow Area=0.500 ac ) -- - -- Primary = 2.5 cfs Ca 12.08 hrs, Volume= 0.205 of 0.45. Peak Elev_175'.06r o< Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs 0.4 Storage-461 Cf-' Flood Ellev=177.00'�12.37 hrs 0.35- _:... ._'..... .._ :.......... .... .. y Device Routing Invert Outlet Devices 0.3- #1 Primary 170.25' 18.0" Round Culvert(SD-19) 0 0.25; " ;-- L=131.0' CPP,square edge headwall, Ke=0.500 Inlet/Outlet Invert=170.25'/169.59' S=0.0050T Cc=0.900 0.2- n=0.013 Corrugated PE,smooth interior, Flow Area=1.77 sf 0.15- Primary M @ 2 08 h 71 7 170 62 ( T I t ) Primary utFlow ax=2.4 cfs 1 hrs HW=1 .1 TW= Dynamic ai wa er t-1=Culvert(SD-19) (Outlet Controls 2.4 cfs @ 2.97 fps) 0.05 " Pond 7P:DMH-3 o 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Hydrograph Time(hours) FIM—W-10—W111 . r 10 Primary Inflow:Area 1:169 Peak-Elev_171!.33' . 2- " 18:0,. Round Culvert 11=10.013 C_131 0' S=0.0050 T 0 0 1 2 3 4 5 6 7 8 9 10 11 12 6 14 15 16 17 18 6 20 21 22 23 24 Time(hours) l:J lel' L.�i• v]'. c:::21 T�J r= r= l� l� '7 CD E::D t-72 t--:V C!l CM I= F= � t=' = X11 En C73 t:ZJ 15078-POST-DEV-1 61025 Type///24-hr 10 Year Rainfall=4.80" 15078-POST-DEV-1 61025 Type///24-hr 10 Year Rainfall=4.80" Prepared by SMRT Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Page 105 HydroCAD®10.00-16 s/n 00729 0 2015 HydroCAD Software Solutions LLC Page 106 Summary for Pond 22P:FI-7 Summary for Pond 23P:CB-1 Inflow Area= 0.068 ac, 5.02%Impervious, Inflow Depth> 1.31" for 10 Year event Inflow Area= 0.605 ac, 33.42%Impervious, Inflow Depth> 1.89" for 10 Year event Inflow = 0.1 cfs @ 12.09 hrs, Volume= 0.007 of Inflow = 1.2 cfs @ 12.13 hrs, Volume= 0.095 of Outflow = 0.1 cfs @ 12.09 hrs, Volume= 0.007 af, Atten=0%, Lag=0.0 min Outflow = 1.2 cfs @ 12.13 hrs, Volume= 0.095 af, Atten=0%, Lag=0.0 min Primary = 0.1 cfs @ 12.09 hrs, Volume= 0.007 of Primary = 1.2 cfs @ 12.13 hrs, Volume= 0.095 of Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Peak Elev=172.54'Ca)12.09 hrs Peak Elev=173.59'Ca)12.13 hrs Flood Elev=175.36' Flood Elev=176.51' Device Routing Invert Outlet Devices Device Routing Invert Outlet Devices #1 Primary 172.36' 12.0" Round Culvert(SD-4) #1 Primary 172.86' 12.0" Round Culvert(SD-6) L=43.0' CPP,square edge headwall, Ke=0.500 L=15.0' CPP,projecting,no headwall, Ke=0.900 Inlet/Outlet Invert=172.36'/172.15' S=0.0049'/' Cc=0.900 Inlet/Outlet Invert=172.86'/172.78' S=0.0053'P Cc=0.900 n=0.013 Corrugated PE,smooth interior, Flow Area=0.79 sf n=0.013 Corrugated PE,smooth interior, Flow Area=0.79 sf Primary OutFlow Max=0.1 cfs @ 12.09 hrs HW=172.54' TW=171.61' (Dynamic Tailwater) rimary OutFlow Max=1.2 cfs @ 12.13 hrs HW=173.59' TW=172.74' (Dynamic Tailwater) t--1=Culvert(SD-4) (Barrel Controls 0.1 cfs @ 1.52 fps) Z1=Culvert(SD-6) (Barrel Controls 1.2 cfs @ 2.69 fps) Pond 22P:FI-7 Pond 23P:CB-1 Hydrograph Hydrograph �, ']Inllow ' �i Inflow 0.11 (- a. a Primary I lopri-ry Inflow Area=0:068°'" Inflow Area=0.605 ra., X005 Peak Elev=172.54' Peak Elev=173.59' 0.065., '- 0.08 12:0" 12.0" 0.075- ..... ..... :: .. . °' Round Culvert a Round Culvert 0.065 °055=: n-0:013; 3 n_0.013 X0045 L_43 0' LL L=15.0' 60 s0.0049 '/' S=0.0053 '/' 0.03- 0.025" -. 002-:. .._ .. -_. ..._ 0.015- ... _....;_.. :._.. _.. 001': .. ,, .. 0.005- 0.. , °- ... 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) Time(hours) J l 15078-POST-DEV 161025 Type 11124-hr 10 Year Rainfall=4.80" 15078-POST-DEV_161025 Type 11124-hr 10 Year Rainfall=4.80" Prepared by SMRT_Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Paae 107 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Page 108 Summary for Pond 24P:DMH-2 Summary for Pond 26P:DMH-8 Inflow Area= 0.780 ac, 42.90%Impervious, Inflow Depth> 2.29" for 10 Year event Inflow Area= 0.077 ac, 57.39%Impervious, Inflow Depth> 3.02" for 10 Year event Inflow = 1.8 cfs @ 12.10 hrs, Volume= 0.149 of Inflow = 0.3 cfs @ 12.07 hrs, Volume= 0.019 of Outflow = 1.8 cfs @ 12.10 hrs, Volume= 0.149 af, Atten=0%, Lag=0.0 min Outflow = 0.3 cfs @ 12.07 hrs, Volume= 0.019 at, Atten=0%, Lag=0.0 min Primary = 1.8 cfs @ 12.10 hrs, Volume= 0.149 of Primary = 0.3 cfs @ 12.07 hrs, Volume= 0.019 of Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Peak Elev=172.76'Ca)12.10 hrs Peak Elev=172.80'(g)12.11 hrs Flood Elev=175.78' Flood Elev=175.78' Device Routing Invert Outlet Devices Device Routing Invert Outlet Devices #1 Primary 171.99' 15.0" Round Culvert(SD-3) #1 Primary 172.31' 12.0" Round Culvert(SD-7) L=77.0' CPP,square edge headwall, Ke=0.500 L=44.0' CPP,square edge headwall, Ke=0.500 Inlet/Outlet Invert=171.99'/171.61' S=0.0049'P Cc=0.900 Inlet/Outlet Invert=172.31'/172.09' S=0.00507' Cc=0.900 n=0.013 Corrugated PE,smooth interior, Flow Area=1.23 sf n=0.013 Corrugated PE,smooth interior, Flow Area=0.79 sf Primary OutFlow Max=1.8 cfs @ 12.10 hrs HW=172.76' TW=171.72' (Dynamic Tailwater) rimary OutFlow Max=0.2 cfs @ 12.07 hrs HW=172.76' TW=172.73' (Dynamic Tailwater) t--1=Culvert(SD-3) (Barrel Controls 1.8 cfs @ 3.27 fps) 1=Culvert(SD-7) (Outlet Controls 0.2 cis @ 0.75 fps) Pond 24P:DMH-2 Pond 26P:DMH-8 Hydragraph Hydragraph ... eaaInflow' - _. .. 2 Inflow Area-0.780 Primary flow Are r03tl Primary Inflow eae Y 626- In 077 0.26. Peak Elev-172.76'' ; 6.24 Peak Elev-1'72.80' ., . 15:0 602. U" 12. : Round Culvert 0.18z Round Culvert 0.16 n_0.013 n 0.01 3 0.14 L-77.0' 6.i2 L=44.10' S_0.0049 '/' 6 - 0 ,fir _ 0.08- S ,0.005 0.06-- 0.04; 0.02 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 15 17 18 19 20 21 22 23 24 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) Time(hours) 15078-POST-DEV-1 61025 Type 11124-hr 10 Year Rainfall=4.80" 15078-POST-DEV-1 61025 Type 11124-hr 10 Year Rainfall=4.80" Prepared by SMRT Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD010.00-16 s/n 00729 02015 HydroCAD Software Solutions LLC Page 109 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Page 110 Summary for Pond 27P:FI-2 Summary for Pond 28P:CB-2 Inflow Area= 0.099 ac, 89.61%Impervious, Inflow Depth> 4.22" for 10 Year event Inflow Area= 0.044 ac, 87.36%Impervious, Inflow Depth> 4.00" for 10 Year event Inflow = 0.4 cfs @ 12.07 hrs, Volume= 0.035 of Inflow = 0.2 cfs @ 12.07 hrs, Volume= 0.015 of Outflow = 0.4 cfs @ 12.07 hrs, Volume= 0.035 at, Atten=0%, Lag=0.0 min Outflow = 0.2 cfs @ 12.07 hrs, Volume= 0.015 af, Atten=0%, Lag=0.0 min Primary = 0.4 cfs @ 12.07 hrs, Volume= 0.035 of Primary = 0.2 cfs @ 12.07 hrs, Volume= 0.015 of Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs. Peak Elev=173.17'@ 12.07 hrs Peak Elev=173.09'C)12.07 hrs Flood Elev=175.78' Flood Elev=175.83' Device Routing Invert Outlet Devices Device Routing Invert Outlet Devices #1 Primary 172.78' 12.0" Round Culvert(SD-5) #1 Primary 172.83' 12.0" Round Culvert(SD-9) L=30.0' CPP,square edge headwall, Ke=0.500 L=33.0' CPP,square edge headwall, Ke=0.500 Inlet/Outlet Invert=172.78'/172.63' S=0.0050 7' Cc=0.900 Inlet/Outlet Invert=172.83'/172.67' S=0.0048'/' Cc=0.900 n=0.013 Corrugated PE,smooth interior, Flow Area=0.79 sf n=0.013 Corrugated PE,smooth interior, Flow Area=0.79 sf Primary OutFlow Max=0.4 cfs @ 12.07 hrs HW=173.17' TW=172.73' (Dynamic Tailwater) Primary OutFlow Max=0.2 cfs @ 12.07 hrs HW=173.09' TW=172.76' (Dynamic Tailwater) t1=Culvert(SD-5) (Barrel Controls 0.4 cfs @ 2.27 fps) t--1=Culvert(SD-9) (Barrel Controls 0.2 cfs @ 1.83 fps) Pond 27P:FI-2 Pond 28P:CB-2 Hydrograph Hydrograph ❑Inflow .. -.. ... -Inflow 0.48- .. ..... ❑Primary 0.22 .. .. f 0 Primary 046' Inflow Area_0.099. °'° ( °02 Inflow.Area_0.044°'°�' 0.44- 0 - - -- a 04: ' ' Peak Elev 173:1 T � 6.16 Peak Elev_173.09' 0.38 ,- n.. .. ... .._ .. ^, _ 0.36. 1.2..0" 016: 12.0" _... 0.34: ,', ... __. 0.15' 0.32: _ Round -. Culvert _ �a;3 0 3- Round Culvert::_ << R 0.26_ .. ... ..... _... ..._ _ - 0.26. , . ;. 624 n-0013 ; 6 n 0.013; °0. L_30.0' ' 6U9 L=310' 0 0.1 $_0.0050 '/' o:o�. S=0.0048:T . 0.1 a :-_ 6.06- - 0.12 0.05; 0.1 - .... ._. .... .... ....l _... ... 0.08"„ .. __ __.._ : ._:_.._: .,. :__ 004 - 0.06- .:.... .. '..... ,�' .. 0.03' .., 0.02: 0.04 0.02- 0.01; 0.,. .. .. ........ .. 0:. .. :. 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 0 1 2 3 4 5 1 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) Time(hours) i 15078-POST-DEV 161025 Type 111 24-hr 10 Year Rainfall=4.80" 15078-POST-DEV-1 61025 Type 111 24-hr 10 Year Rainfall=4.80" Prepared by SMRT_Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD010.00-16 s/n 00729 @2015 HydroCAD Software Solutions LLC Page 111 HydroCAD010.00-16 s/n 00729 @2015 HydroCAD Software Solutions LLC Page 112 Summary for Pond 29P:FI-1 Summary for Pond 30P:M-4 Inflow Area= 0.033 ac, 18.19%Impervious, Inflow Depth> 1.74" for 10 Year event Inflow Area= 0.038 ac, 21.99%Impervious, Inflow Depth> 1.81" for 10 Year event Inflow = 0.1 cfs @ 12.08 hrs, Volume= 0.005 of Inflow = 0.1 cfs @ 12.08 hrs, Volume= 0.006 of Outflow = 0.1 cfs @ 12.08 hrs, Volume= 0.005 af, Atten=0%, Lag=0.0 min Outflow = 0.1 cfs @ 12.08 hrs, Volume= 0.006 af, Atten=0%, Lag=0.0 min Primary = 0.1 cfs @ 12.08 hrs, Volume= 0.005 of Primary = 0.1 cfs @ 12.08 hrs, Volume= 0.006 of Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Peak Elev=172.85'(g)12.12 hrs Peak Elev=172.86'Ca)12.08 hrs Flood Elev=175.63' Flood Elev=175.40' Device Routing Invert Outlet Devices Device Routing Invert Outlet Devices #1 Primary 172.63' 12.0" Round Culvert(SD-10) #1 Primary 172.70' 15.0" Round Culvert(SD-24) L=45.0' CPP,square edge headwall, Ke=0.500 L=60.0' CPP,square edge headwall, Ke=0.500 Inlet/Outlet Invert=172.63'/172.41' S=0.0049'P Cc=0.900 Inlet/Outlet Invert=172.70'/172.40' S=0.0050'/' Cc=0.900 n=0.013 Corrugated PE,smooth interior, Flow Area=0.79 sf n=0.013 Corrugated PE,smooth interior, Flow Area=1.23 sf trimary OutFlow Max=0.1 cfs @ 12.08 hrs HW=172.83' TW=172.77' (Dynamic Tailwater) Primary OutFlow, Max=0.1 cfs @ 12.08 hrs HW=172.86' TW=172.01' (Dynamic Tailwater) Culvert(SD-10) (Outlet Controls 0.1 cfs @ 0.73 fps) t--1=Culvert(SD-24) (Barrel Controls 0.1 cfs @ 1.41 fps) Pond 29P:FI-1 Pond 30P:FI-4 Hydrograph Hydrograph O lnliow .. .. 0 1n0ow 0.075 oiaa 0 Phmary1 0.09; 0 Primary 6'67 Inflow Area-0.033 Inflow Area 0.038.°'a° 6.665- Peak Elev=172.85'' ,_. _ 6.6751 Peak Elev 172:86' .. 0.06- 0.07' 0.055i 12.0" 6.065 15:0 _. 6.651 - .. ,.. 6.645 ..Round Culvert -- -- -- -- -- 0055. RoundCulvert 6.64: n-0 013 _ ' 3 00°5- n=0.01.3 0.035. L=45.0'. .. LL o.oa- , =60.0' 0.03- :' 0.035: 6.625; S_0.0049 '/' 6.63 5 0005011, 6.62- : -� ;-" 6.625. 0.015 _.. : 6.62- _ . ..r.....(. ;._..!_ ._..{.. ...,.. .- .._.. __;_..., .__:._ 6.6,5: . -.. ., 0.01" 0.01: , 0.001 0.005- 0 ...... .005 T - 00= 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 2, 22 23 24 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) Time(hours) 15078-POST-DEV161025 Type Ill 24-hr 10 Year Rainfall=4.80" 15078-POST-DEV_161025 Type 11124-hr 10 Year Rainfall=4.80" Prepared by SMRT_Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 02015 HydroCAD Software Solutions LLC Page 113 HydroCAD®10.00-16 s/n 00729 0 2015 HydroCAD Software Solutions LLC Page 114 Summary for Pond 31 P:DMH-11 Summary for Pond 32P:DMH-9 Inflow Area= 0.580 ac, 60.22%Impervious, Inflow Depth> 2.66" for 10 Year event Inflow Area= 0.580 ac, 60.22%Impervious, Inflow Depth> 2.66" for 10 Year event Inflow = 2.1 cfs @ 12.09 hrs, Volume= 0.129 of Inflow = 2.1 cfs @ 12.09 hrs, Volume= 0.129 of Outflow = 2.1 cfs @ 12.09 hrs, Volume= 0.129 at, Atten=0%, Lag=0.0 min Outflow = 2.1 cfs @ 12.09 hrs, Volume= 0.129 at, Atten=0%, Lag=0.0 min Primary = 2.1 cfs @ 12.09 hrs, Volume= 0.129 of Primary = 1.5 cfs @ 12.09 hrs, Volume= 0.123 of Secondary= 0.6 cfs @ 12.08 hrs, Volume= 0.005 of Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Peak Elev=172.01'@ 12.09 hrs Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Flood Elev=175.98' Peak Elev=171.68'g 12.09 hrs Flood Elev=174.88' Device Routing Invert Outlet Devices #1 Primary 171.19' 18.0" Round Culvert(SD-23) Device Routing Invert Outlet Devices L=43.0' CPP,square edge headwall, Ke=0.500 #1 Primary 170.88' 12.0" Round Culvert(SD-21) Inlet/Outlet Invert=171.19'/170.98' S=0.0049 7' Cc=0.900 L=27.0' CPP,square edge headwall, Ke=0.500 n=0.013 Corrugated PE,smooth interior, Flow Area=1.77 sf Inlet/Outlet Invert=170.88'/170.75' S=0.00487' Cc=0.900 n=0.013 Corrugated PE,smooth interior, Flow Area=0.79 sf PrimaryOutFlow Max=2.0 cfs @ 12.09 hrs HW=172.01' TW=171.67' (Dynamic Tailwater) #2 Secondary 170.88' 18.0" Round Culvert(SD-22) t1=Culvert(SD-23) (Outlet Controls 2.0 cfs @ 2.98 fps) L=27.0' CPP,square edge headwall, Ke=0.500 Inlet/Outlet Invert=170.88'/170.75' S=0.0048 7' Cc=0.900 Pond 31P:DMH-11 n=0.013 Corrugated PE,smooth interior, Flow Area=1.77 sf #3 Device 2 171.55' 4.0'long Sharp-Crested Rectangular Weir 2 End Contraction(s) Hydrograph i�riow Primary OutFlow Max=1.5 cfs @ 12.09 hrs HW=171.67' TW=0.00' (Dynamic Tailwater) ❑Pnmery t-1=Culvert(SD-21) (Barrel Controls 1.5 cfs @ 3.07 fps) Inflow Area 0280 :6 2econdary OutFlow Max=0.5 cfs @ 12.08 hrs HW=171.67' TW=171.58' (Dynamic Tailwater) .. " Peak Elev-172.01' 2=Culvert(SD-22) (Passes 0.5 cis of 1.1 cfs potential flow) - ID Rectangular Weir (Weir Controls 0.5 cfs @ 1.10 fps) 18.0" Round CulVert ee ' n_0.013 L=43.0' S=0.0049 '/' a_ 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(flours) i 15078-POST-DEV 161025 Type Ill 24-hr 10 Year Rainfall=4.80" 15078-POST-DEV 161025 Type///24-hr 10 Year Rainfall=4.80" Prepared by SMRT,_Inc. Printed 10/25/2016 Prepared by SMRT_,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Page 115 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Page 116 Pond 32P:DMH-9 Summary for Pond 33P:DMH-10 Hydrograph Inflow Area= 1.169 ac, 37.99%Impervious, Inflow Depth> 2.10" for 10 Year event M in I— Inflow = 2.5 cfs @ 12.08 hrs, Volume= 0.205 of L d; °�"°w Outflow = 2.5 cfs @ 12.08 hrs, Volume= 0.205 af, Atten=0%, Lag=0.0 min Inflow Area"-0.580.',aF sero wary Primary = 2.5 cfs @ 12.08 hrs, Volume= 0.205 of Peak Elev 171.68' r Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs 2- Peak Elev=171.59'Ca 12.10 hrs sa, Flood Elev=175.20' .. _. ..- Device Routing Invert Outlet Devices _ #1 Primary 170.67' 18.0" Round Culvert(SD-20) a L=64.0' CPP,square edge headwall, Ke=0.500 LL 1_ Inlet/Outlet Invert=170.67'/170.35' S=0.0050T Cc=0.900 n=0.013 Corrugated PE,smooth interior, Flow Area=1.77 sf rimary OutFlow Max=2.4 cfs @ 12.08 hrs HW=171.58' TW=171.17' (Dynamic Tailwater) 1=Culvert(SD-20) (Outlet Controls 2.4 cfs @ 3.06 fps) Pond 33P:DMH-10 0 1 2 3 4 5 6 78 9 1011 12 13 14 15 16 17 18 19 20 21 22 23 24 HydrOgraph Time(hours) r31 flow 11 0 Primary LnflowArea_1169, Peak-Elev-171,.59':_ 2- Round Culvert n=0.01:3 L=64.0' S-0.0050 '/' . r 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) V LTJ ' V Vi [:.D — Jr= L= ``�] E Ca CD r:::Pl CD M 1= C-7 C72 M =; 15078-POST-DEV161025 Type 11124-hr 10 Year Rainfall=4.80" 15078-POST-DEV-1 61025 Type 11124-hr 10 Year Rainfall=4.80" Prepared by SMRT_Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 @ 2015 HydroCAD Software Solutions LLC Paae 117 HydroCAD010.00-16 s/n 00729 @2015 HydroCAD Software Solutions LLC Page 118 Summary for Pond 36P:CB-3 Summary for Pond 37P:CB-4 Inflow Area= 0.151 ac, 52.47%Impervious, Inflow Depth> 2.72" for 10 Year event Inflow Area= 0.185 ac,100.00%Impervious, Inflow Depth> 4.56" for 10 Year event Inflow = 0.5 cfs @ 12.08 hrs, Volume= 0.034 of Inflow = 0.9 cfs @ 12.07 hrs, Volume= 0.070 of Outflow 0.5 cfs @ 12.08 hrs, Volume= 0.034 at, Atten=0%, Lag=0.0 min Outflow = 0.9 cfs @ 12.07 hrs, Volume= 0.070 af, Atten=0%, Lag=0.0 min Primary = 0.5 cfs @ 12.08 hrs, Volume= 0.034 of Primary = 0.9 cfs @ 12.07 hrs, Volume= 0.070 of Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Peak Elev=172.89'Ca)12.08 hrs Peak Elev=173.20'Ca)12.07 hrs Flood Elev=175.49' Flood Elev=175.49' Device Routing Invert Outlet Devices Device Routing Invert Outlet Devices #1 Primary 172.49' 15.0" Round Culvert(SD-27) #1 Primary 172.62' 12.0" Round Culvert(SD-15) L=8.0' CPP,square edge headwall, Ke=0.500 L=36.0' CPP,square edge headwall, Ke=0.500 Inlet/Outlet Invert=172.49'/172.45' S=0.0050'/' Cc=0.900 Inlet/Outlet Invert=172.62'/172.44' S=0.0050'/' Cc=0.900 n=0.013 Corrugated PE,smooth interior, Flow Area=1.23 sf n=0.013 Corrugated PE,smooth interior, Flow Area=0.79 sf Primary OutFlow Max=0.5 cfs @ 12.08 hrs HW=172.89' TW=172.01' (Dynamic Tailwater) Primary OutFlow Max=0.9 cfs @ 12.07 hrs HW=173.20' TW=170.58' (Dynamic Tailwater) 't--1=Culvert(SD-27) (Barrel Controls 0.5 cfs @ 2.18 fps) L1=Culvert(SD-15) (Barrel Controls 0.9 cfs @ 2.73 fps) Pond 36P:CB-3 Pond 37P:CB-4 Hydrograph Hydrograph o. 0.55 .. .... ..... _ .... ..... ❑Primary toeas maty 1" ❑Prig Inflow,.Area 0:151 ° 0.5 °a=, Inflow Area=0.185.- 0.45- 5 °'6.45= Peak Elev=172.89' Peak Elev-173.20' 0.4. -1.5.01:1 - .. _ _. �2.0rr a� q 0.35. Round Culvert _i_- Round Culvert 6.3. n=0.013 n=0.013 3 - 3 0 0.25 o LL L_8.0' L_36.0' 0.2-" 0.15 .�/� S=0.0050 '/' S=0.0050 0.1= i.. ._ ......_ 0.05- 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) Time(hours) I 15078-POST-DEV 161025 Type 11124-hr 10 Year Rainfall=4.80" 15078-POST-DEV_161025 Type 111 24-hr 10 Year Rainfall=4.80" Prepared by SMRT_Inc. Printed 10/25/2016 Prepared by SMRT Inc. Printed 10/25/2016 HydroCAD®10 00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Page 119 HydroCAD®10.00-16 s/n 00729 02015 HydroCAD Software Solutions LLC Page 120 Summary for Pond 40P:DMH-5 Summary for Pond 41 P:DMH-6 Inflow Area= 1.354 ac, 46.45%Impervious, Inflow Depth> 2.44" for 10 Year event Inflow Area= 1.354 ac, 46.45%Impervious, Inflow Depth> 2.44" for 10 Year event Inflow = 3.4 cfs @ 12.08 hrs, Volume= 0.275 of Inflow = 3.4 cfs @ 12.08 hrs, Volume= 0.275 of Outflow = 3.4 cfs @ 12.08 hrs, Volume= 0.275 af, Allen=0%, Lag=0.0 min Outflow = 3.4 cfs @ 12.08 hrs, Volume= 0.275 af, Atten=0%, Lag=0.0 min Primary = 3.4 cfs @ 12.08 hrs, Volume= 0.275 of Primary = 3.4 cfs @ 12.08 hrs, Volume= 0.275 of Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Peak Elev=171.24'Ca)12.38 hrs Peak Elev=171.20'p 12.37 hrs Flood Elev=175.06' Flood Elev=174.00' Device Routing Invert Outlet Devices Device Routing Invert Outlet Devices #1 Primary 169.49' 18.0" Round Culvert(SD-14) #1 Primary 169.02' 18.0" Round Culvert(SD-13) L=75.0' CPP,square edge headwall, Ke=0.500 L=34.0' CPP,square edge headwall, Ke=0.500 Inlet/Outlet Invert=169.49'/169.12' S=0.0049'/' Cc=0.900 Inlet/Outlet Invert=169.02'/168.85' S=0.0050'/' Cc=0.900 n=0.013 Corrugated PE,smooth interior, Flow Area=1.77 sf n=0.013 Corrugated PE,smooth interior, Flow Area=1.77 sf Zrimary OutFlow Max=3.0 cfs @ 12.08 hrs HW=170.61' TW=170.25' (Dynamic Tailwater) rimary OutFlow Max=2.1 cfs @ 12.08 hrs HW=170.25' TW=170.14' (Dynamic Tailwater) 1=Culvert(SD-14) (Outlet Controls 3.0 cis @ 2.92 fps) 1=Culvert(SD-13) (Outlet Controls 2.1 cfs @ 1.83 fps) Pond 40P:DMH-5 Pond 41 P:DMH-6 Hydrograph _ Hydrogroph CJ Inflmw D Inflow a.aa. 0 Pri ary Primary Inflow Area-1:354 Inflow.Area-1:354 3. Peak Elev_171,.24'; .- 3_ Peak Elev. 171,.20': ! 18.07 18601, Round Culvert - Round Culvert 2- n-0.01:3 L 2- n=0.013 L_75.0' L_34.0' . $-0.0049 '/' S=0.0050 o- . o 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) Time(hours) C=31 C-2 CM =3 C73 E= F- V 15078-POST-DEV-1 61025 Type M 24-hr 10 Year Rainfall=4.80rr 15078-POST-DEV_161025 Type l//24-hr 10 Year Rainfall=4.80" Prepared by SMRT Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 02015 HydroCAD Software Solutions LLC Page 121 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Page 122 Summary for Pond 42P:FI-6 Summary for Pond OGS:Oil/Grit Separator Inflow Area= 0.184 ac,100.00%Impervious, Inflow Depth> 4.56" for 10 Year event Inflow Area= 0.580 ac, 60.22%Impervious, Inflow Depth> 2.55" for 10 Year event Inflow - 0.9 cfs @ 12.07 hrs, Volume= 0.070 of Inflow = 1.5 cfs @ 12.09 hrs, Volume= 0.123 of Outflow = 0.9 cfs @ 12.07 hrs, Volume= 0.070 af, Atten=0%, Lag=0.0 min Primary = 1.5 cfs @ 12.09 hrs, Volume= 0.123 af, Atten=0%, Lag=0.0 min Primary = 0.9 cfs @ 12.07 hrs, Volume= 0.070 of Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Peak Elev=173.08'Ca)12.07 hrs Pond OGS:Oil/Grit Separator Flood Elev=175.50' Hydrograpll Device Routing Invert Outlet Devices oiiew #1 Primary 172.50' 12.0" Round Culvert(SD-11) n Primary L=26.0' CPP,square edge headwall, Ke=0.500 Inflow.Area-0:580 Inlet/Outlet Invert=172.50'/172.37' S=0.0050 T Cc=0.900 n=0.013 Corrugated PE,smooth interior, Flow Area=0.79 sf 1 Primary OutFlow Max=0.9 cfs @ 12.07 hrs HW=173.08' TW=170.06' (Dynamic Tailwater) t1=Culvert(SD-11) (Barrel Controls 0.9 cfs @ 2.70 fps) Pond 42P:Fl-6 L Hydrograph TJ Inflow ❑Primary 9. Inflow Area 0:184 , 665 Peak Ele_v_1,73.08' 0.8 - : �. °0 12'',0„ - 0.65- /''� ♦ .. 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 0.61RoUnCI.."_UIVer•.... ... Time(hours) 3°o 5. - 0.4 , , L_26.0' 0.4. 0.35" 03 ', , $=,0.0050:'/' 0.25: 0.2- :..... ...... 0.15: ...:....- .._ 0.1i f 0.05: 0. 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) 15078-POST-DEV 161025 Type 11124-hr 10 Year Rainfall=4.80" 15078-POST-DEV 161025 Type 11124-hr 10 Year Rain/all=4.80" Prepared by SMRT_Inc. Printed 10/25/2016 Prepared by SMRT_,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 0 2015 HydroCAD Software Solutions LLC Page 123 HydroCAD®10.00-16 s/n 00729 0 2015 HydroCAD Software Solutions LLC Page 124 Summary for Link DP-1:Lake Summary for Link DP-2:Ex.Closed System Inflow Area= 9.596 ac, 16.24%Impervious, Inflow Depth> 0.96" for 10 Year event Inflow Area= 0.450 ac, 52.68%Impervious, Inflow Depth> 2.63" for 10 Year event Inflow = 5.4 cfs @ 12.32 hrs, Volume= 0.765 of Inflow = 1.4 cfs @ 12.08 hrs, Volume= 0.099 of Primary = 5.4 cfs @ 12.32 hrs, Volume= 0.765 af, Atten=0%, Lag=0.0 min Primary = 1.4 cfs @ 12.08 hrs, Volume= 0.099 at, Atten=0%, Lag=0.0 min Primary outflow=Inflow,Time Span=0.00-24.00 hrs,dt=0.02 hrs Primary outflow=Inflow,Time Span=0.00-24.00 hrs,dt=0.02 hrs Link DP-1:Lake Link DP-2:Ex.Closed System Hydrograph Hydrograph Fo-1nf-1.-.-1i [)Inflow aeras' D Primary n Primary Inflow Area-9 596 x°"' Inflow Area-0.4501.4 4- 3- 2- 0- -3-2-0- - 0- 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) Time(hours) 15078-POST-DEV 161025 Type 11124-hr 10 Year Rainfall=4.80" 15078-POST-DEV 161025 Type/1124-hr 25 Year Rainfall=6.00" Prepared by SMRT_Inc. Printed 10/25/2016 Prepared by SMRT_,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Page 125 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Page 126 Summary for Link DP-3:Ex.Field Time span=0.00-24.00 hrs,dt=0.02 hrs,1201 points Runoff by SCS TR-20 method,UH=SCS,Weighted-CN Primary 0.0 cfs @ 0.00 hrs, Volume= 0.000 of Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Primary outflow=Inflow,Time Span=0.00-24.00 hrs,dt=0.02 hrs Subcatchment 1S:SC201A-1 Runoff Area=277.852 sf 0.05%Impervious Runoff DepthA.51" Flow Length=1,388' Tc=16.8 min CN=55 Runoff=7.2 cfs 0.803 of Link DP-3:Ex.Field Subcatchment 2S:SC201 B-4 Runoff Area=3,602 sf 100.00%Impervious Runoff Depth>5.76" Hydrograph Tc=5.0 min CN=98 Runoff=0.5 cfs 0.040 of vrmary Subcatchment 3S:SC201C-1 Runoff Area=2,221 sf 30.80%Impervious Runoff Depth>2.99" Tc=5.0 min CN=72 Runoff=0.2 cfs 0.013 of Subcatchment 4S:SC201 D Runoff Area=14.593 sf 0.90%Impervious Runoff Depth>1.92" Tc=5.0 min CN=60 Runoff=0.7 cfs 0.054 of Subcatchment 5S:SC201E Runoff Area=26.335 sf 33.42%Impervious Runoff Depth>2.80" Flow Length=412' Tc=8.6 min CN=70 Runoff=1.8 cfs 0.141 of t Subcatchment 6S:SC201 F-3 Runoff Area=1,451 sf 18.19%Impervious Runoff Depth>2.62" s Tc=5.0 min CN=68 Runoff=0.1 cfs 0.007 of Subcatchment 7S:SC201G Runoff Area=21.782 sf 1.14%Impervious Runoff Depth>2.00" Flow Length=130' Tc=15.4 min CN=61 Runoff=0.8 cfs 0.083 of Subcatchment BS:SC201 H-1 Runoff Area=6,560 sf 52.47%Impervious Runoff Depth>3.78" Tc=5.0 min CN=80 Runoff=0.7 cfs 0.047 of . Subcatchment 9S:SC202A Runoff Area=19.608 sf 52.68%Impervious Runoff Depth>3.68" 0 i z 3 a 5 6 7 a 9 io 1'1""12 r3 is is 16 n is 19 20 21 22 23 24 Tc=5.0 min CN=79 Runoff=2.0 cfs 0.138 of Time(hours) Subcatchment 10S:SC201A-2 Runoff Area=2,968 sf 5.02%Impervious Runoff Depth>2.09" Tc=5.0 min CN=62 Runoff=0.2 cfs 0.012 of Subcatchment 115:SC201F-2 Runoff Area=1,898 sf 87.36%Impervious Runoff Depth>5.18" Tc=5.0 min CN=93 Runoff=0.3 cfs 0.019 of Subcatchment 12S:SC201 B-1 Runoff Area=3,892 sf 100.00%Impervious Runoff Depth>5.76" Tc=5.0 min CN=98 Runoff=0.5 cfs 0.043 of Subcatchment 13S:SC201 B-2a Runoff Area=4,379 sf 100.00%Impervious Runoff Depth>5.76" Tc=5.0 min CN=98 Runoff=0.6 cfs 0.048 of Subcatchment 14S:SC201 B-6 Runoff Area=3,855 sf 100.00%Impervious Runoff Depth>5.76" Tc=5.0 min CN=98 Runoff=0.5 cfs 0.042 of Subcatchment 15S:SC201 B-7 Runoff Area=8,826 sf 100.00%Impervious Runoff Depth>5.76" Tc=5.0 min CN=98 Runoff=1.2 cfs 0.097 of Subcatchment 16S:SC201 B-5 Runoff Area=3,653 sf 100.00%Impervious Runoff Depth>5.76" Tc=5.0 min CN=98 Runoff=0.5 cfs 0.040 of 15078-POST-DEV 161025 Type 11124-hr 25 Year Rainfall=6.00" 15078-POST-DEV-1 61025 Type 11124-hr 25 Year Rainfall=6.00" Prepared by SMRT_Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 0 2015 HydroCAD Software Solutions LLC Paae 127 HydroCAD®10.00-16 s/n 00729 0 2015 HydroCAD Software Solutions LLC Paae 128 Subcatchment 17S:SC201 B-3a Runoff Area=4,036 sf 100.00%Impervious Runoff Depth>5.76" Pond 24P:DMH-2 Peak EIev=173.08' Inflow=2.6 cfs 0.211 of Tc=5.0 min CN=98 Runoff=0.6 cis 0.044 at 15.0" Round Culvert n=0.013 L=77.0' S=0.0049'P Outflow=2.6 cfs 0.211 of Subcatchment 18S:SC201 F-11 Runoff Area=17.031 sf 66.95%Impervious Runoff Depth>4.41" Pond 26P:DMH-8 Peak EIev=173.08' Inflow=0.4 cfs 0.026 of Tc=5.0 min CN=86 Runoff=2.0 cfs 0.144 of 12.0" Round Culvert n=0.013 L=44.0' S=0.0050'P Outflow=0.4 cfs 0.026 of Subcatchment 19S:SC201 F-4 Runoff Area=447 sf 0.00%Impervious Runoff Depth>2.00" Pond 27P:FI-2 Peak EIev=173.23' Inflow=0.6 cis 0.044 of Tc=5.0 min CN=61 Runoff=0.0 cfs 0.002 of 12.0" Round Culvert n=0.013 L=30.0' S=0.0050'/' Outflow=0.6 cfs 0.044 of Subcatchment 20S:SC201 H-2 Runoff Area=1,669 sf 21.99%Impervious Runoff Depth>2.71" Pond 28P:CB-2 Peak EIev=173.13' Inflow=0.3 cfs 0.019 of Tc=5.0 min CN=69 Runoff=0.1 cfs 0.009 of 12.0" Round Culvert n=0.013 L=33.0' S=0.0048'13 Outflow=0.3 cfs 0.019 at Subcatchment 21 S:SC201 C-2 Runoff Area=3,284 sf 21.35%Impervious Runoff Depth>2.62" Pond 29P:FI-1 Peak EIev=173.08' Inflow=0.1 cfs 0.007 of Tc=5.0 min CN=68 Runoff=0.2 cfs 0.016 of 12.0" Round Culvert n=0.013 L=45.0' S=0.0049'P Outflow=0.1 cfs 0.007 of Subcatchment 38S:SC201 B-2b Runoff Area=3,661 sf 100.00%Impervious Runoff Depth>5.76" Pond 30P:FI-4 Peak Elev=172.89' Inflow=0.1 cfs 0.009 of Tc=5.0 min CN=98 Runoff=0.5 cfs 0.040 of 15.0" Round Culvert n=0.013 L=60.0' S=0.0050'/' Outflow=0.1 cis 0.009 of Subcatchment 39S:SC201 B-3b Runoff Area=3,986 sf 100.00%Impervious Runoff Depth>5.76" Pond 31 P:DMH-11 Peak EIev=172.16' Inflow=2.8 cfs 0.182 of Tc=5.0 min CN=98 Runoff=0.6 cfs 0.044 of 18.0" Round Culvert n=0.013 L=43.0' S=0.0049'P Outflow=2.8 cfs 0.182 of Reach 1R: Inflow=4.4 cfs 0.239 of Pond 3213:DMH-9 Peak Elev=171.88' Inflow=2.8 cfs 0.182 of Outflow=4.4 cfs 0.239 of Primary=2.1 cfs 0.173 of Secondary=1.0 cfs 0.009 of Outflow=2.8 cis 0.182 at Reach 2R: Inflow=1.1 cfs 0.297 of Pond 33P:DMH-10 Peak Elev=172.16' Inflow=3.3 cfs 0.298 of Outflow=1.1 cfs 0.297 of 18.0" Round Culvert n=0.013 L=64.0' S=0.0050'/' Outflow=3.3 cfs 0.298 of Pond 1P:SIG-1 Peak EIev=169.93' Storage=3,980 cf Inflow=1.2 cfs 0.451 of Pond 36P:CB-3 Peak Elev=172.97' Inflow=0.7 cfs 0.047 of Discarded=0.0 cis 0.071 of Primary=1.1 cfs 0.297 of Outflow=1.2 cfs 0.368 of 15.0" Round Culvert n=0.013 L=8.0' S=0.0050')" Outflow=0.7 cfs 0.047 of Pond 313:SIG-3 Peak Elev=171.59' Storage=4,937 cf Inflow=6.0 cfs 0.504 of Pond 37P:CB-4 Peak Elev=173.28' Inflow=1.1 cfs 0.089 of Discarded=0.1 cfs 0.191 of Primary=4.4 cis 0.239 of Outflow=4.6 cfs 0.430 of 12.0" Round Culvert n=0.013 L=36.0' S=0.0050'P Outflow=1.1 cfs 0.089 of Pond 413:Dry Pond Peak EIev=173.06' Storage=5,586 cf Inflow=5.7 cfs 0.454 of Pond 40P:DMH-5 Peak EIev=171.90' Inflow=4.5 cfs 0.387 of Outflow=1.2 cfs 0.451 of 18.0" Round Culvert n=0.013 L=75.0' S=0.0049'13 Outflow=4.5 cfs 0.387 of Pond 5P:BRA-1 Peak EIev=175.18' Storage=926 cf Inflow=2.0 cfs 0.144 of Pond 41P:DMH-6 Peak EIev=171.75' Inflow=4.5 cfs 0.387 of Outflow=2.0 cis 0.126 of 18.0" Round Culvert n=0.013 L=34.0' S=0.0050')" Outflow=4.5 cfs 0.387 at Pond 6P:FI-5 Peak EIev=175.10' Storage=495 cf Inflow=0.8 cfs 0.083 at Pond 4213:FI-6 Peak EIev=173.16' Inflow=1.1 cls 0.088 of Outflow=0.8 cfs 0.074 of 12.0" Round Culvert n=0.013 L=26.0' S=0.0050'P Outflow=1.1 cis 0.088 of Pond 7P:DMH-3 Peak EIev=172.03' Inflow=3.3 cfs 0.298 of Pond OGS:Oil/Grit Separator Inflow=2.1 cfs 0.173 of 18.0" Round Culvert n=0.013 L=131.0' S=0.0050'P Outflow=3.3 cfs 0.298 of Primary=2.1 cfs 0.173 of Pond 22P:FI-7 Peak EIev=173.06' Inflow=0.2 cfs 0.012 of Link DP-1:Lake Inflow=10.9 cfs 1.339 of 12.0" Round Culvert n=0.013 L=43.0' S=0.0049/' Outflow=0.2 cfs 0.012 of Primary=10.9 cis 1.339 of Pond 23P:CB-1 Peak EIev=173.81' Inflow=1.8 cfs 0.141 at Link DP-2:Ex.Closed System Inflow=2.0 cfs 0.138 of 12.0" Round Culvert n=0.013 L=15.0' S=0.0053'P Outflow=1.8 cfs 0.141 of Primary=2.0 cfs 0.138 of 1 t___J •, lG� L� L�� �-.J [ x -! f�J a L`�1 {�,1 EM EM Yui.. C: CHI 15078-POST-DEV 161025 Type 11124-hr 25 Year Rainfall=6.00" 15078-POST-DEV 161025 Type 11124-hr 25 Year Rainfall=6.00" Prepared by SMRT_Inc. Printed 10/25/2016 Prepared by SMRT_,Inc. Printed 10/25/2016 HydroCAD®10 00-16 s/n 00729 02015 HydroCAD Software Solutions LLC Page 129 HydroCAD®10 00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Page 130 Link DP-3:Ex.Field Summary for Subcatchment 1S:SC201A-1 Primary=0.0 cfs.0.000 of Runoff = 7.2 cfs Ca 12.26 hrs, Volume= 0.803 at, Depth> 1.51" Total Runoff Area=10.046 ac Runoff Volume=1.926 of Average Runoff Depth=2.30" 82.13%Pervious=8.250 ac 17.87%Impervious=1.796 ac Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-24.00 hrs,dt=0.02 hrs Type III 24-hr 25 Year Rainfall=6.00" Area(sf) CN Description 143 98 Paved parking " 532 53 Porous Pavers 722 53 Porous Pavers ' 851 53 Grass Pavers " 671 53 Grass Pavers 13,707 48 Brush,Good,HSG B 4,533 61 >75%Grass cover,Good,HSG B 37,962 55 Woods,Good,HSG B 80,454 55 Woods,Good,HSG B 138,277 55 Woods Good HSG B 277,852 55 Weighted Average 277,709 99.95%Pervious Area 143 0.05%Impervious Area Tc Length Slope Velocity Capacity. Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.2 50 0.0875 0.07 Sheet Flow, Woods:Dense underbrush n=0.800 P2=3.60" 1.4 380 0.0840 4.67 Shallow Concentrated Flow, Unpaved Kv=16.1 fps 2.9 560 0.0410 3.26 Shallow Concentrated Flow, Unpaved Kv=16.1 fps 1.3 398 0.1010 5.12 Shallow Concentrated Flow, Unpaved Kv=16.1 fps 16.8 1,388 Total 15078-POST-DEV 161025 Type 11124-hr 25 Year Rainfall=6.00" 15078-POST-DEV-1 61025 Type 11124-hr 25 Year Rainfall=6.00" Prepared by SMRT_Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Page 131 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Page 132 Subcatchment 1S:SC201A-1 Summary for Subcatchment 2S:SC201 B-4 _Hydrograph _..-..._.. :_ ...... _ Runoff = 0.5 cfs Ca 12.07 hrs, Volume= 0.040 at, Depth> 5.76" 8- - : - ❑Runoff Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-24.00 hrs,dt=0.02 hrs r " Type III 247 r Type III 24-hr 25 Year Rainfall=6.00" 25-Year.Rainfall=6.00" Area(sf) CN Description 6 Runoff Area=277;852 sf'; Roofs 3,602 98 3,602 100.00%Impervious Area 5- " Runoff Volume=0.803.of Runoff DepthA.51" Tc Length Slope Velocity Capacity Description 3 4- (min) (feet) (ft/ft) (ft/sec) (cfs) Flow Length;1,388' 5.0 Direct Entry,Min Tc 3 Tc,16 8 min: Subcatchment 2S.SC201B 4 2- _ Hydrograph : 0.5 ❑Runoff ......_._.... .:.._. 0.5 tla 6.5 Type III 24-hr o' 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 0.45- 25 Year;Rainfall_6 00 a Time(hours) 0-4- Runoff Area, 3,602 sf 0.3 Runoff Volume_O.040 of t 0.3= Runoff Depth>5.76 3 0.25; Tc=5 0 min CN; =08 0.15' : .... 0.05- 0- 0 1 2 3 4 5 8 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) 15078-POST-DEV161025 Type 111 24-hr 25 Year Rainfall=6.00" 15078-POST-DEV_161025 Type 111 24-hr 25 Year Rainfall=6.00" Prepared by SMRT_Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD010.00-16 s/n 00729 02015 HydroCAD Software Solutions LLC Page 133 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Paae 134 Summary for Subcatchment 3S:SC201 C-1 Summary for Subcatchment 4S:SC201 D Runoff = 0.2 cfs @ 12.08 hrs, Volume= 0.013 af, Depth> 2.99" Runoff = 0.7 cis @ 12.08 hrs, Volume= 0.054 at, Depth> 1.92" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-24.00 hrs,dt=0.02 hrs Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-24.00 hrs,dt=0.02 hrs Type III 24-hr 25 Year Rainfall=6.00" Type III 24-hr 25 Year Rainfall=6.00" Area(sf) CN Description Area(sf) CN Description 684 98 Paved parking,HSG B 132 98 Paved parking 1,537 61 >75%Grass cover,Good,HSG B 508 53 Porous Pavers 2,221 72 Weighted Average 12,323 61 >75%Grass cover,Good,HSG B 1,537 69.20%Pervious Area 1,630 55 Woods,Good,HSG B 684 30.80%Impervious Area 14,593 60 Weighted Average 14,461 99.10%Pervious Area Tc Length Slope Velocity Capacity Description 132 0.90%Impervious Area (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry,Min Tc Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) Subcatchment 3S:SC201 C-1 5.0 Direct Entry,Min Tc Hydr°graph Subcatchment 4S:SC201 D 0.2; ❑Runoff Hydrograph 019: o.zas 018` Type Ill 24-hJL 0.8- � ❑Runoff � ° 25 Year! infall=6..00" °o;- Type III 24-hr 016 0.15_ e..... Ruea_2,221'sf 0,4;,.. ,-..: i-_. _. 0.65_ 25 Year Rainfall-6,00" _ 0.,3- Rulume=0.0.13 of 06 Runoff Area=14,593 sf o.1z'; z p.,,q Rupth>2.99" °05; Runoff Volume=0.0.54 of Bt p Tc- n 0.45.` Runoff.Depth>1.92" u 0.09= 0.08-:' '. ...'. �.. ...' c0.CNp5= Tc_5:0 min 0.07:0.06: _. CN.60 0.05: . ............. 0.3:0.04- :....... _._0.03: ; :._..:. .: _._.......; 0.20.02- ,.....; .. 0.15: 001.'� � � - ����� 0 1 2 3 4 5 6 7 8 9 10 11 1'2 13 14 15 16 17 18 19 20 21 22 23 24 0.05= Time(hours) 0=, 0 1 2 3 4 5 6 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) 15078-POST-DEV 161025 Type 11124-hr 25 Year Rainfall=6.00" 15078-POST-DEV 161025 Type 11124-hr 25 Year Rainfall=6.00" Prepared by SMRT_Inc. Printed 10/25/2016 Prepared by SMRT_,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 0 2015 HydroCAD Software Solutions LLC Page 135 HydroCAD®10.00-16 s/n 00729 0 2015 HydroCAD Software Solutions LLC Paoe 136 Summary for Subcatchment 5S:SC201 E Summary for Subcatchment 6S:SC201 F-3 Runoff = 1.8 cis @ 12.13 hrs, Volume= 0.141 at, Depth> 2.80" Runoff = 0.1 cis Ca 12.08 hrs, Volume= 0.007 af, Depth> 2.62" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-24.00 hrs,dt=0.02 hrs Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-24.00 hrs,dt=0.02 hrs Type III 24-hr 25 Year Rainfall=6.00" Type III 24-hr 25 Year Rainfall=6.00" Area(sf) CN Description Area(sf) CN Description 8,802 98 Paved parking 264 98 Paved parking,HSG B 4,431 61 >75%Grass cover,Good,HSG B 307 61 >75%Grass cover,Good,HSG B 4,519 55 Woods,Good,HSG B 880 61 >75%Grass cover,Good,HSG B ' 8,583 55 Woods,Good,HSG B 1,451 68 Weighted Average 26,335 70 Weighted Average 1,187 81.81%Pervious Area 17,533 66.58%Pervious Area 264 18.19%Impervious Area 8,802 33.42%Impervious Area Tc Length Slope Velocity Capacity Description Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) (min) (feet) (ft/ft) (ft/sec) lots) 5.0 Direct Entry,Min To 7.0 50 0.0700 0.12 Sheet Flow, Woods:Light underbrush n=0.400 P2=3.60" Subcatchment 6S:SC201 F-3 0.9 236 0.0680 4.20 Shallow Concentrated Flow, Unpaved Kv=16.1 fps Hydrograph 0.7 126 0.0220 3.01 Shallow Concentrated Flow, ons. � _. _ _ .. ❑Ronan Paved Kv=20.3 fps 8.6 412 Total 0.10 , T e:111'24-hr..,:. -. o., _. yp _. Subcatchment 5S:SC201 E o o : - 25 Y_ear_Rainfall Hydrograph 60 08: RunoffArea�1,451 sf _. . _ 2 : ❑Runolf 00007 - - - 0 Runoff.Volume 0. 07 of jRunoffA .aas Cif 4-hr6056 VGRunoff:pepth>2ainfall=6.00" 005Tc 50_min rea26,335 sf6°5:lume=0.141;of063 002epth>2.80 006gth=412' .._. 0 000 00in 6 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 Time(hours) 0- 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) 15078-POST-DEV 161025 Type 11124-hr 25 Year Rainfall=6.00" 15078-POST-DEV 161025 Type///24-hr 25 Year Rainfall=6.00" Prepared by SMRT_Inc. Printed 10/25/2016 Prepared by SHIRT,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 @2015 HydroCAD Software Solutions LLC Page 137 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Page 138 Summary for Subcatchment 7S:SC201 G Summary for Subcatchment 8S:SC201 H-1 Runoff = 0.8 cfs @ 12.23 hrs, Volume= 0.083 af, Depth> 2.00" Runoff = 0.7 cfs @ 12.07 hrs, Volume= 0.047 af, Depth> 3.78" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-24.00 hrs,dt=0.02 hrs Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-24.00 hrs,dt=0.02 hrs Type III 24-hr 25 Year Rainfall=6.00" Type III 24-hr 25 Year Rainfall=6.00" Area(sf) CN Description Area(sf) CN Description ` 248 98 Paved parking 3,442 98 Paved parking 797 53 Porous Pavers,HSG B 428 53 Porous Pavers 16,355 61 >75%Grass cover,Good,HSG B 2,401 61 >75%Grass cover,Good,HSG B 4,382 61 >75%Grass cover,Good,HSG B 289 61 >75%Grass cover,Good,HSG B 21,782 61 Weighted Average 6,560 80 Weighted Average 21,534 98.86%Pervious Area 3,118 47.53%Pervious Area 248 1.14%Impervious Area 3,442 52.47%Impervious Area Tc Length Slope Velocity Capacity Description Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 40 0.0068 0.04 Sheet Flow, 5.0 Direct Entry,Min Tc Woods:Light underbrush n=0.400 P2=3.60" 0.4 90 0.0560 3.81 Shallow Concentrated Flow, Subcatchment 8S:SC201 H-1 Unpaved Kv=16.1 fps Hydrograph 15.4 130 Total 0.75 _ ❑Runolf Subcatchment 7S:SC201G 0.7- Hydrograph -- pRuno0 006` 5 Year Ra nfall 6.00" T 2 °' a.ed, 055= Runoff.Area=6,560.sf 0.851. - Typeall 24 hr 05 . Runoff Volume=9.0.47 of 08- 045. 0.75; 25 Year Rainfall-6.00" - Runoff Depth>3.78" 065- Runoff Area'-21.,782 sf ''. - - "-- a35- Tc 5.O min 0.6. Runoff Volume=0.083 of ..? 0.3i /+ p m 055. CN-80 05 Runoff Depth>2 00" 025'. 0.21 0"' Length=130'0.4- 0.15. 0.35= ...Tc=15.4 mini. _ 0.1: - _ - ..-. ..... a .. ...... .. 0.3 0.25z. CN=61 . 0. 0-' 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 0.152 ._ _. _...:. ,. ...:..._: ...... :............ Time(hours) 0.05- " o' 0 1 2 3 4 5 6 7 6 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) 15078-POST-DEV 161025 Type 11124-hr 25 Year Rainfall=6.00" 15078-POST-DEV 161025 Type 111 24-hr 25 Year Rainfall=6.00" Prepared by SMRT_Inc. Printed 10/25/2016 Prepared by SMRT_Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 0 2015 HydroCAD Software Solutions LLC Paae 139 HydroCAD®10.00-16 s/n 00729 0 2015 HydroCAD Software Solutions LLC Paae 140 Summary for Subcatchment 9S:SC202A Summary for Subcatchment 10S:SC201A-2 Runoff = 2.0 cfs @ 12.07 hrs, Volume= 0.138 af, Depth> 3.68" Runoff = 0.2 cis @ 12.08 hrs, Volume= 0.012 af, Depth> 2.09" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-24.00 hrs,dt=0.02 hrs Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-24.00 hrs,dt=0.02 hrs Type III 24-hr 25 Year Rainfall=6.00" Type III 24-hr 25 Year Rainfall=6.00" Area(sf) CN Description Area(sf) CN Description " 10,330 98 Paved parking 149 98 Paved parking,HSG B 746 53 Porous Pavers,HSG B 348 53 Porous Pavers 1,692 53 Porous Pavers,HSG B 2,471 61 >75%Grass cover,Good,HSG B 5,464 61 >75%Grass cover,Good,HSG B 2,968 62 Weighted Average 1,376 61 >75%Grass cover,Good,HSG B 2,819 94.98%Pervious Area 19,608 79 Weighted Average 149 5.02%Impervious Area 9,278 47.32%Pervious Area 10,330 52.68%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (fUsec) (cfs) Tc Length Slope Velocity Capacity Description 5.0 Direct Entry,Min Tc (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry,Min Tc Subcatchment 10S:SC201A-2 Subcatchment 9S:SC202A Hydrograpn Hydrograph o 1a .:. .;_.. ❑nunon 0,7 Runeil 016 _ pe 111,24-hr*, � ...}.T y _. _. 2L2e 24 hr ! Lod o;; 5 Year Rainfall =6.00 2 Rainfall=6.00'' 0.3-'1 :._Run off...Area=2,968 sf 0.12 Area=19,608 sf Runoff Volume_0.012 of Volume=0.1;38;of = Runoff.bepth>2 09" z Depth>3 68" LL e 6 09. 66 -Tc 5.0 min - . ,.... 007' LL minCN 62; : 664 003- : 0.02. - --- 0.0,.. - 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) 0- 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) 15078-POST-DEV_161025 Type H/24-hr 25 Year Rainfall=6.00" 15078-POST-DEV_161025 - Type 11124-hr 25 Year Rainfall=6.00" Prepared by SMRT,Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD®-10.00-16 s/n 00729 @2015 HydroCAD Software Solutions LLC Page 141 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Page 142 Summary for Subcatchment 11 S:SC201 F-2 Summary for Subcatchment 12S:SC201 B-1 Runoff = 0.3 cfs Co) 12.07 hrs, Volume= 0.019 af, Depth> 5.18" Runoff = 0.5 cfs @ 12.07 hrs, Volume= 0.043 af, Depth> 5.76" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-24.00 hrs,dt=0.02 hrs Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-24.00 hrs,dt=0.02 hrs Type III 24-hr 25 Year Rainfall=6.00" Type III 24-hr 25 Year Rainfall=6.00" Area(sf) CN Description Area(sf) CN Description 1,658 98 Paved parking 3,892 98 Roofs 240 61 >75%Grass cover,Good,HSG B 3,892 100.00%Impervious Area 1,898 93 Weighted Average 240 12.64%Pervious Area Tc Length Slope Velocity Capacity Description 1,658 87.36%Impervious Area (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry,Min To Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) Subcatchment 12S:SC201 B-1 5.0 Direct Entry,Min To Hydrograph Subcatchment 11S:SC201 F-2 0.6. ❑Rnnou Type'111 24-hr Hydrograph 055- 0.28-. ._... !,..,_. p Runofi °'Sj ..25-Year:.Rainfall-6.00" 026- Type 11 24-hr ! 0.45 Runoff Area=3,892sf. _. 6.24; : : -.. ...... - 25 Yea 6.22r.Rainfall_6.00:' 6.4; , Runoff Volume=0.043 of 0.2. Runoff Are p"1,898 0.35 Runoff Depth>5 76' 0.16- Runoff.Volume=0.019 of LL 03;L�98 F 0.16 Runoff Depth>5.18" 625 3 0.14- : : 0.2- 0.12 min..: u. 0.12. CN=9.3 0.08: - :.....I ...._ 0.05,. 0.06_ 0.04- : 0 1 2 3 4 5 6 7 8 9 10.11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) 0.02- 0- 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) 15078-POST-DEV 161025 Type 111 24-hr 25 Year Rainfall=6.00" 15078-POST-DEV 161025 Type 11124-hr 25 Year Rainfall=6.00" Prepared by SMRT_,Inc. Printed 10/25/2016 Prepared by SMRT_,Inc. Printed 10/25/2016 HydroCAD010.00-16 s/n 00729 02015 HydroCAD Software Solutions LLC Page 143 HydroCAD®10.00-16 s/n 00729 0 2015 HydroCAD Software Solutions LLC Page 144 Summary for Subcatchment 13S:SC201 B-2a Summary for Subcatchment 14S:SC201 B-6 Runoff = 0.6 cfs @ 12.07 hrs, Volume= 0.048 at, Depth> 5.76" Runoff = 0.5 cfs @ 12.07 hrs, Volume= 0.042 af, Depth> 5.76" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-24.00 hrs,dt=0.02 hrs Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-24.00 hrs,dt=0.02 hrs Type III 24-hr 25 Year Rainfall=6.00" Type III 24-hr 25 Year Rainfall=6.00" Area(sf) CN Description Area(sf) CN Description ' 4.379 98 Roofs 3,855 98 Roofs 4,379 100.00%Impervious Area 3,855 100.00%Impervious Area Tc Length Slope Velocity Capacity Description Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry,Min To 5.0 Direct Entry,Min Tc Subcatchment 13S:SC201 B-2a Subcatchment 14S:SC201 B-6 Hydrograph Hydrograph 0 .. O Runoff ❑Runoff 6 0.65- .. ... 05tln .. 0.6LT25e 24 hr 055 Type III 24 hr .._ 05Rainfall-6.00" 0.5, 25 Year,Rainfall-6.00" 0.5- Area=4',379:sf °04 a=3,855sf Runoff Are a=31855 Volume=0.048 of Runoff Volume=0.042 of 0.4- 0.35- L Depth>5 76" Runoff-Depth>5 76:' 0.35-. 03 mm 0.25 Tc-5.0 min025= ..CN-98..0 _ -2 0150.15: .. 01, 0.1 0.05- ....- 0.05- 0- 0" 0 1 2 3 4 5 6 7 8 9 10 /1 12 1'3''1'4' "1'5'"16 17 18 19 20 21 22 23 24 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) Time(hours) . I Ii 15078-POST-DEV-1 61025 Type 11124-hr 25 Year Rainfall=6.00" 15078-POST-DEV_161.025 Type 11124-hr 25 Year Rainfall=6.00" Prepared by SMRT Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Page 145 HydroCAD®10.00-16 s/n 00729 0 2015 HydroCAD Software Solutions LLC Paoe 146 Summary for Subcatchment 15S:SC201 B-7 Summary for Subcatchment 16S:SC201 B-5 Runoff = 1.2 cfs @ 12.07 hrs, Volume= 0.097 at, Depth> 5.76" Runoff = 0.5 cfs @ 12.07 hrs, Volume= 0.040 af, Depth> 5.76" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-24.00 hrs,dt=0.02 hrs Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-24.00 hrs,dt=0.02 hrs Type III 24-hr 25 Year Rainfall=6.00" Type III 24-hr 25 Year Rainfall=6.00" Area(sf) CN Description Area(sf) CN Description 8.826 98 Roofs 3,653 98 Roofs 8,826 100.00%Impervious Area 3,653 100.00%Impervious Area Tc Length Slope Velocity Capacity Description Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry,Min Tc 5.0 Direct Entry,Min Tc Subcatchment 15S:SC201 B-7 Subcatchment 16S:SC201 B-5 Hydrograph Hydrograph ❑ 0.55- ❑Runoff Runoff .55' Type hl 24-hr 0.5 Type 111:24-hr 25 Year Rainfal1-6.00" 0.45 25 Year:Rainfall-6.00" Runoff Area=8,826 sf 0.4 Runoff Area=3,653 sf Runoff Volume=0.097 of 0.35= Runoff Volume_0.0.40 of Runoff Depth>5.76" 03_ , Runoff Depth>5 76".' LL Tc_5.0 min LL 0.25L' C 5 0 min CN98 0.2- 0.15- 0.1- 0.05- 0 .2980.150.r0.05 0 0- 0 1 2 3 4 5 6 7 8 9 10 11 12 6 14 15 16 17 18 19 20 21 22 23 24 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) Time(hours) 15078-POST-DEV 161025 Type 11124-hr 25 Year Rainfall=6.00" 15078-POST-DEV-1 61025 Type 111 24-hr 25 Year Rainfall=6.00" Prepared by SMRT_Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729©2015 HydroCAD Software Solutions LLC Page 147 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Page 148 Summary for Subcatchment 17S:SC201 B-3a Summary for Subcatchment 18S:SC201 F-1 Runoff = 0.6 cfs @ 12.07 hrs, Volume= 0.044 af, Depth> 5.76" Runoff = 2.0 cfs @ 12.07 hrs, Volume= 0.144 af, Depth> 4.41" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-24.00 hrs,dt=0.02 hrs Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-24.00 hrs,dt=0.02 hrs Type III 24-hr 25 Year Rainfall=6.00" Type III 24-hr 25 Year Rainfall=6.00" Area(sf) CN Description Area(sf) CN Description 4,036 98 Roofs,HSG B 764 98 Bioretention Area 4,036 100.00%Impervious Area 10,638 98 Paved parking 4,174 61 >75%Grass cover,Good,HSG B Tc Length Slope Velocity Capacity Description 1,455 61 >75%Grass cover,Good,HSG B (min) (feet) (ft/ft) (ft/sec) (cfs) 17,031 86 Weighted Average 5.0 Direct Entry,Min Tc 5,629 33.05%Pervious Area 11,402 66.95%Impervious Area Subcatchment 17S:SC201 B-3a Tc Length Slope Velocity Capacity Description Hydrograph (min) (feet) (ft/ft) (ft/sec) (cfs) _- .. ❑Runoe 5.0 Direct Entry,Min Tc 0.6- t Subcatchment 18S:SC201F-1 655P- 25 Yelar.Ra n � fall 6.00 _ y n Hydrograph 6.45- Runoff.Area;.4,036 sf Runoff Volume=0.044 of 2- ' Type 111 24 hlr Runofl L 0.357 Runoff_Depth>576'.._ _; 25Year;Rainfall=6.00" 03 Tc 5.0-mm _ Runoff Area=17,031 sf 6.25: -CN=9.8Runoff Volume=0.1,44;of 02. Runoff Depth>4.41'' 0.15. 0.1 Tc 5.0 min ' C 6.05: N_86 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16-1i 16 19 26 21 22 23 24 ; Time(hours) 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 ,5 18 17 18 19 20 21 22 23 24 Time(hours) 15078-POST-DEV 161025 Type Ill 24-hr 25 Year Rainfall=6.00" 15078-POST-DEV 161025 Type 11124-hr 25 Year Rainfall=6.00" Prepared by SMRT_Inc. Printed10/25/2016 Prepared by SMRT_,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Page 149 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Page 150 Summary for Subcatchment 19S:SC201 F-4 Summary for Subcatchment 20S:SC201 H-2 Runoff = 0.0 cfs @ 12.08 hrs, Volume= 0.002 af, Depth> 2.00" Runoff = 0.1 cfs @ 12.08 hrs, Volume= 0.009 af, Depth> 2.71" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-24.00 hrs,dt=0.02 hrs Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-24.00 hrs,dt=0.02 hrs Type III 24-hr 25 Year Rainfall=6.00" Type III 24-hr 25 Year Rainfali=6.00" Area(sf) CN Description Area(sf) CN Description 447 61 >75%Grass cover.Good,HSG B 367 98 Paved parking 447 100.00%Pervious Area 514 61 >75%Grass cover,Good,HSG B 788 61 >75%Grass cover.Good,HSG B Tc Length Slope Velocity Capacity Description 1,669 69 Weighted Average (min) (feet) (ft/ft) (ft/sec) (cfs) 1,302 78.01%Pervious Area 5.0 Direct Entry,Min Tc 367 21.99%Impervious Area Subcatchment 195:SC201 F-4 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) Hydrograph - 5.0 Direct Entry,Min Tc 0.026- ' ❑Runoa Subcatchment 20S:SC201 H-2 0.024- .. . TYpe.11124-hr..;, ;...... - .... Hydrograph 0.022 25YearRainfall_6.00" _.... ;... ,.._ 0.14.:, 0.02- ... Runoff Area=447 sf 0.13; 0.018 0'2 Type III 24-hr Runoff Volume-0.002 a: 0016 0.11 25 Year Rainfall- 6.00' 0014- Runoff Depth>2 00" _. 0* Runoff Area-1,669'sf 0012- ' Tc-5.0 min 009: Runoff Volume_O.O09 of 0.01- ' CN-61 Runoff Depth>2.71" 0.008-: 0.07.. _. 0.006: LL Tc=50 min 0.004- 0.05- CN 69 . 0.002- 0.04: 0' .. ,' .. .- .. 0.03-. ..,. .._ 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 16 19 20 21 22 23 24 Time(hours) 0.02- 0.01- 0 .010-, 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) i 15078-POST-DEV 161025 Type ill 24-hr 25 Year Rainfall=6.00" 15078-POST-DEV-1 61025 Type 111 24-hr 25 Year Rainfal1=6.00" Prepared by SMRT_Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 @2015 HydroCAD Software Solutions LLC Page 151 HydroCAD®10.00-16 s/n 00729 0 2015 HydroCAD Software Solutions LLC Page 152 Summary for Subcatchment 21 S:SC201 C-2 Summary for Subcatchment 38S:SC201 B-2b Runoff = 0.2 cfs @ 12.08 hrs, Volume= 0.016 af, Depth> 2.62" Runoff = 0.5 cfs @ 12.07 hrs, Volume= 0.040 af, Depth> 5.76" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-24.00 hrs,dt=0.02 hrs Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-24.00 hrs,dt=0.02 hrs Type III 24-hr 25 Year Rainfall=6.00" Type III 24-hr 25 Year Rainfall=6.00" Area(sf) CN Description Area(sf) CN Description 701 98 Paved parking,HSG B 3,661 98 Roofs,HSG B 463 53 Pavers 3,661 100.00%Impervious Area 2,042 61 >75%Grass cover,Good,HSG B 78 61 >75%Grass cover,Good,HSG B Tc Length Slope Velocity Capacity Description 3,284 68 Weighted Average (min) (feet) (ft/ft) (ft/sec) (cfs) 2,583 78.65%Pervious Area 5.0 Direct Entry,Min Tc 701 21.35%Impervious Area Subcatchment 38S:SC201 B-21b Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) Hydrograph 5.0 Direct Entry,Min Tc 0.5 ❑faunoff asm Subcatchment 21 S:SC201 C-2 0.5; ' ' e III 24-hr Typ Hydrograph 0.45 ' 25 Year Rainfall 6.00' 0.26- 0.24- .26 ❑fiunolf 0.4. Runoff Area-3,661 �sf .. ., .. ..., ze. ...... .... ._.. 02 Type-III 24 hr -; Runoff Volume 0.040 of _.. - ._.. .�.._ _.... 0.35 0.22. 25 YearAainfall-6.00' 03. ' Run off Depth>5 76" 0.2 Runoff Area=3;284 sf` Tc 5.0 min o zs= 0.18' Runoff Volume=0.0.16 of CN; 98 _.. o.,s' °2 a - o.,4: Runoff be h>2.62" 0.15 ' 012 ' Tc-5.0 min 0.1- 0.05- 0.08- 0 ., 0.05008 0.06- 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 .....;... Time(hours) 0.04: 0.02, 0- 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 18 1'i-18 19 20 21 22 23 24 Time(hours) 4J �� C= I= L= LTJ GJ r.�i �� L�.�J �,_.r] ■--./ 1:73 C73, CD 15078-POST-DEV 161025 Type 11124-hr 25 Year Rainfall=6.00" 15078-POST-DEV_16.1025 Type 111 24-hr 25 Year Rainfall=6.00" Prepared by SMRT_,Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 02015 HydroCAD Software Solutions LLC Paae 153 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Page 154 Summary for Subcatchment 39S:SC201 B-3b Summary for Reach 1 R: Runoff = 0.6 cis @ 12.07 hrs, Volume= 0.044 at, Depth> 5.76" Inflow Area= 1.664 ac, 50.76%Impervious, Inflow Depth= 1.72" for 25 Year event Inflow = 4.4 cis @ 12.15 hrs, Volume= 0.239 of Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-24.00 hrs,dt=0.02 hrs Outflow = 4.4 cfs @ 12.15 hrs, Volume= 0.239 af, Atten=0%, Lag=0.0 min Type III 24-hr 25 Year Rainfall=6.00" Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Area(sf) CN Description 3.986 98 Roofs Reach 1 R: 3,986 100.00%Impervious Area Hydrograph Tc Length Slope Velocity Capacity Description r5 meow (min) .(feet) (ft/ft) (ft/sec) (cfs) 10 C s Outflowill 5.0 Direct Entry,nein Tc Inflow,Area-1:664 Subcatchment 39S:SC201 B-3b 4 . . Hydrograph ...; .._.I .... 0.6- T (7 Runoff 3- � , 0.55- ype- III 24-hr - 0.5= 25 Years Rainfall_6.00" ,.. LL " 2_ 0.45.:. Runoff Area=3,986.;sf 0.4^ " Runoff.Volume=0.044.af 0.35 " .Runoff.Depth>5.767 0 0.3. f L98 0.25 o-. _.: _ ...., .._. 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 0.2 Time(hours) 0.2- 0.15- 0. 0.05- 0- 0 .05: �� ' 0- 0 1 2 3 4 5 6 7 6 9 10 11 12 13 14 15 16 17 16 19 20 21 22 23 24 Time(hours) i I i I I I 15078-POST-DEV 161025 Type///24-hr 25 Year Rainfall=6.00" 15078-POST-DEV 161025 Type Ill 24-hr 25 Year Rainfall=6.00" Prepared by SMRT_,Inc. Printed 10/25/2016 Prepared by SMRT,_Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 @2015 HvdroCAD Software Solutions LLC Page 155 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Page 156 Summary for Reach 2R: Summary for Pond 1 P:SIG-1 Inflow Area= 1.553 ac, 45.75%Impervious, Inflow Depth> 2.30" for 25 Year event Inflow Area= 1.553 ac, 45.75%Impervious, Inflow Depth> 3.48" for 25 Year event Inflow = 1.1 cfs @ 12.67 hrs, Volume= 0.297 of Inflow = 1.2 cfs @ 12.29 hrs, Volume= 0.451 of Outflow 1.1 cfs @ 12.67 hrs, Volume= 0.297 af, Atten=0%, Lag=0.0 min Outflow = 1.2 cfs @ 12.67 hrs, Volume= 0.368 at, Atten=2%, Lag=22.7 min Discarded = 0.0 cfs @ 7.88 hrs, Volume= 0.071 of Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Primary = 1.1 cfs @ 12.67 hrs, Volume= 0.297 of Reach 2R: Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Peak Elev=169.93'Ca)12.67 hrs Surf.Area=1,798 sf Storage=3,980 cf Hydrograph Flood Elev=175.84' Surf.Area=1,798 sf Storage=4,570 cf S inflow ' Ll d. o outflow Plug-Flow detention time=109.1 min calculated for 0.367 of(81%of inflow) Inflow.Area=1 :553.. tia° Center-of-Mass det.time=40.5 min(871.2-830.7) Volume Invert Avail.Storage Storage Description #1 166.22' 2,348 cf 31.00'W x 58.00'L x 4.50'H Prismatoid 8,091 cf Overall-2,222 cf Embedded=5,869 cf x 40.0%Voids #2 167.72' 2,222 cf ADS_StormTech SC-740 x 48 Inside#1 Effective Size=44.6"W x 30.0"H=>6.45 sf x 7.121=45.9 cf Overall Size=51.0"W x 30.0"H x 7.561 with 0.44'Overlap a Row Length Adjustment=+0.44'x 6.45 sf x 6 rows 4,570 cf Total Available Storage Device Routing Invert Outlet Devices #1 Primary 169.43' 15.0" Round Culvert(SD-1) L=20.0' CPP,square edge headwall, Ke=0.500 Inlet/Outlet Invert=169.43'/168.02' S=0.0705'P Cc=0.900 n=0.013 Corrugated PE,smooth interior, Flow Area=1.23 sf o #2 Discarded 166.22 1.020 in/hr Exfiltration over Surface area 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 n 1e 19 zo 21 22 23 24 #3 Device 1 169.55' 8.0" Round Culvert(8"orifices)X 6.00 Time(hours) L=2.0' CPP,square edge headwall, Ke=0.500 Inlet/Outlet Invert=169.55'/169.53' S=0.0100'P Cc=0.900 n=0.013 Corrugated PE,smooth interior, Flow Area=0.35 sf Discarded OutFlow Max=0.0 cfs @ 7.88 hrs HW=166.32' (Free Discharge) t2_Exfiltration (Exfiltration Controls 0.0 cfs) rimary OutFlow Max=1.1 cfs @ 12.67 hrs HW=169.93' TW=0.00' (Dynamic Tailwater) 1=Culvert(SD-1) (Inlet Controls 1.1 cfs @ 2.41 fps) 3=Culvert(8"orifices) (Passes 1.1 cfs of 1.8 cis potential flow) 15078-POST-DEV-1 61025 Type 11124-hr 25 Year Rainfall=6.00" 15078-POST-DEV-1 61025 - Type Ill 24-hr 25 Year Rainfall=6.00" Prepared by SMRT Inc. Printed 10/25/2016 Prepared by SMRT Inc. Printed 10/25/2016 HydroCAD010.00-16 s/n 00729 02015 HydroCAD Software Solutions LLC Page 157 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Paoe 158 Pond 1 P:SIG-1 Summary for Pond 3P:SIG-3 Hydrograph Inflow Area= 1.664 ac, 50.76%Impervious, Inflow Depth> 3.64" for 25 Year event meow Inflow = 6.0 cfs @ 12.08 hrs, Volume= 0.504 of L= c1 OutflowOutflow = 4.6 cfs @ 12.15 hrs, Volume= 0.430 af, Atten=24%, Lag=4.5 min 0 Discarded Inflow'Area_1 X553 r , ❑Primary Discarded = 0.1 cfs @ 10.50 hrs, Volume= 0.191 of Peak Elev=169.9„ Primary = 4.4 cfs @ 12.15 hrs, Volume= 0.239 of Storage=3,980 cf Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Peak Elev=171.59'@ 12.15 hrs Surf.Area=2,400 sf Storage=4,937 cf . . Flood Elev=175.84' Surf.Area=2,400 sf Storage=6,149 cf av Plug-Flow detention time=(not calculated:outflow precedes inflow) Center-of-Mass det.time=42.0 min(841.4-799.4) LL Volume Invert Avail.Storage Storage Description #1 168.35' 3,100 cf 30.00'W x 80.00'L x 4.50'H Prismatoid 10,800 cf Overall-3,049 cf Embedded=7,751 cf x 40.0%Voids --� - #2 168.85' 3,049 cf ADS_StormTech SC-740 x 66 Inside#1 ooas Effective Size=44.6"W x 30.0"H=>6.45 sf x 7.121=45.9 cf Overall Size=51.0"W x 30.0"H x 7.561 with 0.44'Overlap 0 Row Length Adjustment=+0.44'x 6.45 sf x 6 rows 0 1 2 3 4 e 6 7 8 9 10 ii 12 13 14 15 16 17 18 19 20 21 22 23 24 6,149 cf Total Available Storage Time(hours) Device Routing Invert Outlet Devices #1 Primary 170.56' 18.0" Round Culvert(SD-12) L=16.0' CPP,square edge headwall, Ke=0.500 Inlet/Outlet Invert=170.56'/169.00' S=0.0975'/' Cc=0.900 n=0.013, Flow Area=1.77 sf #2 Discarded 168.35' 2.410 in/hr Exfiltration over Surface area #3 Device 1 170.68' 8.0" Round Culvert(8"orifice)X 5.00 L=2.0' CPP,square edge headwall, Ke=0.500 Inlet/Outlet Invert=170.68'/170.66' S=0.0100'P Cc=0.900 n=0.013 Corrugated PE,smooth interior, Flow Area=0.35 sf Discarded OutFlow Max=0.1 cfs @ 10.50 hrs HW=168.43' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.1 cfs) Primary OutFlow Max=4.4 cfs @ 12.15 hrs HW=171.58' TW=0.00' (Dynamic Tailwater) t--Culvert(SD-12) (Inlet Controls 4.4 cfs @ 3.45 fps) 3=Culvert(8"orifice) (Passes 4.4 cfs of 5.6 cfs potential flow) t 15078-POST-DEV_161025 Type 11124-hr 25 Year Rainfall=6.00" 15078-POST-DEV 161025 Type 11124-hr 25 Year Rainfall=6.00" Prepared by SMRT,Inc. Printed 10/25/2016 Prepared by SMRT_,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 0 2015 HydroCAD Software Solutions LLC Page 159 HydroCAD®10.00-16 s/n 00729 0 2015 HydroCAD Software Solutions LLC Page 160 Pond 3P:SIG-3 Summary for Pond 41P:Dry Pond Hydrograph Inflow Area= 1.553 ac, 45.75%Impervious, Inflow Depth> 3.51" for 25 Year event mnow Inflow = 5.7 cfs @ 12.09 hrs, Volume= 0.454 of ra oamow Cuff low = 1.2 cfs @ 12.29 hrs, Volume= 0.451 at, Atten=79%, Lag=12.6 min Inflow Area= ®Discarded 1.664 aC ❑Primary Primary = 1.2 cfs @ 12.29 hrs, Volume= 0.451 of Peak Elev=171,.59' Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Storage-4,937.cf ed I':' Peak Elev=173.06'p 12.54 hrs Surf.Area=3,189 sf Storage=5,586 cf Flood Elev=174.25' Surf.Area=4,167 sf Storage=9,967 cf Plug Flow detention time=41.6 min calculated for 0.450 of(99%of inflow) ow) L a" Center-of-Mass det.time=37.2 min(830.7-793.5) 3- ' Volume Invert Avail.Storage Storage Description LL #1 169.00' 11,035 cf Custom Stage Data(Prismatic)Listed below(Recaic)2-Elevation Surf.Area Inc.Store Cum.Store l; I r (feet) (sq-ft) (cubic-feet) (cubic-feet) '- 169.00 119 0 0 170.00 447 283 283 171.00 957 702 985 o r 2 3 4 5 6 i e s ro ri ii 13 14 15 16 ii re 19 20 2r 22 23 24 172.00 2,368 1,663 2,648 Time(hours) 173.00 3,141 2,755 5,402 174.00 3,957 3,549 8,951 174.50 4,377 2,084 11,035 Device Routing Invert Outlet Devices #1 Primary 169.40' 12.0" Round Culvert(SD-2) L=20.0' CPP,square edge headwall, Ke=0.500 Inlet/Outlet Invert=169.40'/169.30' S=0.0050'P Cc=0.900 n=0.013, Flow Area=0.79 sf #2 Device 1 169.40' 5.0"Vert.Orifice/Grate C=0.600 #3 Device 1 173.75' 4.0'long Sharp-Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=1.2 cfs @ 12.29 hrs HW=172.85' TW=169.68' (Dynamic Tailwater) ttCulvert(SD-2) (Passes 1.2 cfs of 6.5 cfs potential flow) 2=Orifice/Grate (Orifice Controls 1.2 cfs @ 8.58 fps) 3=Sharp-Crested Rectangular Weir (Controls 0.0 cfs) ED 15078-POST-DEV 161025 Type 11124-hr 25 Year Rainfall=6.00" 15078-POST-DEV 161025 Type 111 24-hr 25 Year Rainfall=6.00" Prepared by SMRT_,Inc. Printed 10/25/2016 Prepared by SMRT_,Inc. Printed 10/25/2016 HydroCADG 10.00-16 s/n 00729 @ 2015 HydroCAD Software Solutions LLC Page 161 HydroCAD®10.00-16 s/n 00729 @ 2015 HydroCAD Software Solutions LLC Page 162 Pond 4P:Dry Pond Summary for Pond 5P:BRA-1 Hydrograph Inflow Area= 0.391 ac, 66.95%Impervious, Inflow Depth> 4.41" for 25 Year event mnow Inflow = 2.0 cfs @ 12.07 hrs, Volume= 0.144 of f » 0 Pri-ry Outflow = 2.0 cfs @ 12.09 hrs, Volume= 0.126 af, Atten=2%, Lag=0.9 min Inflow Area-1.553 ac Primary = 2.0 cfs @ 12.09 hrs, volume= 0.126 of 5. Peak Elev=173.06' ! Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Peak Elev=175.18'@ 12.09 hrs Surf.Area=835 sf Storage=926 cf Storage=5,586 cf. Flood Elev=175.50' Surf.Area=868 sf Storage=1,198 cf 4- at Plug-Flow detention time=87.9 min calculated for 0.125 of(87%of inflow) a Center-of-Mass det.time=31.7 min(828.0-796.3) 3 3- , Volume Invert Avail.Storage Storage Description 2- , ,.zds #1 172.00' 1,198 cf Custom Stage Data(Prismatic)Listed below(Recalc) -- -- Elevation Surf.Area Voids InaStore Cum.Store (feet) (sq-ft) (%) (cubic-feet) (cubic-feet) 172.00 764 0.0 0 0 173.00 764 0.0 0 0 0 174.00 764 0.0 0 0 o 1 2 3 4 5 6 7 e 9 ro ii 12 13 14 15 16 n 19 19 20 21 22 23 24 174.50 764 100.0 382 382 Tama(hours) 175.50 868 100.0 816 1,198 Device Routing Invert Outlet Devices #1 Primary 171.75' 12.0" Round Culvert(SD-17) L=93.0' CPP,projecting,no headwall, Ke=0.900 Inlet/Outlet Invert=171.75'/171.29' S=0.0049'/' Cc=0.900 n=0.013 Corrugated PE,smooth interior, Flow Area=0.79 sf #2 Device 1 175.00' 24.0"x 24.0"Horiz.Orifice/Grate C=0.600 Limited to weir flow at low heads Primary OutFlow Max=2.0 cfs @ 12.09 hrs HW=175.18' TW=172.15' (Dynamic Tailwater) t1=Culvert(SD-17) (Passes 2.0 cfs of 4.9 cfs potential flow) 2=Orifice/Grate (Weir Controls 2.0 cfs @ 1.39 fps) 15078-POST-DEV161025 Type 111 24-hr 25 Year Rainfall=6.00" 15078-POST-DEV 161025 Type 111 24-hr 25 Year Rainlall=6.00" Prepared by SMRT_Inc. Printed 10/25/2016 Prepared by SMRT_Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Paae 163 HydroCAD010.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Page 164 Pond 5P:BRA-1 Summary for Pond 6P:R-5 Hydrograph Inflow Area= 0.500 ac, 1.14%Impervious, Inflow Depth> 2.00" for 25 Year event 3 at ❑_InP Imary lttfflow = 0.8 cfs @ 12.25 hrs, Volume= 0.07 Outflow 4 at, Atten=1%, Lag=1.5 min Inflow Area-0 391 20d Primary 0.8 cfs @ 12.25 hrs, Volume= 0.074 of 2- - Peak Elev_175.1'8' j Routing by Dyn-Scor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Peak Elev=175.10'@ 12.25 hrs Surf.Area=900 sf Storage=495 cf Storage--926 Cf Flood Elev=175.50' Surf.Area=1,000 sf Storage=875 cf Plug-Flow detention time=74.6 min calculated for 0.074 of(89%of inflow) v Center-of-Mass det.time=21.5 min(888.2-866.6) Volume Invert Avail.Storage Storage Description #1 174.50' 875 cf Custom Stage Data(Prismatic)Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 174.50 750 0 0 175.50 1,000 875 875 00 1 2 3 4 5 6 7 a 9 10 11 12 13 14 15 16 n 1e 1e zo 21 22 23 24 Device Routing Invert Outlet Devices Time(hours) #1 Primary 171.58' 12.0" Round Culvert(SD-25) L=13.0' CPP,square edge headwall, Ke=0.500 Inlet/Outlet Invert=171.58'/171.51' S=0.0054'P Cc=0.900 n=0.013 Corrugated PE,smooth interior, Flow Area=0.79 sf #2 Device 1 175.00' 24.0"x 24.0"Horiz.Orifice/Grate C=0.600 Limited to weir flow at low heads Primary OutFlow Max=0.8 cis @ 12.25 hrs HW=175.10' TW=172.08' (Dynamic Tailwater) t1=Culvert(SD-25) (Passes 0.8 cis of 6.6 cfs potential flow) 2=0rifice/Grate (Weir Controls 0.8 cfs @ 1.03 fps) �"1 © 1 ■ -' LTJ C:j F-1+ U71 CD C=1 U-71 © L;.J r •1 Lam:] L�1 !<.�i 0 15078-POST-DEV-1 61025 Type lIl24-hr 25 Year Rainfall=6.00" 15078-POST-DEV-1 61025 Type///24-hr 25 Year Rainfall=6.00" Prepared by SRT,Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 02015 HydroCAD Software Solutions LLC Page 165 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Page 166 Pond 6P:FI-5 Summary for Pond 7P:DMH-3 Hydrograph _ Inflow Area= 1.169 ac, 37.99%Impervious, Inflow Depth> 3.06" for 25 Year event a Imlow Inflow = 3.3 cfs @ 12.08 hrs, Volume= 0.298 of i.. 0.9_ 0 Pnmary I Outflow = 3.3 cfs @ 12.08 hrs, Volume= 0.298 af, Atten=0%, Lag=0.0 min Inflow'Area_0.500 a a"° Primary = 3.3 cfs @ 12.08 hrs, Volume= 0.298 of 0.8 : 0.75 Peak EIev=175:10' _ Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs 07: Peak EIev=172.03'@ 12.19 hrs 0.65-. .65' , Storage=495-Cf _ Flood EIev=177.00' 0.6: oss. Device Routing Invert Outlet Devices #1 Primary 170.25' 18.0" Round Culvert(SD-19) 045 L=131.0' CPP,square edge headwall, Ke=0.500 0-4- inlet/Outlet Invert=170.25'/169.59' S=0.0050 7' Cc=0.900 0a5;: n=0.013 Corrugated PE,smooth interior, Flow Area=1.77 sf 0.3: 0.25' oz` Primary OutFlow Max=2.5 cfs @ 12.08 hrs HW=171.50' TW=171.25' (Dynamic Tailwater) o.1s 't--1=Culvert(SD-19) (Outlet Controls 2.5 cfs @ 2.12 fps) 0.1 0 os Pond 7P:DMH-3 °' - Hydrograph 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) i=1 Inflow ❑Primary Inflow.Area=1_.169 3- Peak Elev_172.03' 18.01, Round Culvert 2- n_0.013. L_131 0' S=0.0050 '/' ° 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) 15078-POST-DEV 161025 Type 111 24-hr 25 Year Rainfall=6.00" 15078-POST-DEV-1 61025 Type 111 24-hr 25 Year Rainfall=6.00" Prepared by SMRT_Inc. Printed 10/25/2016 Prepared by SMRT Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Page 167 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Page 168 Summary for Pond 22P:FI-7 Summary for Pond 23P:CB-1 Inflow Area= 0.068 ac, 5.02%Impervious, Inflow Depth> 2.09" for 25 Year event Inflow Area= 0.605 ac, 33.42%Impervious, Inflow Depth> 2.80" for 25 Year event Inflow = 0.2 cfs @ 12.08 hrs, Volume= 0.012 of Inflow = 1.8 cfs @ 12.13 hrs, Volume= 0.141 of Outflow = 0.2 cfs @ 12.08 hrs, Volume= 0.012 af, Atten=0%, Lag=0.0 min Outflow = 1.8 cfs @ 12.13 hrs, Volume= 0.141 af, Atten=0%, Lag=0.0 min Primary = 0.2 cfs @ 12.08 hrs, Volume= 0.012 of Primary = 1.8 cfs @ 12.13 hrs, Volume= 0.141 of Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Peak Elev=173.06'p 12.56 hrs Peak Elev=173.81'Ca)12.13 hrs Flood Elev=175.36' Flood Elev=176.51' Device Routing Invert Outlet Devices Device Routing Invert Outlet Devices #1 Primary 172.36' 12.0" Round Culvert(SD-4) #1 Primary 172.86' 12.0" Round Culvert(SD-6) L=43.0' CPP,square edge headwall, Ke=0.500 L=15.0' CPP,projecting,no headwall, Ke=0.900 Inlet/Outlet Invert=172.36'/172.15' S=0.0049'P Cc=0.900 Inlet/Outlet Invert=172.86'/172.78' S=0.0053'/' Cc=0.900 n=0.013 Corrugated PE,smooth interior, Flow Area=0.79 sf n=0.013 Corrugated PE,smooth interior, Flow Area=0.79 sf �rlmary OutFlow Max=0.2 cfs @ 12.08 hrs HW=172.60' TW=172.05' (Dynamic Tailwater) Primary OutFlow Max=1.8 cfs @ 12.13 hrs HW=173.81' TW=172.93' (Dynamic Tailwater) 1=Culvert(SD-4) (Barrel Controls 0.2 cfs @ 1.76 fps) t1=Culvert(SD-6) (Barrel Controls 1.8 cfs @ 3.00 fps) Pond 22P:FI-7 Pond 23P:CB-1 Hydrograph Hydrograph :.. - ,.... ... -.... ..... Inflow -.... oInflow 0.18' ... ... Los as ❑Primary 2- FT-1 IQFT-1I Primary 9.17 Inflow:.Area=0:068. Inflow Area-0.605 o;s Peak Ele v=1;73.8,1' Peak:Elev-1,73.06_ 0.14= ,.. _. .''- _ �.._ ... .... : _ /� ;. 0.13 12:0 1 L.0' 0.12- - Round Culvert „ Round Culvert _ R 01, n=0.013 9.092. n_0.013 LL 0.07' L_43.0' L_15.0' 0.06-. S=0.0049 . � : S-0.0053 T 0.05 00 0.03 0.02 0.01 r o- 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) Time(hours) '[__:1 LTJ 4,�J CV� 15078-POST-DEV-1 61025 Type 111 24-hr 25 Year Rainfall=6.00" 15078-POST-DEV_161025 Type 111 24-hr 25 Year Rainfall=6.00" Prepared by SMRT Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 0 2015 HydroCAD Software Solutions LLC Page 169 HydroCAD®10.00-16 s/n 00729 0 2015 HydroCAD Software Solutions LLC Page 170 Summary for Pond 24P:DMH-2 Summary for Pond 26P:DMH-8 Inflow Area= 0.780 ac, 42.90%Impervious, Inflow Depth> 3.25" for 25 Year event Inflow Area= 0.077 ac, 57.39%Impervious, Inflow Depth> 4.07" for 25 Year event Inflow 2.6 cfs @ 12.11 hrs, Volume= 0.211 of Inflow = 0.4 cfs @ 12.07 hrs, Volume= 0.026 of Outflow = 2.6 cfs @ 12.11 hrs, Volume= 0.211 af, Atten=0%, Lag=0.0 min Outflow = 0.4 cfs @ 12.07 hrs, Volume= 0.026 af, Atten=0%, Lag=0.0 min Primary = 2.6 cfs @ 12.11 hrs, Volume= 0.211 of Primary = 0.4 cfs @ 12.07 hrs, Volume= 0.026 of Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Peak Elev=173.08'Ca)12.52 hrs Peak Elev=173.08'Ca)12.54 hrs Flood Elev=175.78' Flood Elev=175.78' Device Routing Invert Outlet Devices Device Routing Invert Outlet Devices #1 Primary 171.99' 15.0" Round Culvert(SD-3) #1 Primary 172.31' 12.0" Round Culvert(SD-7) L=77.0' CPP,square edge headwall, Ke=0.500 L=44.0' CPP,square edge headwall, Ke=0.500 Inlet/Outlet Invert=171.99'/171.61' S=0.00497' Cc=0.900 Inlet/Outlet Invert=172.31'/172.09' S=0.0050'/' Cc=0.900 n=0.013 Corrugated PE,smooth interior, Flow Area=1.23 sf n=0.013 Corrugated PE,smooth interior, Flow Area=0.79 sf Primary OutFlow Max=2.6 cis @ 12.11 hrs HW=172.94' TW=172.20' (Dynamic Tailwater) Primary OutFlow Max=0.0 cfs @ 12.07 hrs HW=172.91' TW=172.91' (Dynamic Tailwater) Z1=Culvert(SD-3) (Barrel Controls 2.6 cfs @ 3.58 fps) L1=Culvert(SD-7) (Controls 0.0 cfs) Pond 24P:DMH-2 Pond 26P:DMH-8 Hydrograph Hydrograph G!Inflow - 11 Intlow I zeas] ❑Pnmary o 4. ... -_.. .... f� n Primary ._ ... .._ Inflow Area=0;780 fir" 036; Inflow Area 0 077 Peak Elev=173.08' 0 2 Peak EIev-173,08'. 2 ' 15:0" 0 28: 12.0' 0.26 0.24. Round Culvert Round..Culvert L _ 420.22.: _ 3 n=0.013 0.2 n=0 013 L_77 0' LL 0.;6 L .4 .4 0 ' ' 9-0,0049 '/' 0.12 S-0.0050:'/' o.,= 0 06 006.' _ 004. ., .. J J I f 0.02: , 0 1 2 3 4 5 6 7 B 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 O-L 0 Time(hours) Time(hours) 15078-POST-DEV 161025 Type 11124-hr 25 Year Rainfall=6.00" 15078-POST-DEV-1 61025 Type 11124-hr 25 Year Rainfall=6.00" Prepared by SMRT_,Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 0 2015 HydroCAD Software Solutions LLC Paoe 171 HydroCAD®10.00-16 s/n 00729 0 2015 HydroCAD Software Solutions LLC Page 172 Summary for Pond 27P:FI-2 Summary for Pond 28P:CB-2 Inflow Area= 0.099 ac, 89.61%Impervious, Inflow Depth> 5.37" for 25 Year event Inflow Area= 0.044 ac, 87.36%Impervious, Inflow Depth> 5.18" for 25 Year event Inflow = 0.6 cis @ 12.07 hrs, Volume= 0.044 of Inflow = 0.3 cis @ 12.07 hrs, Volume= 0.019 of Outflow = 0.6 cis Co-) 12.07 hrs, Volume= 0.044 at, Atten=0%, Lag=0.0 min Outflow = 0.3 cis Co) 12.07 hrs, Volume= 0.019 af, Atten=0%, Lag=0.0 min Primary = 0.6 cis @ 12.07 hrs, Volume= 0.044 of Primary = 0.3 cis @ 12.07 hrs, Volume= 0.019 of Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Peak Elev=173.23'Ca)12.07 hrs Peak Elev=173.13'C)12.10 hrs Flood Elev=175.78' Flood Elev=175.83' Device Routing Invert Outlet Devices Device Routing Invert Outlet Devices #1 Primary 172.78' 12.0" Round Culvert(SD-5) #1 Primary 172.83' 12.0" Round Culvert(SD-9) L=30.0' CPP,square edge headwall, Ke=0.500 L=33.0' CPP,square edge headwall, Ke=0.500 Inlet/Outlet Invert=172.78'/172.63' S=0.0050'/' Cc=0.900 Inlet./Outlet Invert=172.83'/172.67' S=0.0048'P Cc=0.900 n=0.013 Corrugated PE,smooth interior, Flow Area=0.79 sf n=0.013 Corrugated PE,smooth interior, Flow Area=0.79 sf Primary OutFlow Max=0.6 cis @ 12.07 hrs HW=173.23' TW=172.90' (Dynamic Tailwater) rimary OutFlow Max=0.2 cfs @ 12.07 hrs HW=173.12' TW=172.90' (Dynamic Tailwater) t-1=Culvert(SD-5) (Barrel Controls 0.6 cis @ 2.41 fps) Z1=Culvert(SD-9) (Outlet Controls 0.2 cis @ 1.91 fps) Pond 271P:FI-2 Pond 28P:CB-2 Hydrograph Hydrograph o Inflow i7 Inflow oam .. .... .. .. 0 .. .. 1N. ❑Primary 0.8- .. ❑P 28 _... Inflow Area-0.099°'°' 026' - Inflow Area-0.044: 6.55 .. .... .._.. - .... _. ...... ..... ... ..... - - - -- - o24= -173.23' eak-Eley -0.5- : P . 73.1,3;- 0.22- 6011 1,3;_ .22 :00.45- -12 . 0.2: 12.0 j__ Round Culvert _018 Round Culvert 0.35- -... ....... ...- �..._ 0.16 L n 0.013 0,4: n 0.013• - 1 _33. 0.25- ... ......_ _ ...!....'_.. '.....'._ S- 0.2, -0.0050-r/,. .. ._.... _ 0.06. -S-0.0048-/- ; 0.15- '. ._..... ._.: -------- ._:.._- _._. .... ° - 0. 0.05: 0.02- 0.: 0- 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) Time(hours) © ® © E= WI 1= 1= E= C-1 Lam. L�.J 4=7 1=, �J `-J i�� 15078-POST-DEV 161025 Type 1/124-hr 25 Year Rainfall=6.00" 15078-POST-DEV_161025 Type/1124-hr 25 Year Rainfall=6.00" Prepared by SMRT_Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 02015 HydroCAD Software Solutions LLC Page 173 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Page 174 Summary for Pond 29P:FI-1 Summary for Pond 30P:FI-4 Inflow Area= 0.033 ac, 18.19%Impervious, Inflow Depth> 2.62" for 25 Year event Inflow Area= 0.038 ac, 21.99%Impervious, Inflow Depth> 2.71" for 25 Year event Inflow = 0.1 cfs @ 12.08 hrs, Volume= 0.007 of Inflow = 0.1 cfs @ 12.08 hrs, Volume= 0.009 of Outflow = 0.1 cfs @ 12.08 hrs, Volume= 0.007 at, Atten=0%, Lag=0.0 min Outflow = 0.1 cfs @ 12.08 hrs, Volume= 0.009 af, Atten=0%, Lag=0.0 min Primary = 0.1 cfs @ 12.08 hrs, Volume= 0.007 of Primary = 0.1 cfs @ 12.08 hrs, Volume= 0.009 of Routing by Dyn-Star-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Peak Elev=173.08'P 12.56 hrs Peak Elev=172.89'Ca)12.08 hrs Flood Elev=175.63' Flood Elev=175.40' Device Routing Invert Outlet Devices Device Routing Invert Outlet Devices #1 Primary 172.63' 12.0" Round Culvert(SD-10) #1 Primary 172.70' 15.0" Round Culvert(SD-24) L=45.0' CPP,square edge headwall, Ke=0.500 L=60.0' CPP,square edge headwall, Ke=0.500 Inlet/Outlet Invert=172.63'/172.41' S=0.00497' Cc=0.900 Inlet/Outlet Invert=172.70'/172.40' S=0.00507' Cc=0.900 n=0.013 Corrugated PE,smooth interior, Flow Area=0.79 sf n=0.013 Corrugated PE,smooth interior, Flow Area=1.23 sf �nmary OutFlow Max=0.0 cfs 9 12.08 hrs HW=172.92' TW=172.92' (Dynamic Tailwater) Primary OutFlow Max=0.1 cfs @ 12.08 hrs HW=172.89' TW=172.15' (Dynamic Tailwater) l=Culvert(SD-10) (Controls 0.0 cfs) t--1=Culvert(SD-24) (Barrel Controls 0.1 cfs @ 1.60 fps) Pond 29P:FI-1 Pond 30P:FI-4 Hydrograph Hydrograph 0.14 0.115- 0 Primry ❑Primary , ' 0.13.InflowArea_0033 0.05; Area 0038 ° 0.1 0o5 Peak Elev_173.08' o;; Peak Elev=172.89' -- 009;, °o , 12.0,. 0., 15:01 0.075 0.09 Culvert ° Round Culvert... 007 , ' 006 3 n=0.013 007 n-0.013 0 055.. .,..... _. .._ LL 0.06- 60 0' �.... 005 L45.0' ;:::: :::: ... 0 045` 0.05- 0.4: 035 S-0.0049 '�' 0.04 S-0.0050 T 0.025 0.03: 002: '.... ..... .. ... ....... _... ._...',. _.._ - ' 0.02- 0.01L .02 ;..... .._. 0.015� ... _ ._ �_ .�.. .�. _ 001-. �' ✓rr „� 0.0,- ' 0.005 01 0' 0-. .. 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) Time(hours) I 15078-POST-DEV 161025 Type///24-hr 25 Year Rainfall=6.00" 15078-POST-DEV 161025 Type 11124-hr 25 Year Rainfall=6.00" Prepared by SMRT_,Inc. Printed 10/25/2016 Prepared by SMRT_,Inc. Printed 10/25/2016 HydroCAD010.00-16 s/n 00729 @2015 HydroCAD Software Solutions LLC Page 175 HydroCAD®10.00-16 s/n 00729 @ 2015 HydroCAD Software Solutions LLC Page 176 Summary for Pond 31 P:DMH-11 Summary for Pond 32P:DMH-9 Inflow Area= 0.580 ac, 60.22%Impervious, Inflow Depth> 3.76" for 25 Year event Inflow Area= 0.580 ac, 60.22%Impervious, Inflow Depth> 3.76" for 25 Year event Inflow = 2.8 cfs @ 12.08 hrs, Volume= 0.182 of Inflow = 2.8 cfs @ 12.08 hrs, Volume= 0.182 of Outflow = 2.8 cfs @ 12.08 hrs, Volume= 0.182 af, Atten=0%, Lag=0.0 min Outflow = 2.8 cfs C@ 12.08 hrs, Volume= 0.182 at, Atten=0%, Lag=0.0 min Primary = 2.8 cfs Co) 12.08 hrs, Volume= 0.182 of Primary = 2.1 cfs @ 12.14 hrs, Volume= 0.173 of Secondary= 1.0 cfs @ 12.07 hrs, Volume= 0.009 of Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Peak Elev=172.16'Ca)12.10 hrs Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Flood Elev=175.98' Peak Elev=171.88'Ca)12.14 hrs Flood Elev=174.88' Device Routing Invert Outlet Devices #1 Primary 171.19' 18.0" Round Culvert(SD-23) Device Routing Invert Outlet Devices L=43.0' CPP,square edge headwall, Ke=0.500 #1 Primary 170.88' 12.0" Round Culvert(SD-21) Inlet/Outlet Invert=171.19'/170.98' S=0.0049'P Cc=0.900 L=27.0' CPP,square edge headwall, Ke=0.500 n=0.013 Corrugated PE,smooth interior, Flow Area=1.77 sf Inlet/Outlet Invert=170.88'/170.75' S=0.0048'/' Cc=0.900 n=0.013 Corrugated PE,smooth interior, Flow Area=0.79 sf rimary OutFlow Max=2.6 cfs @ 12.08 hrs HW=172.15' TW=171.80' (Dynamic Tailwater) #2 Secondary 170.88' 18.0" Round Culvert(SD-22) 1=Culvert(SD-23) (Outlet Controls 2.6 cfs @ 3.14 fps) L=27.0' CPP,square edge headwall, Ke=0.500 Inlet/Outlet Invert=170.88'/170.75' S=0.0048'/' Cc=0.900 Pond 31 P:DMH-11 n=0.013 Corrugated PE,smooth interior, Flow Area=1.77 sf Hydrograph #3 Device 2 171.55' 4.0'long Sharp-Crested Rectangular Weir 2 End Contraction(s) _.. - =0.00 (Dynamic Tailwater) D Innow rimary OutFlow Max=2.1 cfs @ 12.14 hrs HW-171.87' TW (Dyn er) [zam 0 Primary 1=Culvert(SD-21) (Barrel Controls 2.1 cfs @ 3.36 fps) 3_ Inflow Area=0 580 Secondary OutFlow Max=0.0 cfs @ 12.07 hrs HW=171.77' TW=171.77' (Dynamic Tailwater) Perak Elev-172.1,6' 2=culvert(SD-22) (Controls 0.0 cfs) t3=Sharp-Crested Rectangular Weir (Controls 0.0 cfs) 18:0.. . 2- " Round Culvert L n-0.01:3 L_43.0' 1 " S=0.0049 '/' o- " 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 "9­26'121 22 23 24 Time(hours) 15078-POST-DEV_161025 Type 11124-hr 25 Year Rainfall=6.00" 15078-POST-DEV 161025 Type 11124-hr 25 Year Rainfall=6.00" Prepared by SMRT,Inc. Printed 10/25/2016 Prepared by SMRT_,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Page 177 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Page 178 Pond 32P:DMH-9 Summary for Pond 33P:DMH-10 Hydrograph . Inflow Area= 1.169 ac, 37.99%Impervious, Inflow Depth> 3.06" for 25 Year event . s7 Inlw Inflow 3.3 cfS @ 12.08 hrs, Volume= 0.298 of r El Omnow Outflow = 3.3 cis @ 12.08 hrs, Volume= 0.298 af, Atten=0%, Lag=0.0 min InflowArea_0:580 zed ' 0 sego wary Primary = 3.3 cis @ 12.08 hrs, Volume= 0.298 of 3-Peak Elev-171 88' Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs F Peak Elev=172.16'@ 12.21 hrs �. Flood Elev=175.20' z- Device Routing Invert Outlet Devices #1 Primary 170.67' 18.0" Round Culvert(SD-20) L=64.0' CPP headwall,edge square e=0.500 q g II, K Inlet/Outlet Invert=170.67'/170.35' S=0.0050'/' Cc=0.900 v n=0.013 Corrugated PE,smooth interior, Flow Area=1.77 sf Primary OutFlow Max=2.9 cis @ 12.08 hrs HW=171.81' TW=171.50' (Dynamic Tailwater) 't--1=Culvert($D-20) (Outlet Controls 2.9 cis @ 2.80 fps) Pond 33P:DMH-10 6Hydrograph 0 1 2 3 4 5 8 7 B 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) �,Inflow ysae; ❑Primary ..lnflow;_Area=1_.169 3- Peak Elev=172.16' '.,. 18:0"' Round Culvert . 2- n-0.013 LL L-64.0' S=0.0050 e o- . . .... : . . . .:" ... . . 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) i I II i 15078-POST-DEV 161025 Type 11124-hr 25 Year Rainfall=6.00" 15078-POST-DEV161025 Type 11124-hr 25 Year Rainfall=6.00" Prepared by SMRT_Inc. Printed 10/25/2016 Prepared by SMRT_Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 02015 HydroCAD Software Solutions LLC Page 179 HydroCAD®10.00-16 s/n 00729 @ 2015 HydroCAD Software Solutions LLC Page 180 Summary for Pond 36P:CB-3 Summary for Pond 37P:C13-4 Inflow Area= 0.151 ac, 52.47%Impervious, Inflow Depth> 3.78" for 25 Year event Inflow Area= 0.185 ac,100.00%Impervious, Inflow Depth> 5.76" for 25 Year event Inflow = 0.7 cis @ 12.07 hrs, Volume= 0.047 of Inflow = 1.1 cfs @ 12.07 hrs, Volume= 0.089 of Outflow = 0.7 cfs @ 12.07 hrs, Volume= 0.047 at, Atten=0%, Lag=0.0 min Outflow = 1.1 cfs @ 12.07 hrs, Volume= 0.089 at, Atten=0%, Lag=0.0 min Primary = 0.7 cfs @ 12.07 hrs, Volume= 0.047 of Primary = 1.1 cfs @ 12.07 hrs, Volume= 0.089 of Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Peak Elev=172.97'p 12.07 hrs Peak Elev=173.28'@ 12.07 hrs Flood Elev=175.49' Flood Elev=175.49' Device Routing Invert Outlet Devices Device Routing Invert Outlet Devices #1 Primary 172.49' 15.0" Round Culvert(SD-27) #1 Primary 172.62' 12.0" Round Culvert(SD-15) L=8.0' CPP,square edge headwall, Ke-0.500 L=36.0' CPP,square edge headwall, Ke=0.500 Inlet/Outlet Invert=172.49'/172.45' S=0.0050'P Cc=0.900 Inlet/Outlet Invert=172.62'/172.44' S=0.0050'P Cc=0.900 n=0.013 Corrugated PE,smooth interior, Flow Area=1.23 sf n=0.013 Corrugated PE,smooth interior, Flow Area=0.79 sf Zrimary OutFlow Max=0.7 cfs @ 12.07 hrs HW=172.97' TW=172.14' (Dynamic Tailwater) Primary OutFlow Max=1.1 cfs @ 12.07 hrs HW=173.28' TW=171.13' (Dynamic Tailwater) 1=Culvert(SD-27) (Barrel Controls 0.7 cfs @ 2.37 fps) t-1=Culvert(SD-15) (Barrel Controls 1.1 cfs @ 2.89 fps) Pond 36P:CB-3 Pond 37P:CB-4 Hydrograph Hydrograph ' Inflow t71nllow ..... ....,_ :.... - ..... :_.... .... ❑Primary Primary 0.75. m Inflow Area=0.151:°"' Infl0w_Area..-0 185, : 0.657Peak-Elev-172.9T:-". -- --;--- - --' - - -- ,- Peak Elev 173.28' 0. 15:0"0.55 12:0„ °'S' Round Culvert : : a 04 _ Round Culvert L , 0.4. n-0.013 n=0.01 3 3 0 035 0.3: L_8.0'. L_36.0' , °25, S=0.0050 '/ S=0.0050 T : 0.15- n� 0- 0-.. . 0 1 2 3 4 5 8 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) Time(hours) D D C= ® D © F'J M 15078-POST-DEV-1 61025 Type///24-hr 25 Year Rainfall=6.00" 15078-POST-DEV-1 61025 Type ll/24-hr 25 Year Rainfall=6.00" Prepared by SMRT,Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 0 2015 HydroCAD Software Solutions LLC Page 181 HydroCAD®10.00-16 s/n 00729 0 2015 HydroCAD Software Solutions LLC Page 182 Summary for Pond 40P:DMH-5 Summary for Pond 41 P:DMH-6 Inflow Area= 1.354 ac, 46.45%Impervious, Inflow Depth> 3.43" for 25 Year event Inflow Area= 1.354 ac, 46.45%Impervious, Inflow Depth> 3.43" for 25 Year event Inflow = 4.5 cis @ 12.08 hrs, Volume= 0.387 of Inflow = 4.5 cfs @ 12.08 hrs, Volume= 0.387 of Outflow = 4.5 cis @ 12.08 hrs, Volume= 0.387 af, Atten=0%, Lag=0.0 min Outflow = 4.5 cfs @ 12.08 hrs, Volume= 0.387 af, Atten=0%, Lag=0.0 min Primary = 4.5 cis @ 12.08 hrs, Volume= 0.387 of Primary = 4.5 cfs @ 12.08 hrs, Volume= 0.387 of Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Peak Elev=171.90'@ 12.18 hrs Peak Elev=171.75'@ 12.16 hrs Flood Elev=175.06' Flood Elev=174.00' Device Routing Invert Outlet Devices Device Routing Invert Outlet Devices #1 Primary 169.49' 18.0" Round Culvert(SD-14) #1 Primary 169.02' 18.0" Round Culvert(SD-13) L=75.0' CPP,square edge headwall, Ke=0.500 L=34.0' CPP,square edge headwall, Ke=0.500 Inlet/Outlet Invert=169.49'/169.12' S=0.0049/' Cc=0.900 Inlet/Outlet Invert=169.02'/168.85' S=0.0050'/' Cc=0.900 n=0.013 Corrugated PE,smooth interior, Flow Area=1.77 sf n=0.013 Corrugated PE,smooth interior, Flow Area=1.77 sf Primary OutFlow, Max=1.5 cis @ 12.08 hrs HW=171.22' TW=171.19' (Dynamic Tailwater) Primary OutFlow Max=0.9 cfs 9 12.08 hrs HW=171.19' TW=171.18' (Dynamic Tailwater) t1=Culvert(SD-14) (Outlet Controls 1.5 cfs 9 0.93 fps) t--1=Culvert(SD-13) (Inlet Controls 0.9 cfs @ 0.52 fps) Pond 40P:DMH-5 Pond 41 P:DMH-6 Hydrograph Hydrograph InflowArea=1.354 �Pomary Inflow Area=1.35.4 s- Peak Elev=171.90' 4- Peak Elev=171;.75' e 18.0" 3- " Round Culvert - 3Round Culvert . n=0.01.3 . = n 0.013 LL 2:. L=75.0' 2- L_34.0' " s S=0.0049 /' _ S=0,0050.1 ol o 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) Time(hours) 15078-POST-DEV11 161025 Type 124-hr 25 Year Rainfall=6.00" 15078-POST-DEV_161025 Type///24-hr 25 Year Rainfall=6.00" Prepared by SMRT_Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD810.00-16 s/n 00729 @2015 HydroCAD Software Solutions LLC Page 183 HydroCAD®10.00-16 s/n 00729 @ 2015 HydroCAD Software Solutions LLC Paoe 184 Summary for Pond 42P:FI-6 Summary for Pond OGS:Oil/Grit Separator Inflow Area= 0.184 ac,100.00%Impervious, Inflow Depth> 5.76" for 25 Year event Inflow Area= 0.580 ac, 60.22%Impervious, Inflow Depth> 3.58" for 25 Year event Inflow = 1.1 cfs @ 12.07 hrs, Volume= 0.088 of Inflow = 2.1 cfs @ 12.14 hrs, Volume= 0.173 of Outflow = 1.1 cfs @ 12.07 hrs, Volume= 0.088 af, Atten=0%, Lag=0.0 min Primary = 2.1 cfs @ 12.14 hrs, Volume= 0.173 at, Atten=0%, Lag=0.0 min Primary = 1.1 cfs @ 12.07 hrs, Volume= 0.088 of Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Peak Elev=173.16'g 12.07 hrs Pond OGS:Oil/Grit Separator Flood Elev=175.50' Hydrograph Device Routing Invert Outlet Devices 1 mnaw #1 Primary 172.50' 12.0" Round Culvert(SD-11) M,a._ a P^mazy L=26.0' CPP,square edge headwall, Ke=0.500Inflowl Art3a=0.580 ''� Inlet/Outlet Invert=172.50'/172.37' S=0.0050'P Cc=0.900 2- n=0.013 Corrugated PE,smooth interior, Flow Area=0.79 sf Primary Outflow Max=1.1 cfs @ 12.07 hrs HW=173.16' TW=171.06' (Dynamic Tailwater) t--1=Culvert(SD-11) (Barrel Controls 1.1 cis @ 2.86 fps) Pond 42P:FI-6 Hydrograph ¢ 1- ' r71nllow 0 Primary Inf a low'Area=0:184.,_"°° ' Peak Elev 173.16' 12,.0" 0- Round Culvert a + z 3 s s 7 s s ,0 1i 12 13 14 15 10 ,i ,s 19 zo z, zz 23 za Tim Ta (hours) n=0.013 L=26.0' $=0.0050 'T 0- 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21-22-23; 24 Tams(hours) C_J Q �rJ L . r I C� 15078-POST-DEV 161025 Type 11124-hr 25 Year Rainfall=6.00" 15078-POST-DEV 161025 Type 11124-hr 25 Year Rainfall=6.00" Prepared by SMRT_,Inc. Printed 10/25/2016 Prepared by SMRT_,Inc. Printed 10/25/2016 HydroCAD010.00-16 s/n 00729 @2015 HydroCAD Software Solutions LLC Paoe 185 HydroCAD®10.00-16 s/n 00729 0 2015 HydroCAD Software Solutions LLC Page 186 Summary for Link DP-1:Lake Summary for Link DP-2:Ex.Closed System Inflow Area= 9.596 ac, 16.24%Impervious, Inflow Depth> 1.67" for 25 Year event Inflow Area= 0.450 ac, 52.68%Impervious, Inflow Depth> 3.68" for 25 Year event Inflow — 10.9 cfs @ 12.23 hrs, Volume= 1.339 of Inflow = 2.0 cfs @ 12.07 hrs, Volume= 0.138 of Primary = 10.9 cfs @ 12.23 hrs, Volume= 1.339 at, Atten=0%, Lag=0.0 min Primary = 2.0 cfs @ 12.07 hrs, Volume= 0.138 at, Atten=0%, Lag=0.0 min Primary outflow=Inflow,Time Span=0.00-24.00 hrs,dt=0.02 hrs Primary outflow=Inflow,Time Span=0.00-24.00 hrs,dt=0.02 hrs Link DP-1:Lake Link DP-2:Ex.Closed System Hydrograph Hydrograph :}Inflow 12 ..... .._. _- [° -, .. - ... ..... 0 Primary .. .. - (—a':.. n Primary 11: Inflow.Area-9.596 "° - :--- - - 2... Inflow Area-0.450 6., ' T 7 L 6. �.. ..... ..... ..... - 0 LL 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) Time(hours) 15078-POST-DEV-1 61025 Type 11124-hr 25 Year Rainfall=6.00" 15078-POST-DEV_161025 Type 11124-hr 100 Year Rainfall=8.60" Prepared by SMRT,Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD®10 00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Page 187 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Page 188 Summary for Link DP-3:Ex.Field Time span=0.00-24.00 hrs,dt=0.02 hrs,1201 points Runoff by SCS TR-20 method,UH=SCS,Weighted-CN Primary = 0.0 cfs @ 0.00 hrs, Volume= 0.000 of Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Scor-Ind method Primary outflow=Inflow,Time Span=0.00-24.00 hrs,dt=0.02 hrs Subcatchment 1S:SC201A-1 Runoff Area=277.852 sf 0.05%Impervious Runoff Depth>3.19" Flow Length=1,388' Tc=16.8 min CN=55 Runoff=16.7 cfs 1.695 of Link DP-3:Ex.Field Subcatchment 2S:SC201 B-4 Runoff Area=3,602 sf 100.00%Impervious Runoff Depth>8.35" Hydrograph Tc=5.0 min CN=98 Runoff=0.7 cfs 0.058 of roma y Subcatchment 3S:SC201C-1 Runoff Area=2,221 sf 30.80%Impervious Runoff Depth>5.22" Tc=5.0 min CN=72 Runoff=0.3 cfs 0.022 of Subcatchment 4S:SC201D Runoff Area=14.593 sf 0.90%Impervious Runoff Depth>3.79" Tc=5.0 min CN=60 Runoff=1.5 cfs 0.106 of Subcatchment 5S:SC201E Runoff Area=26.335 sf 33.42%Impervious Runoff Depth>4.98" Flow Length=412' Tc=8.6 min CN=70 Runoff=3.2 cfs 0.251 of L Subcatchment 6S:SC201 F-3 Runoff Area=1,451 sf 18.19%Impervious Runoff Depth>4.74" Tc=5.0 min CN=68 Runoff=0.2 cfs 0.013 of Subcatchment 7S:SC201G Runoff Area=21.782 sf 1.14%Impervious Runoff Depth>3.90" Flow Length=130' Tc=15.4 min CN=61 Runoff=1.7 cfs 0.162 of Subcatchment 8S:SC201H-1 Runoff Area=6,560 sf 52.47%Impervious Runoff Depth>6.18" Tc=5.0 min CN=80 Runoff=l.1 cfs 0.078 of oa w o. Subcatchment 9S:SC202A Runoff Area=19.608 sf 52.68%Impervious Runoff Depth>6.06" o i z s a s s e s to ii iz ra is is is n le i9 zo zi zz za za Tc=5.0 min CN=79 Runoff=3.3 cfs 0.227 of Time(hours) Subcatchment 10S:SC201A-2 Runoff Area=2,968 sf 5.02%Impervious Runoff Depth>4.02" Tc=5.0 min CN=62 Runoff=0.3 cfs 0.023 of Subcatchment 11S:SC201F-2 Runoff Area=1,898 sf 87.36%Impervious Runoff Depth>7.75" Tc=5.0 min CN=93 Runoff=0.4 cfs 0.028 of Subcatchment 12S:SC201 B-1 Runoff Area=3,892 sf 100.00%Impervious Runoff Depth>8.35" Tc=5.0 min CN=98 Runoff=0.8 cfs 0.062 of Subcatchment 13S:SC201B-2a Runoff Area=4,379 sf 100.00%Impervious Runoff Depth>8.35" Tc=5.0 min CN=98 Runoff=0.9 cfs 0.070 of Subcatchment 14S:SC201 B-6 Runoff Area=3,855 sf 100.00%Impervious Runoff Depth>8.35" Tc=5.0 min CN=98 Runoff=0.8 cfs 0.062 of Subcatchment 15S:SC2016-7 Runoff Area=8,826 sf 100.00%Impervious Runoff Depth>8.35" Tc=5.0 min CN=98 Runoff=1.8 cfs 0.141 of Subcatchment 16S:SC201 B-5 Runoff Area=3,653 sf 100.00%Impervious Runoff Depth>8.35" Tc=5.0 min CN=98 Runoff=0.7 cfs 0.058 of E= D LD D D F-71 D L=. L-1 15078-POST-DEV 161025 Type 11124-hr 100 Year Rainfall=8.60" 15078-POST-DEV-1 61025 Type///24-hr 100 Year Rainfall=8.60" Prepared by SMRT_Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Page 189 HydroCAD610 00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Page 190 Subcatchment 17S:SC201 B-3a Runoff Area=4,036 sf 100.00%Impervious Runoff Depth>8.35" Pond 24P:DMH-2 Peak Elev=174.19' Inflow=4.4 cfs 0.357 of Tc=5.0 min CN=98 Runoff=0.8 cfs 0.065 of 15.0" Round Culvert n=0.013 L=77.0' S=0.0049'P Outflow=4.4 cfs 0.357 of Subcatchment 18S:SC201 F-1 Runoff Area=17.031 sf 66.95%Impervious Runoff Depth>6.91" Pond 26P:DMH-8 Peak Elev=174.19' Inflow=0.6 cfs 0.041 of Tc=5.0 min CN=86 Runoff=3.1 cfs 0.225 of 12.0" Round Culvert n=0.013 L=44.0' S=0.0050 T Outflow=0.6 cfs 0.041 of Subcatchment 19S:SC201F-4 Runoff Area=447 sf 0.00%Impervious Runoff Depth>3.90" Pond 27P:FI-2 Peak Elev=174.19' Inflow=0.8 cfs 0.065 of Tc=5.0 min CN=61 Runoff=0.0 cfs 0.003 of 12.0" Round Culvert n=0.013 L=30.0' S=0.0050'P Outflow=0.8 cfs 0.065 of Subcatchment 20S:SC201 H-2 Runoff Area=1,669 sf 21.99%Impervious Runoff Depth>4.86" Pond 28P:CB-2 Peak Elev=174.19' Inflow=0.4 cfs 0.028 of Tc=5.0 min CN=69 Runoff=0.2 cfs 0.016 of 12.0" Round Culvert n=0.013 L=33.0' S=0.0048'/' Outflow=0.4 cfs 0.028 of Subcatchment 21S:SC201 C-2 Runoff Area=3,284 sf 21.35%Impervious Runoff Depth>4.74" Pond 29P:FI-1 Peak Elev=174.19' Inflow=0.2 cfs 0.013 of Tc=5.0 min CN=68 Runoff=0.4 cfs 0.030 of 12.0" Round Culvert n=0.013 L=45.0' S=0.0049'/' Outflow=0.2 cfs 0.013 of Subcatchment 38S:SC201 B-2b Runoff Area=3,661 sf 100.00%Impervious Runoff Depth>8.35" Pond 30P:FI-4 Peak Elev=173.18' Inflow=0.2 cfs 0.016 of Tc=5.0 min CN=98 Runoff=0.7 cfs 0.059 of 15.0" Round Culvert n=0.013 L=60.0' S=0.0050'P Outflow=0.2 cfs 0.016 of Subcatchment 39S:SC201 B-3b Runoff Area=3,986 sf 100.00%Impervious Runoff Depth>8.35" Pond 31 P:DMH-11 Peak Elev=173.15' Inflow=4.4 cfs 0.300 of Tc=5.0 min CN=98 Runoff=0.8 cfs 0.064 of 18.0" Round Culvert n=0.013 L=43.0' S=0.0049'P Outflow=4.4 cfs 0.300 of Reach 1R: Inflow=8.8 cfs 0.529 of Pond 32P:DMH-9 Peak EIev=172.90' Inflow=4.4 cfs 0.300 of Outflow=8.8 cfs 0.529 of Primary=4.4 cfs 0.297 of Secondary=0.5 cfs 0.004 of Outflow=4.4 cfs 0.300 of Reach 2R: Inflow=3.4 cfs 0.580 of Pond 33P:DMH-10 Peak Elev=174.76' Inflow=6.1 cfs 0.515 of Outflow=3.4 cfs 0.580 of 18.0" Round Culvert n=0.013 L=64.0' S=0.0050'/' Outflow=6.1 cfs 0.515 of Pond 1P:SIG-1 Peak EIev=170.39' Storage=4,332 cf Inflow=3.5 cfs 0.739 of Pond 36P:CB-3 Peak EIev=173.24' Inflow=l.1 cfs 0.078 of Discarded=0.0 cfs 0.075 of Primary=3.4 cfs 0.580 of Outflow=3.4 cfs 0.655 of 15.0" Round Culvert n=0.013 L=8.0' S=0.0050'P Outflow=1.1 cfs 0.078 of Pond 3P:SIG-3 Peak Elev=172.38' Storage=5,696 cf Inflow=10.0 cfs 0.824 of Pond 37P:CB-4 Peak EIev=173.85' Infiow=1.6 cfs 0.129 of Discarded=0.1 cfs 0.206 of Primary=8.8 cfs 0.529 of Outflow=8.9 cfs 0.736 of 12.0" Round Culvert n=0.013 L=36.0' S=0.0050'/' Outflow=1.6 cfs 0.129 of Pond 4P:Dry Pond Peak EIev=174.06' Storage=9,192 cf Inflow=9.4 cfs 0.743 of Pond 40P:DMH-5 Peak EIev=173.74' Inflow=7.7 cfs 0.644 of Outflow=3.5 cfs 0.739 of 18.0" Round Culvert n=0.013 L=75.0' S=0.00497' Outflow=7.7 cfs 0.644 of Pond 5P:BRA-1 Peak EIev=175.24' Storage=976 cf Inflow=3.1 cfs 0.225 of Pond 41 P:DMH-6 Peak EIev=173.03' Inflow=7.7 cfs 0.644 of Oufflow=3.1 cfs 0.207 of 18.0" Round Culvert n=0.013 L=34.0' S=0.0050'P Outflow=7.7 cfs 0.644 of Pond 6P:FI-5 Peak EIev=175.16' Storage=550 cf Inflow=1.7 cfs 0.162 of Pond 42P:FI-6 Peak Elev=173.33' Inflow=1.6 cfs 0.128 of Outflow=1.7 cfs 0.153 of 12.0" Round Culvert n=0.013 L=26.0' S=0.0050'/' Outflow=1.6 cfs 0.128 of Pond 7P:DMH-3 Peak EIev=174.36' Inflow=6.1 cfs 0.515 of Pond OGS:Oil/Grit Separator Inflow=4.4 cfs 0.297 of 18.0" Round Culvert n=0.013 L=131.0' S=0.0050 7' Outflow=6.1 cfs 0.515 of Primary=4.4 cfs 0.297 of Pond 22P:FI-7 Peak EIev=174.06' Inflow=0.3 cfs 0.023 of Link DP-1:Lake Inflow=25.0 cfs 2.804 of 12.0" Round Culvert n=0.013 L=43.0' S=0.00497' Outflow=0.3 cfs 0.023 of Primary=25.0 cfs 2.804 of Pond 23P:CB-1 Peak Elev=174.97' Inflow=3.2 cfs 0.251 of Link DP-2:Ex.Closed System Inflow=3.3 cfs 0.227 of 12.0" Round Culvert n=0.013 L=15.0' S=0.0053'P Outflow=3.2 cfs 0.251 of Primary=3.3 cfs 0.227 of 15078-POST-DEV 161025 Type Ill 24-hr 100 Year Rainfall=8.60" 15078-POST-DEV 161025 Type 111 24-hr 100 Year Rainfall=8.60" Prepared by SMRT_Inc. Printed 10/25/2016 Prepared by SMRT_,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729©2015 HydroCAD Software Solutions LLC Page 191 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Page 192 Link DP-3:Ex.Field Summary for Subcat0hment 1S:SC201A-1 Primary=0.0 cfs 0.000 of Total Runoff Area=10.046 ac Runoff Volume=3.516 of Average Runoff Depth=4.20" Runoff = 16.7 cis @ 12.24 hrs, Volume= 1.695 af, Depth> 3.19" 82.13%Pervious=8.250 ac 17.871/6 Impervious=1.796 ac Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-24.00 hrs,dt=0.02 hrs Type III 24-hr 100 Year Rainfall=8.60" Area(sf) CN Description 143 98 Paved parking 532 53 Porous Pavers ' 722 53 Porous Pavers 851 53 Grass Pavers 671 53 Grass Pavers 13,707 48 Brush,Good,HSG B 4,533 61 >75%Grass cover,Good,HSG B 37,962 55 Woods,Good,HSG B 80,454 55 Woods,Good,HSG B 138.277 55 Woods,Good,HSG B 277,852 55 Weighted Average 277,709 99.95%Pervious Area 143 0.05%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.2 50 0.0875 0.07 Sheet Flow, Woods:Dense underbrush n=0.800 P2=3.60" 1.4 380 0.0840 4.67 Shallow Concentrated Flow, Unpaved Kv=16.1 fps 2.9 560 0.0410 3.26 Shallow Concentrated Flow, Unpaved Kv=16.1 fps 1.3 398 0.1010 5.12 Shallow Concentrated Flow, Unpaved Kv=16.1 fps 16.8 1,388 Total 15078-POST-DEV 161025 Type 11124-hr 100 Year Rainfall=8.60" 15078-POST-DEV-1 61025 Type 11124-hr 100 Year Rainfall=8.60" Prepared by SMRT_Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD810.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Page 193 HydroCAD®10.00-16 s/n 00729 0 2015 HydroCAD Software Solutions LLC Page 194 Subcatchment 1S:SC201 A-1 Summary for Subcatchment 2S:SC201 B-4 Hydrograph Runoff = 0.7 cfs Ca 12.07 hrs, Volume= 0.058 af, Depth> 8.35" 18 (7 Runof/ Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-24.00 hrs,dt=0.02 hrs Type III Z4 hr Type III 24-hr 100 Year Rainfall=8.60" s' _. 5; 100 Year Rainfall=8:60" Area(sf) CN Description 14. ,3: ...Runoff,Area=277;852 sf' 4 3.602 98 Roofs 2 . Runoff Volume-1.695 of 3,602 100.00%Impervious Area '—a 10 Runoff.Depth>3.19".. Tc Length Slope Velocity Capacity Description 0 9. ' ;. (min) (feet) (ft/ft) (ft/sec) (cfs) s 6_ Flow Length-1,388' 5.0 Direct Entry,Min Tc 7- .-Tc-16.8 min, 6` CN-55 Subcatchment 2S:SC201B-4 5- ... -...._. ... .... .._. Hydrograph 2' .. _...'.... .. ..._'.. 0.75 _... o.rm 6 .. ' : 0.7. TYP.eIII 24 hr 0 1 2 3 4 5 6 7 8 9 10 11 12 13 ,4 ,5 16 ,7 ,8 19 20 21 22 23 24 0.65- Time(hours) 100 Year Rainfali_8.60". ..... ._._ ... 0.6.:: 0.55.: Runoff Area=— f3`602 sf 0.5 Runoff.Volume=0.058 of 645 Runoff-Depth>8.35" 3 0.4: ~ u: 0.35Tc_5.0 min. . 0.3 ' -CN: 98 0.25 0.15' 01 0.05: 0_ 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) 15078-POST-DEV 161025 Type 11124-hr 100 Year Rainfall=8.60" 15078-POST-DEV161025 Type 11124-hr 100 Year Rainfall=8.60" Prepared by SMRT_Inc. Printed 10/25/2016 Prepared by SMRT_Inc. Printed 10/25/2016 HydroCAD010.00-16 s/n 00729 02015 HydroCAD Software Solutions LLC Page 195 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Page 196 Summary for Subcatchment 3S:SC201C-1 Summary for Subcatchment 4S:SC201D Runoff = 0.3 cfs @ 12.07 hrs, Volume= 0.022 at, Depth> 5.22" Runoff = 1.5 cfs @ 12.08 hrs, Volume= 0.106 af, Depth> 3.79" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-24.00 hrs,dt=0.02 hrs Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-24.00 hrs,dt=0.02 hrs Type III 24-hr 100 Year Rainfall=8.60" Type III 24-hr 100 Year Rainfall=8.60" Area(sf) CN Description Area(sf) CN Description 684 98 Paved parking,HSG B 132 98 Paved parking 1,537 61 >75%Grass cover,Good,HSG B 508 53 Porous Pavers 2,221 72 Weighted Average 12,323 61 >75%Grass cover,Good,HSG B 1,537 69.20%Pervious Area 1,630 55 Woods,Good,HSG B 684 30.80%Impervious Area 14,593 60 Weighted Average 14,461 99.10%Pervious Area Tc Length Slope Velocity Capacity Description 132 0.90%Impervious Area (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry,Min To To Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) Subcatchment 3S:SC201 C-1 5.0 Direct Entry,Min Tc Hydrograph Subcatchment 4S:SC201 D 0.36- ...:..._. .... .._.. .�..... ❑Runon Hydrograph 0.34 0.32` Type III 24-hr..... 03. 1:00 Year Rainfall-8.6 026 Rainfall=8.61 Type III 24-hr 1.21s -Runoff Area=2,221-sf 100 Year Rainfall-8.60" 022= Runoff Volume-0.022 of Runoff Area--14,593 sf S 02,, -Runoff Depth>5 221' Runoff Volume=0.106 of 016 Tc 5.0 min ' 0,6_ 1 Runoff Dep h>3.79" 0.14- CN=72 i Tc=5.0 min 01- . .=60 0.06 0.04 0.02 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) D D [-771 © I= F-71 © © LTJ 15078-POST-DEV 161025 Type 11124-hr 100 Year Rainfall=8.60" 15078-POST-DEV_161025 Type 111 24-hr 100 Year Rainfall=8.60" Prepared by SMRT_Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD010.00-16 s/n 00729 @2015 HydroCAD Software Solutions LLC Page 197 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Page 198 Summary for Subcatchment 5S:SC201 E Summary for Subcatchment 6S:SC201 F-3 Runoff 3.2 cfs @ 12.12 hrs, Volume= 0.251 at, Depth> 4.98" Runoff = 0.2 cfs @ 12.08 hrs, Volume= 0.013 af, Depth> 4.74" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-24.00 hrs,dt=0.02 hrs Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-24.00 hrs,dt=0.02 hrs Type III 24-hr 100 Year Rainfall=8.60" Type III 24-hr 100 Year Rainfall=8.60" Area(sf) CN Description Area(sf) CN Description 8,802 98 Paved parking 264 98 Paved parking,HSG B 4,431 61 >75%Grass cover,Good,HSG B 307 61 >75%Grass cover,Good,HSG B 4,519 55 Woods,Good,HSG B 880 61 >75%Grass cover,Good,HSG B ' 8,583 55 Woods,Good,HSG B 1,451 68 Weighted Average 26,335 70 Weighted Average 1,187 81.81%Pervious Area 17,533 66.58%Pervious Area 264 18.19%Impervious Area 8,802 33.42%Impervious Area Tc Length Slope Velocity Capacity Description Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry,Min To 7.0 50 0.0700 0.12 Sheet Flow, Woods:Light underbrush n=0.400 P2=3.60" Subcatchment 6S:SC201 F-3 0.9 236 0.0680 4.20 Shallow Concentrated Flow, Unpaved Kv=16.1 fps Hydrograpn 0.7 126 0.0220 3.01 Shallow Concentrated Flow, 0.21-1 n Runon Paved Kv=20.3 fps 0.2 8.6 412 Total 019 ' Type,lll 24-hr Subcatchment 5S:SC201E 017; 100 Year Rainfall=8.60" 0.16 Hydrograph 0.15 '. .:Runoff.Area=1,451 Sf 014 Runoff.Volume=0.0:18 of ❑Runotf 3 0 13 - T.Ype III 24-h; _ ,z a;; Runoff..:Depth>4 74' 0 0, Tc 5.0 min 3 1.00 Year Rainfall_8.60" 006 CN--68 Runoff Area=26,335 sf 007 0.06 Runoff. Volume=0.251 of 0.05i 2- Runoff Depth>4.98r; 003:' .._ _.._ ;... -....... 30.02 .... .... _... .'';....- Flow Length;-412 0.0, Tc=8.6 min 1 2 3 4 5 6 7 8 9 10 11 1'2 13 14 15 16 17 18 19 20 21 22 23 24 ......', ., ... ..._.. _ ;.... Time(hours) CN=70 0- 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) 15078-POST-DEV 161025 Type///24-hr 100 Year Rainfall=8.60" 15078-POST-DEV 161025 Type 111 24-hr 100 Year Rainfall=8.60" Prepared by SMRT_Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Page 199 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Page 200 Summary for Subcatchment 7S:SC201 G Summary for Subcatchment 8S:SC201 H-1 Runoff = 1.7 cfs @ 12.22 hrs, Volume= 0.162 at, Depth> 3.90" Runoff = 1.1 cfs @ 12.07 hrs, Volume= 0.078 at, Depth> 6.18" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-24.00 hrs,dt=0.02 hrs Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-24.00 hrs,dt=0.02 hrs Type III 24-hr 100 Year Rainfall=8.60" Type III 24-hr 100 Year Rainfall=8.60" Area(sf) CN Description Area(sf) CN Description ` 248 98 Paved parking 3,442 98 Paved parking 797 53 Porous Pavers,HSG B 428 53 Porous Pavers 16,355 61 >75%Grass cover,Good,HSG B 2,401 61 >75%Grass cover,Good,HSG B 4,382 61 >75%Grass cover,Good,HSG B 289 61 >75%Grass cover,Good,HSG B 21,782 61 Weighted Average 6,560 80 Weighted Average 21,534 98.86%Pervious Area 3,118 47.53%Pervious Area 248 1.14%Impervious Area 3,442 52.47%Impervious Area Tc Length Slope Velocity Capacity Description Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 40 0.0068 0.04 Sheet Flow, 5.0 Direct Entry,Min Tc Woods:Light underbrush n=0.400 P2=3.60" 0.4 90 0.0560 3.81 Shallow Concentrated Flow, Subcatchment 8S:SC201 H-1 Unpaved Kv=16.1 fps 15.4 130 Total Hydrograph Subcatchment 7S:SC201 G R�na11 Hydrograph LTRpn 11.24 hr..... ear Rainfall-8.60 a, ff Area=6;560 sf Type 111 24 hr ff Volume-0.078.of 100 Year Rainfall 8.60" f Depth>6.18" Runoff Area=21,782 sf 0 min Runoff Volume=0.162'of 0 Runoff Depth>3.90':` LL Flow,Length=1;30' Tc-15.4min CN-6:1 - a 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 18 17 18 19 20 21 22 23 24 Time(hours) 0- 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) a o © o o a a o 0 0 0 0 o 15078-POST-DEV 161025 Type 11124-hr 100 Year Rainfall=8.60" 15078-POST-DEV 161025 Type 11124-hr 100 Year Rainfall=8.60" Prepared by SMRT_Inc. Printed 10/25/2016 Prepared by SMRT_Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Page 201 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Page 202 Summary for Subcatchment 9S:SC202A Summary for Subcatchment 10S:SC201A-2 Runoff = 3.3 cfs @ 12.07 hrs, Volume= 0.227 af, Depth> 6.06" Runoff = 0.3 cfs @ 12.08 hrs, Volume= 0.023 af, Depth> 4.02" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-24.00 hrs,dt=0.02 hrs Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-24.00 hrs,dt=0.02 hrs Type III 24-hr 100 Year Rainfall=8.60" Type III 24-hr 100 Year Rainfall=8.60" Area(sf) CN Description Area(sf) CN Description 10,330 98 Paved parking 149 98 Paved parking,HSG B ' 746 53 Porous Pavers,HSG B 348 53 Porous Pavers ' 1,692 53 Porous Pavers,HSG B 2,471 61 >75%Grass cover.Good,HSG B 5,464 61 >75%Grass cover,Good,HSG B 2,968 62 Weighted Average 1,376 61 >75%Grass cover.Good,HSG B 2,819 94.98%Pervious Area 19,608 79 Weighted Average 149 5.02%Impervious Area 9,278 47.32%Pervious Area 10,330 52.68%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) Tc Length Slope Velocity Capacity Description 5.0 Direct Entry,Min To (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry,Min To Subcatchment 10S:SC201 A-2 Subcatchment 9S:SC202A Hydrograpn Hydrograph 0.36- _ , i_ _ ❑Runoff 0.34 ° a _ 0.32 Type 111 24 h r 03-- 100 Year Rainfall-8.60" Type 111 24 hr 026 3 100 Year Rainfall_8.60' 626 Runoff.Area_2,968.sf. 024 Runoff Volume 0.023 of Runoff Area_19,608 sf _622 Runoff.Volume_0.227,of 02: Runoff Depth>4 0 i.w Tc-5.0:;min 2- Runoff Depth>6 06':' 0.16 Tc_5.0 min 0.14- CN_62 s 012 CN 7.9 o, _. 0.06. 00 004, _.. i 0.02_ 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) 0- 0 1 2 3 4 5 6 7 6 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) 15078-POST-DEV 161025 Type l//24-hr 100 Year Rainfall=8.60" 15078-POST-DEV-1 61025 Type/H 24-hr 100 Year Rainfall=8.60" Prepared by SMRT_Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 0 2015 HydroCAD Software Solutions LLC Page 203 HydroCAD®10.00-16 s/n 00729 0 2015 HydroCAD Software Solutions LLC Page 204 Summary for Subcatchment 11 S:SC201 F-2 Summary for Subcatchment 12S:SC201 B-1 Runoff = 0.4 cfs @ 12.07 hrs, Volume= 0.028 af, Depth> 7.75" Runoff = 0.8 cfs Ca 12.07 hrs, Volume= 0.062 af, Depth> 8.35" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-24.00 hrs,dt=0.02 hrs Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-24.00 hrs,dt=0.02 hrs Type III 24-hr 100 Year Rainfall=8.60" Type III 24-hr 100 Year Rainfall=8.60" Area(sf) CN Description Area(sf) CN Description 1,658 98 Paved parking 3,892 98 Roofs 240 61 >75%Grass cover,Good,HSG B 3,892 100.00%Impervious Area 1,898 93 Weighted Average 240 12.64%Pervious Area Tc Length Slope Velocity Capacity Description 1,658 87.36%Impervious Area (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry,Min Tc Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) Subcatchment 12S:SC201B-1 5.0 Direct Entry,Min Tc Hydrograph Subcatchment 11 S:SC201 F-2 0.85 Hydrograph 0.8. 0 7s Typ Y r:: ❑Runoft 0.4 _l 0.7 Rainfall= 8.60"100 r R nfall 8.6 Year ai 0 - 036: '. T,YPe:all 24 hr ° °' ::... °06 Runoff Area_3,892sf _.. a3 1.00 Year Rainfall_8.60 055: Runoff-Volume=0.062 of 03. Runoff Area=1�08_sf - --__ -- „ ;.-,.A ,;.;:__ 0<5 .,,Runoff-Depth>835',:_:- ` 0.26 0.26 Runoff Volume=0.028 of a.4 .-Tc-5.0-min--..- g 0.24- ' > - ' .Runoff:Depth>7 75: :i _ _ Oa3 CN-08 0 22 o.z- ...Tc_5.0 inlrl 025 0.16 - -- - o,fi CN 93 0.2- 0.12- 01 or. _..,_ _.... _: _: _ ._ 0.0 0.06 a 06' _. 0 1 2 3 4 5 8 7 8 9 10 11 12 13 14 15 18 17 18 19 20 21 22 23 24 004. ' ..._;- ,.._�. :-....' .....:..: :.... ..... .;__... ..;..._ Time(houre) 0.02- 0 .02=0= 0 , 2 3 4 5 6 7 8 9 10 11 12 13 14 15 18 17 18 19 20 21 22 23 24 Time(hours) 15078-POST-DEV 161025 Type 11124-hr 100 Year Rainfall=8.60" 15078-POST-DEV 161025 Type 11124-hr 100 Year Rainfall=8.60" Prepared by SMRT_Inc. Printed 10/25/2016 Prepared by SMRT_,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Page 205 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Page 206 Summary for Subcatchment 135:SC201 B-2a Summary for Subcatchment 14S:SC201 B-6 Runoff = 0.9 cfs @ 12.07 hrs, Volume= 0.070 af, Depth> 8.35" Runoff = 0.8 cfs @ 12.07 hrs, Volume= 0.062 af, Depth> 8.35" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-24.00 hrs,dt=0.02 hrs Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-24.00 hrs,dt=0.02 hrs Type III 24-hr 100 Year Rainfall=8.60" Type III 24-hr 100 Year Rainfall=8.60" Area(sf) CN Description Area(sf) CN Description 4,379 98 Roofs 3.855 98 Roofs 4,379 100.00%Impervious Area 3,855 100.00%Impervious Area Tc Length Slope Velocity Capacity Description Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry,Min Tc 5.0 Direct Entry,Min Tc Subcatchment 13S:SC201 B-2a Subcatchment 14S:SC201 B-6 Hydrograph Hydrograph 0.85z - _ �Runofl .'' _'. . ..' '..... ❑Runoff 09' oea. 08 oeae Type-111 065; 075: ';. Type 11124 0.6 _ 0.7 100-Year Ra nfall_8.60 65. 100 Year - _. 0.7 - Runoff Area=4,379 sf 0.6 Runoff Area;=3,855sf. 0.65` : Runoff Runoff Volume=0.0.70-af 055- Runoff Votume-0.062 of :--' E 0.55 L noff Depth>8.351' 05 Runoff Depth>8.35" 05 0.45 3 5.0 min 04Tc_5-0 min0.4 ...; .__. _. 0.35=0.35 =9:8 0.3CN_980.30.25. 0.250.202:0.15015-0.1 0.1 005 0.05_0 0-3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 0 1 2 3 4 5 8 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) Time(hours) - 15078-POST-DEV 161025 Type 11124-hr 100 Year Rainfall=8.60" 15078-POST-DEV-1 61025 Type 111 24-hr 100 Year Rainfall=8.60" Prepared by SMRT_Inc. Printed 10/25/2016 Prepared by SMRT Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 @2015 HydroCAD Software Solutions LLC Page 207 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Page 208 Summary for Subcatchment 15S:SC201 B-7 Summary for Subcatchment 16S:SC201 B-5 Runoff = 1.8 cfs @ 12.07 hrs, Volume= 0.141 at, Depth> 8.35" Runoff = 0.7 cfs @ 12.07 hrs, Volume= 0.058 af, Depth> 8.35" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-24.00 hrs,dt=0.02 hrs Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-24.00 hrs,dt=0.02 hrs Type III 24-hr 100 Year Rainfall=8.60" Type III 24-hr 100 Year Rainfall=8.60" Area(sf) CN Description Area(sf) CN Description 8,826 98 Roofs 3.653 98 Roofs 8,826 100.00%Impervious Area 3,653 100.00%Impervious Area Tc Length Slope Velocity Capacity Description Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry,Min Tc 5.0 Direct Entry,Min Tc Subcatchment 15S:SC201 B-7 Subcatchment 16S:SC201 B-5 Hydrograph Hydrograph _ Runol/ y r7 Runolf 0.8 isae 075 Type III 24-hr ! 07LOph 1 24 hr 1.00 Year Rainfall_8.60" °.65= ar...Rainfall-8.60"r 0.60.4 : Runoff Area_8826 sf 0.55. Ar ea�3,653 isf ;.. Runoff Volume_0.1;41 of 0.5 Volume 0.058 of Runoff Depth>8 35' __ y 0< Depth>8 35" Tc Z.0 min 035`. min CN=98 0.3 ...0 25. 0.05 p_ 0- 0 1 2 3 4 5 6 7 B 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) Time(hours) 15078-POST-DEV 161025 Type 11124-hr 100 Year Rainfall=8.60" 15078-POST-DEV-1 61025 _ Type 11124-hr 100 Year Rainfall=8.60" Prepared by SMRT,_Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Page 209 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Paae 210 Summary for Subcatchment 17S:SC201 B-3a Summary for Subcatchment 18S:SC201 F-1 Runoff 0.8 cfs @ 12.07 hrs, Volume= 0.065 af, Depth> 8.35' Runoff = 3.1 cfs Co) 12.07 hrs, Volume= 0.225 af, Depth> 6.91" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-24.00 hrs,dt=0.02 hrs Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-24.00 hrs,dt=0.02 hrs Type III 24-hr 100 Year Rainfall=8.60" Type III 24-hr 100 Year Rainfall=8.60" Area(sf) CN Description Area(sf) CN Description 4,036 98 Roofs,HSG B 764 98 Bioretention Area 4,036 100.00%Impervious Area 10,638 98 Paved parking 4,174 61 >75%Grass cover,Good,HSG B Tc Length Slope Velocity Capacity Description 1,455 61 >75%Grass cover,Good,HSG B (min) (feet) (ft/ft) (ft/sec) (cfs) 17,031 86 Weighted Average 5.0 Direct Entry,Min Tc 5,629 33.05%Pervious Area 11,402 66.95%Impervious Area Subcatchment 17S:SC201 B-3a Tc Length Slope Velocity Capacity Description Hydrograph (min) (feet) (ft/ft) (ft/sec) (cfs) os . uoEntry,Min 008' Type 111 24-hr. oan, Subcatchment 18S:SC201 F-1 0.75 ` r ., _ .... Hydrograph 0, 1:00 Year Rainfall=8.60' 0.65: Runoff Area=4,036 sf. __! TYPO 05_ Runoff Volume=0...065 of 3_ T e III 24-hr 05: Runoff De th>8 35'. 100 Year Rainfall=8.60 055; 045' p 0.41Tc_50 min. Runoff Area_17,031 sf 035-, CN-98 Runoff Volume=0.225 of 0.3-1 u 2.. 025 ' Runoff Depth>6.91'' 02.. c 0.15-, Tc=5.0 min 0.,= CN_86 0.05- .. ....__. .. - "_. .... 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) 0 0 i� 2 3 4� 5��67 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) I 15078-POST-DEV 161025 Type 111 24-hr 100 Year Rainfall=8.60" 15078-POST-DEV 161025 Type 111 24-hr 100 Year Rainfall=8.60" Prepared by SMRT_Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD010.00-16 s/n 00729 02015 HydroCAD Software Solutions LLC Page 211 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Page 212 Summary for Subcatchment 19S:SC201 F-4 Summary for Subcatchment 20S:SC201 H-2 Runoff = 0.0 cfs Ca 12.08 hrs, Volume= 0.003 at, Depth> 3.90" Runoff = 0.2 cfs @ 12.08 hrs, Volume= 0.016 at, Depth> 4.86" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-24.00 hrs,dt=0.02 hrs Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-24.00 hrs,dt=0.02 hrs Type III 24-hr 100 Year Rainfall=8.60" Type III 24-hr 100 Year Rainfall=8.60" Area(sf) CN Description Area(sf) CN Description 447 61 >75%Grass cover,Good,HSG B 367 98 Paved parking 447 100.00%Pervious Area 514 61 >75%Grass cover,Good,HSG B 788 61 >75%Grass cover,Good,HSG B Tc Length Slope Velocity Capacity Description 1,669 69 Weighted Average (min) (feet) (ft/ft) (ft/sec) (cfs) 1,302 78.01%Pervious Area 5.0 Direct Entry,Min Tc 367 21.99%Impervious Area Subcatchment 19S:SC201 F-4 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) Hydrograph 5.0 Direct Entry,Min Tc 0.95; ' LUnL oa, Subcatchment 0S.SC201H 2 24-h'r �Hydrograph 2 9.°45- ' - r Rainfall_8.6O'.- 025 „Ru na„ 0.°' rea=44Z sf._. 024 0.23- Type 23 Type 111-24 h i d 0.935 olume-0,003 of 922 _. °02 Year Rainfall 8.60" 0.03 epthA 90''.. 0,9 ' 1.00 0.025 in . o,8 RunoffArea=1,669 sf0,6 0160.02= 6r0,5 - :Runoff:Volume 0 of 014 Runoff.Depth>4.8 ..: 0.0,5 ; o- :3Tc'S.O_min0.0o 009. ' ..CN_69: 0.99 . 008, ' . 907, :.. 006: ..._ ..,...._. .. ..:-_.. ..__.._._...... ..,_..:.. - 005 0 1 2 3 4 5 8 7 8 9 10 11 12 13 14 15 16 117-1'8' 19 20 21 22 23 24 0041 Time(hours) _.:.. ... _:. _'.... 0.03 -.. _ ...._ .... �.. 0.02: .... .._:... ...:_-.... ..:.....:.....:....a.. .._:_ .. 0.01- 0` 0 1 2 3 4 5 6 7 8 9 10 11-1'2'-1'3'-1'4 15 18 1'7_"'1'8' 19 20 21 22 23 24 Time(hours) 15078-POST-DEV 161025 Type 11124-hr 100 Year Rainfall=8.60" 15078-POST-DEV 161025 Type 11124-hr 100 Year Rainfall=8.60" Prepared by SMRT_Inc. Printed 10/25/2016 Prepared by SMRT_,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Page 213 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Pane 214 Summary for Subcatchment 21 S:SC201C-2 Summary for Subcatchment 38S:SC201B-2b Runoff = 0.4 cfs @ 12.08 his, Volume= 0.030 af, Depth> 4.74" Runoff = 0.7 cfs @ 12.07 hrs, Volume= 0.059 af, Depth> 8.35" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-24.00 hrs,dt=0.02 hrs Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-24.00 hrs,dt=0.02 hrs Type III 24-hr 100 Year Rainfall=8.60" Type III 24-hr 100 Year Rainfall=8.60" Area(sf) CN Description Area(sf) CN Description 701 98 Paved parking,HSG B 3,661 98 Roofs,HSG B 463 53 Pavers 3,661 100.00%Impervious Area 2,042 61 >75%Grass cover,Good,HSG B 78 61 >75%Grass cover,Good,HSG B Tc Length Slope Velocity Capacity Description 3,284 68 Weighted Average (min) (feet) (ft/ft) (ft/sec) (cfs) 2,583 78.65%Pervious Area 5.0 Direct Entry,Min Tc 701 21.35%Impervious Area Subcatchment 38S:SC201 B-2b Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) Hydrograph 5.0 Direct Entry,Min Tc ❑n��m, Subcatchment 21 S:SC201C-2 °o, - Type:III 24-hr Hydrograph 0-65- 0.6- -; .65 ..100 Year Rainfall-8.60". 0.46 F-113—ft 0.6' Runoff Area=3,661 'sf 0 46 .... 0 044 0.4 d.- . .:. - _.. 042; ; Type III'24-hr 05, ' Runoff r/olume 0 Q59 of 04 100 Year Rainfall_8.60" ;°04. Runoff Depth>8 35 0 36: 0.36: 034 Runoff Area=3;284 sf, 0.35_ Tc 5;0 min 003` Runoff Vo.lume_0.030 of 0.3- CN;_9,8 , m 0 28' __-. _ .... ....... 0.251 L zs Runoff-Depth>4.74" o 0.24, oz. " 0.22- Tc=5.0 min..; 0.1 0.2 0.18 , CN_68 0,. ' .., .'. -.. 0.05. _. . 0.16- 0.14: .16-014 .. 012 0- 01: 0 1 2 3 4 5 6 7 8 9 10 11 12 13 Time(hours) 14 15 16 17 18 19 20 21 22 23 24 0.08'' 0.06.: - -_-'.. _.. ..... •....'. .... .... _.. 0.04: ... :.....;.. ..... .. --.. -_....... 0.02 - 0 0 1 2 3 4 5 8 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) 15678-POST-DEV 161025 Type 11124-hr 100 Year Rainfall=8.60" 15078-POST-DEV161025 Type 11124-hr 100 Year Rainfall=8.60" Prepared by SMRT_Inc. Printed 10/25/2016 Prepared by SMRT_Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Page 215 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Page 216 Summary for Subcatchment 39S:SC201 B-3b Summary for Reach 1 R: Runoff = 0.8 cfs @ 12.07 hrs, Volume= 0.064 af, Depth> 8.35" Inflow Area= 1.664 ac, 50.76%Impervious, Inflow Depth= 3.82" for 100 Year event Inflow = 8.8 cfs @ 12.12 hrs, Volume= 0.529 of Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-24.00 hrs,dt=0.02 hrs Outflow = 8.8 cfs @ 12.12 hrs, Volume= 0.529 af, Atten=0%, Lag=0.0 min Type III 24-hr 100 Year Rainfall=8.60" Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Area(sf) CN Description ' 3.986 98 Roofs Reach 1 R: 3,986 100.00%Impervious Area H dro ra h Y 9 P Tc Length Slope Velocity Capacity Description T Inflow (min) (feet) (ft/ft) (ft/sec) (cfs) a omnow 5.0 Direct Entry,Min Tc 9 Inflow Area-1.664 a C' Subcatchment 39S:SC201 B-3b 6.: Hydrograph 7- 6- S - -- 06= Type:III 24-hr.... 0.75' .. - ..._ o - 0.7. ' 100 Year Ra1nfall-8.60 4 ' 0.65: ; -Runoff Area_3,986 sf 3. 0.s 0.55. Ruhoff..VoIume_0.0.64 of 2. . ' 05 Runoff Depth>8 35" oas , ' _. LL 0.4. Tc5.0_mm 035- '. w' .gg-'. '., _-''.__ _-..' ._-. _ °- 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 0.3 TI—(hours) 0.25= ..... ... -....., - , _. 0.15' ... .. ...;. .... ..:_'- - - 0.05: 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 16 19 20 21 22 23 24 Time(hours) 15078-POST-DEV-1 61025 Type 11124-hr 100 Year Rainfall=8.60" 15078-POST-DEV-1 61025 Type 11124-hr 100 Year Rainfall=8.60" Prepared by SMRT Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD910.00-16 s/n 00729 02015 HydroCAD Software Solutions LLC Paoe 217 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Paoe 218 Summary for Reach 2R: Summary for Pond 1 P:SIG-1 Inflow Area= 1.553 ac, 45.75%Impervious, Inflow Depth> 4.48" for 100 Year event Inflow Area= 1.553 ac, 45.75%Impervious, Inflow Depth> 5.71" for 100 Year event Inflow = 3.4 cfs @ 12.41 hrs, Volume= 0.580 of Inflow = 3.5 cfs @ 12.37 hrs, Volume= 0.739 of Outflow = 3.4 cfs @ 12.41 hrs, Volume= 0.580 at, Atten=0%, Lag=0.0 min Outflow = 3.4 cfs @ 12.41 hrs, Volume= 0.655 af, Atten=2%, Lag=2.7 min Discarded = 0.0 cfs @ 5.90 hrs, Volume= 0.075 of Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Primary = 3.4 cfs Ca 12.41 hrs, Volume= 0.580 of Reach 2R: Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Peak Elev=170.39'g 12.41 hrs Surf.Area=1,798 sf Storage=4,332 cf Hydrograph Flood Elev=175.84' Surf.Area=1,798 sf Storage=4,570 cf . - fllnllow ,d ❑omnow Plug-Flow detention time=82.1 min calculated for 0.655 of(89%of inflow) Inflow'Area=1.553 '"�71 Center-of-Mass det.time=33.7 min(869.7-836.0) _l_ _._. Volume Invert Avail.Storage Storage Description 3- #1 166.22' 2,348 cf 31.00'W x 58.00'L x 4.50'H Prismatoid 8,091 cf Overall-2,222 cf Embedded=5,869 cf x 40.0%Voids #2 167.72' 2,222 cf ADS_StormTech SC-740 x 48 Inside#1 Effective Size=44.6"W x 30.0"H=>6.45 sf x 7.121=45.9 cf 2_ Overall Size=51.0"W x 30.0"H x 7.561 with 0.44'Overlap o Row Length Adjustment=+0.44'x 6.45 sf x 6 rows 4,570 cf Total Available Storage Device Routing Invert Outlet Devices #1 Primary 169.43' 15.0" Round Culvert(SD-1) L=20.0' CPP,square edge headwall, Ke=0.500 Inlet/Outlet Invert=169.43'/168.02' S=0.0705'/' Cc=0.900 n=0.013 Corrugated PE,smooth interior, Flow Area=1.23 sf 0 #2 Discarded 166.22' 1.020 in/hr Exfiltration over Surface area 0 1 2 3 a 5 6 7 e 9 10 11 12 13 14 15 16 n 1e 19 20 21 22 z3 is #3 Device 1 169.55' 8.0" Round Culvert(8"orifices)X 6.00 Time(hours) L=2.0' CPP,square edge headwall, Ke=0.500 Inlet/Outlet Invert=169.55'/169.53' S=0.0100'P Cc=0.900 n=0.013 Corrugated PE,smooth interior, Flow Area=0.35 sf Discarded OutFlow Max=0.0 cfs @ 5.90 hrs HW=166.32' (Free Discharge) L2=Exfiltration (Exfiltration Controls 0.0 cfs) �unary OutFlow Max=3.4 cfs @ 12.41 hrs HW=170.39' TW=0.00' (Dynamic Tailwater) 1=Culvert(SD-1) (Inlet Controls 3.4 cfs @ 3.33 fps) 3=Culvert(8"orifices) (Passes 3.4 cfs of 6.3 cfs potential flow) 15078-POST-DEV 161025 Type 11124-hr 100 Year Rainfall=8.60" 15078-POST-DEV 161025 Type 11124-hr 100 Year Rainfall=8.60" Prepared by SMRT_Inc. Printed 10/25/2016 Prepared by SMRT_,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Page 219 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Page 220 Pond 1 P:SIG-1 Summary for Pond 3P:SIG-3 Hydrograph Inflow Area= 1.664 ac, 50.76%Impervious, Inflow Depth> 5.94" for 100 Year event InflowInflow = 10.0 cfs @ 12.08 hrs, Volume= 0.824 of a 0 om+ww Outflow = 8.9 cfs @ 12.12 hrs, Volume= 0.736 af, Atten=11%, Lag=2.7 min Inflow Area_1.553 5°a ; ®°'a`a'ed 0 Primary Discarded = 0.1 cfs @ 9.24 hrs, Volume= 0.206 of Peak EIeV-170. Primary = 8.8 cfs @ 12.12 hrs, Volume= 0.529 of Storage=4,332 Cf Routing by Dyn-Ston-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs a Peak Elev=172.38'Qa 12.12 hrs Surt.Area=2,400 sf Storage=5,696 cf Flood Elev=175.84' Surf.Area=2,400 sf Storage=6,149 cf Plug-Flow detention time=(not calculated:outflow precedes inflow) z- ' Center-of-Mass det.time=21.0 min(812.6-791.6) Volume Invert Avail.Storage Storage Description #1 168.35' 3,100 cf 30.00'W x 80.00'L x 4.50'H Prismatoid 10,800 cf Overall-3,049 cf Embedded=7,751 cf x 40.0%Voids r #2 168.85' 3,049 cf ADS_StormTech S740 x 66 Inside#1 G Effective Size=44.6"W x 30.0"H=>6.45 sf x 7.121=45.9 cf 00de Overall Size=51.0"W x 30.0"H x 7.56'L with 0.44'Overlap 0 Row Length Adlustment=+0.44'x 6.45 sf x 6 rows 0 1 2 a 4 5 s i e s 10 11 12 is 14 1e 16 n 1e 19 20 21 22 za 24 6,149 cf Total Available Storage Time(hours) Device Routing Invert Outlet Devices #1 Primary 170.56' 18.0" Round Culvert(SD-12) L=16.0' CPP,square edge headwall, Ke=0.500 Inlet/Outlet Invert=170.56'/169.00' S=0.0975'P Cc=0.900 n=0.013, Flow Area=1.77 sf #2 Discarded 168.35' 2.410 in/hr Exfiltration over Surface area #3 Device 1 170.68' 8.0" Round Culvert(8"orifice)X 5.00 L=2.0' CPP,square edge headwall, Ke=0.500 Inlet/Outlet Invert=170.68'/170.66' S=0.0100'P Cc=0.900 n=0.013 Corrugated PE,smooth interior, Flow Area=0.35 sf D rded OutFlow, Max=0.1 cfs @ 9.24 hrs HW=168.42' (Free Discharge) ttExfiltration (Exfiltration Controls 0.1 cfs) Primary OutFlow Max=8.8 cfs Qa 12.12 hrs HW=172.37' TW=0.00' (Dynamic Tailwater) t1=Culvert(SD-12) (Inlet Controls 8.8 cfs @ 4.96 fps) 3=Culvert(8"orifice) (Passes 8.8 cfs of 9.8 cfs potential flow) D r__1 U D L� ■ �.7 ® '!�'' l r-71 LTJ LTJ D L�l D_J 15078-POST-DEV 161025 Type 11124-hr 100 Year Rainfall=8.60" 15078-POST-DEV_161025 Type 11124-hr 100 Year Rainfall=8.60" Prepared by SMRT_Inc. Printed 10/25/2016 Prepared by SMRT,Inc. - Printed 10/25/2016 HydroCAD010.00-1.6 s/n 00729 02015 HydroCAD Software Solutions LLC Page 221 HydroCAD®10 00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Page 222 Pond 3P:SIG-3 Summary for Pond 4P:Dry Pond Hydrograph _ Inflow Area= 1.553 ac, 45.75%Impervious, Inflow Depth> 5.74" for 100 Year event Fo-Inf-1-7--ii Inflow = 9.4 cfs @ 12.09 hrs, Volume= 0.743 of Discarded Outflow = 3.5 cfs @ 12.37 hrs, Volume= 0.739 af, Atten=63%, Lag=17.0 min Inflow Area 1.664 ac m Primary Primary = 3.5 cfs @ 12.37 hrs, Volume= 0.739 of Peak Elev=172.38r aa" Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Storage=5,696 aaa 6 Peak Ell 174.06'@ 12.37 cars Surf.Area=4,008 sf Storage=9,192 cf e; Flood Elev=174.25' Surf.Arl 4,167 sf Storage=9,967 cf Plug-Flow detention time=51.3 min calculated for 0.738 of(99%of inflow) Center-of-Mass det.time=48.3 min(836.0-787.76. ) : �- o s- Volume Invert AvaiLStorage Storage Description u #1 169.00 11,035 cf Custom Stage Data(Prismatic)Listed below(Recalc) 4_ 3: Elevation Surf.Area Inc.Store Cum.Store z J (feet) (sq-ft) (cubic-feet) (cubic-feet) 169.00 119 0 0 " 170.00 447 283 283 0:. 171.00 957 702 985 0 1 z a d s 6 i 8 9 10 11 12 13 ,a 15 ,e ,i 10 19 20 21 22 23 24 172.00 2,368 1,663 2,648 Time(hours) 173.00 3,141 2,755 5,402 174.00 3,957 3,549 8,951 174.50 4,377 2,084 11,035 Device Routing Invert Outlet Devices #1 Primary 169.40' 12.0" Round Culvert(SD-2) L=20.0' CPP,square edge headwall, Ke=0.500 Inlet/Outlet Invert=169.40'/169.30' S=0.0050'/' Cc=0.900 n=0.013, Flow Area=0.79 sf #2 Device 1 169.40' 5.0"Vert.Orifice/Grate C=0.600 #3 Device 1 173.75' 4.0'long Sharp-Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=3.5 cfs @ 12.37 hrs HW=174.06' TW=170.37' (Dynamic Tailwater) L5Culvert(SD-2) (Passes 3.5 cfs of 7.3 cfs potential flow) 2=Orifice/Grate (Orifice Controls 1.3 cfs @ 9.25 fps) 3=Sharp-Crested Rectangular Weir (Weir Controls 2.2 cfs @ 1.82 fps) 15078-POST-DEV-1 61025 Type 11124-hr 100 Year Rainfall=8.60" 15078-POST-DEV-1 61025 Type Ill 24-hr 100 Year Rainfall=8.60" Prepared by SMRT Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCADD 10.00-16 s/n 00729 0 2015 HydroCAD Software Solutions LLC Page 223 HydroCAD810.00-16 s/n 00729 0 2015 HydroCAD Software Solutions LLC Page 224 Pond 4P:Dry Pond Summary for Pond 5P:BRA-1 Hydrograpn Inflow Area= 0.391 ac, 66.95%Impervious, Inflow Depth> 6.91" for 100 Year event Fri miow Inflow 3.1 cis @ 12.07 hrs, Volume= 0.225 of e y °Pdmary Outflow - 3.1 cfs @ 12.08 hrs, Volume= 0.207 af, Atten=1%, Lag=0.8 min Inflow Area=1 553ac# Primary = 3.1 cis @ 12.08 hrs, Volume= 0.207 of , Peak Elev 174.06 Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs e- Peak Elev=175.24'g 12.08 hrs Surt Arge ea-841 sf Storage=976 cf Storage 9;192 Cf Flood Elev=175.50' Surf.Area=868 sf Storage=1,198 cf e= Plug-Flo = 7 of(92%of inflow) w detention time 67.1 min calculated for 0.20 L Center-of-Mass det.time=26.1 min(810.1-784.0) 5 ' Volume Invert Avail.Storage Storage Description 4 ' #1 172.00' 1,198 f Custom Stage Data(Prismatic)Listed below(Recalc) 3. Elevation Surf.Area Voids Inc.Store Cum.Store z. " (feet) (sq-ft) (%) (cubic-feet) (cubic-feet) rT 172.00 764 0.0 0 0 173.00 764 0.0 0 0 ° 174.00 764 0.0 0 0 0 1 2 3 4 5 8 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 174.50 764 100.0 362 362 Time(hours) 175.50 868 100.0 816 1,198 Device Routing Invert Outlet Devices #1 Primary 171.75' 12.0" Round Culvert(SD-17) L=93.0' CPP,projecting,no headwall, Ke=0.900 Inlet/Outlet Invert=171.75'/171.29' S=0.0049'P Cc=0.900 n=0.013 Corrugated PE,smooth interior, Flow Area=0.79 sf #2 Device 1 175.00' 24.0"x 24.0"Horiz.Orifice/Grate C=0.600 Limited to weir flow at low heads �rimary OutFlow Max=3.1 cis @ 12.08 hrs HW=175.24' TW=173.10' (Dynamic Tailwater) 1=Culvert(SD-17) (Passes 3.1 cis of 4.2 cis potential flow) 2=Orifice/Grate (Weir Controls 3.1 cis @ 1.60 fps) �� F-71 L.J =3 © L-� 1-1 �,.t Q L-ted C.� 1_71 ED 15078-POST-DEV 161025 Type 111 24-hr 100 Year Rainfall=8.60" 15078-POST-DEV 161025 Type///24-hr 100 Year Rainfall=8.60" Prepared by SMRT_Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 0 2015 HydroCAD Software Solutions LLC Page 225 HydroCAD®10.00-16 s/n 00729 0 2015 HydroCAD Software Solutions LLC Pace 226 Pond 5P:BRA-1 Summary for Pond 6P:R-5 Hydrograpb - - Inflow Area= 0.500 ac, 1.14%Impervious, Inflow Depth> 3.90" for 100 Year event Niew Inflow = 1.7 cfs @ 12.22 hrs, Volume= 0.162 of t3., °Primary Outflow = 1.7 cfs @ 12.23 hrs, Volume= 0.153 af, Atten=1%, Lag=1.1 min Inflow Area=0;391.- # Primary = 1.7 cis @ 12.23 hrs, Volume= 0.153 of 3-Peak Elev-175.24' Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Peak Elev=175.16'@ 12.23 hrs Surf.Area=915 sf Storage=550 cf Storage-_976 0 Flood Elev=175.50' Surf.Area=1,000 sf Storage=875 cf z. Plug-Flow detention time=43.3 min calculated for 0.153 of(94%of inflow) s Center-of-Mass det.time=12.8 min(859.7-846.9) I I Volume Invert Avail.Storage Storage Description #1 174.50' 875 cf Custom Stage Data(Prismatic)Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 174.50 750 0 0 lJ � r 175.50 1,000 875 875 0 o , z s a ss ss. io ii iz is is is ,s n ,s is za z1­2z 23 za Device Routing Invert Outlet Devices Time(hours) #1 Primary 171.58' 12.0" Round Culvert(SD-25) L=13.0' CPP,square edge headwall, Ke=0.500 Inlet/Outlet Invert=171.58'/171.51' S=0.00547' Cc=0.900 n=0.013 Corrugated PE,smooth interior, Flow Area=0.79 sf #2 Device 1 175.00' 24.0"x 24.0"Horiz.Orifice/Grate C=0.600 Limited to weir flow at low heads Primary OutFlow Max=1.7 cfs @ 12.23 hrs HW=175.16' TW=173.73' (Dynamic Tailwater) L1=Culvert(SD-25) (Passes 1.7 cfs of 4.5 cfs potential flow) 2=Orifice/Grate (Weir Controls 1.7 cfs @ 1.31 fps) i i f 15078-POST-DEV 161025 Type 111 24-hr 100 Year Rainfall=8.60" 15078-POST-DEV_161025 Type Ill 24-hr 100 Year Rainfall=8.60" Prepared by SMRT_Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 @2015 HydroCAD Software Solutions LLC Page 227 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Page 228 Pond 6P:FI-5 Summary for Pond 7P:DMH-3 Hydrograph Inflow Area= 1.169 ac, 37.99%Impervious, Inflow Depth> 5.29" for 100 Year event n mnow Inflow = 6.1 cis @ 12.09 hrs, Volume= 0.515 of ey"1 0 Primary Outflow = 6.1 cfs @ 12.09 hrs, Volume= 0.515 at, Atten=0%, Lag=0.0 min Inflow:Area=0,500 "'° Primary = 6.1 cfs @ 12.09 hrs, Volume= 0.515 at Peak Elev_175.16' Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs .. Fo EI �=iiioo@ 1212 hrsfStorage-550 cd e ' Device Routing Invert Outlet Devices 1- #1 Primary 170.25' 18.0" Round Culvert(SD-19) L=131.0' CPP,square edge headwall, Ke=0.500 Inlet/Outlet Invert=170.25'/169.59' S=0.00507' Cc=0.900 n=0.013 Corrugated PE,smooth interior, Flow Area=1.77 sf Primary OutFlow Max=4.7 cfs @ 12.09 hrs HW=174.03' TW=173.59' (Dynamic Tailwater) t-1=Culvert(SD-19) (Outlet Controls 4.7 cfs Ca 2.67 fps) Pond 7P:DMH-3 0 1 2 3 4 5 6--7--o" 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Hydrograph Time(hours) i arrn _ 10 Primary Inflow Area=1:169& 6. Peak Elev=174.3:6' 5- 18.0" Round Culvert L i : n_0.013 LL 3- L-131.0' 2- $ 0.0050 T O-- 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) 15078-POST-DEV 161025 Type 11124-hr 100 Year Rainfall=8.60" 15078-POST-DEV 161025 Type 11124-hr 100 Year Rainfall=8.60" Prepared by SMRT_Inc. Printed 10/25/2016 Prepared by SMRT_,Inc. Printed 10/25/2016 HydroCAD@ 10.00-16 s/n 00729 @ 2015 HydroCAD Software Solutions LLC Page 229 HydroCAD®10.00-16 s/n 00729 @ 2015 HydroCAD Software Solutions LLC Page 230 Summary for Pond 22P:M-7 Summary for Pond 23P:CB-1 Inflow Area= 0.068 ac, 5.02%Impervious, Inflow Depth> 4.02" for 100 Year event Inflow Area= 0.605 ac, 33.42%Impervious, Inflow Depth> 4.98" for 100 Year event Inflow = 0.3 cfs @ 12.08 hrs, Volume= 0.023 of Inflow = 3.2 cfs @ 12.12 hrs, Volume= 0.251 of Outflow = 0.3 cfs @ 12.08 hrs, Volume= 0.023 at, Atten=0%, Lag=0.0 min Outflow = 3.2 cfs @ 12.12 hrs, Volume= 0.251 af, Atten=0%, Lag=0.0 min Primary = 0.3 cfs @ 12.08 hrs, Volume= 0.023 of Primary = 3.2 cfs @ 12.12 hrs, Volume= 0.251 of Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Peak Elev=174.06'9 12.39 hrs Peak Elev=174.97'Ca)12.15 hrs Flood Elev=175.36' Flood Elev=176.51' Device Routing Invert Outlet Devices Device Routing Invert Outlet Devices #1 Primary 172.36' 12.0" Round Culvert(SD-4) #1 Primary 172.86' 12.0" Round Culvert(SD-6) L=43.0' CPP,square edge headwall, Ke=0.500 L=15.0' CPP,projecting,no headwall, Ke=0.900 Inlet/Outlet Invert=172.36'/172.15' S=0.0049/' Cc=0.900 Inlet/Outlet Invert=172.86'/172.78' S=0.0053/' Cc=0.900 n=0.013 Corrugated PE,smooth interior, Flow Area=0.79 sf n=0.013 Corrugated PE,smooth interior, Flow Area=0.79 sf F-nmary OutFlow Max=0.0 cfs @ 12.08 hrs HW=172.86' TW=172.97' (Dynamic Tailwater) Primary OutFlow Max=2.9 cfs @ 12.12 hrs HW=174.80' TW=173.83' (Dynamic Tailwater) 1=Culvert(SD-4) (Controls 0.0 cfs) t1=Culvert(SD-6) (Inlet Controls 2.9 cfs @ 3.74 fps) Pond 22P:R-7 Pond 23P:CB-1 Hydrograph Hydrograph 0:34: Inflow Area_0068 Inflow Ary _ 'vi Inllow 3. 0 Primary ❑Primary rea 0.605 r °03: Peak Elev 1.74.06' ; 3 Peak Elev_174.9.7, 0.26 , 0.26= 12.0 r : : 12...0�� .. 024: 022? -Round Culvert-- Round Culvert ', _. 5 0.2f _ .... 5 2- - 3 0.16 n-0.013;._ a n-0.013 0:13-" , L_43.0' , L=1 5 0' 0.12. S=0.0053 '/' 0.1 0.06- _ 0.06' 0.04.. l,. ..-.. .,g.... ... ...'. 0.02" I .. . ... .. ......_ 0._ I p- 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) Time(hours) y y 15078-POST-DEV 161025 Type///24-hr 100 Year Rainfall=8.60" 15078-POST-DEV_161025 Type 11124-hr 100 Year Rainfall=8.60" Prepared by SMRT_,Inc. Printed 10/25/2016 Prepared by SMRT,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 0 2015 HydroCAD Software Solutions LLC Page 231 HydroCAD®10.00-16 s/n 00729 0 2015 HydroCAD Software Solutions LLC Page 232 Summary for Pond 24P:DMH-2 Summary for Pond 26P:DMH-8 Inflow Area= 0.780 ac, 42.90%Impervious, Inflow Depth> 5.49" for 100 Year event Inflow Area= 0.077 ac, 57.39%Impervious, Inflow Depth> 6.45" for 100 Year event Inflow = 4.4 cfs @ 12.11 hrs, Volume= 0.357 of Inflow = 0.6 cfs @ 12.07 hrs, Volume= 0.041 of Outflow = 4.4 cis @ 12.11 hrs, Volume= 0.357 af, Atten=0%, Lag=0.0 min Outflow = 0.6 cfs @ 12.07 hrs, Volume= 0.041 af, Atten=0%, Lag=0.0 min Primary = 4.4 cis @ 12.11 hrs, Volume= 0.357 of Primary = 0.6 cfs Ca) 12.07 hrs, Volume= 0.041 of Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Peak Elev=174.19'Ca)12.33 hrs Peak Elev=174.19'Ca)12.34 hrs Flood Elev=175.78' Flood Elev=175.78' Device Routing Invert Outlet Devices Device Routing Invert Outlet Devices #1 Primary 171.99' 15.0" Round Culvert(SD-3) #1 Primary 172.31' 12.0" Round Culvert(SID-7) L=77.0' CPP,square edge headwall, Ke=0.500 L=44.0' CPP,square edge headwall, Ke=0.500 Inlet/Outlet Invert=171.99'/171.61' S=0.0049'P Cc=0.900 Inlet/Outlet Invert=172.31'/172.09' S=0.00507' Cc=0.900 n=0.013 Corrugated PE,smooth interior, Flow Area=1.23 sf n=0.013 Corrugated PE,smooth interior, Flow Area=0.79 sf Primary OutFlow Max=3.7 cfs @ 12.11 hrs HW=173.67' TW=173.21' (Dynamic Tailwater) rimary OutFlow Max=0.0 cfs @ 12.07 hrs HW=173.27' TW=173.38' (Dynamic Tailwater) t--1=Culvert(SD-3) (Outlet Controls 3.7 cfs 9 2.99 fps) Z1=Culvert(SD-7) (Controls 0.0 cfs) Pond 24P:DMH-2 Pond 26P:DMH-8 Hydrograph Hydrograph a' m ry 0 - -- t.sa: maty plan ❑Pn ❑Pri 655' Inflow, Inflow Area-0.780: a Area 0 077 a, 4 Peak Elev_174.19' 0.5- -Peak.Elev_.174 1;9' : 150" 0" 0.45 12. - 3- Round Culvert - Round Culvert . : 4: .. n_0.01.3_ . 6.35 11=0.01.3:,.. .. .. 0 0.3: 3 - o : _ LL L_77.0' ! _ LL L-44.0' 2- � � 6.25- $=0.0049 '/' 6 S_0.0050 .�. : 0.1 :....:. .... y' I o.o 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 0 1 2 345 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) Time(hours) 15078-POST-DEV 161025 Type 11124-hr 100 Year Rainfall=8.60" 15078-POST-DEV 161025 Type///24-hr 100 Year Rainfall=8.60" Prepared by SMRT_Inc. Printed 10/25/2016 Prepared by SMRT_Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 @2015 HydroCAD Software Solutions LLC Page 233 HydroCAD®10.00-16 s/n 00729 @ 2015 HydroCAD Software Solutions LLC Page 234 Summary for Pond 27P:FI-2 Summary for Pond 28P:CB-2 Inflow Area= 0.099 ac, 89.61%Impervious, Inflow Depth> 7.89" for 100 Year event Inflow Area= 0.044 ac, 87.36%Impervious, Inflow Depth> 7.75" for 100 Year event Inflow = 0.8 cfs @ 12.07 hrs, Volume= 0.065 of Inflow = 0.4 cfs @ 12.07 hrs, Volume= 0.028 of Outflow = 0.8 cfs @ 12.07 hrs, Volume= 0.065 at, Atten=0%, Lag=0.0 min Outflow = 0.4 cfs @ 12.07 hrs, Volume= 0.028 af, Atten=0%, Lag=0.0 min Primary = 0.8 cfs @ 12.07 hrs, Volume= 0.065 of Primary = 0.4 cfs @ 12.07 hrs, Volume= 0.028 of Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Peak Elev=174.19'Ca)12.34 hrs Peak Elev=174.19'(9)12.36 hrs Flood Elev=175.78' Flood Elev=175.83' Device Routing Invert Outlet Devices Device Routing Invert Outlet Devices #1 Primary 172.78' 12.0" Round Culvert(SD-5) #1 Primary 172.83' 12.0" Round Culvert(SD-9) L=30.0' CPP,square edge headwall, Ke=0.500 L=33.0' CPP,square edge headwall, Ke=0.500 Inlet/Outlet Invert=172.78'/172.63' S=0.00507' Cc=0.900 Inlet/Outlet Invert=172.83'/172.67' S=0.0048 T Cc=0.900 n=0.013 Corrugated PE,smooth interior, Flow Area=0.79 sf n=0.013 Corrugated PE,smooth interior, Flow Area=0.79 sf �rimary OutFlow Max=0.4 cfs @ 12.07 hrs HW=173.41' TW=173.37' (Dynamic Tailwater) Primary OutFlow Max=0.1 cfs @ 12.07 hrs HW=173.27' TW=173.26' (Dynamic Tailwater) 1=Culvert(SD-5) (Outlet Controls 0.4 cfs @ 1.08 fps) t1=Culvert(SD-9) (Outlet Controls 0.1 cfs @ 0.52 fps) Pond 27P:FI-2 Pond 28P:CB-2 Hydrograph Hydrograph . 'Inllow '0 Inflow ❑Primary 04.. ❑Primary 085; Inflow Area_0:099°'"° - 03a. Inflow Area-0.044 0.8. ,: ll 0.36 6.75: Peak.Elev 174::19' - °° ° Peak Elev=174:19' - 6.65- , 1:2:0" :::... ::::- ,: _:: -:;.::: a0.32 z8 12oil - ; 0.6z0 26 ._.. .. ... N 0.55. Round Culvert s „024 Round Culvert <5 n_0.013 . = 622 n 0.013 LL 6.4- L-30.0' _ L '33 0' _. 0.16. 0.35- � ... .... 63: 50.0050..�/� 0.;2: - S"0-008.. :.-.: -. .... ._. 625.: 0 _ 01 21 , ....,. 6.06- 6.66`.- - __. ..... ..... .. 0.1- 0,7� r ' 0.04 0.05` o.oz;' 00 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 i Time(hours) Time(hours) 15078-POST-DEV 161025 Type 11124-hr 100 Year Rainfall=8.60" 15078-POST-DEV 161025 Type 11124-hr 100 Year Rainfall=8.60" Prepared by SMRT_,Inc. Printed 10/25/2016 Prepared by SMRT_,Inc. Printed 10/25/2016 HydroCAD910.00-16 s/n 00729 0 2015 HydroCAD Software Solutions LLC Page 235 HydroCAD®10.00-16 s/n 00729 0 2015 HydroCAD Software Solutions LLC Page 236 Summary for Pond 291P:FI-1 Summary for Pond 30P:FI-4 Inflow Area= 0.033 ac, 18.19%Impervious, Inflow Depth> 4.74" for 100 Year event Inflow Area= 0.038 ac, 21.99%Impervious, Inflow Depth> 4.86" for 100 Year event Inflow = 0.2 cfs @ 12.08 hrs, Volume= 0.013 of Inflow = 0.2 cfs @ 12.08 hrs, Volume= 0.016 of Outflow = 0.2 cfs @ 12.08 hrs, Volume= 0.013 af, Atten=0%, Lag=0.0 min Outflow 0.2 cfs @ 12.08 hrs, Volume= 0.016 af, Atten=0%, Lag=0.0 min Primary = 0.2 cfs @ 12.08 hrs, Volume= 0.013 of Primary = 0.2 cfs @ 12.08 hrs, Volume= 0.016 of Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Peak Elev=174.19'9 12.36 hrs Peak Elev=173.18'Ca)12.12 hrs Flood Elev=175.63' Flood Elev=175.40' Device Routing Invert Outlet Devices Device Routing Invert Outlet Devices #1 Primary 172.63' 12.0" Round Culvert(SD-10) #1 Primary 172.70' 15.0" Round Culvert(SD-24) L=45.0' CPP,square edge headwall, Ke=0.500 L=60.0' CPP,square edge headwall, Ke=0.500 Inlet/Outlet Invert=172.63'/172.41' S=0.0049'/' Cc=0.900 Inlet/Outlet Invert=172.70'/172.40' S=0.0050'/' Cc=0.900 n=0.013 Corrugated PE,smooth interior, Flow Area=0.79 sf n=0.013 Corrugated PE,smooth interior, Flow Area=1.23 sf rimary OutFlow Max=0.0 cfs @ 12.08 hrs HW=173.19' TW=173.29' (Dynamic Tailwater) Primary OutFlow Max=0.0 cfs @ 12.08 hrs HW=172.9T TW=173.00' (Dynamic Tailwater) T--1=Culvert(SD-10) (Controls 0.0 cis) t--1=Culvert(SD-24) (Controls 0.0 cfs) Pond 29P:FI-1 Pond 30P:FI-4 Hydrograph Hydrograph 0.21 .. :-.. zaa - .. ❑Primary 025 _ - .. .Loz as D Primary 02 Inflow Area=0.033°'° oz3 Inflow Area_0.038 0.197 ... .......,_. ......._..... ........... .'..... ..-:."_.:' - .. 0.22: , 0.,8 0.21. Peak:Elev_173.1;8'-= :_.. 0.,7.: Peak:Elev_174.1.9'::: _. 62- 616 0.19. , , .i 0.15 ' 12:0: 6.18 150t: 14� 0.13- Round Culvert .:.::;:: .. ;.._. U,6: Round Culvert ..�_. 0,5- - o , : y 03o;Z n0.013 . n0.013 °O 012 o.; L ;600' ,- 1 - 6.69 L_45.0' 0.08: 6.6 - - - - 0.07= S-0.0049_''. 0.08 '%' .06 _ ... .: ..:. _.. 0 07, ..!$"0.0050.. - 0.05. .:.. , ;.. ....' 006; 0.04- .. ;.. .. _.....:._.. ......�.. '_.., '_-._ _ .... 0.05: ;• 0.04-- 0.03 0.03: 0.02' 0.02: ... . 0.01- f 0.01: 0' 0- 0 1 2 3 4 5 6 7 8 9 10 11 12 ,3 14 15 16 17 18 19 20 21 22 23 24 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) Time(hours) 15078-POST-DEV 161025 Type 111 24-hr 100 Year Rainfall=8.60" 15078-POST-DEV_161025 Type///24-hr 100 Year Rainfall=8.60" Prepared by SMRT_Inc. Printed 10/25/2016 Prepared by SMRT,Inc. - - Printed 10/25/2016 HydroCADO M00-16 s/n 00729 02015 HydroCAD Software Solutions LLC Page 237 HydroCAD®10 00-16 s/n 00729 0 2015 HydroCAD Software Solutions LLC Paae 238 Summary for Pond 31 P:DMH-11 Summary for Pond 32P:DMH-9 Inflow Area= 0.580 ac, 60.22%Impervious, Inflow Depth> 6.21" for 100 Year event Inflow Area= 0.580 ac, 60.22%Impervious, Inflow Depth> 6.21" for 100 Year event Inflow - 4.4 cfs @ 12.08 hrs, Volume= 0.300 of Inflow = 4.4 cls @ 12.08 hrs, Volume= 0.300 of Outflow = 4.4 cfs Ca 12.08 hrs, Volume= 0.300 af, Atten=0%, Lag=0.0 min Outflow = 4.4 cfs @ 12.08 hrs, Volume= 0.300 af, Atten=0%, Lag=0.0 min Primary = 4.4 cfs @ 12.08 hrs, Volume= 0.300 of Primary = 4.4 cfs @ 12.08 hrs, Volume= 0.297 of Secondary= 0.5 cfs @ 12.03 hrs, Volume= 0.004 of Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Peak Elev=173.15'Ca)12.10 hrs Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Flood Elev=175.98' Peak Elev=172.90'9 12.08 hrs Flood Elev=174.88' Device Routing Invert Outlet Devices #1 Primary 171.19' 18.0" Round Culvert(SD-23) Device Routing Invert Outlet Devices L=43.0' CPP,square edge headwall, Ke=0.500 #1 Primary 170.88' 12.0" Round Culvert(SD-21) Inlet/Outlet Invert=171.19'/170.98' S=0.0049'P Cc=0.900 L=27.0' CPP,square edge headwall, Ke=0.500 n=0.013 Corrugated PE,smooth interior, Flow Area=1.77 sf Inlet/Outlet Invert=170.88'/170.75' S=0.0048'P Cc=0.900 n=0.013 Corrugated PE,smooth interior, Flow Area=0.79 sf Primary OutFlow Max=3.7 cfs @ 12.08 hrs HW=173.09' TW=172.90' (Dynamic Tailwater) #2 Secondary 170.88' 18.0" Round Culvert(SD-22) t--1=Culvert(SD-23) (Inlet Controls 3.7 cfs @ 2.11 fps) L=27.0' CPP,square edge headwall, Ke=0.500 Inlet/Outlet Invert=170.88'/170.75' S=0.0048'P Cc=0.900 Pond 31 P:DMH-11 n=0.013 Corrugated PE,smooth interior, Flow Area=1.77 sf #3 Device 2 171.55' 4.0'long Sharp-Crested Rectangular Weir 2 End Contraction(s) Hydrograph 1 e�w rimary OutFlow Max=4.4 cfs pa 12.08 hrs HW=172.90' TW=0.00' (Dynamic Tailwater) ❑Primary 1=Culvert(SD-21) (Barrel Controls 4.4 cfs @ 5.61 fps) Inflow Area 0.580� econdary OutFlow Max=0.0 cfs Co)12.03 hrs HW=172.31' TW=172.61' (Dynamic Tailwater) 4- Peak Elev-173.15' I2=culvert(SD-22) (Controls 0.0 cfs) Elev=173.15'. Crested Rectangular Weir (Controls 0.0 cfs) 18.0 3 " Round Culvert a e n=0.013 LL 2. L-43.0' S-0.0049_'/' T. 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) 15078-POST-DEV 161025 Type I//24-hr 100 Year Rainfall=8.60" 15078-POST-DEV-1 61025 Type 11124-hr 100 Year Rainfall=8.60" Prepared by SMRT_Inc. Printed 10/25/2016 Prepared by SMRT Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 0 2015 HydroCAD Software Solutions LLC Paae 239 HydroCAD®10.00-16 s/n 00729 0 2015 HydroCAD Software Solutions LLC Page 240 Pond 32P:DMH-9 Summary for Pond 33P:DMH-10 Hyarograpn Inflow Area= 1.169 ac, 37.99%Impervious, Inflow Depth> 5.29" for 100 Year event Inflow 6.1 cfs @) 12.09 hrs, Volume= 0.515 af A. L � ow ow Outflow = 6.1 cfs @ 12.09 hrs, Volume= 0.515 af, Atten=0%, Lag=0.0 min 0 Primain f low Area 0 5 - 0 Secondary Primary = 6.1 cfs @ 12.09 hrs, Volume= 0.515 of Peak Elev-172.90 Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs 4- _;__l_ Peak Elev=174.76'g 12.14 hrs Flood Elev=175.20' Routing Invert t Devices Device 3- #1 Primary 170.67' 18.0" Round Round Culvert(SD-20) 3 L=64.0' CPP,square edge headwall, Ke=0.500 Inlet/Outlet Invert=170.67'/170.35' S=0.0050'P Cc=0.900 2' - n=0.013 Corrugated PE,smooth interior, Flow Area=1.77 sf rimary OutFlow Max=2.5 cfs @ 12.09 hrs HW=174.11' TW=174.03' (Dynamic Tailwater) 1_Culvert(SD-20) (Inlet Controls 2.5 cfs @ 1.40 fps) as Pond 33P:DMH-10 0 1 2 3 4 5 6 7 e _9 10 11 12 6 14 15 16 17 18 19 20 21 22 23 24 Hydrograph Time(hours) Inllow ...�d. ... ❑Primary Inflow Area=1:169 6- Peak Elev=174.76'; 5- 18:0„ q 4. 3: Round Culvert n_0.013 3 , LL 3- 2- S=0.0050 '�' , a 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) 15078-POST-DEV 161025 Type 11124-hr 100 Year Rainfall=8.60" 15078-POST-DEV_161025 Type 11124-hr 100 Year Rainfall=8.60" Prepared by SMRT Inc. Printed 10/25/2016 Prepared.by SMRT,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Page 241 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Page 242 Summary for Pond 36P:CB-3 Summary for Pond 37P:CB-4 Inflow Area= 0.151 ac, 52.47%Impervious, Inflow Depth> 6.18" for 100 Year event Inflow Area= 0.185 ac,100.00%Impervious, Inflow Depth> 8.35" for 100 Year event Inflow - 1.1 cfs @ 12.07 hrs, Volume= 0.078 of Inflow = 1.6 cfs Co) 12.07 hrs, Volume= 0.129 of Outflow = 1.1 cfs @ 12.07 hrs, Volume= 0.078 at, Atten=0%, Lag=0.0 min Outflow = 1.6 cfs @ 12.07 hrs, Volume= 0.129 at, Atten=0%, Lag=0.0 min Primary = 1.1 cfs @ 12.07 hrs, Volume= 0.078 of Primary = 1.6 cfs @ 12.07 hrs, Volume= 0.129 of Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Peak Elev=173.24'Ca)12.12 hrs Peak Elev=173.85'9 12.13 hrs Flood Elev=175.49' Flood Elev=175.49' Device Routing Invert Outlet Devices Device Routing Invert Outlet Devices #1 Primary 172.49' 15.0" Round Culvert(SD-27) #1 Primary 172.62' 12.0" Round Culvert(SD-15) L=8.0' CPP,square edge headwall, Ke=0.500 L=36.0' CPP,square edge headwall, Ke=0.500 Inlet/Outlet Invert=172.49'/172.45' S=0.0050 7' Cc=0.900 Inlet/Outlet Invert=172.62'/172.44' S=0.0050'/' Cc=0.900 n=0.013 Corrugated PE,smooth interior, Flow Area=1.23 sf n=0.013 Corrugated PE,smooth interior, Flow Area=0.79 sf Primary OutFlow, Max=1.0 cis @ 12.07 hrs HW=173.10' TW=172.95' (Dynamic Tailwater) Primary OutFlow Max=0.9 cfs @ 12.07 hrs HW=173.47' TW=173.36' (Dynamic Tailwater) t--1=Culvert(SD-27) (Outlet Controls 1.0 cfs @ 2.38 fps) t--1=Culvert(SD-15) (Outlet Controls 0.9 cfs @ 1.70 fps) Pond 36P:CB-3 Pond 37P:CB-4 Hydrograph Hydrograph ( d?w ❑Primary 1 ❑Primary Inflow Area 0.1.51 °' Inflow;Area 0.185 Peak Elev_173.24' Peak Elev-173.85' 15:0" 12.01' e. ay Round Culvert _ Round Culvert n-0.013 n_0.013 L-36.0' S=0.0050 '/' S-0.0050 '/' 04 0 0 1 2 3 4 5 6' 7 810 11 12r 13 14 15 16 17 18 19 20 21 22 23 24 - 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) Time(hours) 15078-POST-DEV 161025 Type Ill 24-hr 100 Year Rainfall=8.60" 15078-POST-DEV 161025 Type 111 24-hr 100 Year Rainfall=8.60" Prepared by SMRT_Inc. Printed 10/25/2016 Prepared by SMRT_,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Page 243 HydroCAD010.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Paae 244 Summary for Pond 40P:DMH-5 Summary for Pond 41 P:DMH-6 Inflow Area= 1.354 ac, 46.45%Impervious, Inflow Depth> 5.71" for 100 Year event Inflow Area= 1.354 ac, 46.45%Impervious, Inflow Depth> 5.71" for 100 Year event Inflow = 7.7 cfs @ 12.08 hrs, Volume= 0.644 of Inflow = 7.7 cfs @ 12.08 hrs, Volume= 0.644 of Outflow = 7.7 cfs @ 12.08 hrs, Volume= 0.644 af, Atten=0%, Lag=0.0 min Outflow = 7.7 cfs @ 12.08 hrs, Volume= 0.644 af, Atten=0%, Lag=0.0 min Primary = 7.7 cfs @ 12.08 hrs, Volume= 0.644 of Primary = 7.7 cfs @ 12.08 hrs, Volume= 0.644 of Routing by Dyn-Scor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Peak Elev=173.74'@ 12.11 hrs Peak Elev=173.03'Ca)12.11 hrs Flood Elev=175.06' Flood Elev=174.00' Device Routing Invert Outlet Devices Device Routing Invert Outlet Devices #1 Primary 169.49' 18.0" Round Culvert(SD-14) #1 Primary 169.02' 18.0" Round Culvert(SD-13) L=75.0' CPP,square edge headwall, Ke=0.500 L=34.0' CPP,square edge headwall, Ke=0.500 Inlet/Outlet Invert=169.49'/169.12' S=0.0049'P Cc=0.900 Inlet/Outlet Invert=169.02'/168.85' S=0.0050'P Cc=0.900 n=0.013 Corrugated PE,smooth interior, Flow Area=1.77 sf n=0.013 Corrugated PE,smooth interior, Flow Area=1.77 sf �nmary OutFlow, Max=6.7 cfs @ 12.08 hrs HW=173.56' TW=172.92' (Dynamic Tailwater) Primary OutFlow Max=7.0 cfs @ 12.08 hrs HW=172.92' TW=172.24' (Dynamic Tailwater) 1=Culvert(SD-14) (Outlet Controls 6.7 cfs @ 3.79 fps) t1=Culvert(SD-13) (Inlet Controls 7.0 cfs @ 3.95 fps) Pond 40P:DMH-5 Pond 41 P:DMH-6 Hydrograph Hydrograph r]InOow Primary I 6- Inflovu,Area=1:354, 6- Lnflowu.Area=1.354. C1 Primary a. 7-. ..Peak_Elev_17374'_ , _ , _ _ .... 7. Pea..k...Elev=.173.0.3..',... , 6- ' 18 0" 18 0" 5 i y Round Culvert Round Culvert L ... ..... ....,. n=0.013 n=0.013 0 4- ... ; 4 LL L_75.0' _34.0' _L 3 S=0.0049_rjr. 3 S=0.0050 '1" 2_ 2 , 0- 0- 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) Time(hours) 15078-POST-DEV 161025 Type 11124-hr 100 Year Rainfall=8.60" 15078-POST-DEV 161025 Type 11124-hr 100 Year Rainfall=8.60" Prepared by SMRT_Inc. Printed 10/25/2016 Prepared by SMR-r_Inc. Printed 10/25/2016 HydroCAD6 10.00-16 s/n 00729 02015 HydroCAD Software Solutions LLC Page 245 HydroCAD®10.00-16 s/n 00729 0 2015 HydroCAD Software Solutions LLC Page 246 Summary for Pond 42P:M-6 Summary for Pond OGS:Oil/Grit Separator Inflow Area- 0.184 ac,100.00%Impervious, Inflow Depth> 8.35" for 100 Year event Inflow Area= 0.580 ac, 60.22%Impervious, Inflow Depth> 6.14" for 100 Year event Inflow - 1.6 cfs @ 12.07 hrs, Volume= 0.128 of Inflow = 4.4 cfs @ 12.08 hrs, Volume= 0.297 of Outflow = 1.6 cfs @ 12.07 hrs, Volume= 0.128 af, Atten=0%, Lag=0.0 min Primary = 4.4 cfs @ 12.08 hrs, Volume= 0.297 af, Atten=0%, Lag=0.0 min Primary = 1.6 cfs @ 12.07 hrs, Volume= 0.128 of Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.02 hrs Peak Elev=173.33'0 12.07 hrs Pond OGS:Oil/Grit Separator Flood Elev=175.50' Hydrograph Device Routing Invert Outlet Devices imna #1 Primary 172.50' 12.0" Round Culvert(SD-11) na 0 Primary L=26.0' CPP,square edge headwall, Ke=0.500 I,nf ow Area=0:580 441, Inlet/Outlet Invert=172.50'/172.37' S=0.00507' Cc=0.900 n=0.013 Corrugated PE,smooth interior, Flow Area=0.79 sf 4 PrimaryOutFlow Max=1.6 cfs @ 12.07 hrs HW=173.32' TW=172.15' (Dynamic Tailwater) t1=Culvert(SD-11) (Barrel Controls 1.6 cfs @ 3.14 fps) 3 Pond 42P:M-6 -' Hydrograph 2- ..:east I ra mn Inflow Area=0:184 Peak Elev=173.33' 12.0„ Round Culvert .. ... .. :...: ...:.... 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) ' n_0.013 LL L-26.0' 1 S=0.0050 '/' 0 1 2 3 4 5 6 7 8 9 10 11 12 6 14 15 16 17 18 19 20 21 22 23 24 Time(hours) 15078-POST-DEV 161025 Type///24-hr 100 Year Rainfall=8.60" 15078-POST-DEV 161025 Type///24-hr 100 Year Rainfall=8.60" Prepared by SMRT_Inc. Printed 10/25/2016 Prepared by SMRT_,Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 02015 HydroCAD Software Solutions LLC Paae 247 HydroCAD®10.00-16 s/n 00729 0 2015 HydroCAD Software Solutions LLC Paae 248 Summary for Link DP-1:Lake Summary for Link DP-2:Ex.Closed System Inflow Area= 9.596 ac, 16.24%Impervious, Inflow Depth> 3.51" for 100 Year event Inflow Area= 0.450 ac, 52.68%Impervious, Inflow Depth> 6.06" for 100 Year event Inflow = 25.0 cfs @ 12.23 hrs, Volume= 2.804 of Inflow = 3.3 cfs @ 12.07 hrs, Volume= 0.227 of Primary = 25.0 cfs @ 12.23 hrs, Volume= 2.804 af, Atten=0%, Lag=0.0 min Primary = 3.3 cfs @ 12.07 hrs, Volume= 0.227 af, Atten=0%, Lag=0.0 min Primary outflow=Inflow,Time Span=0.00-24.00 hrs,dt=0.02 hrs Primary outflow=Inflow,Time Span=0.00-24.00 hrs,dt=0.02 hrs Link DP-1:Lake Link DP-2:Ex.Closed System Hydrograph Hydrograph __ .._ __. o Inflow 28 '�1 Inflow ❑Primary O Primary 26. Inflow Area=9.596: '° !. ,--Inflow:Area-0.450 " %1- 24- , .. 2 , 16 .... 2 0 - : _... : : mom 0. 0 1 2 3 4 5 6 7 6 9 10 17 12 13 14 15 18 17 76 19 20 21 22 23 24 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) Time(hours) 15078-POST-DEV 161025 Type 11124-hr 100 Year Rainfall=8.60" Prepared by SMRT_Inc. Printed 10/25/2016 HydroCAD®10.00-16 s/n 00729 ©2015 HydroCAD Software Solutions LLC Paae 249 Summary for Link DP-3:Ex.Field Primary = 0.0 cfs @ 0.00 hrs, Volume= 0.000 of Primary outflow=Inflow,Time Span=0.00-24.00 hrs,dt=0.02 hrs Link DII Ex.Field Hydrograph o.o d. 0- 0 1 2 3 4 5 8 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time(hours) Project: G -t��o — SM�yt� IDM �Yr - `fi Date: Designed by: Page: d s'To PO 4f ` It Z ��`� � ; �rJ/6/t HDC- Of--L-30 . �.. . LI 7 5o Sgt �a pi pq I I Pmk I ctj loan 61- 19 �. CtJ s 5� } Stormwater Management Report Water Quality Calculations Appendix E • Water Quality Treatment.Volume Calculation • Water Quality Treatment Volume by Simple Dynamic Method / Infiltration Gallery Sizing Calculations; Stormtech Data Backup • Pretreatment Water Quality Treatment Volume Calculation — Sediment Forebay • Pretreatment Water Quality Treatment Volume Calculation — Oil/Grit Separator • Mounding Analysis i.J ARCHITECTURE ENGINEERING PLANNING INTERIORS ENERGY sr rti , EDGEWOOD RETIREMENT COMMUNITY-SMALL HOME PROJECT Calculated By: MAF NORTH ANDOVER, MASSACHUSETTS Date: 10/25/2016 STORMWATER CALCULATIONS Page 1 of 4 Water Quality Treatment Volume Total Impervious-Pond Pasture Parcel V_wq=(D_wq/12 inches/foot)*(A_imp*43,560 sq ft/ac) V_wq=Required Water Quality Volume(cf) D_wq=Water Quality Depth (inches) 1.0 inches A_imp=Impervious Area (acres) 1.53 acres V_wq= 5570 cf SIG-1 V_wq=(D_wq/12 inches/foot)*(A_imp*43,560 sq ft/ac) V_wq=Required Water Quality Volume(cf) D_wq=Water Quality Depth(inches) 1.0 inches A_imp=Impervious Area (acres) 0.71 acres V_wq= 2567 cf SIG-3 V_wq=(D_wq/12 inches/foot)*(A_imp*43,560 sq ft/ac) V_wq=Required Water Quality Volume(cf) D_wq=Water Quality Depth (inches) 1.0 inches A_imp=Impervious Area (acres) 0.83 acres V_wq= 3003 cf T = otal V_wq 5570 cf EDGEWOOD RETIREMENT COMMUNITY-SMALL HOME PROJECT Calculated By: MAF NORTH ANDOVER,MASSACHUSETTS Date: 10/25/2016 STORMWATER CALCULATIONS Page 2 of 4 Infiltration Galleries Design Criteria Design Criteria Minimum infiltration rate 0.17 in/hr Minimum infiltration rate 0.17 in/hr Rawls Infiltration Rate(@ 6'BGS)(K) Soil Type Infiltration(in/hr) Rawls Infiltration Rate(@ 6'BGS)(K) Soil Type Infiltration(in/hr) Sandy Loam(HSG B) 1.02 Loamy Sand(HSG A) 2.41 Drawdown within 72 hours Drawdown within 72 hours Stone Porosity 40.0% Stone Porosity 40.0% Stone Bed Depth 6 inches Stone Bed Depth 6 inches Storage per chamber Storage per chamber (per manufacturer data-24"depth of water within system) 48.19 cf (per manufacturer data-24"depth of water within system) 48.19 cf Area per chamber(per manufacturer data) 45.9 sf Area per chamber(per manufacturer data) 45.9 sf Simple Dynamic Infiltration Time(T) 2 hr Simple Dynamic Infiltration Time(T) 2 hr SIG-1 SIG-3 WATER QUALITY VOLUME(WQV) 2567 d WATER QUALITY VOLUME(WQV) 3003 cf Required Storage(via Simple Dynamic Method) Required Storage(via Simple Dynamic Method) A=WQV/(D+KT) A=WQV/(D+KT) D=Volume chamber(published)/Area Chamber(published) 1.05 It D=Volume chamber(published)/Area Chamber(published) 1.05 ft A=Required Area[A=WQV/(D+KT)] 2104.29 sf A=Required Area[A=WQV/(D+KT)] 2461.56 sf Required Storage Volume[A*D] - 2209.27 cf Required Storage Volume 2584.37 cf Required No.Chambers(SC-740) 46 Required No.Chambers(SC-740) 54 Provided No.Chambers(SC-740) 48 Provided No.Chambers(SC-740) 66 Total Area 2203.20 sf Total Area 3029.40 sf Total Storage - 2313.12 cf Total Storage 3180.54 cf Rate of Exfiltration 0.052 cfs Rate of Exfiltration 0.072 cfs Draw Down Time 12.35 hr Draw Down Time 12.35 hr TOTAL WATER QUALITY VOLUME(REQUIRED) 4794 cf DOTAL WATER.QUALITY VOLUME(PROVIDED)_ 5493.66 d ur l..rJ � �J. � � � �% � ■ i iL...�J � � � 6�1 F.vJ� L....�..+J �..._L . Q t C C- 5 6"LOAM&SEED AASHTO M288 CLASS 2 NON-WOVEN GEOTEXTILE CLEAN BACKFILL AROUND SIDES&TOP OF TRENCH // INFILTRATION GALLERY NOTES .... • ' 1, THE STORMWATER CHAMBER SHALL BE A STORMTECH 5G740 OR EQUIVALENT SUBSURFACE STORAGE CHAMBER APPROVED BY THE ENGINEER. R. g g. ng o 2. THE ENTIRE SUBSURFACE SYSTEM,INCLUDING THE CRUSHED STONE OO o STORAGE VOLUME,THE FILTER MEDIA,AND UNDERDRAIN MATERIALS,SHALL oO CA STORAGE W. BE WRAPPED IN A NON-WOVEN GEOTEXTILE FABRIC(MIRAFI 140N OR 12"MIN. p p T EQUIVALENT),COVER IN 'RfLAWN AREA A NON-WOVEN AASHTO M288 CLASS 2 GEOTEXTILE(MIRAFI 160N OR o g1 EQUIVALENT)SHALL BE DRAPED OVER THE ENTIRE LENGTH OF THE CHAMBERS. THIS FABRIC WILL TRAP-SEDIMENTS AND PROVIDE SEPARATION oD O O BETWEEN THE CHAMBERS AND SURROUNDING STONE. O €) THE EMBEDMENT STONE SURROUNDING THE CHAMBERS SHALL BE A EXISTING D,(� O WASHED,ANGULAR STONE WITH THE MAJORITY OF PARTICLES BETWEEN 3/4 SUBGRADE INCH:AND;2 INCH. THE BOTTOM 12 INCH LAYER OF STONE THAT ACTS AS THE FOUNDATION BELOW THE CHAMBERS SHALL BE COMPACTED TO ACHIEVE A 0 95%STANDARD PROCTOR DENSITY. oD p 0 0 jjIIII�I 4'-3" 1'-0" 6"DEEP FILTER LAYER OF BANKRUN GRAVEL; MASSDOT M1.03.0 GRAVEL BORROW-TYPE B SC-740 CHAMBER(CHAMBERS SHALL MEET ASTM F 2418-09'STANDARD SPECIFICATION FOR EXISTING SUBGRADE C V i 5 POLYPROPYLENE(PP)CORREGATED WALL STORMWATER COLLECTION.CHAMBERS) INFILTRATION CHAMBER SECTION & NOTES 'S7Mtb+&F— VOWME "119,19 QF e� SC-740 Cumulative Storage Volumes Per Chamber SC-740 Cumulative Storage Volumes Per Chamber(cont.) Assumes 40% Stone Porosity. Calculations are Based ',, , ,; ( "" Upon a 6"(150 mm)Stone Base Under the Chambers. , &W6 8 (0125) ) 11.66_(0.330) (178) 2.21 (0 063) 9.21 (0 264) 42(1067) 45 90_.0 300) 74.90(2.121 _- .„_ 6(152) _ 0 _6 76(0191)___-_ 41 (1041) 45'---.--(1.300)90 73.77(2.089) i_ 5(127__ _„„„„ 0 5.63(0.160) 40(1016) Stone 45.9 0-3 00) ---L2.-6!-R-45-7)1 4(102). Stone Foundation 0 4 51 (0125) 39(991) Cover45 90(1.300) 71.52(2 025) 3(76) 0 3 38(0 095) _38_(965).. _. 45.901.300) 70.39(1.993 2_(51) 0 2.25(0.064) 37 948 45.90(1.300 69.26 1.961 1 (25) ..- _1 13(0 032) ) ._._ _( _.)_. _. ___ 36(914) i 45 90(1 300) 68.14(1.929) Note:Add 1.13 cu.ft.(0.032 m')of storage for each additional 35(889) 45 85(1.298) 66.98(1 897) _ inch(25 mm)of stone foundation. 34(864) 45 69(1 294�i 65 75(18 62) ' - - Storage Volume Per Chamber ft'(m') 33(838) 45.41(1286) 64.46(1.825) ...... 32(813) 44.81J1.269) 62.97(1.783) Bare Chamber and Stone Chamber. Stone Foundation Depth 31 787) _ 44.01 (1.246) 6136(1.737) Storage in. (mm) _ _ 30(762)...... ....... 43.06(1219).....! 59.66(1689) _--- _. _ r fe iffl 6(150) 12(300) 18(450) 29(737) 41 98 1.189 57.89(1.639) _ 28(711) 40.80(1 155) I 56.05(1 587) StormTech SC-740 45.9(1.3) 74.9(2.1) 81.7(2.3) i 88.4(2.5) - - 27 39.54(1.120) 54.17(1534) Note: ssumes mm o sone above chambers,6'(150 mm) 26(660) i 3818(1081) i 52.23(1.479) row spacing and 40%porosity. -.------_95 _.. , _`_ -N 499) -..----_- Amount of Stone Per Chamber 24 610 35.22 0.977 48.19 1.365 ���......!!! Stone Foundation Depth 22(559) 31.99(0.906) } 44.00(1.246) ENGLISH ToNs(yd') 6" 12" 18" 21533) _ 3029(0 858 41.85(1 185) StormTech SC-740 3 8(2 8 yd') 4 6(3.3 yd3) 5 5(3 9 yd') 20 508 28.54(0.808) 39.67(1.123) _.-.-.-.. ( . ( ) ( ) - ( ) METRIC KILOGRAMS(m')I 150 mm 300 mm 450 mm 19(483) 26 74 A75 37.47(1.061) StormTech SC-740 13450(2.1_T 3 4170 2.5 m3 ; 4490(3.0 m3 18 457 24 89 0 705 35.23 0.997 ---- ) ---(-- ) _.__. _ ) ( )..- ( )_.,..._. .............._-_._--) Note:Assumes 6'(150 mm)of stone above,and between chambers. 17 432 l 23 00(L 651 32.96(0.939 16(406) 21 06(0...59.61) 30 68(0.869) _ -, Volume of Excavation Per Chamber yd'(m') 15 381 19 09 0 541) 1 28_36(0.803) _..-_ _ 1.41..(q5§)'_ 17.08(0.484) 26 03(0 737) I - Stone Foundation Depth 13(330)„ 15.04(0 426) 23 68(0 670] 6'150 mm) 12"(300 mm)X18"-- mm) _(0 367) 21.31(0.6�� StormTech SC 740 5.5 (4.2) 6 2 (4.7) 6.8 (5 2) 12.97 _ --- - -- 11 (279) 10.87(0 309) 18.92(0 535) Note:Assumes 6"(150 mm)of row separation and 18'(450 mm)of 10(254) 8 74(0 24� 16.51........(0 46................8) cover. Volume of excavation will vary as depth of cover increases. n 9(229) 6.58(0186) 14...................09(0 399) CHAMBERS SHALL BE DESIGNED IN ACCORDANCE WITH ASTM F2787 "STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". CHAMBERS SHALL MEET THE REQUIREMENTS OF GRANULAR WELL-GRADED SOIUAGGREGATE MIXTURES,<35%FINES, ASTM F2418 POLYPROPLENE(PP)CHAMBERS COMPACT IN 6"(150 mm)MAX LIFTS TO 95%STANDARD PROCTOR OR ASTM F2922 POLYETHYLENE(PE)CHAMBERS DENSITY.SEE THE TABLE OF ACCEPTABLE FILL MATERIALS. ADS GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE ALL AROUND CLEAN,CRUSHED,ANGULAR STONE IN A&B LAYERS PAVEMENT LAYER 'T080TT0M OF FLEXIBLE PAVEME FOR UNPAVED B' <INSTAUATIONSVMERERURINOFROMVEHICLESIMYOCCRR\ ..j._r. _ (450 mm)MIN* (M AX 2.4m INCREASE COVER TO 24-(W M} moi.. f. Y... .. (760 mm) PERIMETERSTONE EXCAVATION WALL (CAN BE SLOPED OR VERTICAL) DESIGN ENGINEER IS RESPONSIBLE FOR - DEPTH OF STONE TO BE ENSURING THE REQUIRED-BEARIN 12"(300 mm)MIN SC-740 G ,. .. DETERMINED BY DESIGN 'CAPACITY OF SUBGRADE SOILS ENGINEER 6"(150 mm)MIN END CAP 6" 51"(1295 mm) 12"(300 mm)TYP I[{F�rll (150 mm)MIN THE INSTALLED CHAMBER SYSTEM SHALL PROVIDE THE LOAD FACTORS SPECIFIED IN THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS SECTION 12.12 FOR EARTH AND LIVE LOADS,WITH CONSIDERATION FOR IMPACT AND MULTIPLE VEHICLE PRESENCES. 9 Call StormTech at 860.529.8188 or 888.892.2694 or visit our website at www.stormtech.com for technical and product information. EDGEWOOD RETIREMENT COMMUNITY-SMALL HOME PROJECT Calculated By: MAF NORTH ANDOVER, MASSACHUSETTS Date: 9/29/2016 STORMWATER CALCULATIONS Page 3 of 4 Water Quality Treatment Volume-Pretreatment Sediment Forebay(SIG-1) Sediment Forebay Volume Provided Minimum sizing=0.1 in/impervious acre V_wq=(D_wq/12 inches/foot) *(A_imp*43,560 sq ft/ac) Cumulative Storage Elevation Area Inc Storage* Cum.Storage V_wq = Required Water Quality Volume (cf) (ft) (sf) (cf) (cf) D_wq=Water Quality Depth (inches) 0.1 inches 169 135 0 0 A_imp=Impervious Area (acres) 0.71 acres 170 302 219 219 171 526 414 633 V_wq (required)= 257 cf (Al +A2) V_wq(provided)= 633 cf * V= h 2 I� EDGEWOOD RETIREMENT COMMUNITY-SMALL HOME PROJECT Calculated By: MAF NORTH ANDOVER, MASSACHUSETTS Date: 9/29/2016 STORMWATER CALCULATIONS Page 4 of 4 Water Quality Treatment Volume-Pretreatment Oil/Grit Seperator(SC201H-1 and SC201H-2-->SIG-2) + ' Minimum sizing=400 cf/impervious acre or WQV 4� V_wq=(D_wq/12 inches/foot)*(A_imp*43,560 sq ft/ac) By WQV V_wq=Required Water Quality Volume(cf) D_wq=Water Quality Depth (inches) 1.0 inches A_imp=Impervious Area(acres) 0.09 acres ` V_wq= 317 cf By 400 cf/impervious acre V_wq=400 cf* impervious area A_imp=Impervious Area (acres) 0.09 acres V_wq= 35 cf USE V-wq= 317 cf J Volume within first chamber of oil/grit separator V=depth * length *width w Depth 7.5 ft Length 7 ft Width 6.5 ft Volume Provided= 341 ft i� Edgewood Small Home Project Mounding Analysis SMRT Project No, 15078 SIG-3 This spreadsheet will calculate the height of a groundwater mound beneath a stormwater infiltration basin. More information can be found in the U.S.Geological Survey Scientific Investigations Report 2010-5102"Simulation of groundwater mounding beneath hypothetical stormwater infiltration basins". The user must specify infiltration rate(R),specific yield(Sy),horizontal hydraulic conductivity(0), basin dimensions(x,y),duration of infiltration period(t),and the initial thickness of the saturated zone(hi(0),height of the water table if the bottom of the aquifer is the datum). For a square basin the half width equals the half length(x=y). For a rectangular basin,if the user wants the water-table changes perpendicular to the long side,specify x as the short dimension and y as the long dimension. Conversely, if the user wants the values perpendicular to the short side,specify y as the short dimension,x as the long dimension.All distances are from the center of the basin. Users can change the distances from the center of the basin at which water-table aquifer thickness are calculated. Cells highlighted in yellow are values that can be changed by the user. Cells highlighted in red are output values based on user-specified inputs. The user MUST click the blue"Re Calculate Now"button each time ANY of the user-specified inputs are changed otherwise necessary iterations to converge on the correct solution will not be done and values shown will be incorrect. Use consistent units for all input values(for example,feet and days) use consistent units(e.g.feet&days or inches&hours) Conversion Table Input Values inch/hour feet/day 4.9200r R Recharge(infiltration)rate(feet/day) 0.67 1.33 ( I 0.160< Sy Specific yield,Sy(dimensionless,between 0 and 1) 40.00' K Horizontal hydraulic conductivity,Kh (feet/day)* 2.00 4.00 In the report accompanying this spreadsheet °15.004 x 1/2 length of basin(x direction,in feet) (USGS SIR 2010-5102),vertical soil permeability 40.000' y 1/2 width of basin(y direction,in feet) hours days (ft/d)is assumed to be one-tenth horizontal 0.220 t duration of infiltration period(days) 36 1.50 hydraulic conductivity(ft/d). ":18.000 hi(0) initial thickness of saturated zone(feet) h(max) maximum thickness of saturated zone(beneath center of basin at end of infiltration period) Ah(max) maximum groundwater mounding(beneath center of basin at end of infiltration period) Ground- Distance from water center of basin Mounding,in in x direction,in feet feet 0 Re-Calculate Now 40: x : b -- ------ -- ---...-- --- „ . ----- - -"- s Groundwater Mounding, in feet ' 7 13.000 --- r 80 ) i 100si 2.000 a.._ . - __—_—-- .. ....- ...-_.-.. -----.—..----_-_–.. .- -——------------- _`12 1.500 1.000 ..................................................... ............................................................................ - I i 0.500 -.---------- - o.000 ........................_.. ---....._..-.. Y -- —.- - I 0 20 40 60 80 100 120 140 Disclaimer (--------- . ....-.-..-- - ..-....... -------..__......._ This spreadsheet solving the Hantush (1967) equation for ground-water mounding beneath an infiltration basin is made available to the general public as a convenience for those wishing to replicate values documented in the USGS Scientific Investigations Report 2010-5102 "Groundwater mounding beneath hypothetical stormwater infiltration basins" or to calculate values based on user-specified site conditions. Any changes made to the spreadsheet(other than values identified as user-specified) after transmission from the USGS could have unintended, undesirable consequences.These consequences could include, but may not be limited to: erroneous output, numerical instabilities,and violations of underlying assumptions that are inherent in results presented in the accompanying USGS published report.The USGS assumes no responsibility for the consequences of any changes made to the spreadsheet. If changes are made to the spreadsheet,the user is responsible for documenting the changes and justifying the results and conclusions. Stormwater Management Report MassDEP TSS Worksheets Appendix F • Pretreatment TSS Worksheets (SIG-1) • Treatment Train TSS Worksheets (SIG-1 & SIG-3) n, �Jk ARCHITECTURE � ENGINEERING PLANNING � INTERIORS ENERGY sn.rg.��� ,co �, & V INSTRUCTIONS: Version 1,Automated:Mar.4,2008 1. In BMP Column, click on Blue Cell to Activate Drop Down Menu 2. Select BMP from Drop Down Menu 3. After BMP is selected, TSS Removal and other Columns are automatically completed. Location: Pre-treatment SIG-1 (from SC201 E and SC201 F) B C D E F TSS Removal Starting TSS Amount Remaining BMP' Rate' Load* Removed C*D Load D-E Deep Sump and Hooded Catch Basin 0.25 1.00 0.25 0.75 V) O O Sediment Forebay 0.25 0.75 0.19 0.56 E O 0 0.00 0.56 0.00 0.56 Cn cc 0.00 0.56 0.00 0.56 V O V 0.00 0.56 0.00 0.56 Separate Form Needs to be Completed for Each Total TSS Removal = 44% Outlet or BIVIP Train Edgewood Retirementommum y- Pro ject: Small Home Project Prepared By: SMRT "Equals remaining load from previous BMP (E) Non-automated TSS Calculation Sheet Date: 25-Oct which enters the BMP must be used if Proprietary BMP Proposed 1. From MassDEP Stormwater Handbook Vol. 1 Mass. Dept. of Environmental Protection V INSTRUCTIONS: Version 1,Automated:Mar.4,2008 1. In BMP Column, click on Blue Cell to Activate Drop Down Menu 2. Select BMP from Drop Down Menu 3. After BMP is selected, TSS Removal and other Columns are automatically completed. Location: Pre-treatment SIG-3 (from SC201H) B C D E F TSS Removal Starting TSS Amount Remaining BMP1 Rate' Load* Removed C*D Load D-E (1) Deep Sump and Hooded = Catch Basin 0.25 1.00 0.25 0.75 O O Oil Grit Separator 0.25 0.75 0.19 0.56 E O 0 0.00 0.56 0.00 0.56 Cl) -- in O 0.00 0.56 0.00 0.56 V V 0.00 0.56 0.00 0.56 Separate Form Needs to be Completed for Each Total TSS Removal = 44% Outlet or BMP Train Ldgewood Retirementommuni y- Project: Small Home Project Prepared By: SMRT "Equals remaining load from previous BMP (E) Non-automated TSS Calculation Sheet Date: 25-Oct which enters the BMP must be used if Proprietary BMP Proposed 1. From MassDEP Stormwater Handbook Vol. 1 Mass. Dept.of Environmental Protection M (—_a V INSTRUCTIONS: Version 1,Automated.,Mar.4,2008 1. In BMP Column, click on Blue Cell to Activate Drop Down Menu 2. Select BMP from Drop Down Menu 3. After BMP is selected, TSS Removal and other Columns are automatically completed. Location: Treatment Train SIG-1 (from SC201 E and SC201 F) B C D E F TSS Removal Starting TSS Amount Remaining BMP1 Rate' Load* Removed C*D Load D-E 4-0 4) Deep Sump and Hooded Catch Basin 0.25 1.00 0.25 0.75 > i 0 O Sediment Forebay 0.25 0.75 0.19 0.56 E (L) a Subsurface Infiltration cc O Structure 0.80 0.56 0.45 0.11 U 0.00 0.11 0.00 0.11 0 V 0.00 0.11 0.00 0.11 Separate Form Needs to be Completed for Each Total TSS Removal - 89% Outlet or BMP Train Edgewood Retirementommum y- Project: Small Home Project Prepared By: SMRT "Equals remaining load from previous BMP (E) Non-automated TSS Calculation Sheet Date: 25-Oct which enters the BMP must be used if Proprietary BMP Proposed 1. From MassDEP Stormwater Handbook Vol. 1 Mass. Dept. of Environmental Protection V INSTRUCTIONS: Version 1,Automated.,Mar. 4,2008 1. In BMP Column, click on Blue Cell to Activate Drop Down Menu 2. Select BMP from Drop Down Menu 3. After BMP is selected, TSS Removal and other Columns are automatically completed. Location: Treatment Train SIG-3 (from SC201 H) B C D E F TSS Removal Starting TSS Amount Remaining BMP1 Rate' Load* Removed C*D Load D-E 0 Deep Sump and Hooded Catch Basin 0.25 1.00 0.25 0.75 U) 0 0 Oil Grit Separator 0.25 0.75 0.19 0.56 E C Subsurface Infiltration 0 Structure 0.80 0.56 0.45 0.11 Cn 0.00 0.11 0.00 0.11 V V 0.00 0.11 0.00 0.11 Separate Form Deeds to be Completed for Each Total TSS Removal - 89% outlet or BMP Train Edgewood Retirementommum y- Projecit: Small Home Project Prepared By: SMRT 'Equals remaining load from previous BMP (E) Non-automated TSS Calculation Sheet Date' 25-Oct which enters the BMP must be used if Proprietary BMP Proposed 1. From MassDEP Stormwater Handbook Vol. 1 Mass. Dept.of Environmental Protection V INSTRUCTIONS: Version 1,Automated.Mar. 4,2008 1. In BMP Column, click on Blue Cell to Activate Drop Down Menu 2. Select BMP from Drop Down Menu 3. After BMP is selected, TSS Removal and other Columns are automatically completed. Location: Treatment Train SIG-3 (From Roof Runoff) B C D E F TSS Removal Starting TSS Amount Remaining BMP' Rate' Load* Removed C*D Load D-E 4) Subsurface Infiltration Structure 0.80 1.00 0.80 0.20 t O O 0.00 0.20 0.00 0.20 E G1 p0.00 0.20 0.00 0.20 (n ca 0.00 0.20 0.00 0.20 v ca V 0.00 E: 0.20 IL 0.00 0.20 Separate Form Needs to be Completed for Each Total TSS Removal - 80% outlet or BIVIP Train Edgewood Retirementcommunity- Project: Small Home Project Prepared By: SMRT "Equals remaining load from previous BMP (E) Non-automated TSS Calculation Sheet Date: 25-Oct Iwhich enters the BMP must be used if Proprietary BMP Proposed 1. From MassDEP Stormwater Handbook Vol. 1 Mass. Dept. of Environmental Protection �j Stormwater Management Report Stormwater Facilities Operation, Inspection & Maintenance Plan Appendix G L� a ARCHITECTURE ENGINEERING PLANNING i INTERIORS ENERGY I fkaa ;I STORMWATER FACILITIES OPERATION, INSPECTION AND MAINTENANCE PLAN Edgewood Retirement Community—Small Home Project North Andover, Massachusetts During construction activities, the maintenance of all stormwater measures will be the direct responsibility of the Contractor undertaking the work. All work shall conform to the terms and conditions of all relevant local, State and/or Federal permits. After acceptance by the Owner, the maintenance of all stormwater management facilities, the establishment of any contract services required to implement the program, and the keeping of records and maintenance log book will be the responsibility of Edgewood Retirement Community. Notwithstanding any other schedule noted below, general inspections should be conducted by facilities staff monthly during wet weather conditions from March to November. Ditches w S , ales,and Pipe Outlet Aprons Open swales, ditches and aprons shall be inspected at a minimum on a quarterly basis, and before and after a major rainfall event to assure that debris and/or sediments do not reduce the effectiveness of the system. Debris noticed during an inspection shall be removed at that time, or within 24-hours of the inspection:` Any sign of erosion or blockage shall be immediately repaired and stabilized to ensure the stability of the structure and proper function. Maintenance shall include, but not be limited to, mowing, trimming a',nd removal vegetation in the ditches as required to prevent vegetation from blocking or diverting storm flows, replacement of riprap channel lining to prevent scour of the channel invert, removing vegetation and debris from the culverts, inlet and outlet structures. Riprap ditches, aprons, and level spreaders where stone is displaced should be replaced and chinked to assure stability. With time, additional riprap may be added to maintain design depths and grades. Vegetation growing through riprap and accumulated sediments and debris should be removed on a bi- annual basis. Drainage Pipes and Culverts Culverts and piped drainage systems shall be inspected on an annual basis to remove any obstructions to flow; remove accumulated sediments and debris at the inlet, at the outlet, and within the conduit; and to repair any erosion damage at the pipe inlet and outlet. Sediment should be removed when its level exceeds 20% of the pipe diameter. This may be accomplished by hydraulic flushing or any mechanical means. However, care should be taken to contain the sediment at the pipe outlet, and not flush the sediments into the bioretention area (in the main entrance parking lot) as this will reduce the ponds capacity and ability to filter/infiltrate runoff, and will hasten the time when the pond must be cleaned/rehabilitated. Driveways,Walkways and Parking Lots Accumulations of winter sand along paved surfaces shall be cleared at least once a year, preferably in the spring, to minimize transportation of sediment during rainfall events. Accumulations on pavement may be removed by pavement sweeping. Stormwater Facilities—Operations, Inspection and Maintenance Plan September 2016 aka Porous Pavers/Grass Pavers ) f Monitor porous pavers to ensure surface is draining properly after storms. Inspect surface annually for •:: 111 deterioration and assess exfiltration capacity. For porous pavers, add joint material (sand) as needed to replace material that has been transported. For grass pavers, reseed to fill bare spots. Never reseal or repave with impermeable materials. Keep landscaped areas well maintained to prevent soil from being transported onto the pavement. No winter sanding or salting is allowed. Attach rollers to the bottoms of snowplows to prevent them from catching on the edges of grass pavers and paving stones. Inlet and Outlet Grates Inlet and outlet grates are intended to trap and control floatables and debris within the stormwater system. The grates should be inspected on a quarterly basis, and after large storm events for build up of debris and other potentially detrimental material. Periodic maintenance of these features will be required to keep grates clear and prevent damage to either the grate itself or the attached structure. Catch Basins Inspect deep sump catch basins at least four times a year, and at the end of foliage and snow removal Q seasons. Remove sediments from catch basin at least four times per year or whenever the depth of deposits is greater than or equal to one half the depth from the bottom of the invert of the lowest pipe in the basin. (Removal of sediments shall occur a minimum of once per year). Clean out must include the removal and legal disposal of accumulated sediments and debris at the bottom of the basin, at any inlet grates, at any inflow channels to the basin, and at any pipes between basins. If the basin outlet is designed to trap floatable materials, then remove the floating debris and any floating oils (using oil- Q absorptive pads). Oil/Grit Separator Inspect oil/grit separators monthly and clean them out at least twice per year. The more frequent the cleaning, the less likely sediments will be resuspended and subsequently discharged. Also, frequent cleaning makes more volume available for future storms and enhances overall performance. Cleaning includes the removal of accumulated oil and grease and sediment using a vacuum truck or other ordinary catch basin cleaning device. Polluted water or sediments removed from an oil/grit separator shall be disposed of in accordance with all applicable local, state, and federal laws. Sediment Forebay Inspect sediment forebay monthly. Clean sediment forebays at least four (4) times per year. Stabilize the floor and sidewalls of the sediment forebay before making it operational. When mowing grass, keep the greass height no greater than 6 inches. Set mower blades no lower than 3 to 4 inches. Check for signs of rilling and gullying and repair as needed. After removal of sediment, replace any vegetation damaged during cleanout by either reseeding or re-sodding. When reseeding, incorporate practices such as hydroseeding with tackifer, blanket or similar practice to ensure that no scour occurs in the a forebay, while the seeds germinate and develop roots. Stormwater Facilities—Operations, Inspection and Maintenance Plan September 2016 Dry Detention Basin Inspect dry detention basins at least once per year to ensure that they are operating as intended. Inspect basins during and after storms to determine if the basin is meeting the expected detention times. Inspect the outlet structure for evidence of clogging or outflow release velocities that are greater than design flow. aPotential problems that should be checked include: subsidence, erosion, cracking or tree growth on the embankment; damage to the emergency spillway; sediment accumulation around the outlet; inadequacy of the inlet/outlet channel erosion control measures; changes in the condition of the pilot channel; and erosion within the basin and banks. Make any necessary repairs immediately. During inspections, note changes to the detention basin or the contributing watershed because these changes could affect basin performance. Mow the side slopes, embankment, and emergency spillway at least twice per year. Remove trash and debris at this time. Remove sediment from the basin as necessary, and at least once every 10 years or when the basin is 50%full. Provide for an on-site sediment disposal area to reduce the overall sediment removal costs. Subsurface Infiltration Gallery Initially, the Isolator Row shall be inspected every 6 months for the first year of operation. For subsequent years, the inspection should be adjusted based upon previous observation of sediment deposition. The Isolator Row incorporates a combination of standard manhole(s) and strategically located inspection ports. The inspection ports allow for easy access to the system from the surface, eliminating the need to perform a confined space entry for inspection purposes. If upon visual inspection it is found that sediment has accumulated, a stadia rod should be inserted to determine the depth of sediment. When the average depth of sediment exceeds 3 inches throughout the length of the Isolator Row, clean-out should be performed. The subsurface infiltration structures shall be inspected annually at a minimum. Subsurface infiltration structures should be inspected following a rain event of at least one inch to ensure structures are draining within the required 72 hours. aBioretention Area The Bioretention cell should be managed as part of the overall landscape maintenance for the property. Minor tilling and the addition of mulch may be required to maintain an even bed surface. The Bioretention area should be monitored after significant rainfall events (following a rain event of at least one inch to ensure structures are draining within the required 72 hours). Should standing water be observed for longer periods after rainfall deep tilling may be required to loosen up the filter soil material. The outlet overflow grates should be periodically inspected and cleared of any plant material and/or debris. Inspection of the outlet structures will also show if the underdrains are running freely after rainfall events. If standing water is present in the area and no outflow is observed from the underdrain pipes, flushing may be required. This should be done through the cleanouts provided at the end of each underdrain. OStormwater Facilities—Operations, Inspection and Maintenance Plan September 2016 E a Plantings will require periodic maintenance which will include occasional cropping and removal of a excess growth. This maintenance should be undertaken by hand and under no circumstances should heavy machinery be used within the Bioretention area. Bioretention areas shall be inspected annually at a minimum. a a Owner: Party responsible for Operations and Management: a . Owners Name: Name: a Owners Signature: Address: Date: a Phone: a The Town of North Andover reserves the right to inspect the stormwater management system at reasonable times and in a reasonable manner. a a a a a it a 0 Stormwater Facilities—Operations, Inspection and Maintenance Plan September 2016 STORMWATER FACILITIES OPERATION, INSPECTION AND MAINTENANCE INSPECTION REPORT GENERAL Project: Edgewood Retirement Community—Small Home Project North Andover, Massachusetts �i Inspector: qualifications: Date/Time: Inspection Type: ❑Annual/Biannual/ ❑ Storm Event-Storm start date & rainfall (inches): Weather conditions (at time of inspection): General Observations: II Outstanding Issues from Previous Report: BMP's Functional? Condition? Notes Ditches, Swales, and Pipe Outlet Aprons: ❑Yes ❑ No Drainage Pipes and Culverts: ❑Yes ❑ No Driveways,Walkways and Parking Lots: ❑Yes❑ No Porous Pavers: ❑Yes ❑ No Grass Pavers: ❑Yes❑ No Inlet and Outlet Grates: ❑Yes ❑ No Catch Basins: ❑Yes ❑ No Oil/Grit Separator: ❑Yes ❑ No Stormwater Facilities—Operations, Inspection and Maintenance Plan September 2016 d a Sediment Forebay: ❑Yes❑ No Dry Detention Pond: ❑ Yes❑ No Subsurface Infiltration Gallery: ❑Yes❑ No Bioretention Area: ❑Yes❑ No a Riprap: ❑Yes ❑ No Mulch: ❑Yes❑ No Other: HOUSEKEEPING Observed? Condition? Notes Contaminants/Chemicals: ❑Yes ❑ No Dumpster(s)/Litter Control: ❑Yes❑ No Sanitary Facilities: ❑Yes iiNo O Vehicle Maintenance: ❑Yes❑ No a Other: CORRECTIVE ACTIONS, FOLLOW UP, SCHEDULE, RESPONSIBLE PARTIES AND GENERAL NOTES O D D Inspector's Name and Signature: Stormwater Facilities—Operations, Inspection and Maintenance Plan September 2016 n u„ 1. 2 3 p 45 6 7 / f � SMRT Architects an Engineers "" / ..a> .._.__ ,,. \ - One Dundee Park,Suite 4 �jAndover, Massachusetts 011.877.700.7678 810 IIIWI I , i � wwsmrtlnc.com , I E .. / O.L / ...__. \ .. .. \. - ARCHITECTURE I ENGINEERING PLANNING INTERIORS ENERGY E W 1500, n X..\\ C \ No 1DISCyARGO 0' WET NO 100.0" z E 20NE ' BUFFER ZONE / 7� ' NON 0' F— Z + 0.0'-75.p ONEC SNdW STORAGE AREA coNSERVAnDm \ I \ PERIMETERCCRC. LJ K . LU POROUS PAVERS \ \` 0 Of (SIDEWALK) DEEP SUMP & HdODED ;" ' SED ENT - a M CATCH BASINS, TY-P. f✓ FOREBAY / o o a \. N r POROUS PAVERS \ ti , , Uj Cn ,' W 4� (Fhl SPACES)N... Y OND „ BRA 1 V J LU< /J . e e LU W N.. Of h \........, y t _.. r , POROUSRS , v ID y C 3 c x ,, I 0 1_. c -i " B9 3 SIG � v � ,✓ \ ® � / IIIUllhllll t I „ 1-7 Ltj LLI . O BM in_... PROJECT NO: 15078.03 ry GRASS'PAVERS ' W o PROJECT MANAGER: CDP SIDEWA , W '� A/E OF RECORD: MAF BBI K. LL- B y / O o JOB CAPTAIN: JLR 6 LU Ir ,. LU DRAWN BY: MAF OIL/GRIT SEPARATOR (if w = SMRT FILE: I 0 - POROUS PAVERS O O z ; E D/ 0(SIDEWALK FLARED` = J = STORMWATER RIP RAP OUTLET WCn J POROUS'PAVERS TYP OF 40 Q BMP PLAN (SIDEWALK) D z SIG-3 w U) 0- A 0 80' A 011 ABBREVIATIONS: J� BRA = BIORETENTION AREA .� SIG = SUBSURFACE INFILTRATION GALLERY FIG . 1 '"e PROJECT NORTH: SHEET TITLE: 1 2 3 4 5 6 7 V COPYRIGHT 2016 SMRT INC. . r t Ueawnunitc ,. , -i ii `'w Stormwater Management Report Long Term Pollution Prevention Plan Appendix H a 0 a D Q a C� ARCHITECTURE ENGINEERING PLANNING INTERIORS ENERGY runr.r m � . j LONG-TERM POLLUTION PREVENTION PLAN aEdgewood Retirement Community—Small Home Project North Andover, Massachusetts During construction activities, the maintenance of all stormwater measures will be the direct responsibility of the Contractor undertaking the work. All work shall conform to the terms and conditions of all relevant local, State and/or Federal permits. After acceptance by the Owner, the maintenance of all stormwater management facilities, the establishment of any contract services required implementing the program and the keeping of records and maintenance log book will be the responsibility of Edgewood Retirement Community. Notwithstanding any other schedule noted below, general inspections should be conducted by facilities staff monthly during wet weather conditions from March to November. Housekeeping Practices Housekeeping practices should be conducted year round on an as needed basis. This includes but is not limited to the follow: • Clear accumulations of winter sand in parking lots and along roadways at least once a year, preferably in the spring. • Remove litter and debris from parking area weekly so as to prevent these materials from entering the stormwater system. • Maintain grass or mulch cover in landscaped areas to prevent soil erosion into the stormwater system. • Repair erosion within landscape areas in a timely manner. Provisions for Storing Materials No materials or waste products should be stored in any outdoor/uncovered areas. Any waste materials removed from the site should be disposed of according to local and state regulations. Vehicle Washing Controls Washing of vehicles is not allowed. Requirements for Routine Inspections and Maintenance of Stormwater BMPs Please see the attached Operations, Inspection and Maintenance Plan for inspection requirements for athe site's BMPs. Spill Prevention and Response Plans We do not anticipate the outdoor handling of chemicals that may require a spill prevention and response plan. i Long-Term Pollution Prevention Plan August 2016 'E Provisions for Maintenance of lawns,Gardens,and other Landscaped Areas. a Plantings will require periodic maintenance, which will include occasional cropping and removal of a excess growth and weeding. Fertilizers, herbicides and pesticides should be used as needed on a minimal basis. Requirements for Storage and Use of Fertilizers, Herbicides and Pesticides All storage of fertilizers, herbicides and pesticides shall be inside, under cover away from exposure to the elements. a Pet Waste Management Provisions Any pet waste should be collected and disposed of properly so as to not allow it to enter the stormwater a system. Provisions for Solid Waste Management Solid waste management is not included as part of this project. Snow Disposal and Plowing Plans relative to Wetland Resource Areas No snow from outside the Watershed Protection District shall be stored within the Watershed Protection District. Care shall be taken to not plow/store snow in the bioretention areas on site. Q Winter Road Salt and/or Sand Use and Storage Restrictions These materials are used by the Edgewood staff on an as needed basis. Use of these materials should be in limited quantities. Road salt or other deicing material shall not be stockiled on site. Street Sweeping Schedule a Parking lot sweeping shall be completed as required. Provisions for Prevention of Illicit discharges to the Stormwater Management System g gy Due to the nature of the project there is minimal potential for an illicit discharge to the stormwater management system. Documentation that Stormwater BMP's are Designed to Provide for Shutdown and Containment in p the Event of a Spill. Due to the nature of the proposed project the BMP's have not been designed for shutdown. Training for Staff or Personnel Involved in with Implementing the Long Term Pollution Prevention Plan Edgewood Retirement Community will be responsible for training the personnel responsible for implementing and maintaining the Long Term Pollution Prevention Plan. Long-Term Pollution Prevention Plan August 2016 O Stormwater Management Report aScour Calculations Appendix I a W,71 a 0 a 0 0 o I I ARCHITECTURE ENGINEERING PLANNING I INTERIORS ENERGYzr�°igr,c � ��i a Project: Ep6 EWoo� SMS Date: 10 Designed by: Page: I/if Rle - m .� . . �. s .. s _ Q 3 RRRFFF <F �j vi .. S Q _ ...... ..... .d�.... _ _. _..... a ...,... .. ... ra TI tots 5� — LICT �-. C _ 4 , _ s 5 Ef T) �.:5. _. Project: f.,%bC � �sa _ _.. Date: t / Designed by: A-j A-F Page: 2/t. 6 ..... .. ..... F ... ...... F T/15- ..... ..-.. /. G\ £ �V a (8 .... _ . _.. ....:. .. .. ... _...... _.. ..... _ o w ..- S __... _.... .....,..,.. ........... _. ..._.. ... _ ..... 1 .„ tn1_ �.0 F fi.. .. T E.- (8 � _ . Le _. . s !.. .. i.., ...::.. .._ .. ...,... .. _. ... w. .,.., i.......... ... ..... ...... !p DO OL Tb : 3 n a _ _ ... _ _ _ .... M Figure 5B.12 Outlet Protection Design—Minimum Tailwater Condition (Design of Outlet Protection from a Round Pipe Flowing Full, OMinimum Tailwater Condition: Tw < 0.5%) (USDA - _ ) {4) azi$ dead U 05p —4.1 AJA F71 -77tj Ij �.3 H : 1 m� K m G� < $ani eemn- ! a � n aa. 3 + el 61 L zt�t7,12 LO Jr, CL tY5 4i p U .Cl E } zco It o -. if W0IO' � Li > D o August 2005 Page 5B.25 New York Standards and Specifications For Erosion and Sediment Control Page 4/4 Figure 5B.14 Riprap Outlet Protection Detail (1) SYMBOL W/2 PROFILE DISCHARGE TO C1 d/2 UNCONFINED SECTION (FLARED OUTLET) (MINIMUM TAILWATER' CONDITION) a _ 0 9 A La '' RISER --- L� � i A:--1 6'MYN DISCN. NO OVERFALL EXISTING d/2 PIPE _ - , STABILIZED CHANNEL 3' MINT GRADED AGGREGATE --/ a FILTEROR FILTER CLOTH L NOTEt APRON @ ZERO GRADE A---J 3.0' SIVE SLOPE 24 PROFILE VIEW + 0.4 Loo O 2 2 4' d/2 �— Q SEE RIPRAP STANDARDS AND SPECIFICATIONS GRADED AGGREGATE D FILTER GR FILTER CLOTH CROSS SECT113N A—A SEE RIPRAP STANDARDS AND SPECIFICATIONS MINIMUM TAILWATER CONDITIONS ADAPTED FROM DETAILS PROVIDED DYi USDA _ MRCS, OUTLET NEW YORK STATE DEPARTMENT OF TRANSPORTATION, R I P R A PI NEW YORK -STATE DEPARTMENT OF ENVIRONMENTAL CONSERVATION, PROTECTION NEW YORK STATE SOIL & WATER CONSERVATION COMMITTEE EXAMPLE Specifications August 2005 Page 5B.27 New York Standards and S p For Erosion and Sediment Control � _ D D D 0 e a a ' o ' a to ' o 0 0 a 0 0 a 0 15 14 1 13 1 12 f1 10 1 8 6 1 5 I 4 1 3 1 2 1 t L L - IEGN.UESCRIPf10N LAKE.-`,---- 1. COCHICHEWICK - - EHcueBRnr+ces OFRECOM a '_��.• �� - ' K K � "S..��r<.... J = :'-_-���� �'LO- a •� (� - J H wati�.aroc.'a�a�-pro.+:,ow�ramv�.m�,a�m>'nm.a;�ri� .n<:m"'.r 'ypp.• r, H �nr \ -&«m A. G G If a. 1`y � 1---'tel .•� s' \Irinlnitl1tL111i11V�.u .�...��°� RELOCATED EASEMENT AREA , 'CI b- o sj E4 I gtiA E mss / 1 RE-ISSUED FOR PERMITTING 093G-16 .0 ISSUED FOR PERMITTING 08-19-16 REV DESCRIPTION DATE a„ ,>+ RE-ISSUED FOR PERMITTING pla II d w 9-30-16 CURRENT ISSUE STATUS: 0 v _ " s+�� - s PROJECT-NORTH: . SMRTAtchitects and Engineers One Dundee Park.Suite 4 0 4,�' � Rsµ, .11 ��� ' Andover,Massichmetumo7g10 C 1.877.700.7678 - s (; \ I � asmctcva:�awr.,,cnxc I r,naunc I n,rtxn�I crtscr EDGEWOOD RETIREMENT COMMUNITY Puw REFEREs ,�,,.���, ,�, I_ .. SMALL HOME PROJECT POND PASTURE LANE AT THE REAR OF 575 OSGOOD STREET NORTH ANDOVER,MA RELOCATED EASEMENTAREA B DEEB�FEAENCES _ Evcns s:ac* SHEET TITLE: S1AEEt n"'`" t - 0' 160 3201 480' 0 PRO.IECTMANAGER: CDP PROJECTNO: 1507803 A A A(E OF RECORD: KDC _ .. 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S < %„e^.. ,° r c.. .. .>.... � .. •K', �,° J _.. �f�`�„.�r�� _ , _ _F`s._.,-s � 4,,. X`._r"� .,"�. til.,.. .,� »�fi . ? '`1�:,,,,:�, �?�aK�.�..:r���.^�..x..nsb�,u...F.s..x5,tz.��-'.�`•�<'�. �.-�:'�,s. a=.'.-��a .z:.:�?s,_!_..fin.,.?r�...°���.u.,�.v.,,�=�.,y,�>�.a:�-�'•,.z�'��—_.sm'€,;.�"_-x<.�aw��is.s,�a�.�.'�a� �3�...3�-`.'s--���--���.���-�',�.�zs...,�a�,+��'sy.F.�s�',:;�-.`�ws�a �;=3. :ri=:a_w,.�':.z-:::<_aid;-���u�.a` :�-,.t�a« a�.awa.��.�.�-_,r�*�.x5.3.`�z':.v'�.,:�.:�_-.,� OPTION 1 OPTION 2 d PEDESTRIAN SCALE PEDESTRIAN SCALE r i f 1 P STREET/PARKING SCALE ALTERNATE j STREET/PARKING SCALE <. ra.,- <. ..,....:.Y ...:.___ _. ..x. ...... ,. ..- .,,F,+. ..6 .. .n.. ., r.-:_. .:.............. .....::.v.....: .,. ..,._,.. ...,,.. v ...,.. .5• ,.1' _..k_- T;.,1,2.. m.., ,,.?- ,... ..,. ,. ,:'?F. ._• ,.<.... L.. „ ...,-. x... v'..-. <4.. N_.:., -....-,.t:...:.,..c...w _._,a,.:u...._,...._.,..,...,.»,,._.,,».»a,-...,.._,r..>;.-...•, .r ,_,:s:.....-:wc..:-:..>....,._... - ...>u..,..-,s,-,. -.,x.:>.__...,. .,,.�, _...:.P ,x. -,..?".,,,4i0t-tt�..:. SMALL HOME PROJECT EXTERIOR LIGHTING OPTIONS EDGEWOOD RETIREMENT COMMUNITY �i POND PASTURE LANE AT THE REAR OF 575 OSGOOD STREET, NORTH ANDOVER, MA 15078-03 SMRT Architects and Engineers r+ � 7 1, One Dundee Park,Suite 4 }} ( ( f \ Andover, Massachusetts 01810 N012 ' 1 �1 I / 1.877.700.7678 j G www.smrtinc.com 1d E ARCHITECTURE I ENGINEERING I PLANNING I INTERIORS I ENERGY E TE LOCATION OF --\ POND PASTURE' IN PLAN LANE' V 12 "4 J — lJ ONNSON'S LANE' —IN PILAN #15919 It 891 PAGE '67 %j� 'CE- ' N 50 051 7E C1 f '' '' ( {" lyab• \� vimAll, , , W 1 / 1t 1•" 5 .� LDo w LU LU ( / /U) U) Z i ULj oll LU LU < F rpirl, ° 1111111 r C�C XLo 7 9Y ' LLI 01 Q 1 —PARKjJ at E j 6ENCH p \ e i/ z ~ PROJECT NO: 15078.03 JCYCES TR`IL — p a. Lu w o PROJECT MANAGER: CDP NFOR MATY-�+ STEERING LOCK ANGLE-35.0 deg. G \ In S'GN ACHIEVED ERINGANGLE ANGLE: p 30 deg.SED ST ANGLE:ANGLE: 9.8 g. ■ A/E OF RECORD: KDC R f. 60tleg.SWEEPANGLB2B.tdeg. p �. O JOB CAPTAIN: JLR - —GRAVE_ AIL /0 6 _ , i 90 deg.SWEEP ANGLE:31.8 deg. I - - 120 deg.SWEEP ANGLE:33.6 deg. p 150 deg.SWEEP ANGLE:34. deg. / p u-, DRAWN BY: JSM 180 deg.SWEEP ANGLE:34.77deg. fl pLU W w SMRT FILE: CP101-15078.dwg Fire Truck 0 [45 ft] 0-1a O O z O T :2i �ti l ; }° J c FIRE APPARATUS i Z_ Z 17 " i Q 0- TURNING STUDY 7 4 oz LU A � 0' 30' I \ / RIM=173.38 \ ,�o FULFI� � "Al , ... r S KC-01 RIM=173.20 MILE HIL I (, / f - L ! PROJECT NORTH: SHEET TITLE: 2 1 3 1 4 1 5 1 6 1 71 C C;7PYRIGHT2016SMRT 1 2 3 4 5 6 7 SMRT Architects and Engineers One Dundee Park,Suite 4 EXISTING DIRT/GRAVEL Andover, Massachusetts 01810 PARKING AREA 1.877.700.7678 ,d APPROXIMATE LOCATION OF www.smrtinc.com 'LANE TO POND PASTURE' E AS SHOWN ON PLAN #3827. ARCHITECTURE I ENGINEERING I PLANNING I INTERIORS I ENERGY E SHOWN AS 'JOHNSON'S LANE' PROPOSED ADDITIONAL ON PLAN #15919 GRAVEL PARKING AREA SEE BOOK 891 PAGE 167 \ LU Z (5 DESIGNATED SPACES) BOULDERS (OR BOLLARDS) H RELOCATED HALF MILE HILL SIGNAGE l SEEDED LAWN { ^` GRAVEL WALKWAY \ w ��� �` � ���i 1� z CSO O cy.) 66 D ro \ STREET SIGN .':�\ � Ljj \ CAROL'NE WAY" ` LU �.`+. 1 �` �.\� \ L \` . . . . LU !P SIGN 'VA-E :NAY S GN- Q EDGEWOOD '— :E 1 . \ PAINTEDU ADO'v S Er PARKING STALL AMBULANCE __1SS ; 1 `=UP > Q� C (TYP) ENTRANCE_� L t! r t O d c ELECTRIC--- �/ o BCx FLUSH = RIM=175.19 Z� ro l '� - `? -1 9 ' � ( S�� U 2E z �J !NVJN=166.8': w Q I''JV.OUT=1 66.66l \ ° 1 w x VGC l ' I I U -- PROJECT NO: 15078.03 � w o PROJECT MANAGER: CDP zfziiti w A/EOFRECORD: KDC B / VSIToR \ < :i ~J , I JOB CAPTAIN: JLR BNO6 TUMIUS VISITOR HANDICAP PARKING ' < CONCRETE PARKING PARKING SIGN / ' w � DRAWN BY: JSM SIDEWALK SIGN SIGN %�. ` � � w Lu SMRT FILE: CI101-15078.dwg c) O Q PROPOSED w J co GRAVEL PARKING OPTION PROPOSED 9/30/16- \ O o .� \ , � l I oho AREA Discussed with Town staff and option not selected. , J! I w c!) A RIM=173.38 I EI I 0' 30' A Three of the new porous paver parking spaces will be dedicated for Half Mile Hill parking and two existing spaces will remain to be RIM=173.20 MILEHALF designated for Half Mile Hill. Refer to latest Cl101 sheet. PARN S KC-OZGN I I PROJECT NORTH: I SHEET TITLE: 1 2 3 4 5 6 7 C COPYR GHT 2016 SMRT NC. I 15 14 1 13 12 It 10 9 B- 1 6 5 a 1 3 2 t L L LFC_wScsuPn«+ - �,-s aK�l,�- �'�� COC ��tCHEWICK At, EHPR.®HlWCEs 17 t cam -�—,.��.`'-.•�:-.tib« _ zz=—`..:i. ACS r r. �._ K K AaA tEURK H �o/wm��u/++/a:.rxa�nmwavweiw.n�w.K"a�su vimow-vm.veara'"0"o H ..wvw..•seao.cs.e,a.awam m x vm..v1 ao.w M.wx rmuwenTn.n.* t� �.w � f��® � )) '�.' � ' VACATED EASEMENT AREA r ? \` �� 4 F F O E E 1 RE-ISSUED FOR PERMITTING 093D-16 1 0 ISSUED FOR PERMITTING 08-7316 t e REV DESCRIPTION DATE % s � RE-ISSUED FOR PERMITTING 9-30-16 r" anuw" _ _ �_ �r•�/'O _ CURRENT ISSUE STATUS: D 2a r D xt •s ,eta L�1t y `2 f Y. � t PROJECT-Na SMRT Architectsectsand Engineers :t -M, - INIV-. One Dundee Park Suite d Andover,Massachusetts 01830 C C r4,,,a t,.:` ma«- - 1 t 1 y.' s�earicw 1.877-700.7678 www mrtinc.com Ta Is H' noxa r wewew .w,.uw ��,nwoRs I ex•an. ` \ I ED x U EDGEWOOD RETIREMENT COMMUNITY y� � b SMALL HOME PROJECT I POND PASTURE LANE AT THE REAR OF 575 OSGOOD STREET NORTH ANDOVER,IAA 6 � VACATED EASEMENTAREA P% spa s NS R i SHEET TITLE STRt`t a isD azD 48D -- B qA 1'=160'-0' PROJECT MANAGER: CDP PROJECT NO: 15078.03 A A qtE OF RECORD: KDCj JOB CAPTAIN: JLR SKC-03 DRAWN BY: JSM SMRT FILE: - SHEET No. 24x36 is 14 1 13 1 12 a 10 - s - 8 7 1 6 1s 4 1 3 t 2 1 NOT FOR CONSTRUCTION 15 to t3 ti- tI t0 B 71 6 5 a 3 _ i t L L IEGN.OEStAIVTION �K����- �1 C �MG OF H ..N.,Ra. ..,.u: Vt nN.. �� `/ �,�� own«•. M= "„�... G RELOCATED EASEMENT AREA a \ r F F r' E E k P t RE-ISSUED FOR PERMITTING 0930.16 p ISSUED FOR PERMITTING 08-1516 REV DESCRIPTION FATE s s RE-ISSUED FOR PERMITTING 9-30-16 CURRENT ISSUE STATUS: htt rn Nya g Ft ,S PROJECT-NORTH: One Dundee ects Park,S Engineers One Dundee Park,Suite a xi« ,fit .,.a .E. Andover,Massachusetts 01810 C C "w._ut s.�aRxr« t +y, 1.877.700.7678 t�' +� wwwsmninc.can � ,Rum�tra�tra-u I n.N.,N�I NrnRnR,I T"�,, EDGEWOOD RETIREMENT COMMUNITY �. SMALL HOME PROJECT �MF m b: POND PASTURE LANE AT THE REAR OF 575 OSGOOD STREET NORTH ANDOVER.MA 8 RELOCATED EASEMENTAREA 6 \t: w SHEET TITLE �n STCVLNS tR T 8� PROJECT MANAGER: CDP PROJECT NO: 15078.03 A A AIE OF RECORD: KDC 4 JOB CAPTAIN: JLR SKC-04 DRAWN BY: JSM SMRT FILE: - SHEET No. ®.annNRwa 24XJ6 .. -15 14 .. 13 12 1 11 1 15 -s - .. 6 7 - 6 5 .. 4 1 3 1 2. .. 1 - NOT FOR CONSTRUCTION f 15 1 14 1 13 12 111 18 9 8 7 6 5 < 3 2 1 ♦ ♦ I ` MAP 36 LOT 1 � - 1. N/F TOWN OF NORTH ANDOVER I L 120 MAIN STREET" NORTH ANDOVER, MA. 01845 ���1IT'0 LIMIT OF PRIORITY _ 4 ♦ BOOK 6909 PAGE 7 — �{q�qPY/ // / // r /I/I' ,H�BITAT (TYP) �I " / // //�f/Q6��'02Y/2'7a/"'E//- / / ////// /l/�l�l•{l/l/�I�Iry ' �1lI,I' IIIIIII II5I 8I1'IN)'091"E 6OISN65'34' 32 N N ' 3 / I/ / 37I3655 /�43�a�" �/ / Fti90, � K K J �142 5 � auaFFF_roBBB_PAAAVVVawK IN I/ 1 / /O• PIP/IoyE 'H //.. 1K 9'30'4 "W I) /�// � ' la�I'V 10 147• / // / / e I, �.III I . TOP SANK I I 41 F36TOP K /I' J i i N19-0 8389 1 / / / I , Ill l l l I I I I I II\\\ \\\\111111 �vv. 7oP BANK J OF I I \\ \ 1 T SAN N1T / + To, K :�reo W 5333 114 orn m rozu /w\8 OFFMH' 6 LqT 2 + K H H POND PASTURE PARCEL A, MAP 36,LOT 2 o NI od�?,.W 20.29 ACRES of s�..`w becF:', zo / 4-- APPROX. _ .•'_.''�WF.•1"/ I APPROX.3.55ACRESDISTURBANCE If _ / / / `/ \C� J / � �'�" ' ?C�z/ (17.5%OF 20.29 ACRE PARCEL) . Iw o6 yW ` \� { CUL (0.U66 I/ ` WF L3 TOp BUI 16 RI {.. ], , % 11 • �`� l22 TOP&WK N1"56'5 16 OF WAl'r II \ I 92.42r 915.80' w oze on/N°f /' I u1, oP 534'01'24"E I APPROXIMATE LOCATION I — — // / _ -— �x,. WF o+ 4 ` OF WATER PROTECTION ' �/ (TIE LINE) LINE AS TAKEN FROM THE TaAa TOWN OF NORTH ANDOVER I I I MDN I/ 1 .� _ T" I I III 1 \ r I I /}+�c10 I l ( \- 0 TOP BANK \ WATER RESOURCE MAPS, 1 , zo z At'P) —\ I I I\ \ I r 1c_c,a LIC Tw rK N.E.R.D. PLAN #11656 & M 50,0• wr NA ` V 11 i •o°a- •"1`" - /u�/ I 1111 �� �-I. I�, , I L„T°P a BOOK 4379 PAGE 242 �� �� •zM o°•_7s. is �� _\\ ��� I 1 \ t` I I I I 100• C / A11• WEILWOs'6wnU1E0AeY //-A,��a I I \ \I\0 \ \ ��1 I I /,��/'�•.•{�c1, /xY Oli CONN wH i�J LI OF PRIORITY ..N6'22; "W YES 6'CTHA01( /1� C/mrstrtr°j� / / a1"\�I I 1 \\ \i \ \ wv c], 1y.I11(pJI F I\T (TYP)� 11I�.43' %1,• n' W/ W/ •.. .� �. / '�2 I 1 \\\\\\I t \ \\ \ \\ f•1 y / ( I/•'P ci6 , 1F I5 a O F MAP 36 LOT 24 4 /WF 41 y ��\ �> � \ \ 1 \ \ \wF '� "r�j''� wr a / W I 1 � P swn � N/F FAMILY COOPERATIVE - I'�rI �'wF"26 _ \a \\\ )'r' \ \ PRESCHOOL TroP.w�irn 549 OSGOOD STREET // I I '• \ \ I 1 \ \ \� NORTH ANDOVER, MA. \ TIN 2'42'f/" j� I ( / `\I I I / }xr ue — / ` I BOOK 6953 PAGE 100 !/Y \ A, +•^'�y "h \ > \ 'k IF,1.TOP BViK \ 1 1AY.,i+ \ MPROKINATE LaanoN aF 'NO.1z'11••E. 'UNE T°PONE PASNRE' / \ _ v"- ` N SHOWN ON PUN/363]. 71,.36' / y� / IjI� \ I I I / / I, TOP n E - SHOWN N'ON°H PUN I15HI9 N12'45'S18"W \f ( / / 1 �y"� \''.. �`t P✓a-}1 SEE OWN 691 PAGE 167 4p 98' II � ".�������F 11116 'z'� �K E N50 57"E .� r / rk All' j � y J 9.63' / ) / �" `"\• / /\ \ \ \ \ \ \ 1 I REV DESCRIPTION DATE 11 To �� •\ ) / / < \� A'"�` / t ^� \ 1 1a \ \ ` ISSUED FOR PERMITTING '1 I I I I 11I \ 08-18-16 CURRENT ISSUE STATUS: Ir K y}y` •AYF Al R[ �� g .I• � � \ '� �/— / I/ � // � � � 1\ \/ / /'"�'��� �'}'la�T6.--��*TN9 �. \ ` TOP ..� LI IT O R O GMVEL TRNL 'K��• \ C1, .1• / M \ I / \. / / / I/ 1 1��7 \ Ay\ � I 1 I 1 I I ,�'Fi•7lOPK F-wl.3 L TOPBANK �WF AS 7.7•• I♦ `` /__��� \ / �A7+ UNITS°F iWF 4 W\W6 a� I �'`��. / / Ws-w3 wF•ASI/ / / 1 \ _ 1( I-., LLL555,,,roP Bw1 PROJECT NORTH: 7 1,.1 ,\ ) / / / I 1 t 1 ', 7 / // OL�) I / � i� 1 ` a, -wf�a TOP B SMRT Architects and Engineers •16 }PT C 3 ./ II I I I dal •I 11\, One Dundee Park,Suite N �" II wF M - � � / / / I I I rauL I , I Andover,Massachusetts 01810 0 r Iol II 1 \\ 1\ / I I ,/ , I I 1 / /I. ( \ \ WF M=fWF A4 /• } 0 CSUWERr(PL�Cfi➢) � I I/ I I I I I I I t�I roP TOP ST. 7 I w8ww7.smrtin67com N31'46'30624 ..I 1. _ c = .I_ _ `• e \�. . } wF A5,'I .1 EDTLL,ux1 1n6wtrnlx6 l Pw,x�x6 IME6�u I txE66. 1 r " I I 3 TOP GEWOOD RETIREMENT COMMUNITY LIMIT OF PRIORITY • / _ _ x -_y j/ 84'8'231q /I 86513' 9"W 5 01531' I 1 HABITAT (TYP) 566'09"a9"w / s 5613W s�s•1911a"w ss�•4s'1s• �fis•2a'J�'w I ss�09 z w s6s•4a'or'vJ /S a .ap' s� B(R W _ SMALL HOME PROJECT �I 1''''SFi6'33'08"W 54.41' 5657/2'33"W 141.45' $2.3 71J $3.2Y \ \ 70. 9• \ ,✓0, / 39.9'] / I 1 1 I I I 1 \�-`. "v.-10 03• 65'40\11"w I 55.30 \ 1 I / S69�38'S7•W oNNEATmr P00L \ f 8/60' 320"y�,J l I I I` NORTH ANDOVER,MA POND PASTURE LANE AT THE REAR OF 57505GOOD STREET �.. 65 14' / 65.19' \FrmRorlNErrtri sXzT/I6 \ ` / / �55.80' I I. B I ' I \ \ \ EXISTING CONDITIONS PLAN 6 APPROXIMATE LOCATION \ I / S65'2 '32"W / OF WATER PROTECTION MAP 36 LOT 3 \ \ 7\619 LINE O TAKEN FROM THE I - TOWN OF NORTH ANDOVER l •JOYCE'S Ti I N/F EDGEWOOD RETIREMENT COMMUNITY, INC WATER RESOURCE MAPS, 1 6-:C-1-11OD 575 OSGOOD STREET STONE TRAO. SHEET TITLE: N.E.R.D. PLAN #11656 & � NORTH ANDOVER, MA. 01845 BOOK 4379 PAGE 242 I BOOK 4378 PAGE 115 ° BY 120' 180 II SCALE:1'=W-(r I 1 I I PROJECT MANAGER: CDP PROJECTNO: 15078.°3 A A 1 I OF RECORD: KDC JO 'I I JOB CAPTAIN: JLR DRAWN BY: JSM SMRT FILE: - SHEETT No. 24,16 15 14 13 ,z 1 11 1 16 1 9 1 8 7 1 6 1 s a 3 2 ' NOT FOR CONSTRUCTION i _ I 15 1 14 1 13 12 11 10 - 9 1 8 7 6 1 5 1 4 1 3 1 2 11 I 1 \ \ I I i W MAP 36 LOT 1 L N/F TOWN OF NORTH ANDOVER � L 120 MAIN STREET NORTH ANDOVER, MA. 01845 \ BOOK 6909 PAGE 7 t IK / / K I I I I I�II I I I II 1 I I\II — Izz—� " POND PASTURE PARCEL I �\(! // fi — 6 6 LO1T 2 \ \ �< /..\ // I \ \ I I I I I I I I I 1 I I\� \\ \\\\' \\ " J 'e ///�T9.F1. MAP 36,LOT 2 20.29 ACRES � `� - - / I / ��_\�;; \ l � \ � \ •� 1 •-_-� / / '/ , "'�lI ' I I I IIII\ \ � \ , .q APPROX.3.55 ACRES DISTURBANCE �l I — // / j/�i \ I / ��� _ (17.5%OF 20.29 ACRE PARCEL) P UGO /I II 16' RI — / J, .0 \ / 1 G G �— OF WAY— // 1 \ I I •/-� / // / I I y I \ I I Nqy I/ . ° ✓ — _ — \._ _ ,� / 1 / I IIII 11\I\ I,� I I `1\. I. LJ \ r „°•� ry�_ — I l I IIII4, F \ , I I = MAP 36 LOT 24 ' N/F FAMILY COOPERATIVE \Y PRESCHOOL REE 'I'' 549 OSGOOD ST \ II I I \ \ I I I 1 I \ \ \\ li\ _111 NORTH ANDOVER, MA. ,,// .\`� I BOOK 6953 PAGE 100 AFPPO%BMTE LACATION OF 'VNE RI PON.PA57t1RE /5 SHOWN ON B PVN 4 7. N E SHO IS JOHNSON'S UNE' _ t� I . v.�.. l \ \ \ \ \\�\ \ 1 E ON /15968S1 BOO SK Ill II�GE 167 j ` �' ' / ..,y,., \ \ I I I \�\ / •+� J/�. /\ \ \ \ \ \\ \ \\ 4` \ \\\ III I I REVI DESCRIPTION DATE ISSUED FOR PERMITTING SN w \o �- b O / I .. i I I ••.\'/ � / - , \ \\ \\ \\ \ 1.' IIII I\1 \ 08-18-16 CURRENT ISSUE STATUS: / - � II .o ' _� I 1 / � �'', 1 \ �I / � ` _ � . I '.III I 1 I I I � \ '1I• PROJECT NORTH: / 'I 'H'� � I ` ( ! \ SMRT Arch tests and Engineers / One Dundee Park,suite 4 �" II I I k I I / 1/ / ` •� /' 1 I I 1 1 1 I 1.877700.678 C Massachusetts O1g10 C Ii WW.=mrtn«.m Jr � �� _ �Rr i tN�:Nttw:Nn i-N-I:N't%b� a I y l 1 1 1 1 I I 1 1 1 EDGEWOOD RETIREMENT COMMUNITY ' SMALL HOME PROJECT POND PASTURE LANE AT THE REAR OF 575 OSGOOD STREET / NORTH ANDOVER,MA PROPOSED SITE PLAN B 1 l I MAP 36 LOT 3 / N/F EDGEWOODRETIREMENT COMMUNITY, INC 575 OSGOOD STREET SHEET TITLE: NORTH ANDOVER, MA. 01845 I BOOK 4378 PAGE 115 I P sd 120' 18tY SCALE.1'60'47 1 ( I PROJECT MANAGER: CDP PROJECT NO: 15078.03 A A .1 ` I JO JLR OF RECORD: -- 1 � I JOB CAPTAIN: JLR DRAWN BY: JSM SMRT FILE: SHEETN.. 24%36 15 1 14 1 13 1 12 1 11 1 . s 8 F 7 1 6 1 5 1 ^ 3 2 NOT FOR CONSTRUCTION Y NON_D 150'-400100' (32) PARKING SPACES FOR SMALL HOME BUILDING J / .. ,, t"�r ZONE 75,-150° UFFEq ZON s -"`+�� AVON pISTX Al/ (10) PARKING SPACES ON EDGEWOOD PROPERTY \ � ' �[ / s 4` r (/RB ZO E CO p �5' 1 — — — — —1 — \ / / NSERVgTION 70 m *ENNRONNEM / / \ PER/MET RC NE �,s -- ! 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Y t ,{�.7;� �� l• M��.'•- SW 2802 k '""♦ �♦1•'4�.. - 4 NV L:: ,... Rookwa«I Red SW 2805 Renwick Beige SW 2855 Sycamore Tan 90, 00 -i.1 Geld Renwick Beige SW 2805 r5 SW 2855 piA Y r Cyt �•, „ i• r x' . x } t M r r i i F r ro w• , • � e� a. � x �L� n e i r v- t , n Al ' !!year ,,�..,:. �• : k#?� �`I�x 'r �,��_ ��.,. ., L , r / 1 rl e EA HINCKLEY - 28 State Street Boston, MA 02109-1775 ALLEN °t € } p:617-345-9000 f:617-345-9020 hinckleyallen.com Paul A. Hedstrom phedstrom ,hinckleyallen.com i �} °, Direct Dial: (617)378-4154 November 30, 2016 Via Hand Delivery Zoning Board of Appeals 120 Main Street North Andover, MA 01845 Re: Request for Variance - Pond Pasture Lane at Rear of 575 Osgood Street Dear Board Members: As you know, my firm represents Pond Pasture LLC and Edgewood Retirement Community (collectively, the "Applicant") in connection with an application for a variance from your Board with respect to its proposed development located at the above-referenced property (the "Project"). As a follow-up to your request at the hearing on November 1, 2016, I enclose for your review and consideration the full file for the Project, which includes copies of the recent Planning Board Decisions in connection with the required special permits. At the Board's last hearing on this matter,the Chairman noted that the role of the Board is that of a"gatekeeper". My client truly respects the roll you are asked to play and appreciates the responsibility that accompanies it. The Applicant believes that there are certain characteristics of the property related to soil conditions, shape and topography of the land, but not affecting generally the zoning district in general, such that a literal enforcement of the provisions of the Town's By-laws will involve substantial hardship to the Applicant. As the Applicant's engineer can further explain, the existing hydric soils on the site, which predicate wetland areas, sets forth the limits of the Watershed Protection Zone. Taking these conditions into consideration, the Project has been situated on the parcel as far away from Lake Cochichewick as possible such that it will have no adverse effect on the lake or the wetlands located on the parcel. Moreover, the Applicant believes that desirable relief,in the form of the requested Variance, can be granted by the Board, without detriment to the public good and without nullifying or substantially derogating from the intent and purpose of the Town's By-laws. As the Project is ►ALBANY ► BOSTON ►CONCORD ► HARTFORD ► NEW YORK ► PROVIDENCE HINCKLEY,ALLEN&SNYDER LLP,ATTORNEYS AT LAW 56161648 v1 November 30, 2016 Page 2 currently designed, the public will continue to have access over the property to enjoy the lake by way of a trail system consisting of both existing and newly relocated trails. Also, as previously mentioned the location of the facilities in relation to the property was carefully considered and the Applicant firmly believes that the location of the Project is appropriate for its use and will not adversely affect the neighborhood. The Project and its proximity to the existing Edgewood campus provides adequate facilities for the intended use and also satisfies all parking requirements so as not to create a nuisance or serious hazard to pedestrians or vehicles. Lastly, the intended use of the property will not be substantially more detrimental to the neighborhood and is in harmony with the neighborhood and the general purpose and intent of the Town's Bylaws, as it will complement the existing facilities on the adjacent Edgewood campus. In light of the foregoing, the Applicant firmly believes that the Project satisfies all conditions necessary for the Board to grant the Variance allowing the construction of a new permanent structure within the Non-Discharge Zone pursuant to Section 4.136(3)(b)(iii)(1) and Section 4.136(3)(c)(ii)(3) of the Bylaw. We look forward to meeting with you at your December meeting to discuss any questions you may have with respect to the enclosed information. Thank you for your consideration of this matter. Very truly yours, #-CIA Paul A. Hedstrom Enclosures cc: Bob Coppola ►ALBANY ► BOSTON ►CONCORD ► HARTFORD Is, NEW YORK ► PROVIDENCE HINCKLEY,ALLEN&SNYDER LLP,ATTORNEYS AT LAW 56161648 v1 Town of North Andover Office of the Planning Department 2016 NO V 10 Community Development and Services Division AlM 10-- 13 120 Main Street North Andover,Massachusetts 01845 NOPJ,,; NOTICE OF DECISION-SITE PLAN REVIEW MODIFICATION Any appeal shall be filed within(20)days after the date of filing this notice in the office of the Town Clerk. Date: November 1,2016 Public Hearings: September 20,2016,October 4,2016,October 18,2016,November 1,2016 Date of Decision:November 1,2016 Petition of. Pond Pasture,LLC 575 Osgood Street North Andover,MA 01845 Premises Affected: Rear of 575 Osgood Street(0 Osgood Street) North Andover,MA 01845 Assessor's Map 36 Lot 2 The above petition for Site Plan Review is according to the requirements of the North Andover Zoning Bylaw, Sections 8.3, 10.3,and 10.31 11.3, 13 and MGL c.40A,Sec.9. So as to allow for the construction of a new 38,760 SF Continuing Care Retirement Center (CCRC) with forty(40)units in the"Small Home"style.There will be an access road and parking areas associated with the facility.The parcel is 20.29 acres in size,and the construction area(including buildings,roads and parking)is approximately 1.57 acres(7.7%).This project is within the R-I Zoning District. After a public hearing given on the above date, and upon a motion by Lynne Rudnicki and 2nd by Peter Boynton the Planning Board APPROVES the Site Plan Review Special Permit as amended and based upon the following conditions.Vote was 5-0 in favor of the application. jvta On behal*f the North AAdover Planning Board John Simons,Chair Lynne Rudnicki David Kellogg Lora McSherry Peter Boynton Site Plan Review Special Permit Modification Rear of 575 Osgood Street(0 Osgood Street) November 1,2016 The Planning Board herein APPROVES the construction of a new 38,760 SF Continuing Care Retirement Center (CCRC) with forty (40) units in the "Small Home" style. There will be an access road and parking areas associated with the facility. The parcel is 20.29 acres in size, and the construction area (including buildings, roads and parking) is approximately 1.57 acres (7.7%). This project is within the R-1 Zoning District. This Special Permit was requested by Pond Pasture, LLC. The application was filed with the Planning Board on August 18,2016. The public hearing on the above referenced application was opened on September 20,2016,and closed by the North Andover Planning Board on November 1,2016. The Applicant submitted a complete application, which was noticed and reviewed in accordance with Section 8.3, 10.3, 10.31, 11.3 and 13 of the Town of North Andover Zoning Bylaw and MGL c.40A,Sec.9. The Planning Board makes the following findings as required by the North Andover Zoning Bylaws Section 8.3, 10.3, 10.31, 11.3 and 13: FINDINGS OF FACT 1) On October 5, 1989 the North Andover Planning Board approved a Site Plan Review Special Permit for the construction of a 125,812 SF,three story,250 dwelling units, and 45 bed long term nursing facility of a Continuing Care Retirement Center. 2) On October 5, 1989 the Applicant was issued a Continuing Care Retirement Center(CCRC) Special Permit,The Applicant is also seeking a modification to the original CCRC Special Permit, 3) The project area is located in the Watershed Protection District and the Applicant is requesting a Watershed Protection District Special Permit. 4) Because of the unique nature of the Site the specific project is an appropriate location for such a use,structure,or condition. The proposed Site is abutting the fully developed CCRC Edgewood site and will expand the existing CCRC use in this neighborhood. The Town's Zoning Bylaw was amended by vote at Town Meeting to allow for such a use and structure in this zoning district. 5) Because of the unique characteristics of the Site the use as developed will not adversely affect the neighborhood. The overall impact(traffic,noise,generation of pollution)of the proposed development is very minimal.The proposed project will complement the existing use of the adjacent CCRC development. 6) There will be no nuisance or serious hazard to vehicles or pedestrians.The proposed development will provide for clear separation of pedestrian and vehicular traffic and will not create a hazard for either. Proper signage and vehicle controls(curbs, roadways and parking areas)will be provided. Specific safety mechanisms(signs,striping and surfacing)will be installed where pedestrian and vehicular traffic coincides. 7) Adequate and appropriate facilities will be provided for the proper operation of the proposed use. 8) The use is in harmony with the general purpose of the Zoning Bylaw. 9) The Plan reflects extensive discussions with the Planning Board,Peer Review Consultants,the Planning Department and the Applicant with respect to site design,and stormwater management. 10) The stormwater management plan has been reviewed by the Town's outside stormwater peer review consulting engineer, Eggleston Environmental. 2 Site Plan Review Special Permit Modification Rear of 575 Osgood Street(0 Osgood Street) November 1,2016 i. Runoff from the impervious areas of the development will be directed through a closed drainage system to two subsurface infiltration galleys with overflow discharge toward the wetland and lake.The Applicant has altered the original drainage design to provide improvements to the existing stormwater drainage system. These include revised runoff rates and recharge requirements based on HSG B Soils and adjusting proposed infiltration areas due to seasonal high groundwater elevations.(See email correspondence from L. Eggleston,Eggleston Environmental,dated October 31, 2016). 11) The Plan reflects extensive discussion with TEC,the Town's civil peer review consultant. All concerns were satisfactorily addressed. (See memo dated October 25, 2016). 12) The project will provide for municipal water, sewer and utilities on the property to adequately address the needs of the project and has been determined acceptable by the Department of Public Works. (See email correspondence dated October 25,2016.). 13) The North Andover Fire Department Chief, William McCarthy,and Lieutenant Robert Bonenfant reviewed the Plans and determined that the final design addresses all of the concerns the Fire Department had over access to the Project for firefighting and rescue operations. (See Lt. Bonenfant memo correspondence dated October 11,2016 and Chief McCarthy email correspondence dated October 26,2016). 14) The wetland delineation shown on the plans has been confirmed under an Order of Resource Area Delineation under DEP File#242-1686. 15) Prior access and parking for Half Mile Hill was part of an approved Order of Conditions issued under DEP File#242-1398. Three designated parking spaces have been relocated. 16)The new trail connection(from Half Mile Hill property to Edgewood"Small Home"property) will require some work on the Half Mile Hill property to connect the two trails. I 17) Jennifer Hughes,Conservation Administrator,has reviewed the proposed project and has indicated that the North Andover Conservation Commission(NACC) should approve the revised parking area for Half Mile Hill and the necessary work for the trail connection(from Half Mile Hill property to Edgewood"Small Home"property).(See J.Hughes memo dated October 18, 2016). 18)Friends of North Andover Trails has reviewed the relocated parking for Half Mile Hill access and relocated trail system. 19) The project is in priority habitat and is subject to regulatory review by Natural Heritage and ! Endangered Species Program(NHESP). The Division of Fisheries and Wildlife has reviewed the application and has found that the project will not result in a prohibited"take"of state-listed rate species(see memo dated August 24, 2016). 20) The"Lane to Pond Pasture"easement shown on certain plan entitled "Plan of Pond Pasture& Lane to Po Pasture, " Pond astu e,North Andover,Mass dated January 1959 will be relocated and the Applicant will convey to the Town easement rights over that certain portion of the Edgewood Property in exchange for the Town agreeing to discharge and forever terminate the Town's easement rights in,to and over a certain portion of said easement on said plan. 3 a Site Plan Review Special Permit Modification Rear of 575 Osgood Street(0 Osgood Street) November 1,2016 21) Per Section 8.1.8.e of the North Andover Bylaw,the Applicant demonstrated that the parking is sufficient to support a 38,760 square foot CCRC. There are 32 parking spaces proposed on Lot 2 and 6 additional parking spaces proposed on the existing CCRC parcel, Lot 3.These lots will be combined through the ANR process and the Applicant will have sufficient parking for the proposed project. The Edgewood project in total will have 382 parking spaces. In total 339 parking spaces are required. 22 Per Section 13.5.e of the North Andover Bylaw the Applicant is required to have at least 50% of Y Common Open Space.The Applicant has proposed approximately 75.4% of the parcel (15.3 acres)to be reserved for Common Open Space and the Applicant will place a Conservation Restriction on said 15.3 acres. 23) The Applicant has met with the Health Department, see email dated September 14,2016, on the kitchen design, equipment specifications and material finishes in relation to the food permit for the project. Part of the application also includes trash removal/dumpster location and a pest management program for these new kitchens. Finally the Planning Board finds that this project generally complies with the Town of North Andover Zoning Bylaw requirements as listed in Section 8.3.5, but requires conditions in order to be fully in compliance. The Planning Board hereby grants an approval to the Applicant provided the following conditions are met: PERMIT DEFINITIONS 24) The "Locus" or "Site" refers to the 20.29 acre at the rear of 575 Osgood Street as shown on Assessors Map 36, Parcel 2,and also known as 0 Osgood Street,North Andover, Massachusetts. 25)The "Plans" refer to the plans prepared by SMRT Architects and Engineers, One Dundee Park, Suite 4 Andover, MA 01810, entitled "Pond Pasture LLC & Edgewood Retirement Community Small Home Project Pond Pasture Lane at the rear of 575 Osgood Street(0 Osgood Street)North Andover, MA 01845", dated August 19, 2016, and revised on February 8, 2016, September 30, 2016 and October 25, 2016. 26) The "Project" refers to the construction of a new 38,760 SF Continuing Care Retirement Center (CCRC) with forty (40) units in the "Small Home" style. There will be an access road and parking areas associated with the facility. The parcel is 20.29 acres in size, and the construction area (including buildings, roads and parking) is approximately 1.57 acres (7.7%). This project is within the R-1 Zoning District. 27) The"Applicant"refers to Pond Pasture, LLC, 575 Osgood Street,North Andover, MA 01845,the applicant for the Special Permit, its successors and assigns. 28) The"Project Owner" refers to the person or entity holding the fee interest to the title to the Locus from time to time, which can include but is not limited to the applicant, developer, and owner. SPECIAL CONDITIONS 29) All special permits granted under section 4.136, 8.3, 10.3, 10.31, 11.3, and 13 (Special Permit, PDD,CCRC)for this Site and 575 Osgood Street,Map 36 Lot 3 shall also be considered as part of this Decision. 30) The Applicant shall contact the Planning Department if additional parking plans are being 4 'r W b" Site Plan Review Special Permit Modification Rear of 575 Osgood Street(0 Osgood Street) November 1,2016 considered for the Site. Future expansion will require the Applicant to appear before the Planning Board for a modification. 31) The Applicant shall install pedestrian crosswalk signage on each side of the crosswalk at the intersection of the new Site driveway to the existing Site driveway. 32) Throughout all lands, tree cutting shall be kept to a minimum in order to minimize erosion and preserve the natural features of the Site. 33) The Applicant shall record a Conservation Restriction, as defined in and authorized by Sections 31-33 of Chapter 184 of MGL and otherwise by law, on the property,approximately 15.3 acres as shown on a Conceptual Plan of Land by SMRT dated December 2015,and identified as"Lot B, Not Buildable, 15.3 acres"on said plan,located in the Town of North Andover,Massachusetts, with the Registry of Deeds for the benefit of the Town for the purpose of assuring that the Common Open Space will be retained in perpetuity predominantly in its natural, scenic, and open condition and to prevent any use of the open space that will impair or interfere with the conservation values of the land. 34) The Planting Plan shall include all native species. 35) Any revisions to the approved Plans shall be submitted to the Town Planner for review. If these revisions are deemed substantial,the developer must submit revised plans to the Planning Board for approval. PRIOR TO THE ENDORSEMENT OF THE PLAN 36) The Applicant shall, upon the later to occur of(a)thirty(30)days after the expiration date of the twenty(20)Day Appeal Period of this Decision,or(b)within thirty(30) days of the expiration date of the twenty(20)Day Appeal Period for the approved Variance from the Town of North Andover Zoning Board of Appeals to construct a new structure in the Non-Disturbance Zone and within the Non-Discharge Zone submit to the Planning Board for its approval an appropriate Form A application for approval of an Approval Not Required Plan(ANR Plan) along with an ANR Plan which shall include one lot,thus combining lots specified on Assessor's Map as 36, lots 2 and 3.No construction activities authorized by this Decision shall be commenced until the Applicant has recorded an approved ANR plan for said lots. The Applicant shall consolidate the two parcels(Map 36 Lot 2 and Lot 3)in order to achieve the required Zoning Bylaw Section 13.5 Standards and Restrictions for a Continuing Care Retirement Center(CCRC), 37) No construction activities authorized by this Decision shall be commenced until the Applicant has received a Variance from the Town of North Andover Zoning Board of Appeals and the 20 Day Appeal Period has ended, as required by the Town of North Andover's Zoning Bylaw Section 4.136.c.ii.3 and 4.136.c.iii.3,to construct a new structure in the Non-Disturbance Zone and within the Non-Discharge Zone.A recorded copy of the approved Decision shall be provided to the Planning Department. 38) Drafts of the "Easement Partial Termination and Relocation Agreement" document and Conservation Restriction document required as part of this decision must be submitted to the Planning Department and Town Counsel for review and approval. This easement will contain language for the right to pass and re-pass over the existing trails on Lot 3 that are subject to the Conservation Restriction on Lot 3. Additionally, an irrevocable license agreement will be made between the Town and the Applicant that shall provide that the Applicant shall make five (5) 5 �1 Site Plan Review Special Permit Modification Rear of 575 Osgood Street(0 Osgood Street) November 1,2016 public parking spaces on the Applicant's property available for public access to Half Mile Hill. The license agreement shall provide that if the Applicant moves to revoke the license the Applicant shall comply with the requirements of the Order of Conditions issued under DEP # 242-1398 Section 86&87 and provide the parking spaces within the easement. PRIOR TO ISSUANCE OF SITE WORK OR CONSTRUCTION 39) Three (3) copies of the signed, recorded decision and the recorded plans must be delivered to the Planning Department. 40) In consultation with the Town Planner,the Applicant shall designate an independent construction monitor.The monitor shall read, sign, and return to the Town Planner the Letter of Agreement for Independent Monitors. The monitor shall make weekly inspections of the project, provide monthly reports to the Planning Department, and detail any areas of non-compliance and corrective actions. The monitor will also provide reports following heavy rain events. The monitor must also be available upon notice to inspect the Site accompanying a Planning Department designated official. 41) A detailed construction schedule shall be submitted to the Planning Staff for the purpose of G tracking the construction and informing the public of anticipated activities on the Site. 42) A bond in the amount of ten thousand dollars ($10,000.00) shall be posted for the purpose of insuring that the Site is constructed in accordance with the approved plan and that a final as-built plan is provided, showing the location of all on-site structures. This bond shall be in the form of a check made out to the Town of North Andover. This check will then be deposited into an interest bearing bond account. 43) The "Easement Partial Termination and Relocations Agreement" and the license agreement allowing for public parking on the Applicant's property in connection with the public's use of Half Mile Hill must be accepted by the Board of Selectmen, and if applicable, recorded with the Registry of Deeds. The Applicant shall provide the Planning Department with two copies of the recorded documents. 44)All stormwater management best practices shall be maintained as specified in the Stormwater Operations and Maintenance Plan that was submitted with the application. 45) All applicable erosion control measures must be in place and reviewed and approved by the Planning Department. 46) A pre-construction meeting must be held with the developer,their construction employees, Planning Department and other applicable departments, to discuss scheduling of inspections to be conducted on the project and the construction schedule. DURING CONSTRUCTION 47) Dust mitigation must be performed weekly, or more frequently as directed by the Town Planner, throughout the construction process. 48) Any stockpiling of materials (dirt, wood, construction material, etc.) must be shown on a plan and reviewed and approved by the Planning Staff. Any approved piles must remain covered at all times and fenced off to minimize any dust problems that may occur with adjacent properties. 6 Y Site Plan Review Special Permit Modification Rear of 575 Osgood Street(0 Osgood Street) November 1,2016 49) It shall be the responsibility of the developer to assure that no erosion from the construction Site shall occur which will cause deposition of soil or sediment upon adjacent properties or public ways, except as normally ancillary to off-site construction. Off-site erosion will be a basis for the Planning Board making a finding that the project is not in compliance with the plan; provided, however, that the Planning Board shall give the developer written notice of any such finding and three days to cure said condition. PRIOR TO A CERTIFICATE OF OCCUPANCY 50) The Applicant must submit a letter from the architect and engineer of the project stating that the building,landscaping, lighting and Site layout substantially comply with the plans referenced at the end of this decision as endorsed by the Planning Board and that the stormwater management structures are functioning as designed. Alternatively,the Applicant and/or property owner may provide a bond,determined by the Planning Board,to cover the full amount of the landscaping materials and installation if weather conditions do not permit the completion of the landscaping prior to the use of the building. The Applicant must also submit a letter from a professional engineer certifying that there are no illicit connections to the storm Y drainage system. 51) Wayfinding signage shall be reviewed and approved by the Planning Director and North Andover Fire Department. 52) The Applicant shall confirm that the loading dock/dumpster area can be adequately accessed by the anticipated delivery/trash vehicle. 53) All stormwater structures shall be cleaned, in accordance with the approved Stormwater Operation&Maintenance Plan. 54)All signage shall conform to the signage regulations contained within the North Andover Zoning Bylaw, Section 6. PRIOR TO THE FINAL RELEASE OF ALL SECURITY AND ESCROWED FUNDS 55) The Planning Staff shall review the Site. Any screening as may be reasonably required by the Planning Staff will be added at the Project Owner's expense. 56) A copy of the recorded Conservation Restriction shall be submitted to the Planning Department. 57)A final as-built plan showing final topography,the location of all on- site utilities, structures,curb cuts, parking spaces and drainage facilities, including invert elevations of all stormwater structures, must be submitted to the Planning Department. The as-built must be provided in paper form as well as in SDF(Standard Digital File)format. 58)The Planning Director shall verify whether construction was in compliance with all respective approved plans and conditions set by the Conservation Commission, Board of Health, Zoning Board of Appeals,and Division of Public Works and report to the Planning Board. 59) The Planning Board must by a majority vote make a finding that the Site is in conformance with the approved plan. GENERAL CONDITIONS 60)The contractor shall contact Dig Safe at least 72 hours prior to commencing any excavation. 7 Site Plan Review Special Permit Modification Rear of 575 Osgood Street(0 Osgood Street) November 1,2016 61) Gas, Telephone, Cable and Electric utilities shall be installed underground as specified by the respective utility companies. 62) The hours for construction shall be limited to between 7:00 a.m. and 5:00 p.m. Monday through Friday and between 8:00 a.m. and 5:00 p.m. on Saturday. 63)No open burning shall be done except as is permitted during burning season under the Fire Department regulations. 64) The owner shall apply to the Board of Health for the appropriate dumpster permit. 65)The provisions of this conditional approval shall apply to and be binding upon the Applicant, its employees and all successors and assigns in interest or control. 66) Any action by a Town Board, Commission, or Department, which requires changes in the plan or design of the building, as presented to the Planning Board, may be subject to modification by the Planning Board. 67)Any revisions shall be submitted to the Town Planner for review. If these revisions are deemed substantial,the developer must submit revised plans to the Planning Board for approval. 68) Pursuant to the North Andover Zoning Bylaw Section 10.31.3 this Site Plan Review Special Permit shall be deemed to have lapsed after November 1,2018 (two years from the date the permit is granted), exclusive of the time required to pursue or await determination of any appeals, unless substantial use or construction has commenced within said two-year period or for good cause as determined by the Planning Board. 69)The following information shall be deemed part of the decision: Plan titled: "Pond Pasture LLC&Edgewood Retirement Community Small Home Project Pond Pasture Lane at the rear of 575 Osgood Street(0 Osgood Street)North Andover,MA 01845" Prepared for: Pond Pasture,LLC 575 Osgood Street North Andover,MA 01845 Prepared by: SMRT Architects and Engineers One Dundee Park, Suite 4 Andover,MA 01810 Scale: 1"= 160' Date: Dated August 19, 2016, revised on February 8, 2016, September 30, 2016 and October 25,2016 Stormwater Management Report Prepared for: Edgewood Retirement Community Small Home Project Dated: August 17,2016,revised September 30,2016,October 17,2016 and October 25, 2016 cc: Applicant Abutters 8 J Town of North Andover 281 Office of the Planning Departmentd� � 13 Community Development and Services Division 120 Main Street ft(j. ` t' North Andover,Massachusetts OP80�,cJv. .;' NOTICE OF DECISION CONTINUING CARE RETIREMENT CENTER(CCRC)SPECIAL PERMIT MODIFICATION Any appeal shall be filed within(20)days after the date of filing this notice in the office of the Town Clerk. Date: November 1,2016 Date of Hearings: September 20,2016,October 2, 2016,October 18,2016 and November 1,2016 Date of Decision: November 1,2016 Petition of: Pond Pasture,LLC 575 Osgood Street North Andover,MA 01845 Premises Affected: Rear of 575 Osgood Street(0 Osgood Sheet) North Andover, MA 01845 Assessor's Map 36 Lot 2 Referring to the above petition for a Special Permit from the requirements of the North Andover Zoning Bylaw, Sections 10.3, 10.31, 11.3, 13 and MGL C.40A, Sec. 9 So as to allow of a new 38,760 SF Continuing Care Retirement Center(CCRC) with forty (40) units in the"Small Home" style. There will be an access road and parking areas associated with the facility. The parcel is 20.29 acres in size, and the construction area (including buildings, roads, and parking) is approximately 1.57 acres(7.7%).This project is within the R-1 Zoning District. After a public hearing given on the above date, and upon a motion by Lynne Rudnicki and 2nd by Peter Boynton the Planning Board APPROVE a Continuing Care Retirement Center (CCRC) Special Permit based upon the following conditions: Nort Andover Planning Board John Simons,Chairman Lynne Rudnicki David Kellogg Lora McSherry Peter Boynton a I � r Continuing Care Retirement Center(CCRC)Special Permit Modification Rear of 575 Osgood Street(0 Osgood Street) November 1,2016 The Planning Board herein approves the Continuing Care Retirement Center Special Permit for the construction of a new 38,760 SF Continuing Care Retirement Center(CCRC) with forty (40)units in the "Small Home" style. There will be an access road and parking areas associated with the facility. The parcel is 20.29 acres in size, and the construction area (including buildings, roads, and parking) is approximately 1.57 acres (7.7%). This project is within the R-1 Zoning District. The CCRC Special Permit was requested by Pond Pasture, LLC, 575 Osgood Street, North Andover, MA 01845. This application was filed with the Planning Board on August 18, 2016. The Applicant submitted a complete application which was noticed and reviewed in accordance with Sections 10.3, 10.31, 11.3, and 13 of the Town of North Andover Zoning Bylaw and MGL c.40A, sec. 9 The Planning Board makes the following findings regarding this Special Permit as required by the North Andover Zoning Bylaws Sections 10.3, 10.31, 11.3, and 13 (Special Permit, PDD, and CCRC) of the Zoning Bylaw: FINDINGS OF FACT: 1) On October 5, 1989 the Applicant was issued a Continuing Care Retirement Center (CCRC) Special Permit. 2) On October 5, 1989 the Applicant was issued a Site Plan Review Special Permit for the construction of a 125,812 SF,three story, 250 dwelling units,and 45 bed long term nursing facility of a Continuing Care Retirement Center. The Applicant is also seeking a modification to the original Site Plan Review Special Permit. 3) The project area is located in the Watershed Protection District and the Applicant is requesting a Watershed Protection District Special Permit. 4) The specific site is an appropriate location for the proposed use as it abuts the fully developed CCRC Edgewood site.The proposed use will expand the existing CCRC use in this neighborhood. In addition,the Town's Zoning Bylaw was amended at Town Meeting to allow for such a use in this zoning district. 5) Section 13 of the Zoning Bylaw establishes a maximum number of 300 residential units in a Continuing Care Retirement Center. The proposed project calls for the construction of 40 units to be located in one building. These 40 units when added to the 241 existing units total 281 units which is below the maximum allowed. The number of units does not detract from the livability and aesthetic qualities of the environment and which will provide for a mixture and diversity of housing. 6) Per Section 13.5.e of the North Andover Bylaw the Applicant is required to have at least 50% of Common Open Space. The Applicant has proposed approximately 75.4% of the parcel (15.3 acres) to be reserved for Common Open Space and the Applicant will place a Conservation Restriction on said 15.3 acres. 7) The use as developed will not adversely affect the neighborhood as a sufficient natural buffering has been provided. The final landscape design, site design layout, and architectural elevations reflect extensive discussions between the Planning Board and Applicant to minimize the visual impact and preserve the natural vistas. 8) There will be no nuisance or serious hazard to vehicles or pedestrians. The proposed parking lot 2 i Continuing Care Retirement Center(CCRC)Special Permit Modification Rear of 575 Osgood Street(0 Osgood Street) November 1,2016 provides for adequate internal and external traffic flow, safety, and sufficient pedestrian connections throughout the project and surrounding area, The project as proposed will have a negligible impact on external traffic volume and will not significantly degrade the level of service on Osgood Street or the roadway network, 9) The architectural style and design of the CCRC shall be of colonial design consistent with the style and design of the nearby cottages and Edgewood Farm buildings. 10)The stormwater management plan has been reviewed by the Town's outside stormwater peer review consulting engineer,Eggleston Environmental. i. Runoff from the impervious areas of the development will be directed through a closed drainage system to two subsurface infiltration galleys with overflow discharge toward the wetland and lake. The Applicant has altered the original drainage design to provide improvements to the existing stormwater drainage system. These include revised runoff rates and recharge requirements based on HSG B Soils and adjusting proposed infiltration areas due to seasonal high groundwater elevations. (See email correspondence from L. Eggleston, Eggleston Environmental,dated October 31,2016). 11) The project promotes an efficient use of land while protecting natural resources,such as water resources,wetlands,wildlife, and natural vistas on the property.A portion of the property is subject to a permanent Conservation Restriction of the type described in MGL Chapter 184, Section 31,(including future amendments thereto and corresponding provisions in future laws). The Conservation Restriction will be placed on 15.3 acres of the property, 12) The Plan reflects extensive discussion with TEC, the Town's civil peer review consultant. All concerns were satisfactorily addressed, (See memo dated October 25,2016). 13) The project will provide for municipal water,sewer and utilities on the property to adequately address the needs of the project and has been determined acceptable by the Department of Public Works. (See email correspondence dated October 25, 2016). 14) The North Andover Fire Department Chief, William McCarthy, and Lieutenant Robert Bonenfant reviewed the Plans and determined that the final design addresses all of the concerns the Fire Department had over access to the Project for firefighting and rescue operations, (See memo dated October 11,2016 and email dated October 26,2016). 15) The wetland delineation shown on the plans has been confirmed under an Order of Resource Area Delineation under DEP File#242-1686. 16) Prior access and parking for Half Mile Hill was part of an approved Order of Conditions issued under DEP File#242-1398, Three designated parking spaces have been relocated. 17) The new trail connection(from Half Mile Hill property to Edgewood"Small Home"property) will require some work on the Half Mile Hill property to connect the two trails. 18) Jennifer Hughes, Conservation Administrator, has reviewed the proposed project and has indicated that the North Andover Conservation Commission (NACC) should approve the revised parking area for Half Mile Hill and the necessary work for the trail connection (from Half Mile Hill property to Edgewood "Small Home" property). (See J. Hughes memo dated October 18, 3 Continuing Care Retirement Center(CCRC) Special Permit Modification Rear of 575 Osgood Street(0 Osgood Street) November 1,2016 2016). 19)Adequate and appropriate facilities will be provided for the proper operation of the proposed use, and the use is in harmony with the general purpose and intent of this Zoning Bylaw. Finally the Planning Board finds that this project generally complies with the requirements of the Town of North Andover Zoning Bylaw, but requires conditions in order to be fully in compliance. The Planning Board hereby votes to grant the Special Permit as described in the "Plans" and other supporting information described in the public record, provided the following conditions are met: PERMIT DEFINITIONS 20) The "Locus" or "Site" refers to the 20.29 acre at the rear of 575 Osgood Street as shown on Assessors Map 36, Parcel 2, and also known as 0 Osgood Street,North Andover,Massachusetts. 21)The "Plans" refer to the plans prepared by SMRT Architects and Engineers, One Dundee Park, Suite 4 Andover, MA 01810, entitled "Pond Pasture LLC & Edgewood Retirement Community Small Home Project Pond Pasture Lane at the rear of 575 Osgood Street(0 Osgood Street)North Andover, MA 01845", dated August 19, 2016, and revised on February 8, 2016, September 30, 2016 and October 25,2016, 22) The "Project" refers to the construction of a new 38,760 SF Continuing Care Retirement Center (CCRC) with forty (40) units in the "Small Home" style. There will be an access road and parking areas associated with the facility. The parcel is 20.29 acres in size, and the construction area (including buildings, roads, and parking) is approximately 1.57 acres (7.7%). This project is within the R-1 Zoning District. 23) The"Applicant"refers to Pond Pasture,LLC, 575 Osgood Street,North Andover,MA 01845,the applicant for the Special Permit, its successors and assigns. 24) The"Project Owner"refers to the person or entity holding the fee interest to the title to the Locus from time to time,which can include but is not limited to the applicant, developer, and owner. SPECIAL CONDITIONS 25) The Applicant shall,upon the later to occur of(a)thirty(30)days after the expiration date of the twenty(20)Day Appeal Period of this Decision,or(b)within thirty(30)days of the expiration date of the twenty(20)Day Appeal Period for the approved Variance from the Town of North Andover Zoning Board of Appeals to construct a new structure in the Non-Disturbance Zone and within the Non-Discharge Zone submit to the Planning Board for its approval an appropriate Form A Application for approval of an Approval Not Required Plan(ANR Plan)along with an ANR Plan which shall include one lot,thus combining lots specified on Assessor's Map as 36, lots 2 and 3.No construction activities authorized by this Decision shall be commenced until the Applicant has recorded an approved ANR plan for said lots. The Applicant shall consolidate the two parcels(Map 36 Lot 2 and Lot 3) in order to achieve the required Zoning Bylaw Section 13.5 Standards and Restrictions for a Continuing Care Retirement Center(CCRC). 26)No construction activities authorized by this Decision shall be commenced until the Applicant has received a Variance from the Town of North Andover Zoning Board of Appeals and the 20 Day 4 •f � Continuing Care Retirement Center(CCRC)Special Permit Modification Rear of 575 Osgood Street(0 Osgood Street) November 1,2016 Appeal Period has ended,as required by the Town of North Andover's Zoning Bylaw Section 4.136.c.ii.3 and 4.136.c.iii.3,to construct a new structure in the Non-Disturbance Zone and within the Non-Discharge Zone. A recorded copy of the approved Decision shall be provided to the Planning Department. 27) Drafts of the"Easement Partial Termination and Relocation Agreement" document and Conservation Restriction document requited as part of this decision must be submitted to the Planning Department and Town Counsel for review and approval. This easement will contain language for the right to pass and re-pass over the existing trails on Lot 3 that are subject to the Conservation Restriction on Lot 3.Additionally, an irrevocable license agreement will be made between the Town and the Applicant that shall provide that the Applicant shall make five(5) public parking spaces on the Applicant's property available for public access to Half Mile Hill. The license agreement shall provide that if the Applicant moves to revoke the license the Applicant shall comply with the requirements of the Order of Conditions issued under DEP # 242-1398 Section 86&87 and provide the parking spaces within the easement. 28) Throughout all lands,tree cutting shall be kept to a minimum in order to minimize erosion and preserve the natural features of the Site. 29) The Applicant shall record a Conservation Restriction, as defined in and authorized by Sections 31-33 of Chapter 184 of MGL and otherwise by law,on the property, approximately 15.3 acres as shown on a Conceptual Plan of Land by SMRT dated December 2015, and identified as"Lot B, Not Buildable, 15.3 acres"on said plan, located in the Town of North Andover, Massachusetts, with the Registry of Deeds for the benefit of the Town for the purpose of assuring that the Common Open Space will be retained in perpetuity predominantly in its natural, scenic, and open condition and to prevent any use of the open space that will impair or interfere with the conservation values of the land. 30) All special permits granted under section 4.136, 8.3, 10.3, 10.31, 11.3,and 13 (Special Permit, PDD, CCRC)for this Site and 575 Osgood Street, Map 36 Lot 3 shall also be considered as part of this Decision. PRIOR TO ISSUANCE OF A BUILDING PERMIT 31)Three(3) copies of the signed, recorded decision and the recorded plans must be delivered to the Planning Department. 32) In consultation with the Town Planner, the Applicant shall designate an independent construction monitor. The monitor shall read sign, and return to the Town Planner the Letter of Agreement for Independent Monitors. The monitor shall make weekly inspections of the project, provide monthly reports to the Planning Department, and detail any areas of non-compliance and corrective actions. The monitor will also provide reports following heavy rain events. The monitor must also be available upon notice to inspect the Site accompanying a Planning Department designated official. 33)A detailed construction schedule shall be submitted to the Planning Staff for the purpose of tracking the construction and informing the public of anticipated activities on the Site. 34) The "Easement Partial Termination and Relocations Agreement" and the license agreement allowing for the public parking on the Applicant's property in connection with the public's use of 5 s Continuing Care Retirement Center(CCRC)Special Permit Modification Rear of 575 Osgood Street(0 Osgood Street) November 1,2016 Half Mile Hill must be accepted by the Board of Selectmen and, if applicable, recorded with the Registry of Deeds. The Applicant shall provide the Planning Department with two copies of the recorded documents. 35)All stormwater management best practices shall be maintained as specified in the Stormwater Operations and Maintenance Plan that was submitted with the application. 36) All applicable erosion control measures must be in place and reviewed and approved by the Planning Department. 37) A pre-construction meeting must be held with the developer, their construction employees, Planning Department and other applicable departments,to discuss scheduling of inspections to be conducted on the project and the construction schedule. DURING CONSTRUCTION 38) Dust mitigation must be performed weekly, or more frequently as directed by the Town Planner, throughout the construction process. 39)Any stockpiling of materials(dirt,wood, construction material, etc.)must be shown on a plan and reviewed and approved by the Planning Staff. Any approved piles must remain covered at all times and fenced off to minimize any dust problems that may occur with adjacent properties. 40) It shall be the responsibility of the developer to assure that no erosion from the construction Site shall occur which will cause deposition of soil or sediment upon adjacent properties or public ways, except as normally ancillary to off-site construction. Off-site erosion will be a basis for the Planning Board making a finding that the project is not in compliance with the plan; provided, however, that the Planning Board shall give the developer written notice of any such finding and three days to cure said condition. PRIOR TO A CERTIFICATE OF OCCUPANCY 41) The Applicant must submit a letter from the architect and engineer of the project stating that the building,landscaping, lighting and Site layout substantially comply with the plans referenced at the end of this decision as endorsed by the Planning Board and that the stormwater management structures are functioning as designed. Alternatively,the Applicant and/or property owner may provide a bond,determined by the Planning Board,to cover the full amount of the landscaping materials and installation if weather conditions do not permit the completion of the landscaping prior to the use of the building. The Applicant must also submit a letter from a professional engineer certifying that there are no illicit connections to the storm drainage system. 42)All stormwater structures shall be cleaned, in accordance with the approved Stormwater Operation&Maintenance Plan. 43) All signage shall conform to the signage regulations contained within the North Andover Zoning Bylaw, Section 6. PRIOR TO THE FINAL RELEASE OF ALL SECURITY AND ESCROWED FUNDS 44) The Planning Staff shall review the Site. Any screening and landscaping as may be reasonably required by the Planning Staff will be added at the Project Owner's expense. 6 F Continuing Care Retirement Center(CCRC)Special Permit Modification Rear of 575 Osgood Street(0 Osgood Street) November 1,2016 45) A copy of the recorded Conservation Restriction shall be submitted to the Planning Department. 46) A final as-built plan showing final topography, the location of all on-site utilities, structures, curb cuts, parking spaces,roadway/access way construction, drainage structures, and facilities must be submitted to the Planning Department. The Applicant must submit a letter from the architect and engineer of the project stating said items substantially comply with the plans referenced at the end of this decision as endorsed by the Planning Board, 47)The parking spaces for access to the trail system and signage indicating which parking spaces are to be utilized for the general public must be constructed as shown on the plans referenced at the end of this section. GENERAL CONDITIONS 48)The contractor shall contact Dig Safe at least 72 hours prior to commencing any excavation. 49) Gas, Telephone, Cable and Electric utilities shall be installed underground as specified by the respective utility companies. 50)The hours for construction shall be limited to between 7:00 a.m. and 5:00 p.m. Monday through Friday and between 8:00 a.m. and 5:00 p.m. on Saturday. 51) No open burning shall be done except as is permitted during burning season under the Fire Department regulations. 52) The owner shall apply to the Board of Health for the appropriate dumpster permit. 53) The provisions of this conditional approval shall apply to and be binding upon the Applicant, its employees and all successors and assigns in interest or control. 54)Any action by a Town Board, Commission, or Department,which requires changes in the plan or design of the building, as presented to the Planning Board, may be subject to modification by the Planning Board. 55) Any revisions shall be submitted to the Town Planner for review. If these revisions are deemed substantial,the developer must submit revised plans to the Planning Board for approval. 56) Pursuant to the North Andover Zoning Bylaw Section 10.31.3 this Special Permit approval shall be deemed to have lapsed after November 1,2018(two years from the date permit granted) exclusive of any time required to pursue or await determination of any appeals of this decision, unless substantial use or construction has commenced within that three year period or unless the Planning Board grants to the Applicant an extension of the original two-year time period. Substantial use or construction will be determined by a majority vote of the Planning Board, 57) The following information shall be deemed part of the decision: Plan titled: "Pond Pasture LLC&Edgewood Retirement Community Small Home Project Pond Pasture Lane at the rear of 575 Osgood Street(0 Osgood Street)North Andover, MA 01845" Prepared for: Pond Pasture,LLC 7 K l Continuing Care Retirement Center(CCRC)Special Permit Modification Rear of 575 Osgood Street(0 Osgood Street) November 1,20I6 575 Osgood Street North Andover,MA 01845 Prepared by: SMRT Architects and Engineers One Dundee Park, Suite 4 Andover,MA 01810 Scale: I"= 160' Date: Dated August 19, 2016, revised on February 8, 2016, September 30, 2016 and October 25, 2016, Stormwater Management Report Prepared for: Edgewood Retirement Community Small Home Project Dated: August 17,2016,revised September 30,2016,October 17, 2016 and October 25,2016. cc: Applicant Abutters I 8 i • Town of North Andover 'j'` _`, a_r•,,, Office of the Planning Department 2016&!O Community Development and Services Division '0 API 10; 3 120 Main Street `� North Andover,Massachusetts 01845 ;='jj`j NOTICE OF DECISION WATERSHED PROTECTION DISTRICT SPECIAL PERMIT Any appeal shall be filed within(20)days after the date of filing this notice in the office of the Town Clerk. Date:November 1,2016 Date of Hearings: September 20,2016,October 4,2016,October 18,2016,November 1,2016 Date of Decision: November 1,2016 Petition of: Pond Pasture,LLC 575 Osgood Street, North Andover,MA 01845 Premises Affected: Rear of 575 Osgood Street(0 Osgood Street) North Andover,MA 01845 Assessor's Map 36,Parcel l Referring to the above petition for a Watershed Protection District Special Permit from the requirements of the North Andover Zoning Bylaw,Sections 4.136, 10.3 and 10.31. So as to allow construction of a new 38,760 SF Continuing Care Retirement Center (CCRC) with forty (40)units in the"Small Home" style. There will be an access road and parking areas associated with the facility. The parcel is 20.29 acres in size, and the construction area (including buildings, roads and parking) is approximately 1.57 acres (7.7%) within the Non-Disturbance Zone and Non-Discharge Zone of the Watershed Protection District.This project is within the R-1 Zoning District. After a Public Hearing given on the above date, and upon a motion by Lynne Rudnicki and 2°a by Peter Boynton to APPROVE the Special Permit for the Watershed Protection District, as amended and based upon the following conditions.Vote was unanimous,5-0,in favor of the application. Plan*g g Board John Simons,Chair Lynne Rudnicki David Kellogg Lora McSherry Peter Boynton Watershed Protection District Special Permit Rear of 575 Osgood Street(0 Osgood Street) November 1,2016 The Public Hearing on the above referenced application was opened on September 20, 2016 closed by the North Andover Planning Board on November 1,2016. On November 1, 2016, upon a motion made by Lynne Rudnicki and seconded by Peter Boynton to GRANT a Watershed Special Permit to allow construction of a new 38,760 SF Continuing Care Retirement Center(CCRC)with forty(40) units in the "Small Home" style. There will be an access road and parking areas associated with the facility. The parcel is 20.29 acres in size, and the construction area (including buildings, roads and parking) is approximately 1.57 acres (7.7%) within the Non- Disturbance Zone and Non-Discharge Zone of the Watershed Protection District under the requirements of Section 4.136 and 10.3 of the North Andover Zoning Bylaw. This Special Permit was requested by Pond Pasture, LLC, 575 Osgood Street,North Andover, MA 01845 on August 18, 2016. The Applicant submitted a complete application, which was noticed and reviewed in accordance with Section 4.136, 10.3, and 10.31 of the Town of North Andover Zoning Bylaw and MGL Chapter 40A, Section 9. The motion to approve was subject to the FINDINGS OF FACTS and SPECIAL CONDITIONS set forth in this decision. The Planning Board vote was unanimous. A special permit issued by the special permit granting authority requires a vote of at least four members of a five-member board. The Applicant is hereby notified that should the Applicant disagree with this decision, the Applicant has the right, under MGL Chapter 40A, Section 17, to appeal to this decision within twenty days after the date this decision has been filed with the Town Clerk. In accordance with 4.136 the Planning Board makes the finding that the intent of the Bylaw, as well as its specific criteria are met. This decision specifically stated by the Planning Board makes the following FINDINGS OF FACT: 1) The project is located within an extremely environmental sensitive area and in close proximity to Lake Cochichewick; however, the final design includes the implementation of Best Management Practices that reflect extensive discussions between the Town and Applicant to ensure the continued protection of Lake Cochichewick and the safety and welfare of the residents of North Andover. 2) The proposed project has been designed to limit the construction activity on the Site to approximately 1.57 acres and preserve the existing trails and recreational land through the dedication of Open Space and a Conservation Restriction placed on 15.3 acres of the 20.9 acre Site. 3) The project has been reviewed by the Town's Stormwater Review consultant,Eggleston Environmental, and with the application of erosion control measures and modifications to the drainage and stormwater management designs,the consultant concluded that there will not be significant degradation to the quality or quantity of water in or entering Lake Cochichewick. The site drainage system and stormwater management design are designed in accordance with the Town Bylaw requirements and Best g an Engineering d Management Practices. g i) Runoff from the impervious areas of the development will be directed through a closed drainage system to two subsurface infiltration galleys with overflow discharge toward the wetland and lake. The Applicant has altered the original drainage design to provide improvements to the existing stormwater drainage system. These include revised runoff rates and recharge requirements based on HSG B Soils and adjusting proposed infiltration areas due to seasonal high groundwater elevations. (See email correspondence from L.Eggleston,Eggleston Environmental, dated October 31,2016). 2 Watershed Protection District Special Permit Rear of 575 Osgood Street(0 Osgood Street) November 1,2016 4) In order to secure safety in the case of fire, flood, panic and other emergencies,the Applicant will abide by NFPA 1, Fire Code. NFPA 1, Fire Code advances fire and life safety for the public and fust responders as well as property protection by providing a comprehensive, integrated approach to fire code regulation and hazard management. (See Lt. Bonenfant memo dated October 11, 2016 and Chief McCarthy email dated October 26,2016.) 5) The Plan reflects extensive discussion with TEC,the Town's civil peer review consultant. All concerns were satisfactorily addressed. (See memo dated October 25,2016). 6) The project will provide for municipal water,sewer and utilities on the property to adequately address the needs of the project and has been determined acceptable by the Department of Public Works. (See email correspondence dated October 25,2016.) 7) The project has been reviewed by the Conservation Administrator, Jennifer Hughes, as evidenced by review letters dated September 1,2016,October 4,2016 and October 18,2016. The wetland delineation shown on the plans has been confirmed under an Order of Resource Area Delineation under DEP File #242-1686. 8) The specific Site is an appropriate location for the proposed use and structure as it abuts the fully developed CCRC Edgewood site. The proposed use will expand the existing CCRC use in this neighborhood. The Town's Zoning Bylaw was amended at Town Meeting to allow for such a use and structure in this zoning district. 9) Because of the unique characteristics of the Site the use as developed will not adversely affect the neighborhood.The overall impact(traffic, noise, generation of pollution)of the proposed development is very minimal.The proposed project will complement the existing use of the adjacent CCRC development. 10) There will be no nuisance or serious hazard to vehicles or pedestrians. The proposed development provides for clear separation of pedestrian and vehicular traffic and will not create a hazard for either. Proper signage and vehicle controls (curbs, roadways and parking areas) will be provided. Specific safety mechanisms (signs, striping and surfacing) will be installed where pedestrian and vehicular traffic coincides. 11) Adequate and appropriate facilities are provided for the proper project. 12) There is no reasonable alternative location outside the General,Non-Disturbance,and the Non-Discharge Zones for any discharge,structure or activity. The Planning Board also makes a specific finding that the use is in harmony with the general purpose and intent of the North Andover Zoning Bylaw. Upon reaching the above findings,the Planning Board approves this Special Permit based upon the following SPECIAL CONDITIONS: 13) Permit Definitions: a) The"Locus"or"Site"refers to the 20.29 acre at the rear of 575 Osgood Street as shown on Assessors Map 36,Parcel 2, and also known as 0 Osgood Street,North Andover,Massachusetts. b) The"Plans"refer to the plans prepared by SMRT Architects and Engineers, One Dundee Park, Suite 4 Andover,MA 0 18 10, entitled"Pond Pasture LLC&Edgewood Retirement Community Small Home Project Pond Pasture Lane at the rear of 575 Osgood Street(0 Osgood Street)North Andover, MA 01845", dated August 19, 2016, and revised on February 8, 2016, September 30, 2016 and October 25,2016. 3 Watershed Protection District Special Permit Rear of 575 Osgood Street(0 Osgood Street) November 1,2016 C) The"Project"refers to the construction of a new 38,760 SF Continuing Care Retirement Center(CCRC)with forty(40)units in the"Small Home" style. There will be an access road and parking areas associated with the facility. The parcel is 20.29 acres in size, and the construction area(including buildings, roads and parking) is approximately 1.57 acres(7.7%)within the Non-Disturbance Zone and Non- Discharge Zone of the Watershed Protection District. This project is within the R-1 Zoning District. d) The"Applicant"refers to Pond Pasture,LLC,the Applicant for the Special Permit. e) The"Project Owner"refers to the person or entity holding the fee interest to the title to the Locus from time to time,which can include but is not limited to the Applicant,developer, and owner. 14) No construction activities authorized by this Decision shall be commenced until the Applicant has received a Variance from the Town of North Andover Zoning Board of Appeals and the twenty(20) Day Appeal Period has ended, as required by the Town of North Andover's Zoning Bylaw Section 4.136.c.ii.3 and 4.136.c.iii.3, to construct a new structure in the Non-Disturbance Zone and within the Non-Discharge Zone. 15) Throughout all lands, tree cutting shall be kept to a minimum in order to minimize erosion and preserve the natural features of the site. 16) The Planting Plan shall include all native species. 17) The location of the sprinkler system drain shall be moved further away from the main entrance to allow for more separation between the main entrance and the water overflow from the periodic flushing of the sprinkler system. 18) The Town Planner shall approve any changes made to these plans. Any changes deemed substantial by the Town Planner would require a Public Hearing and Modification by the Planning Board. 19) All special permits granted under section 4.136, 8.3, 10.3, 10.31, 11.3, and 13 (Special Permit, PDD, CCRC) for this Site and 575 Osgood Street, Map 36 Lot 3 shall also be considered as part of this Decision. PRIOR TO ISSUANCE OF A BUILDING PERMIT 20) A performance guarantee bond of ten thousand dollars ($10,000.00) made out to the Town of North Andover must be posted to insure that the construction, erosion control, measures, and performance of any other condition contained herein will take place in accordance with the plans and the conditions of this decision and to ensure that the as-built plans will be submitted. 21) In consultation with the Town Planner, the Applicant shall designate an independent construction monitor. The monitor shall read, sign, and return to the Town PIanner the Letter of Agreement for Independent Monitors. Upon the start of site work the monitor shall make weekly inspections of the project(any suspension in monitoring due to inactivity on the site shall be pre-approved by the Town Planner), provide monthly reports to the Planning Department, and detail any areas of non- compliance and corrective actions. The monitor will also provide reports following heavy rain events. The monitor must also be available upon notice to inspect the site accompanying a Planning Department designated official. 4 a� Watershed Protection District Special Permit Rear of 575 Osgood Street(0 Osgood Street) November 1,2016 22) All erosion control measures as shown on the plan must be in place and reviewed by the Town Planner. 23) Fertilizers are limited to those which are either organic or slow-release nitrogen and phosphorous-free, non-organic pesticides and herbicides use are prohibited, and the use of coal tar-based pavement sealants is prohibited. The Applicant shall incorporate this condition as a deed restriction and a copy of the recorded deed shall be submitted to the Town Planner and included in the file. PRIOR TO RELEASE OF THE PERFORMANCE BOND 24) The Applicant must submit a letter from the architect and engineer of the project stating that the building, landscaping, lighting and Site layout substantially comply with the plans referenced at the end of this decision as endorsed by the Planning Board.The Applicant must also submit a letter from a professional engineer certifying that there are no illicit connections to the storm Y drainage system. GENERAL CONDITIONS 25) The Planning Board must by a majority vote make a finding that the Site is in conformance with the approved plan. 26) No open burning shall be done except as is permitted during burning season under the Fire Department regulations. 27) The Contractor shall contact Dig Safe at least 72 hours prior to commencing excavation. 28) The provisions of this conditional approval shall apply to and be binding upon the Applicant, it's employees and all successors and assigns in interest or control. 29) Pursuant to the North Andover Zoning Bylaw Section 10.31.3 this Special Permit approval shall be deemed to have lapsed November 1, 2018 (two years from the date of issuance)exclusive of the time required to pursue or await determination of any appeals, unless substantial use or construction has commenced within said two-year period. Substantial use or construction will be determined by a majority vote of the Planning Board, 30) This decision must be filed with the North Essex Registry of Deeds. The following information is included as part of this decision: Plan titled: "Pond Pasture LLC&Edgewood Retirement Community Small Home Project Pond Pasture Lane at the rear of 575 Osgood Street (0 Osgood Street) North Andover, MA 01845" Prepared for: Pond Pasture,LLC 575 Osgood Street North Andover,MA 01845 Prepared by: SMRT Architects and Engineers One Dundee Park, Suite 4 Andover,MA 01810 Scale: Date: Dated August 19, 2016, revised on February 8, 2016, September 30, 2016 and October 25, 2016 Stormwater Management Report Prepared for: Edgewood Retirement Community Small Home Project Dated. August 17,2016,revised September 30,2016,October 17,2016 and October 25 2016 cc: Applicant Abutters 5 r` September 16, 2016—Rev 0 September 30,2016—Rev 1 October 18,2016—Rev 2 October 27,2016—Rev 3 Job No.: 15078.03 Town of North Andover-Planning Board Jean Enright, Planning Director 1600 Osgood Street, Suite 2-36 Planning Department North Andover, MA 01845 Re: Edgewood Retirement Community—Small Home Project Applicant: Pond Pasture LLC(c/o Paul Hedstrom & Bob Coppola) 575 Osgood Street, North Andover, MA Map 36, Lot 2;Zone R-1, Watershed Protection District Town Comments to 8/19/16 Edgewood Permitting Submissions Dear Ms. Enright: In our response letter dated September 16 2016 there were several items that needed further information p p n o and documentation. The comments noted in red are the responses on 9/30/16. Since the 9/30/16 letter, additional comments were received from DPW (10/14/16), Eggleston Environmental (10/13/16), and TEC(10/17/16). Please find the latest comments in blue. The final comments have been received from the Conservation Commission, DPW, and TEC and we believe all the open items have been closed. A final response letter was sent to Eggleston Environmental on 10/26/16 and we feel this letter addresses Ms. Eggleston's comments. No further comments were received from the Police Department or the Health Department. These items have been added to this letter in green. Conservation Commission,Jennifer Hughes(received 9/6/16) 1. The wetland delineation shown on the plans has been confirmed under an Order of Resource Area Delineation under DEP File#2421686. All wetland lines shown on the plan are accurate. 9/16/16 Response:Comment noted. 2. The project is in priority habitat and is subject to regulatory review by Natural Heritage and Endangered Species Program (NHESP). No decision should be issued until NHESP has finished their review and issued a letter. 9/16/16 Response:The NHESP Division of Fisheries& Wildlife responded to the Edgewood Small Home MESA (Massachusetts Endangered Species Act)Project Review Checklist submitted 8/12/16. Per the letter received on 8/24/16, the Division determined the project"will not result in a prohibited'take'of the state-listed rare species." 9/30/16:See attached letter from NHESP. ARCHITECTURE ( ENGINEERING I PLANNING I INTERIORS I ENERGY I smrtinc.com Edgewood Retirement Community—Small Home Project Town of North Andover Planning Board—Town Department Comments October 27, 2016 Page 2 of 26 3. 1 reviewed sheet LP501 and note that all species on the planting schedule with the exception of Caryopteris clandonensis/Blue mist shrub and Deutzia gracilis/Slender Deutzia are native. I recommend substitutions be found for these nonnative species. 9/16/16 Response:Caryopteris clandonensis(Blue-Mist Shrub), while non-native,is not considered to be an invasive species. The plant is an excellent pollinator, is drought and heat tolerant and performs exceptionally well in New England. Deutzia gracilis(Slender Deutzia)is also not considered to be invasive, and is in fact recommended as an alternative to many invasive species. These plants require little to no maintenance, are drought tolerant and perform well in plant hardiness zones 5-8. The entire proposed plant list will be revisited, and these two shrubs will potentially be replaced with native shrubs. 9/30/16:The Planting Plan has been revised to include all native plant material. Refer to updated LP101 and LP501 for revised plant schedule. 4. The project entrance appears to be in the location of the existing HalfMile Hill parking lot which was constructed as a requirement of DEP File#2421398 (see conditions#86&#87 below). It was a condition of that Order that the access be maintained. I do not find any details on the plan showing relocated access and parking for the public. HalfMile Hill property lines abutting the property should be shown. 9/16/16 Response: An additional gravel area off of the existing gravel drive will be installed for parking for HalfMile Hill users. The additional gravel area shall not impede on the existing snow storage area for the Edgewood campus. 9/30/16:Refer to attached sketch SKC-02 for proposed designated Half Mile Hill parking. S. A new trail is shown on HalfMile Hill to access trails on the Edgewood "Small Home" property.This trail would require approval of the Conservation Commission who have "care, custody, and control" of the HalfMile Hill property. Friends of North Andover Trails (FONAT) should also have the opportunity to comment on the new trail locations. 9/16/16 Response:The Applicant intends to conduct discussions/meetings with Jennifer Hughes to review the proposed relocated trail. Per Order of Conditions issued under DEP File#2421398: 86. The entrance access road/drive to the Town owned Open Space area known as Half Mile Hill located off of "Driveway G"on the approved plans shall be constructed and maintained at a minimum width of 20 feet. Further, the current owner/applicant, Edgewood Retirement Community, Inc., and/or any future owner acknowledges said access way and shall not imped%bstruct access to the Town owned Open Space in perpetuity. 87. The applicant has voluntarily agreed, by letter from its Attorney referenced herein, to improve the existing parking area and entranceway to Half Mile Hill at its own expense during construction activities. Improvements shall include, but may not be limited to, access improvements, paving of the existing parking area, and the installation of signage. The scope of work and project details shall be provided by the Conservation Commission prior to the commencement of said improvement activities.As such, the applicant shall notify the Conservation Commission at least seven (7)days in advance of anticipated activities of this work in order for the Conservation Commission to prepare and provide the applicant's contractor with the ARCHITECTURE I ENGINEERING I PLANNING I INTERIORS I ENERGY I smrtinc.com I ,d Edgewood Retirement Community—Small Home Project Town of North Andover Planning Board—Town Department Comments October 27, 2016 Page 3 of 26 necessary documentation and plans to conduct said work. In addition, the Town shall be responsible for obtaining all necessary permits and approvals prior to said work. Additional comment received 9/19/16 received via email: "I would ask that the applicant consider that the proposed plant species noted in my comments are not native to the United States: http://plants.usda.gov/core/profile?symbol=caryo3 http:Hplants.usda.gov/core/profile?symbol=Degr3 There are many species that are hardy, drought tolerant and excellent pollinators that are also native to Massachusetts, or at least New England." 9/30/16:The Planting Plan has been revised to include all native plant material. Refer to updated LP101 and LP501 for revised plant schedule. 6. Additional comments received from Jennifer Hughes on 10/18/16 via email: • A gravel parking area and walkway have been eliminated and three designated parking spaces for Half- Mile Hill has been added to the existing paved parking area (two already exist). Because the prior access and parking was part of an approved Order of Conditions issued under DEP File#242-1398, the approval of the North Andover Conservation Commission (NACC) should be obtained before construction begins. This could be done as a general business item at a Conservation Commission meeting. • Trail access should also be discussed and approved by the NACC. It is my understanding that the Friends of North Andover Trails have reviewed the proposed trails and have no concerns regarding their location. Work to connect the new trails is shown on the plans on land under the care, custody and control of the NACC. Edgewood does not propose to do this work, but no arrangements have been made for others to provide the trail connection. Provisions should be made to ensure the trail connection is made.Additional trails would also require the town to seek the approval of The Trustees of Reservations (TTOR)who hold the Conservation Restriction on the property.This too could be discussed with the NACC at a public meeting as a general business item. • Edgewood has responded to my comment regarding native species that all plantings used on site will be native to New England. I have no further comments in this regard. 10/27/16 Response: The trail parking re-location and trail access point from Half Mile Hillis being handled administratively by the Town. ARCHITECTURE I ENGINEERING I PLANNING I INTERIORS I ENERGY smrtinc.com �� ► ' Edgewood Retirement Community—Small Home Project Town of North Andover Planning Board—Town Department Comments October 27, 2016 Page 4 of 26 Police Department, Lieutenant Daniel P. Lanen (received 9/6/16) 9/16/16:The North Andover Police Department does not have any issues regarding the parking or traffic safety with project. 9/30/16:No additional comments from the Police Department. 10/18/16:No additional comments from the Police Department. Division of Public Works,Tim Willett(Operations Manager)&John J Brogesi, PE(Town Engineer) (received 9/9/16) 9/30/16:No additional comments from the DPW. 10/18/16.Follow up comments on#8&#10 received via email on 10/14/16. 10/27/16 Response:The Applicant received an email from John Borgesi on 10/25/16. J.Borgesi confirmed that he and Tim Willett had no follow-up comments on the project. 1. The Applicant shall confirm that there is adequate vehicular clearance throughout the proposed development for the North Andover Fire Department. 9/16/16 Response:The proposed development provides adequate clearance for the North Andover Fire Department vehicles. Please refer to Sketch SKC-01. 2. It appears that the proposed development including roadways, utility infrastructure, and services will all be private. This should be confirmed and confirmation that all future maintenance will also remain private in er etuit p .p Y 9/16/16 Response: Yes, the proposed roadways, utility infrastructure, and services are private. All future maintenance will remain private in perpetuity. 3. The Engineering Department did not receive a copy of the complete stormwater report. The proposed development includes a significant amount of underground infiltration and detention system along with porous pavers and bioretention areas. The Board's peer review consultant shall review the proposed stormwater design and comment accordingly for compliance with the local stormwater by-law and Massachusetts Stormwater Handbook, as applicable. In addition,the proposed design incorporates porous pavers and bioretention area type best management practices (BMPs). The Operation and Maintenance (0&M) of these BMPs are very specific and require considerable care. The long term 0&M plan shall be reviewed to ensure the required care for these BMPs, especially during the wintertime and use of sand and salt are considered and adequately addressed. 9/16/16 Response:Please refer to the responses to Eggleston Environmental's stormwater review below. The Long Term 0&M Plan is provided and includes maintenance requirements for all elements of the proposed development. 10/18/16.Refer to 10/17/16 SMRT response letter to Eggleston Environmental's additional comments received 10/13/16. Water 4. A tapping sleeve and gate must be used for the connection to the existing water main to prevent disruptions to the distribution system. n II ARCHITECTURE I ENGINEERING ( PLANNING I INTERIORS IENERGYI smrtinc.com �� n Edgewood Retirement Community—Small Home Project Town of North Andover Planning Board—Town Department Comments October 27, 2016 Page 5 of 26 9/16/16 Response:A tapping sleeve and gate will be provided for the connection to the existing water main. Refer to updated CU101. 5. A new hydrant must be added to the plan. 9/16/16 Response:A new hydrant has been added to the plan. Refer to updated CU101. Location will be confirmed with the Town of North Andover Fire Department. 9/30/16:Pending Fire Department approval. 10/18/16:SMRT received verbal approval of hydrant location on 10/4/16. 6. Separate external shut off valves must be provided for the fire land and domestic water services lines to the proposed building. 9/16/16 Response:Separate external shut off valves shall be provided for the fire protection and domestic water service lines. Refer to updated CU101. Sewer 7. The force main must be installed in a ductile iron sleeve for 10 feet where it crosses thero osed water line. P p 9/16/16 Response:Ductile iron sleeve shall be provided wherever force main crosses water line. Refer to updated CU101. 8. The size and type of pipe for the force main must be added to the plan. 9/16/16 Response:Size and material of pipe to be finalized with pump station design. SMRT to confirm design complies with the Town of North Andover Water&Sewer Department and Greater Lawrence Sanitary District standards. 9/30/16:SMRT has reviewed the project with Greater Lawrence Sanitary District. District representative confirmed that their system has capacity to support the project since the wastewater is classified"domestic". The Greater Lawrence Sanitary District will not require an industrial discharge permit. SMRT will coordinate with Town of North Andover DPW. Pending. 8a. Comment#8 (received 10/14/16)-The size and type of pipe used for the forcemain must be on the plan. No size or type of forcemain pipe has been added to the plans. DPW just received an email today at approximately 3:00 p.m. indicating the Applicant is working on the design of the pump station and forcemain and that the updated plans will be forwarded on Monday October 17, 2016. DPW will need to review the updated design/plan set once received. We are not sure we will have our comments complete by Monday evening for your Tuesday meeting to allow you to close out the hearing. 10/18/16.SMRT provided updated CU101 (Site Utility Plan)and CU504(Site Utility Details)via email to J. Borgesi on Friday, 10114116. 10/27/16 Response:J. Borgesi and T. Willett have no further comments on the sewer plans. 9. The force main must have 4 feet minimum cover. 9/16/16 Response:A minimum of 4'of cover will be provided for force main. 10. Warning tape must be installed 2 feet above force main for its entire length. 9/16/16 Response: Warning tape will be installed 2'above force main for the entire length. ARCHITECTURE I ENGINEERING I PLANNING I INTERIORS I ENERGY I smrtinc.com rk, ko Edgewood Retirement Community—Small Home Project Town of North Andover Planning Board—Town Department Comments October 27, 2016 Page 6 of 26 11. Sewer mitigation fees apply to this project. 9/16/16 Response:Comment noted. SMRT and Edgewood will coordinate with the Town of North Andover Water&Sewer Department and Greater Lawrence Sanitary District. 9/30/16:SMRT has reviewed the project with Greater Lawrence Sanitary District. District representative confirmed that their system has capacity to support the project since the wastewater is classified"domestic". The Greater Lawrence Sanitary District will not require on industrial discharge permit. SMRT will coordinate with Town of North Andover DPW. Pending. 11a. Comment#11 (received 10/14/16)-Sewer mitigation fees apply to this project. While it is good that the Applicant has reached out to GLSD,the DPW comment was to confirm the Applicant was aware that the Town sewer mitigation fees will be applied to this project and will be assessed based on the proposed flows. 10/18/16:The Applicant is aware that the Town sewer mitigation fees will be applied to this project and will be based on the proposed flows. 12. Additional comment received via email on 9/12/16:The proposed name for the access road for the Edgewood CCRC project"Pond Pasture Lane" is too similar to existing roadways in town (Long Pasture, East Pasture, Pond Street) and for emergency purposes (911) we recommend that the road name be changed to something else before the project is approved. 9/16/16 Response:The project does not proposed a new access road,so there will be no new street name for the project. The "Pond Pasture Lane"designation was for permitting/application use only. ARCHITECTURE I ENGINEERING I PLANNING I INTERIORS I ENERGY I smrtinc.com �� ► i _ p Edgewood Retirement Community—Small Home Project Town of North Andover Planning Board—Town Department Comments October 27, 2016 Page 7 of 26 Eggleston Environmental—Stormwater Review(received 9/9/16) A separate response letter based on Eggleston Environmental's additional comment letter received 10/13/16 was sent on 10/17/16. Revised stormwater report,plans and calculations were provided. These comments were added to the end of this section. 10/27/16 Response:A final response letter was sent to Eggleston Environmental on 10/26/16 regarding the remaining outstanding stormwater design comments. At this time, the Applicant believes the stormwater design is complete and meets all the requirements. The final comment responses have been added to this section for reference. 1. The proposed project relies on infiltration of Stormwater runoff from the proposed development to attenuate flow, meet recharge requirements and treat the runoff. While the infiltration of runoff should be maximized in accordance with the requirements of the Watershed Protection District, I believe that the locations of the proposed infiltration systems and the rate of infiltration assumed in the project design are problematic. Specifically, portions of the two larger infiltration systems and one of the infiltrating bioretention basins would be located in areas mapped by NRCS as Hydrologic Soil Group (HSG) D soils not generally considered suitable for infiltration.The grain size analyses provided in the geotechnical report appear to verify the soil mapping.Also per that report only two of the four infiltration tests conducted on the site produced usable data, and both of those were conducted in areas mapped as having HSG C soils. Hence,the infiltration rates derived from those tests should not be assumed to apply to infiltration structures located within the D soils. 9/16/16 Response: Infiltration rate(0.6 in/hr)used was based off of the two successful infiltration tests(IT-1 and IT-2). The average of these two tests were 1.2 in/hr and a factor of safety of 2 was applied which resulted in a design infiltration rate of 0.6 in/hr. Infiltration tests IT-1 and IT-2 were performed very close to the final placement of SIG-2 and SIG-3;therefore, the design infiltration rate of 0.6 in/hr is valid for these two locations. However,additional geotechnical investigation will be performed at the proposed infiltration areas to confirm infiltration rates. Part of the additional geotechnical services will include soil classification/grain size analysis as well. 9/30/16: Additional geotechnical investigation was completed on September 26,2016. The results of the grain size analysis were inputted into the NRCS Soil Texture Calculator to determine the soil texture classification and associated Rawls infiltration rate. The soil classification of"sandy loam"and"loamy sand results confirm the soils are conducive to infiltration and the locations of SIG-1,SIG-2, and SIG-3 will have adequate infiltration rates to meet the Massachusetts Stormwater requirements. New Borings B-B and B-D were located in the locations of SIG-1 and SIG-3,respectively. Previous borings BB- 1 and BB-2 were located adjacent to SIG-2. Boring locations have been added to revised CU101. The associated Rawls infiltration rate for sandy loam(per Table 2.3.3 of the Stormwater Handbook)is 1.02 in/hr. This value was utilized in the HydroCAD modeling,sizing of the subsurface infiltration galleries,and confirming required drawdown time for the subsurface infiltration galleries. Additional infiltration testing was also completed at the new boring locations. The geotechnical engineering consultant,John Turner Consulting, has indicated favorable infiltration rates. These results further confirm the soil classification and feasibility of the subsurface infiltration structures. The formal geotechnical report will be forwarded next week when received from John Turner Consulting. ARCHITECTURE ( ENGINEERING I PLANNING I INTERIORS ( ENERGY I smrtinc.com ,/ Edgewood Retirement Community—Small Home Project Town of North Andover Planning Board—Town Department Comments October 27, 2016 Page 8 of 26 2. 1 would further note that scope and methodology of the onsite infiltration testing that was performed is not consistent with the requirements of the Massachusetts Stormwater Handbook, and that when either the "Static" or"Simple Dynamic" methods are used to size the stormwater BMPs the saturated hydraulic conductivity should be based on the Rawls Rate associated with the slowest of the Hydrologic Soil Groups at the proposed infiltration locations.The 0.6 in/hr infiltration rate used in the project design is more than half the maximum Rawls Rate for HSG C soils. 9/16/16 Response:The "Simple Dynamic"method was utilized to size the stormwater BMPs. Infiltration analysis will be updated utilizing Rawls infiltration rates. Results of the proposed additional geotechnical analysis will be utilized as the basis for selection of on appropriate Rawls infiltration rate/s. 9/30/16: As noted in the response to Comment##1, the additional geotechnical information collected identified the soils as "sandy loam". Per Table 2.3.3 of the Stormwater Handbook,an infiltration rate of 1.02 in/hr was utilized for sizing the infiltration structures. Refer to revised water quality volume calculations in Appendix E of the Stormwater Management Report. The building/roof design has progressed further since the original submission dated 8/17/16 and a portion of the roof originally directed towards SIG-3, is now being directed to SIG-1. In order to more equally distribute the stormwater runoff to the infiltration structures,a portion of the drivewoy/parking lot(Subcatchment SC201F-1)is now directed to SIG-2. This distribution of runoff results in the following impervious areas to be directed to the infiltration structures. Based on these areas, the number of chambers required to treat the water quality volume has been revised as shown: Infiltration Gallery Sizing Results Summary Gallery Impervious Area Number of Stormtech Identification Treated (sf) SC740 Chambers SIG-1 30,809 48 SIG-2 18,587 28 SIG-3 17,447 28 Total 66,843 sf 104 The soil testing conducted on the site was limited to soil borings, hence there was no determination of the estimated seasonal high groundwater(ESHGW) elevation based on soil mottling.The observed groundwater elevation (approximately 10 feet below ground surface) has not been adjusted for seasonal variation, although the testing was conducted in June 2016 during a period of extreme dry weather.The ESHGW is likely to be several feet higher. Several of the proposed infiltration structures would be in cuts of at least five feet,therefore it is not certain that the design of these structures would provide the minimum two feet of separation to ESHGW required. 9/16/16 Response: The probable seasonal high water table elevation will be assessed as part of the proposed additional geotechnical investigation. The elevations of the proposed infiltration galleries will be reviewed and modified as necessary based on the determined seasonal high water table. It should be noted that only SIG-2 is within the area of a cut. SIG-1 and SIG-3 are within areas of fill. ARCHITECTURE , ENGINEERING I PLANNING I INTERIORS I ENERGY I smrtinc.com �d Edgewood Retirement Community—Small Home Project Town of North Andover Planning Board—Town Department Comments October 27, 2016 Page 9 of 26 9/30/16: Initial review of the field investigations completed the week of September 26-28,2016 does not indicate a seasonal high groundwater level within the range of the proposed infiltration structures. Two piezometers were installed during the July 2016 investigations at borings BB-5 and BB-11 to depths of 15 and 20 feet below ground surface(bgs),respectively. These two piezometers indicated groundwater levels at depths of 9.3 and 9.2 feet bgs in July. On September 26,2016, these piezometers were inspected and no groundwater was visible indicating there likely is not a seasonal high groundwater elevations within the 15'- 20'bgs. The infiltration galleries are installed approximately 6.5'bgs;therefore, if the groundwater level is 15'or greater below ground surface, there will be greater than the required 2'of separation between the bottom of structure and the groundwater elevation. i The formal geotechnical report will be forwarded next week when received from John Turner Consulting. 3. The proposed infiltration structures are intended to attenuate peak flows during the 10-yr and larger storm events, therefore if the separation to seasonal high groundwater is less than four feet a mounding analysis will also be required under Stormwater Standard#3. 9/16/16 Response:If the separation between seasonal high groundwater is less than four feet, a mounding analysis will be provided. 9/30/16: Refer to Comment#3 9/30/16 Response. 4. The soil test locations should be shown on the site plans, preferably on either the grading or utilities plan. The sketch included with the geotechnical report appears to be based on a different elevation datum as well as a different development layout, making it difficult to correlate the test locations with the proposed BMPs.The plan should also show the actual (versus proposed) test locations. 9/16/16 Response:The soil test pit locations have been added to CU101. 5. In the hydrologic analysis the 40%void volume within the soil media of the bioretention basins is included as available storage for flow attenuation,uation which assumes instant saturation of the soils.The bi oretention soil media specified in the detail would actually infiltrate runoff at a rate comparable to an HSG B sandy loam, or at about 1.02 inches per hour,thus the full 30-inch media depth would not be fully saturated by the infiltrated flow until about six hours after the design storm event ends. 9/16/16 Response:The HydroCAD model will be modified to exclude the storage within the soil media. 9/30/16:BRA-2 has been removed from the proposed design. The HydroCAD model has been modified to exclude the storage within the soil media of BRA-1. 6. Much of the flow attenuation provided by the proposed drainage design would be in the subsurface infiltration chambers, hence it needs to be demonstrated that the closed drainage system is designed to collect and convey the flow to the subsurface structures for all design storm events, including the 100-yr storm.To the extent that the flow is not conveyed to the subsurface structures (e.g. the calculations indicate that the sediment forebay would overflow in the 100-yr event),this flow needs to be accounted for and alternative drainageways provided to prevent offsite flooding. 9/16/16 Response:Calculations will be provided to show that the closed drainage system is designed to convey all the design storms. If required, alternative drainageways will be provided from the sediment foreboy to prevent offsite flooding. � rr ARCHITECTURE I ENGINEERING ' PLANNING I INTERIORS I ENERGY ( smrtinc.com �� ► 1 i . Edgewood Retirement Community—Small Home Project Town of North Andover Planning Board—Town Department Comments October 27, 2016 Page 10 of 26 9/30/16: All the proposed structures and pipes have been included in the HydroCAD model to facilitate hydraulic analysis of the proposed stormwater conveyance system. Several pipe diameters have been upsized to accommodate the larger storms. The model demonstrates that the closed storm drainage system is sized to collect and convey the flow of all the design storms,including the 100-year storm. Refer to updated CU101 for updated pipe sizing. 7. The hydrologic analysis is based on SIG-2 being comprised of 30 StormTech SC-740 chambers. The plan, however, only calls for 15 chambers. 9/16/16 Response: The design intent was for SIG-2 to be comprised of 15 StormTech SC-740 chambers. The HydroCAD modeling will be updated to reflect 15 chambers. 9/30/16: The subsurface infiltration structure gallery design has been revised from the report submitted on 8/17/16. Refer to Comment#2 9/30/16 response for number of chambers provided at each SIG location. 8. The hydrologic analysis also assumes three 24-inch overflow outlet grates in each of the two bioretention basins;the plan shows only one in each basin. 9/16/16 Response:The hydrologic analysis will be updated to reflect the correct number of outlet grates as shown on the plans. 9/30/16:BRA-2 has been removed from the design. The HydroCAD model for BRA-1 has been updated to reflect one grate. 9. The surface areas of the proposed bioretention basins should be treated as impervious in the drainage analysis in order to prevent double-counting of the infiltration provided. 9/16/16 Response:Subcatchment areas of SC201G and 201F have been updated to reflect the bioretention areas as impervious. 9/30/16:BRA-2 has been removed from the design. Subcatchment area SC201F-1 has been updated to reflect bioretention area BRA-1 as impervious. 10. The analysis should not assume any storage volume within the sediment forebay unless it can be demonstrated that the forebay will be fully dewatered between storm events. As sediment accumulates in the basin any exfiltration from the forebay is likely to be minimal. 9/16/16 Response:Time to drain calculations will be provided to illustrate sediment forebay drains within an appropriate amount of time. 9/30/16.The sediment forebay area has been regraded to provide a separation between the sediment forebay and the dry detention pond. The forebay volume has been excluded from the storage calculations. 11. In accordance with the MA Stormwater Handbook exfiltration from the infiltration structures should be calculated over the bottom area only.This applies to the water quality volume and drawdown calculations as well as the hydrologic analysis. 9/16/16 Response:Exfiltration is only applied to the surface area of the subsurface infiltration structures within the HydroCAD model. Only the bottom area is used for the WQV and drawdown calculations. ARCHITECTURE I ENGINEERING I PLANNING I INTERIORS I ENERGY I smrtinc.com �� Edgewood Retirement Community—Small Home Project Town of North Andover Planning Board—Town Department Comments October 27, 2016 Page 11 of 26 12. The water quality volume calculations should be based on storage in the infiltration structures below the outlet invert, not the total volume of the chambers. Based on the HydroCAD analysis it appears that several of the subsurface chamber systems would not capture the entire water quality volume even in a 2-year storm event. 9/16/16 Response: Water quality volume calculations will be revised to exclude the volume within the infiltration chambers above the outlet invert elevation.Additional infiltration chambers will be provided as necessary. 9/30/16:The water quality calculations have been revised to exclude the volume above the outlet invert elevation. The chamber outlet pipes will be 8"diameter, which will result in a depth of water in the chamber of 24". Based on the published Stormtech data, the cumulative storage volume is 48.19 cf. The water quality/infiltration sizing calculation worksheet has been updated to reflect this volume. Refer to Appendix E of the revised Stormwater Report. 13. Water quality volume calculations are needed for the proposed pretreatment structures. 9/16/16 Response: WQV calculations will be provided for the proposed pretreatment structures. 9/30/16: Pretreatment calculations are provided for the sediment forebay and the oil/grit separator. Refer to Appendix E of the revised Stormwater Report. Bioretention area BRA-1 will be not used for pretreatment credit. 14. The TSS removal credit for bioretention systems is predicated on adequate pretreatment(sediment forebay or equivalent) being provided; neither of the proposed bioretention systems includes any pretreatment. 9/16/16 Response:Options for pretreatment for the bioretention areas will be reviewed and provided. 9/30/16: Pretreatment for the subsurface infiltration galleries has been revised and the bioretention areas will not be utilized for pretreatment. e The required pretreatment(44%TSS removal)for SIG-1 will be provided by deep sump and hooded catch basins and a sediment forebay. a The grading,soil media,and plantings specified within BRA-1 will remain and continue to collect the small portion of sheet flow from the drop-off pavement area. The underdrains will remain to prevent soil saturation and convey stormwater to the sediment forebay prior to entering the subsurface infiltration galleries. C BRA-2 has been removed. The closed drainage system within this area has been revised. The catch basins and oil/grit separator have been laid out to be off-line. The lawn area has been regraded to an inlet structure which will be directed to SIG-2. All of the paved area,except for the generator and transformer pads, will be directed through deep sump and hooded catch basins and the oil/grit separator before entering the subsurface infiltration galleries. An isolator row will be provided in SIG-2 to provide further pretreatment. ARCHITECTURE I ENGINEERING I PLANNING I INTERIORS I ENERGY I smrtinc.com ro Edgewood Retirement Community—Small Home Project Town of North Andover Planning Board—Town Department Comments October 27, 2016 Page 12 of 26 15. Based on the plan,field inlets#3 and#5 would be at grade at the bottom of the bioretention basins. Based on this design, any runoff flow into the basin would drain through the grates directly to the subdrains and would not undergo treatment through the soil media or provide recharge. The design guidelines in the MA Stormwater Handbook call for bioretention systems to have a ponding area six to eight inches in depth above the surface of the basin to ensure that the entire water quality volume is captured and infiltrated, and for the invert of any overflow structures to be set above that elevation. If the bioretention system is designed to exfiltrate the underdrains should also be terminated within the bioretention cell. 9/16/16 Response:Field inlet grates at bioretention areas will be set 6"above noted top of frame elevations to provide 6"of ponding within bioretention areas. Feasibility of an exfiltration bioretention system will be evaluated based on the additional geotechnical evaluation. 9/30/16: BRA-2 is being removed. BRA-1 is to remain, but no credit will be taken for stormwater quality treatment;therefore,ponding will not be provided. Similar soil media will be installed. Underdrains will be provided so area does not become saturated and stormwoter will be conveyed to BMP treatment train. No credit for exfiltration will be taken. 16. The discharge from field inlet FL1-1 should be discharged to the storm drain downgradient of CB-2 in order to prevent resuspension of the sediments accumulated in the basin. 9/16/16 Response: The outlet from field inlet FI-1 has been directed to FI-2. 9/30/16.Layout of closed drainage system has been revised so catch basins are off-line. All drainage areas will be routed through the deep sump and hooded catch basin and then to the sediment forebay prior to entering SIG-1. 17. In accordance with the Stormwater Handbook,the proposed oil/grit separator needs to be installed in an offline configuration so that storms larger than the 2-yr 24 event bypass the structure. 9/16/16 Response:Oil/grit separator will be installed offline so larger storms may bypass the structure. 9/30/16:The layout of the oil/grit separator has been revised and a diversion weir has been provided in DMH-9 to allow storms larger then 2-year to bypass the structure. 18. The pavement runoff from Subcatchment SC201F would be undergo pretreatment in either a bioretention basin or a deep sump catch basin, but not in both as is indicated by the TSS calculations.The flow that drains through C13-2 does require additional pretreatment before infiltration, although it appears that may be provided in the Isolator Row shown in the infiltration system detail. 9/16/16 Response:Revised TSS calculation sheets will be provided. 9/30/16:Pretreatment forSubcatchment SC201F-1 will be via deep sump and hooded catch basins and the sediment forebay prior to entering SIG-1. Refer to revised TSS worksheets in Appendix F. 19. The discharge from the dry pond/sediment forebay should be connected to Isolator Row Inlet Structure IRIS-1 downgradient of the weir.This flow will have already undergone adequate pretreatment and does not need to be directed through the Isolator Row. 9/16/16 Response:Flow from the sediment forebay will be directed downgradient of the weir. 9/30/16:No isolator row will be provided for SIG-1 as adequate pretreatment is provided prior to entering SIG-1. ARCHITECTURE I ENGINEERING I PLANNING I INTERIORS I ENERGY I smrtinc.com I ,d Edgewood Retirement Community—Small Home Project Town of North Andover Planning Board—Town Department Comments October 27, 2016 Page 13 of 26 20. The Stormwater Report includes the TSS removal calculations for pretreatment only.TSS removal calculations are also needed for the proposed treatment BMPs. 9/16/16 Response: TSS calculation sheets will be provided for the entire BMP treatment train. 9/30/16:Refer to Appendix F of revised Stormwater Management Reportfor TSS worksheets for entire BMP treatment trains. 21. The porous pavers proposed for the sidewalks and additional parking spaces on the Edgewood property should be identified on the plan and a design detail provided. 9/16/16 Response:Porous paver detail is provided. Refer to A10/0502. 22. The Site Grading Plan (Sheet CG101) shows two additional infiltration systems that are not included on the Site Utility Plan or in the design calculations. 9/16/16 Response:There are not two additional infiltration systems. The notes have been removed from CG101. 23. The flared outlets appear to have been sized to prevent scour as required by Stormwater Standard#1, however I was unable to locate the sizing calculations in the Stormwater Report. 9/16/16 Response:Sizing calculations will be provided for the flared end outlets. 9/30/16:Riprap sizing calculations are provided in Appendix I of the revised Stormwater Management Report. Riprap oulets will have a minimum length of 10'and minimum width of 11.5'. The d5o stone shall be 4". 24. 1 recommend that the field inlets be equipped with beehive grates to prevent blockage. 9/16/16 Response:Beehive grates will be provided. 25. 1 recommend against the placement of woven geotextile on the bottom of the proposed infiltration structures as is called for in the detail on Sheet CU503 since it can be prone to clogging. A filter layer of bankrun gravel can be used instead. 9/16/16 Response:Geotextile fabric will be removed from infiltration structure details and o filter layer of bankrun gravel will be installed. 9/30/16:Refer to updated Detail A5 on sheet CU503. 26. Suitable snow storage locations should be identified on the plans and referenced in the 0&M Plan. Snow stockpiles should be located upgradient of stormwater BMPs, so that the meltwater undergoes treatment prior to discharge. 9/16/16 Response:Snow storage locations shown on LP101. Primary location for snow storage is north of parking lot. Snow melt from this area will runoff into sediment foreboy before entering infiltration system. ARCHITECTURE I ENGINEERING I PLANNING I INTERIORS I ENERGY I smrtinc.com Wo Edgewood Retirement Community—Small Home Project Town of North Andover Planning Board—Town Department Comments October 27, 2016 Page 14 of 26 27. As indicated in the Stormwater Report, the proposed project entails the disturbance of more than one acre of land and will therefore be subject to EPA's NPDES Construction General Permit(CGP).A construction Stormwater Pollution Prevention Plan (SWPPP)was included with the application. Prior to the initiation of work the selected contractor will need to file a Notice of Intent for coverage under the CGP and finalize the SWPPP.This requirement should be clearly noted on the plans, and the Conservation Commission should have the opportunity to review the SWPPP with the contractor prior to the start of work. 9/16/16 Response:Note has been added to CE001 (A.3). The NPDES requirement will also be included in the Project Bid Documents. All proposed work will be performed outside of Conservation commission jurisdictional areas. 28. 1 recommend a minimum 2-inch stone on the stabilized construction entrance to prevent tracking. 9/16/16 Response:Minimum 2-inch stone shall be provided for stabilized construction entrance. 29. 1 have the following comments on the Operation and Long Term Maintenance Plan submitted with the Application: • The catch basins and oil/grit separator should be cleaned a minimum of once per year. • The 0&M Plan references both an infiltration structure and a subsurface infiltration gallery;the proposed project only includes the latter. • The bioretention basins and the subsurface infiltration structures should be inspected at least once a year following a rain event of at least one inch to ensure that they are fully drained within 72 hours. • Inspections and maintenance of the sediment forebay should be included in the plan. • Inspections and maintenance of the porous pavers should be included in the plan. • The plan should include a simple figure showing the locations of all stormwater BMPs to be maintained as well as designated snow storage locations. 9/16/16 Response: • Frequency of maintenance for catch basins, oil/grit separator, bioretention areas, and subsurface infiltration galleries has been added to the Operation, Inspection and Maintenance Plan. • Reference to infiltration structures has been removed. • Inspection and maintenance of sediment forebay and porous and grass pavers have been included in the Operation, Inspection and Maintenance Plan. • Figure showing all stormwoter BMPs has been included in the Operation, Inspection and Maintenance Plan. 30. Lastly, I recommend that in conjunction with the as-built plans and certification the finished project should be inspected by a qualified professional engineer who can certify that there are no illicit connections to the storm drainage system. 9/16/16 Response:As-built plans and certification that project was constructed as designed will be submitted at the conclusion of the project. The Owner's Construction Manager will monitor construction to ensure there are no cross-connections between the sanitary sewer lines and storm drains within the building. ARCHITECTURE I ENGINEERING ( PLANNING I INTERIORS I ENERGY I smrtinc.com �� Edgewood Retirement Community—Small Home Project Town of North Andover Planning Board—Town Department Comments October 27, 2016 Page 15 of 26 Follow up comments from Eggleston Environmental were received via email on 10/13/16: In follow-up to my September 8, 2016 comments on the above-referenced project, I have received and reviewed the September 30, 2016 response letter, revised Stormwater Report and revised plan set submitted by SMRT Architects and Engineers, as well as the October 4, 2016 Supplemental Infiltration Testing Report prepared by John Turner Consulting, Inc. i Most of my previous comments have been satisfactorily addressed by this revised submittal. I do, however, have the following comments: 1. The additional soil testing performed on the site adequately demonstrates that the soils in the proposed infiltration areas are consistent with the design assumptions.The testing also appears to demonstrate that surficial soil conditions are not consistent with the HSG C and D soils indicated by the NRCS soil map, hence the calculation of runoff rates and recharge requirements should also be based on the assumption of HSG B soils. 10/17/16 Response: The soil cover conditions of HSG C and HSG D within the HydroCAD subcatchment areas are currently being updated in the HydroCAD model. We are still working to ensure the post-development peak flow attenuation is meeting the State and Town requirements. We will provide the updated model and plans as soon as possible. The Recharge to Groundwater(Massachusetts Standard 3)requirement calculation has been updated utilizing NRCS Hydrologic Soil Group B(0.35 in/hr). The revised Stormwater Management Report will be provided as soon as possible. 10/17/16 Response-REV 1: The subcatchment areas have been updated to reflect HSG B soils in both the pre-and post-development HydroCAD models. This soil cover revision resulted in a significant change to the pre-and post-development peak flow rates. In order to meet MassDEP Stormwater Standard 2 and the North Andover Section 7.2(8),several modifications were made to the design to ensure the post- development peak flow rates were less than the pre-development flow rates: • An additional row of Stormtech chambers was added to SIG-3 providing a total of(35)chambers in this location. • An additional 15"of stone has been added underneath the storm chambers of SIG-1 and SIG-3. • The roof subcatchment areas B-4,B-5, and B-6 will outlet to the dry pond prior to entering SIG-1. • The elevation of the weir wall within the dry pond outlet structure has been modified to 173.75. These revisions are shown on CU101 and CU503 as well as in the Stormwater Management Report included with this letter. For your reference, the following are the revised Sections/Appendices: • Section 3.3 Runoff Summary tables • Section 4.3 MossDEP Standard 3—Recharge to Groundwater • Section 4.4 MassDEP Standard 4—Water Quality Treatment-Infiltration Gallery Sizing Results Summary& Water Quality Calculations(Page 2 of 4 of Appendix E) • Pre-development HydroCAD Report(Appendix C) • Post-develoment Watershed Maps C-121 and C-122(Appendix D) • Post-development HydroCAD Report(Appendix D) • Porous Paver Calculations(Appendix D) 10/26/16 Response: In response to Comment#5, the HydroCAD model has been updated to reflect the correct elevations of the outlet manifolds. The updated Stormwater Management Report and HydroCAD reports have been provided with this letter. ARCHITECTURE ( ENGINEERING I PLANNING ( INTERIORS ENERGY I smrtinc.com �� ► ' I Edgewood Retirement Community—Small Home Project Town of North Andover Planning Board—Town Department Comments October 27, 2016 Page 16 of 26 2. The test pits conducted in proposed infiltration areas SIG-1 and SIG-3 were excavated to at least two feet below the bottom of the proposed systems and did not encounter evidence of seasonal high groundwater. Both systems would be partially constructed in fill, thus the bottoms of the systems are only 2 to 3 feet below existing grade. No test pits were conducted at SIG-2 however, where the bottom of the proposed infiltration system would be 9 feet below grade, requiring a minimum depth to seasonal high groundwater of 11 feet to meet the separation requirements of the Stormwater Standards. Water was observed in the two piezometers installed on the site at 9.2 and 9.3 feet below grade in June 2016,- the 016;the fact that no water was present in the two piezometers in September 2016 does not negate that fact, and the suggestion of a perched water table is not consistent with the design assumptions. I would also point out that both readings were conducted during very dry conditions-the USGS monitoring well in Haverhill was 7.25 feet below its high groundwater elevation on the date of the reading in June, and 9.75 feet below high groundwater on the September date, hence it is highly likely that the seasonal high groundwater elevation at the project site would also be quite a bit higher than the levels indicated by the piezometer readings. I therefore recommend that additional soil testing be conducted at the location of system SIG-2, and that the pit be excavated to at least two feet below the bottom of the system to allow a MA licensed soil evaluator to confirm adequate depth to seasonal high groundwater based on soil mottling. Whether this additional testing is done prior to or as a condition of project approval is up to the Board, but it should be understood that if the design assumptions are not confirmed by the testing revisions to the drainage design will be required. 10/17/16 Response: Additional geotechnical testing at SIG-2 is scheduled to be completed this week (tentatively scheduled for Tuesday 10/18/16). 10/26/16 Response:Results of the testing completed at SIG-2 indicated this location was not suitable for infiltration. The subsurface infiltration structures have been removed from this area. SIG-3 has been expanded to accommodate the stormwater that was originally directed to SIG-2. 3. Since no pretreatment is being provided for BRA-1 the drainage analysis should not assume exfiltration from the basin. 10/17/16 Response: Exfltration has been removed from BRA-1 in the post-development HydroCAD model. 10/26/16 Response: Based on Comment##5,CU101 and HydroUD model have been updated to reflect the correct configuration and elevations of the outlet manifolds. 4. There are several inconsistencies between the design plans and the post development drainage model: a. The outlet from SIG-1 is modeled as a 15-in culvert at 168.22;the inlet invert to DMH-1 is listed on Sheet CU101 as 168.72, and the outlet fromDMH-1 is labeled as being a 12-in pipe. 10/17/16 Response: The outlet from SIG-1 is a 15-inch culvert at 168.22. CU101 has been updated. 10/26/16 Response: The 15-inch manifold header pipe enters DMH-1 at an elevation of 169.53. The 15-inch outlet pipe exits at elevation 169.43. These values have been updated in the HydroCAD model and CU101. b. The outlet from SIG-2 is modeled as a 15-in culvert;the plan calls for an 18-in pipe. 10/17/16 Response: The outlet from SIG-2 is an 18-inch culvert. HydroCAD model has been updated. 10/26/16 Response: SIG-2 has been removed. ARCHITECTURE ( ENGINEERING I PLANNING I INTERIORS ( ENERGY I smrtinc.com �� J Edgewood Retirement Community—Small Home Project Town of North Andover Planning Board—Town Department Comments October 27, 2016 Page 17 of 26 c. The 12-in outlet culvert from SIG-3 is modeled at inv. 169.95;the inlet invert to DMH-7 is listed on Sheet CU101 as 170.2. 10/17/16 Response: The inlet invert is 169.95. CU101 has been updated. 10/26/16 Response: The 18-inch manifold header pipe enters DMH-7 at an elevation of 170.66. The 18-inch outlet pipe exits at elevation 170.56. These values have been updated in the HydroCAD model and CU101. d. The dry pond outlet is modeled as having a weir elevation of 172.75;the structure schedule on Sheet CU101 lists the invert of the weir as 172.25. 10/17/16 Response: The invert of the weir is 172.25. CU101 has been updated. 10/26/16 Response: The invert of the weir has been adjusted to 173.75. The HydroCAD model and CU101 have been updated. 5. Stormtech outlet manifolds are typically laid flat, however the project design (based on the hydrologic model) calls for a drop in elevation of up to 1.83 feet from the 8-inch chamber outlets to the manifold headers.This needs to be clearly shown on the design detail and the inverts of the 8-inch outlets need to be specified on the plan.The inverts of the chambers should also be specified. 10/17/16 Response: The design intent of the stormwater infiltration structures is to have the inlet to the infiltration chambers enter at the bottom of the Stormtech chambers and the outlet from the infiltration chambers exit from the top of the Stormtech chambers. It is understood that as designed the stormwater will back up into the inlet structure while the infiltration structures are draining. The HydroCAD model included flood elevations(i.e. top of frame/grate elevations)showed that none of the storm drainage structures will overtop during any of design storm events. The reason for having the inlet at the bottom of the Stormtech chambers and the outlet from the top of the Stormtech chambers is to minimize the depth of the structures and outlet elevation. Minimizing the depth of the structures allows for maximum separation from the bottom of the structures to the seasonal high groundwater levels. SMRT will provide a cross . section detail of the subsurface infiltration structures(SIG)that illustrates the inlet and outlet elevations. 10/17/16 Response-REV 1: Side View Cross Section added to Detail AS/CU503. 10/26/16 Response: The outlet manifolds from the Stormtech chambers shall be flat. The inverts of the 8" outlet pipes from the infiltration structures and the outlet pipes have been updated in the HydroCAD models as well as in the structure and pipe tables on CU101. Details D8 and D15 on CU503 have been updated to clarify the 8"outlet pipes connect into a header pipe which connects into the downstream drain manhole. 6. The overflow weir elevations for inlet structures IRIS-2 and IRIS-3 should be added to the structure schedule on Sheet CU101. Based on the response letter SIG-1 will not have an Isolator Row-the design detail reference in the structure schedule should be revised accordingly. 10/17/16 Response: • The overflow weir elevations for IRIS-2 and IRIS-3 shall match the 8"outlets from the Stormtech structures. o IRIS-2 overflow elevation=170.88 o IRIS-3 overflow elevation=169.86 • Detail D81CU503 has been updated. 10/26/16 Response:The overflow weir elevation for IRIS-3 has been corrected. IRIS-3 overflow elevation= 170.68. ARCHITECTURE ( ENGINEERING ' PLANNING I INTERIORS ENERGY I smrtinc.com FkA Edgewood Retirement Community—Small Home Project Town of North Andover Planning Board—Town Department Comments October 27, 2016 Page 18 of 26 7. The location of inlet structure IRIS-3 should be shifted so that it is aligned with the Isolator Row on SIG-3. 10/17/16 Response: Location of inlet structure IRIS-3 has been updated in CU101. 8. The structure schedule on Sheet CU101 should also list the overflow weir elevation for DMH-9, and a design detail showing the overflow weir provided. 10/17/16 Response: Overflow weir elevation for DHM-9 has been added to the structure table on Sheet CU101. Detail H5 is provided on CU501. 9. All of my previous comments on the 0&M Plan have been satisfactorily addressed except that a figure showing the locations of the BMPs and the designated snow storage locations is still needed. 10/17/16 Response:Figure 1 (Stormwater BMP Plan)has been provided. ARCHITECTURE ( ENGINEERING I PLANNING I INTERIORS ( ENERGY I smrtinc.com 1 Edgewood Retirement Community—Small Home Project Town of North Andover Planning Board—Town Department Comments October 27, 2016 Page 19 of 26 TEC Peer Review—Eric K.Gerade, PE—Stormwater Review(received 9/9/16) 10/18/16: Additional comment letter received 10/18/16. 10/27/16 Response:The Applicant received the final review letter from TEC via email on 10/25/16. We believe all the TEC items have been addressed. 1. The Applicant should provide a zoning compliance chart on the Site Plans indicating dimensional requirements identified within the Zoning Bylaws. 9/16/16 Response:Zoning compliance table has been added to the plan. Refer to updated Drawing C-001. 10/17/16 TEC:Comment addressed. 10/18/16SMRT.• Commentclosed. 2. The Applicant is currently proposing a side yard setback of ten feet, which does not meet the minimum side yard setback of thirty feet within the Residential-1 District according to the Town of North Andover Zoning Bylaws.The Applicant should confirm if the two lots will be consolidated to remove this common lot line and the requisite setback.The Board may consider including the lot consolidation as a condition of approval, or recommend that the Applicant pursue a variance. 9/16/16 Response:The Applicant's intent is to consolidate the two parcels after receiving all Town permit approvals. 10/17/16 TEC:If acceptable to the Board, TEC recommends that this be included as condition of approval. 10/18/16 SMRT: Comment noted. Final determination to be made by Planning Board. 10/25/16 TEC:No further response required, refer to TEC's previous comment. 3. The Applicant is proposing to construct a new permanent structure within the "Non-Discharge Zone" of the Watershed Protection District; a variance request has been submitted to the Zoning Board of Appeals. 9/16/16 Response: Yes. The Applicant has submitted a Variance Request to the ZBA. The project was heard at the Tuesday,September 13,2016 meeting. The variance hearing was continued to the next meeting on Tuesday, October 11,2016. 9/30/16:Pending. 10/17/16 TEC:Comment ongoing. 10/18/16 SMRT• Pending. ZBA hearing scheduled for 11/1/16. 10/25/16 TEC:If acceptable to the Board, TEC recommends that this be included as a condition of approval. 4. It appears that the existing lot does not have adequate roadway frontage.The Applicant should indicate on the plans any easements or rights for frontage. 9/16/16 Response: The property is accessed by an easement which has been clarified more clearly on the plans. The parcel does not have any road frontage. 10/17/16 TEC: The Applicant has provided an easement plan, identifying a proposed easement for the parcel. Portions of the plan are not legible. The Applicant should confirm if this is an existing or proposed easement. The Town of North Andover Building Department should confirm if this easement provides adequate frontage. 10/18/16. Per email received on 10/18/16 from Donald Belanger(Building Commissioner), the frontage is legal non-conforming, thereby meets the requirement. 10/25/16 TEC:Comment addressed. ARCHITECTURE I ENGINEERING ( PLANNING I INTERIORS ENERGY ( smrtinc.com , Edgewood Retirement Community—Small Home Project Town of North Andover Planning Board—Town Department Comments October 27, 2016 Page 20 of 26 5. The Applicant should confirm if the pedestrian connection between the existing Edgewood facilities and the proposed project is ADA/AAB compliant. If not, the facility should be upgraded to meet current accessibility standards. 9/16/16 Response:The proposed pedestrian connection between the existing Edgewood facilities and the proposed development is designed to meet ADA requirements. 10/17/16 TEC:Comment appears to be addressed. The Applicant should confirm that the proposed porous paver walkway material will comply with ADA requirements. 10/18/16: Proposed porous paver walkways are ADA compliant. 10/25/16 TEC:Comment addressed. 6. TEC agrees with the proposed number of parking spaces and accessible parking spaces based on current regulations. However, the Applicant should confirm if the number of proposed accessible parking spaces is adequate for the proposed use as a Continuing Care Retirement Center(CCRC),which may have a higher demand for those spaces. 9/16/16 Response:The number of accessible parking spaces is appropriate for the proposed CCRC use. The residents will not have private vehicles on site. 10/17/16 TEC:Comment addressed. 10/18/16 SMRT.• Comment closed. 7. During a recent site visit,TEC observed vehicles parked on the existing grass area proposed to be constructed into permanent parking spaces with this project.The Applicant should confirm if there is an existing deficiency in parking supply and assess if additional parking may be warranted to satisfy the existing demand. 9/16/16 Response:A parking analysis of the existing facility was not included in the scope of this project.As part of this project, the additional(14)parking spaces provided on the Edgewood property should alleviate any existing parking deficiencies and formalize existing usages. 10/17/16 TEC:Eight of the fourteen additional parking spaces provided on the existing Edgewood property are required for the proposed development to meet zoning requirements, and an additional three are reserved for the trail network;therefore, only three additional spaces are available to alleviate any existing parking deficiencies. The Applicant should confirm that the existing facility has the required amount parking according to the Zoning Bylaws. 10/18/16 SMRT.•If additional parking spaces are required, the proposed(32)space lot can be expanded to the north. 10/25/16 TEC:Comment addressed,however,o future expansion of the parking lot will require review and approval from the Town of North Andover. 10/27/16 SMRT.•Comment closed. ARCHITECTURE I ENGINEERING I PLANNING I INTERIORS I ENERGY I smrtinc.com I rAlk Edgewood Retirement Community—Small Home Project Town of North Andover Planning Board—Town Department Comments October 27, 2016 Page 21 of 26 8. The proposed circular drive at the building entrance is shown as 24 feet wide.The Applicant should confirm if this drive is intended for two-way traffic.There may be an opportunity to improve traffic circulation and reduce impervious area if some of the circulating areas are limited to one-way only. 9/16/16 Response:The Design Team intends to examine the possibility of making the circular drive a one- way only circulation route. Further examination of vehicular turning radii will be conducted prior to changing the roadway width. 9/30/16:The smallest width possible for fire apparatus to safely navigate the circular entry drive is twenty (20)feet wide. This roadway width is slightly too large for a one-way circulation route, as it can be deceiving for some individuals who might believe it is a two-way circulation route. There would need to be a great deal of signage in order to ensure safe vehicular travel throughout the site. The Design Team will revisit this option with the Owner for a final decision. 10/17/16 TEC:Comment ongoing. 10/18/16 SMRT.•The circular drive will remain as a two-way, twenty four(24)foot wide drive. Painted directional arrows will be provided. 10/25/16 TEC:Comment addressed. 9. The Applicant is proposing twenty-four(24')foot wide drive aisles; however,Section 8.1.5.a of the Town of North Andover Zoning Bylaws requires drive aisles of twenty-five (25')feet for 90' parking spaces. 9/16/16 Response:The drive aisles have been updated to a width of 25'. Please refer to updated CP101. 10/17/16 TEC: Comment addressed. 10/18/16 SMRT.• Comment closed. 10/25/16 TEC:Comment addressed. 10. According to Section 13.5.a—Minimum Lot Size, of the Town of North Andover Zoning Bylaws, a CCRC shall be permitted only within a single lot containing a total area of not less than twenty-five (25) acres; the Applicant is proposing the CCRC on a Lot having an area of approximately twenty (20) acres. 9/16/16 Response: The Applicant's intent is to consolidate the two parcels after receiving all Town permit approvals. Once combined, the lot will be greater than(25)acres and meet the Zoning Bylaw requirement. 10/17/16 TEC: If acceptable to the Board, TEC recommends that this be included as condition of approval. 10/18/16 SMRT: Comment noted. Final determination to be made by Planning Board. 10/25/16 TEC:No further response required,refer to TEC's previous comment. 11. The Applicant should revise the Site Grading Plan to show the same proposed subsurface infiltration galleries as depicted within the Site Utility Plan. 9/16/16 Response: The Site Grading Plan(CG101)has been updated to reflect the infiltration structures shown on CU101. 10/17/16 TEC: Comment addressed. 10/18/16 SMRT.• Comment closed. ARCHITECTURE I ENGINEERING I PLANNING I INTERIORS I ENERGY I smrtinc.com I rilk, I Edgewood Retirement Community—Small Home Project Town of North Andover Planning Board—Town Department Comments October 27, 2016 Page 22 of 26 12. The Applicant should consider revising the location of the proposed crosswalk and sidewalk at the driveway intersection to provide a safer means of pedestrian connectivity.The Applicant should also incorporate a painted stop line and stop sign prior to the crosswalk at this intersection. 9/16/16 Response:The level of use of the pedestrian connectivity will be limited. SMRT feels this level of use does not warrant a stop sign at the crosswalk. 10/17/16 TEC:For vehicular and pedestrian safety, TEC still recommends that the Applicant consider providing a stop sign and stop line. 10/18/16 SMRT.•If signage is required, we would propose pedestrian crosswalk signage("state law,yield to pedestrians in crosswalk")in lieu of stop signs. 10/25/16 TEC:TEC recommends a stop sign and stop line at the intersection of the new site driveway to the existing site driveway. TEC agrees that pedestrian crosswalk signage also be installed on each side of the crosswalk. 10/27/16 SMRT.•The Applicant respectively requests that stop signs not be required. On campus pedestrian traffic does not warrant stop signs and will hinder the flow of vehicular traffic on site. 13. It appears that the existing trail head signage will be impacted.The Applicant should identify a new location for the trailhead signage. 9/16/16 Response:The existing trailhead signage that is to be relocated is called out on CD101. The new location of the trailhead signage is to be field located by the Architect/OwnerAown. 10/17/16 TEC: If acceptable to the Board, TEC recommends that this be included as condition of approval. 10/18/16 SMRT.• Comment noted. The existing trailhead signage is now proposed to remain in its current location and will not be disturbed. 10/25/16 TEC:Comment addressed. 14. It appears that the Applicant is not proposing fire hydrants within the proposed development;the Applicant should confirm all new locations with the Town of North Andover Fire Department. 9/16/16 Response:A new hydrant has been added to CU101. The new location will be coordinated with the Town of North Andover Fire Department. 9/30/16:Pending Fire Department approval. 10/17/16 TEC:Comment appears to be addressed. If acceptable to the Board, TEC recommends that this be included as condition of approval. 10/18/16 SMRT.•SMRT received verbal approval of hydrant location on 10/4/16. 10/25/16 TEC:Comment addressed. 15. The Applicant should confirm with the Town of North Andover Fire Department that adequate access is provided around the building. Currently,the site plan shows access on one edge of the facility. 9/16/16 Response: The plan has been reviewed and proposed access has been approved by the Fire Chief. 10/17/16 TEC:Comment addressed. 10/18/16 SMRT.• Comment closed. ARCHITECTURE I ENGINEERING ( PLANNING I INTERIORS ENERGY I smrtinc.com �� Edgewood Retirement Community—Small Home Project Town of North Andover Planning Board—Town Department Comments October 27, 2016 Page 23 of 26 16. The Applicant should provide a truck turning analysis to confirm adequate fire truck access and access for trucks to the loading dock area without leaving the edge of pavement. 9/16/16 Response:A vehicular turning analysis has been performed, and fire apparatus can access the proposed development, and vehicles can access the service area. Please refer to Sketch SKC-01. 10/17/16 TEC: The Applicant provided a Fire Apparatus Turning Study,showing turning templates for a fire truck to adequately maneuver the main drive aisle. The Applicant should confirm with the Town of North Andover Fire Department on the largest apparatus that may service the facility. Additionally, prior to construction, the Applicant should confirm that the loading dock/dumpster area can be adequately accessed by the anticipated delivery/trash vehicle and make any minor curb adjustments as needed. 10/18/16 SMRT.,The Fire Apparatus turning radius template that was used for the study is larger than the dimensions provided by the N.Andover Fire Department, therefore the Applicant is confident that all Fire apparatus will be able to maneuver the main drive aisle. 10/25/16 TEC:Comment partially addressed;the Applicant should confirm that the loading dockldumpster area can be adequately accessed by the anticipated delivery/trash vehicle. If any adjustments are required, they would likely be minor curb modifications, and can be handled during the construction phase. 10/27/16 SMRT.• Applicant is currently reviewing trash removal operations with vendor. Applicant also agrees that any modifications, if required, will be minor in nature. 17. The Applicant should provide a 'Common Open Space' calculation for the proposed site;the area of Common Open Space shall equal at least fifty(50) percent of the total area of the CCRC parcel or lot and no more than twenty-five (25) percent of the minimum required Common Open Space shall be situated within wetlands in accordance with Section 13.5.e—Common Open Space of the Town of North Andover Zoning Bylaws. 9/16/16 Response:Common Open Space. Zoning compliance table has been added to the plan. Refer to updated drawing C-001. 10/17/16 TEC:Comment addressed. 10/18/16 SMRT: Comment closed. 18. The Applicant should indicate the limits of open space on the Site Plans. 9/16/16 Response:The total parcel area is 20.29 acres. Approximately,3.8 acres will be disturbed as part of the proposed project. Therefore,81.3%of the site will remain undisturbed. Refer to the zoning compliance table added to drawing C-001. 10/17/16 TEC: Comment addressed. 10/18/16 SMRT.• Comment closed. ARCHITECTURE I ENGINEERING ( PLANNING I INTERIORS I ENERGY I smrtinc.com �� 1 Edgewood Retirement Community—Small Home Project Town of North Andover Planning Board—Town Department Comments October 27, 2016 Page 24 of 26 19. The Applicant's narrative states that the proposed sewer design has not been finalized and if a gravity or force main system will be required.The sewer piping on the plans should be revised to show the final sewer location, design and connection into the existing sewer system.The Applicant should confirm with the Town of North Andover DPW if sufficient capacity exists within the municipal system to accept new flows. 9/16/16 Response: The proposed sanitary sewer design will be a force main system. The final design will be provided for the Town review. SMRT/Edgewood will confirm if there is sufficient capacity with the Town of North Andover and the Greater Lawrence Sanitary District. 9/30/16.SMRT has reviewed the project with Greater Lawrence Sanitary District. District representative confirmed that their system has capacity to support the project since the wastewater is classified "domestic". The Greater Lawrence Sanitary District will not require an industrial discharge permit. SMRT will coordinate with Town of North Andover DPW. Pending. 10/17/16 TEC: The Applicant is coordinating the final design with the Town of North Andover DPW. TEC defers to the Town of North Andover DPW for final review. No further response required. 10/18/16 SMRT. SMRT has provided updated plans and details to the DPW on 10/14/16. 10/25/16 TEC:No further response required,refer to TEC's previous comment. 10127116SMRT. DPW has no further comments on sewer plans. 20. The Applicant should confirm with the Town of North Andover DPW if sufficient capacity exists within the municipal water system to provide water to the new building. 9/16/16 Response:SMRT/Edgewood will confirm if there is sufficient capacity with the Town of North Andover. 9/30/16:Pending. 10/17/16 TEC: The Applicant is coordinating the final design with the Town of North Andover DPW. TEC defers to the Town of North Andover DPW for final review. No further response required. 10/18/16 SMRT. SMRT has provided updated plans and details to the DPW on 10/14/16. 10/25/16 TEC:No further response required,refer to TEC's previous comment. 10127116SMRT.- DPW has no further comments on sewer plans. 21. The Applicant should show anticipated snow storage locations on the plan and add notes to detail proposed snow storage operations. 9/16/16 Response:Locations of snow storage have been added to LP101. Refer to updated plan. 10/17/16 TEC:Comment addressed. 10118116SMRT. Comment closed. 22. The Applicant should include a detail for the proposed ornamental fence. 9/16/16 Response:Ornamental fence detail(A15)has been added to C1503. 10/17/16 TEC: Comment addressed. 10118116SMRT. Comment closed. ARCHITECTURE I ENGINEERING I PLANNING I INTERIORS I ENERGY I smrtinc.com I FAlk Edgewood Retirement Community—Small Home Project Town of North Andover Planning Board—Town Department Comments October 27, 2016 Page 25 of 26 23. The Applicant should confirm if additional monument signage is needed for this new building/use along Osgood Street as it may require permitting. 9/16/16 Response:Additional wayfinding signage is to be determined by the Owner at a later date. The signage will be permitted separately at that time. 10/17/16 TEC:Comment addressed. 10/18/16 SMRT: Comment closed. After review of the revised submission,TEC offers the following new comments: 24. The Applicant submitted the Trailhead/Site Access Figure depicting the existing gravel drive connecting into the new sidewalk. It appears that there is a new three foot wide gravel trail extension from the new sidewalk connecting to the existing Half Mile Hill Trail.TEC recommends that this new gravel walkway be six feet wide to match the proposed sidewalk width. 10/18/16 SMRT.•If space allows, the 3'-0"wide walk will be increased in width. 10/25/16 TEC:There appears to be sufficient area to shift the new site driveway and/or increase the curb radius to allow for a wider trail access at this location. The Applicant can coordinate with the Town of North Andover during construction to provide any field adjustments to provide a wider trail access. 10/27/16 SMRT.•The trail parking re-location and trail access point from Half Mile Hill is being handled administratively by the Town. 25. The Applicant should provide a construction detail for the proposed sewer pump station and the proposed sewer force main connection into the existing sewer manhole.The additional details can be reviewed and approved as part of the building permit application. 10/18/16 SMRT.•Sewer Pump Station detail was sent to DPW(Mr.John Borgesi)on 10/14/16 for review. 10/25/16 TEC:The Applicant is coordinating the final design with the Town of North Andover DPW. TEC defers to the Town of North Andover DPW for final review.No further response required. 10/27/16 SMRT.• DPW has no further comments on sewer plans. 26. The Applicant should label the width of all proposed crosswalks as indicated on the detail. 10/18/16 SMRT.•All crosswalks will be dimensioned on drawing CP101. 10/25/16 TEC:A revised sheet CP101 has not been received;however, this can be included as a condition of approval,if acceptable to the Board. 10/27/16 SMRT.•CP101 Site Layout Plan has been provided. ARCHITECTURE I ENGINEERING ( PLANNING I INTERIORS ENERGY I smrtinc.com ra Edgewood Retirement Community—Small Home Project Town of North Andover Planning Board—Town Department Comments October 27, 2016 Page 26 of 26 Health Department,Brian Lagrasse(received 9/13/16&9/14/16) 9/30/16:No additional comments from the Health Department. 10/18/16:No additional comments from the Health Department. SMRT received several emails from Rebecca Oldham about the Health Department's comments. SMRT and Edgewood staff have met with the Health Department on the kitchen design, equipment specs and material finishes in relation to the food permit for the project. Part of this application also includes trash removal/dumpster location and a pest management program for these new kitchens. The only item that the Health Department has opinion on related to the Site Plan Review submission is the dumpster location. Per an email received on 9/14/16, Brian Lagrasse has no issue with the current location of the dumpster along the west side of the building. Additional Information 9/30/16:Included in this package is a sketch illustrating the proposed easement from Osgood Street to the Pond Pasture parcel for discussion at Tuesday's meeting. Refer to SKC-03. 10/18/16:No additional comments received from other parties. SMRT and Edgewood believe we have successfully addressed all the Town Departments and Peer Reviewer comments pertaining to the proposed project. Sincerely, SMRT Architects and Engineers Kenneth D. Costello, RLA, LEED AP Director of Site Design/Senior Landscape Architect One Dundee Park,Suite 4 Andover, MA 01810 P 978.474.1721 f 978.474.1742 email: kcostello@smrtinc.com Encl.: CP101 Site Layout Plan Cc: R. Oldham—Town of North Andover Planning Department B. Coppola—Edgewood Retirement Community P. Hedstrom—Corporate Counsel, Boston Global Investors LLC G. Baroni, D. Mermelstein—Trident Project Advisors and Development Group M. Flynn,J. McMeeking, C. Piper,J. Randolph—SMRT ARCHITECTURE I ENGINEERING PLANNING I INTERIORS ( ENERGY I smrtinc.com - z The Commonwealth of Massachusetts William Francis Galvin, Secretary of the Commonwealth Massachusetts Historical Commission November 18, 2016 Bob Coppola Pond Pasture LLC 575 Osgood Street North Andover,MA 01845 RE: Edgewood Retirement Community-Small House Project,Pond Pasture Lane,North Andover,MA. MHC#RC.6671. Dear Mr.Coppola: Staff of the Massachusetts Historical Commission(MHC),have reviewed the technical archaeological report, Intensive (Locational)Archaeological Survey, Edgewood Retirement Community Small Home -- Project, North Andover, Massachusetts, submitted by the PAL,received November 3,2016, for the project referenced above. The intensive(locational)archaeological survey for the project yielded no historic or archaeological resources. Since no significant historic or archaeological resources were identified within the project impact area the MHC recommends no further survey for the project,as proposed. After review of MHC files and the information provided,the MHC has determined that the project as proposed is unlikely to affect significant historic or archaeological resources. If project plans change in future then current project information should be submitted to the MHC for review and comment. These comments are provided to assist in compliance with Massachusetts General Laws Chapter 9, Sections 26-27C(950 CMR 70-71) and MEPA(301 CMR 11).Please contact Jonathan K. Patton at this office if you have questions or require additional information. Sincerely, Brona Simon Executive Director State Historic Preservation Officer State Archaeologist Massachusetts Historical Commission i xc: Bettina Washington, Wampanoag Tribe of Gay Head(Aquinnah) Ramona Peters,Mashpee Wampanoag Tribe Kenneth D. Costello, SMRT Architects 220 Morrissey Boulevard, Boston, Massachusetts 02125 (617) 727-8470 • Fax: (617) 727-5128 www.sec.state.ma.us/mhc Bob Coppola From: Jennifer Hughes <jhughes@northandoverma.gov> Sent: Thursday, September 29, 2016 8:30 AM To: Bob Coppola Subject: Re: 1/2 Mile Hill Bob, The Trustees also hold the Conservation Restriction on the town owned Half-Mile Hill as well as the restriction on Carter Hill on Bradford Street. The Conservation Commission actually holds very few CRs. They do own the fee in many properties but the restrictions are most often held by land trusts. This is also the case on Windrush Farm (where Essex County Greenbelt holds the CR on the town owned land). We do hold a CR on the old Boston Ski Hill where Brightview North Andover owns the land but not on any other large properties that I can think of off-hand. I could walk the property with you on Friday morning if you have time. Jennifer A.Hughes Conservation Administrator Town of North Andover 1600 Osgood Street,Suite 2035 North Andover,MA 01845 I Phone 978.688.9530 Fax 978.688.9542 Email ihuehesp_northandoverma you Web www.northandoverma.gov On Wed, Sep 28, 2016 at 8:27 AM, Bob Coppola<coppolabob2edgewoodre.com> wrote: i i Stormwater Pollution Prevention Plan (SWPPP) Edgewood Retirement Community-Small Home Project Stormwater Pollution Prevention Plan (SWPPP) For Construction Activities At: Edgewood Retirement Community-Small Home Project Pond Pasture Lane at the Rear of 575 Osgood Street North Andover, MA 01845 SWPPP Prepared For: Edgewood Retirement Community Bob Coppola 575 Osgood Ave North Andover, MA 01845 978-494-6876 coppolabob@edaewoodre.com SWPPP Prepared By: SMRT Architects & Engineers Melissa A. Flynn, PE 1 Dundee Park, Suite 4 Andover, MA 01810 978-474-1721 mflynn@smrtinc.com SWPPP Preparation Date: 08/17/2016 Estimated Project Dates: Project Start Date: November 2016 Project Completion Date: May 2018 Edgewood Retirement Community-Small Home Project i SMRT Project 15078-03 Stormwater Pollution Prevention Plan (SWPPP) Edgewood Retirement Community-Small Home Project Contents ............................................................................................................................................................2 SECTION 1: CONTACT INFORMATION/RESPONSIBLE PARTIES............................................1 1 .1 Operator(s) / Subcontractor(s).................................................................................. 1 1.2 Stormwater Team .......................................................................................................... 1 SECTION 2: SITE EVALUATION, ASSESSMENT, AND PLANNING...........................................2 2.1 Project/Site Information ...............................................................................................2 2.2 Discharge Information..................................................................................................2 2.3 Nature of the Construction Activity..........................................................................5 2.4 Sequence and Estimated Dates of Construction Activities..............................5 2.5 Allowable Non-Stormwater Discharges ..................................................................6 2.6 Site Maps..........................................................................................................................6 SECTION 3: DOCUMENTATION OF COMPLIANCE WITH OTHER FEDERAL REQUIREMENTS...............................................................................................................................7 3.1 Endangered Species Protection...............................................................................7 3.2 Historic Preservation......................................................................................................7 SECTION 4: EROSION AND SEDIMENT CONTROLS.................................................................8 4.1 Natural Buffers or Equivalent Sediment Controls.................................................. 8 4.2 Perimeter Controls......................................................................................................... 8 4.3 Sediment Track-Out......................................................................................................9 4.4 Stockpiled Sediment or Soil.........................................................................................9 4.5 Minimize Dust................................................................................................................. 10 4.6 Minimize the Disturbance of Steep Slopes........................................................... 1.0 4.7 Topsoil.............................................................................................................................. 10 4.8 Soil Compaction .......................................................................................................... 11. 4.9 Storm Drain Inlets.......................................................................................................... 11 4.10 Site Stabilization............................................................................................................ 11 SECTION 5: POLLUTION PREVENTION STANDARDS..............................................................13 5.1 Potential Sources of Pollution..........................................:........................................ 13 SECTION 6: INSPECTION AND CORRECTIVE ACTION..........................................................15 6.1 Inspection Personnel and Procedures................................................................... 15 6.2 Corrective Action ........................................................................................................ 15 6.3 Delegation of Authority ............................................................................................. 15 SECTION7: TRAINING.................................................................................................................16 SECTIONS: CERTIFICATION AND NOTIFICATION.................................................................17 SWPPPAPPENDICES....................................................................................................................18 Contractor shall supply on-site/emergency contact information as requested prior to land disturbance. Edgewood Retirement Community-Small Home Project SMRT Project 15078-03 i i Stormwater Pollution Prevention Plan (SWPPP) Edgewood Retirement Community-Small Home Project SECTION 1: CONTACT INFORMATION/RESPONSIBLE PARTIES 1.1 Operator(s) /Subcontractor(s) Operator(s): TBD Subcontractor(s): TBD Emergency 24-Hour Contact: TBD 1.2 Stormwater Team SWPPP Developer Melissa A. Flynn (207) 321-3699 mflynn@smrtinc.com Owner Representative Bob Coppola 978-494-6876 coppolabob@edgewoodre.com Edgewood Retirement Community-Small Home Project 1 SMRT Project 15078-03 Stormwater Pollution Prevention Plan (SWPPP) Edgewood Retirement Community-Small Home Project SECTION 2: SITE EVALUATION, ASSESSMENT, AND PLANNING 2.1 Project/Site Information Project Name and Address Project/Site Name: Edgewood Retirement Community-Small Home Project Project Street/Location: Pond Pasture Lane at the rear of 575 Osgood St. City: North Andover State: MA ZIP Code:01845 County or Similar Subdivision: Essex County Project latitude/Longitude Latitude: Longitude: 42.70227 0 N 71.104660 W Method for determining latitude/longitude: ❑ USGS topographic map (specify scale: ) ® EPA Web site ❑ GPS ❑ Other (please specify): Horizontal Reference Datum: ❑ NAD 27 ❑ NAD 83 or WGS 84 ® Unknown If you used a U.S.G.S topographic map,what was the scale? Additional Project Information Is the project/site located on Indian country lands, or located on a property of religious or cultural significance to an Indian tribe? ❑ Yes ® No Are you applying for permit coverage as a "federal operator" as defined in Appendix A of the 2012 CGP? ❑ Yes ® No 2.2 Discharge Information Does your project/site discharge stormwater into a Municipal Separate Storm Sewer System (MS4)? ❑ Yes ® No Are there any surface waters that are located within 50 feet of your construction disturbances? ❑ Yes ® No Lake Cochichewick is approximately 700 feet from the edge of construction disturbance. Edgewood Retirement Community-Small Home Project 2 SMRT Project 15078-03 Stormwater Pollution Prevention Plan (SWPPP) Edgewood Retirement Community-Small Home Project Table 1 - Names of Receiving Waters Name(s) of the first surface water that receives stormwater directly from your site and/or from the MS4 (note: multiple rows provided where your site has more than one point of discharge that flows to different surface waters) 1. Lake Cochichewick Table 2-Impaired Waters /TMDLs Answer the following for each surface water listed in Table 1 above If you answered yes, then answer the following: Is this surface Has a TMDL water listed as What pollutant(s) are causing been Pollutants) for which "impaired"? the impairment? completed? Title of the TMDL document there is a TMDL 1. 1 ❑ YES ® NO I ❑ YES ❑ NO Describe the method(s) you used to determine whether or not your project/site discharges to an impaired water: N/A Table 3-Tier 2, 2.5, or 3 Waters Answer the following for each surface water listed in Table 1 above) Is this surface water designated If you answered yes,specify which as a Tier 2,Tier 2.5,or Tier 3 Tier (2, 2.5, or 3) the surface water is water? designated as? (see Appendix F) 1. ❑ YES ® NO Edgewood Retirement Community-Small Home Project 5 SMRT Project 15078-03 Stormwater Pollution Prevention Plan (SWPPP) Edgewood Retirement Community-Small Home Project 2.3 Nature of the Construction Activity Instructions(see CGP Parts 1.3.c and 7.2.2): - Provide a general description of the nature of the construction activities at your project. - Describe the size of the property (in acres) and the total area expected to be disturbed by thee'construction activities (in acres), construction support activities covered by this permit'(see Part 1.3.c of the permit), and the maximum area expected to be disturbed at anyone time. General Description of Project Provide a general description of the construction project: The proposed Small Home building will be approximately 38,000 square feet. The proposed site development consists of parking and circulation improvements to support the new Small Home building.The existing easement and gravel drive will continue to serve as the access point to the site along with a new paved drive from the Edgewood campus.The new drive will provide access to a drop off area, fire apparatus turning area, and a thirty two (32) space parking lot. There will also be fourteen (14) additional parking spaces built on the Edgewood campus to serve as overflow parking. The paved drive will also provide access to a dedicated service area leading to a one-car garage. Walkways will connect all parking and drop offs to the main entrance, providing safe access for all residents and visitors.The drives and parking lot will be constructed out of asphalt pavement, and vertical granite curbing is proposed to be used to contain vehicles and direct stormwater. Porous paver walkways will provide access around the building to/from all egress doors and a grass paver walkway will extend around the back of the building allowing for a safe path of travel for emergency/fire access. Size of Construction Project Size of Property= 19.85 acres Area of Disturbance (in acres) =3.8 acres 2.4 Sequence and Estimated Dates of Construction Activities The construction is not proposed to be a phased project. A complete construction sequence will be developed prior to earth-disturbing activities and submitted with the completed SWPPP. The following is a general construction schedule and will be developed further as design progresses: • Clearing is proposed to begin in November 2016. • Grubbing, mass grading, and site preparation (excavating, cutting and filling) is proposed to being in early Spring 2017. All appropriate erosion control measures shall be implemented prior to earth-disturbance. All disturbed areas will be stabilized as soon as possible or temporarily stabilized as described on Sheet CE001. • Building construction is proposed to begin Spring 2017 through Winter 2017. Certificate of Occupancy is proposed for Spring 2018. • Removal of stormwater controls will only occur once site is completely stabilized. Edgewood Retirement Community-Small Home Project 5 SMRT Project 15078-03 i Stormwater Pollution Prevention Plan (SWPPP) Edgewood Retirement Community-Small Home Project 2.5 Allowable Non-Stormwater Discharges List of Allowable Non-Stormwater Discharges Present at the Site Type of Allowable Non-Stormwater Discharge Likely to be Present at Your Site? Discharges from emergency fire-fighting activities ❑ YES ® NO Fire hydrant flushings ❑YES ® NO Landscape irrigation ®YES ❑ NO Waters used to wash vehicles and equipment ❑ YES ® NO Water used to control dust ® YES ❑ NO Potable water including uncontaminated water line flushings ❑YES ® NO Routine external building wash down ❑YES ® NO Pavement wash waters ❑ YES ® NO Uncontaminated air conditioning or compressor condensate ❑ YES ® NO Uncontaminated, non-turbid discharges of ground water orspring water ❑YES ® NO Foundation or footing drains ®YES ❑ NO Construction dewatering water ®YES ❑ NO 2.6 Site Maps Existing Condition Plan CI101 Site Improvements Plan CE001 Site Erosion and Sedimentation Control Notes CE101 Site Erosion and Sedimentation Control Plan CE501 Site Erosion and Sedimentation Control Details CG 101 Site Grading Plan CU 101 Site Utility Plan Edgewood Retirement Community-Small Home Project 6 SMRT Project 15078-03 Stormwater Pollution Prevention Plan (SWPPP) Edgewood Retirement Community-Small Home Project SECTION 3: DOCUMENTATION OF COMPLIANCE WITH OTHER FEDERAL REQUIREMENTS 3.1 Endangered Species Protection Eligibility Criterion Under which criterion listed in Appendix D are you eligible for coverage under this permit? F1 ❑ B ® C ❑ D ❑ E Criterion C. Federally-listed threatened or endangered species or their designated critical habitat(s) are likely to occur in or near your site's "action area," and your site's discharges and discharge-related activities are not likely to adversely affect listed threatened or endangered species or critical habitat. This determination may include consideration of any Stormwater controls and/or management practices you will adopt to ensure that your discharges and discharge-related activities are not likely to adversely affect listed species and critical habitat. To make this certification,you must include the following in your NO]: 1) any federally listed species and/or designated habitat located in your "action area"; and 2) the distance between your site and the listed species or designated critical habitat (in miles). You must also include a copy of your site map with your NOI. Based on the Natural Heritage & Endangered Species Program mapping, the project site is located within Priority Habitat 842 (PH 842).The identified threatened species is the Sandplain Euchlaena (Euchlaena madusaria). Refer to the attached Division of Fisheries and Wildlife letter dated 11/20/15 and the Preliminary Rare Species Evaluation Letter prepared by Goddard Consulting dated 12/23/15. The Sandplain Euchlaena is a geometrid moth that inhabits sandplains, pitch pine and scrub oak barrens, heathlands and grasslands. A report prepared by Goddard Consulting indicates that this site does not contain any of the habitats preferred by the Sandplain Euchlaena, and development on the site would not adversely impact the species or its preferred habitat. Another species recently added as a threatened species under the Endangered Species Act is the Northern Long-Eared Bat. As tree clearing will be required for this project, an investigation into whether any long eared bats inhabit the site will be conducted, or clearing will be undertaken outside of the 'Time of Year Restriction' (April 15-September 30). 3.2 Historic Preservation A Project Notification Form (PNF) was filed with the Massachusetts Historical Commission (MHC). MHC responded on 07/07/16 with a letter stating that a review of MHC's Inventory of Historic and Archaeological Assets of the Commonwealth indicates the project impact area does not contain any recorded historic or archaeological resources.There are recorded Native American archaeological sites within proximity of the project site,so a Phase 1 Archaeological Locational Survey (950 CMR 70) will be undertaken on the proposed development area of the site. Findings of the survey will be distributed to MHC upon completion. Edgewood Retirement Community-Small Home Project 7 SMRT Project 15078-03 Stormwater Pollution Prevention Plan (SWPPP) Edgewood Retirement Community-Small Home Project SECTION 4: EROSION AND SEDIMENT CONTROLS 4.1 Natural Buffers or Equivalent Sediment Controls Buffer Compliance Alternatives Are there any surface waters within 50 feet of your project's earth disturbances? ❑ YES ® NO 4.2 Perimeter Controls Specific Perimeter Controls A combination silt fence/haybale barrier will be installed at the perimeter of the project where stormwater could potentially exit the project site.The Contractor shall have extra silt fence and hay bales on site for any emergency needs. Also, at locations adjacent to the wetland buffer zone, a construction chain link fence will be installed to prevent any encroaching on the resource area. Refer to the Erosion Control sheets in the Project Drawings. Perimeter Control# 1- Haybale Barrier Perimeter Control Description ■ Hay bale barriers will be string tied and staked securely with two stakes through each bale.The bales will be entrenched to a minimum depth of four inches and the gaps between the bales will be chinked to prevent water from escaping through the barrier. • Installation specifications are depicted on the Site Plans in Appendix A. Installation ■ Hay bale barriers will be installed prior to construction commencement. Maintenance Requirements ■ These barriers are temporary in nature and are expected to have a design life of 30-60 days. Frequent inspection of these temporary measures will be undertaken to ensure that they continue to serve their primary function of removing sediments from sheet flow runoff from upstream areas. The soil erosion and sediment control inspection schedule requires weekly inspections of all temporary erosion control measures and additional inspections after rainfall events of 0.25 inches or greater. Perimeter Control #2-Silt Fence Barrier Perimeter Control Description ■ Silt fence barriers will be constructed with synthetic filter fabric material with a minimum filtering efficiency of 75%.Silt fence will be constructed with wood posts or stakes, at a maximum spacing of ten feet. All silt fence barriers will be embedded in the soil to a minimum depth of six inches. ■ Installation specifications are depicted on the Site Plans in Appendix A. Installation ■ Silt fence barriers will be installed prior to construction commencement.These will be installed on either side of the hay bale barrier as indicated on the Erosion Control Plans. Edgewood Retirement Community-Small Home Project 8 SMRT Project 15078-03 Stormwater Pollution Prevention Plan (SWPPP) Edgewood Retirement Community-Small Home Project Maintenance Requirements ■ These barriers are temporary in nature and are expected to have a design life of 30-60 days. Frequent inspection of these temporary measures will be undertaken to ensure that they continue to serve their primary function of removing sediments from sheet flow runoff from upstream areas. The soil erosion and sediment control inspection schedule requires weekly inspections of all temporary erosion control measures and additional inspections after rainfall events of 0.25 inches or greater. Perimeter Control #3-8' High Chain Link Fence Perimeter Control Description ■ Adjacent to the wetland buffer areas, a 8' high chain link fence shall be installed next to the silt fence/haybale barrier. Refer to CEI 01 for extent of chain link fence. 4.3 Sediment Track-Out Track-Out Control # 1 Track-Out Control Description ■ Construction access will comprise a stable crushed rock surface laid on woven geotextile fabric. The fabric will protect the underlying soil from exposure and pumping up through the road material. The crushed rock surface will act as a wheel cleaning blanket for the full length of the structure, minimizing tracking of material off-site and onto the adjacent street. ■ Installation specifications are depicted on the Site Plans in Appendix A. Installation ■ Construction access will be installed prior to construction commencement. Maintenance Requirements ■ Where sediment has been tracked-out from the site onto the surface of off-site streets, other paved areas, and sidewalks, deposited sediment will be removed by the end of the same work day in which the track-out occurs or by the end of the next work day if track-out occurs on a non- work day.Track-out will be removed by sweeping, shoveling, or vacuuming these surfaces, or by using other similarly effective means of sediment removal. Hosing or sweeping tracked-out sediment into any stormwater conveyance (unless it is connected to a sediment basin 4.4 Stockpiled Sediment or Soil General ■ Stockpile areas shall be protected with a double barrier of silt fence and hay bales, and temporarily seeded and/or mulched to minimize erosion. Stockpile Control # 1 Stockpiled Sediment/Soil Control Description ■ Stockpile sediment barrier to be constructed of staked straw bales sandwiched between two layers of silt fence. ■ Installation specifications are depicted on the Site Plans in Appendix A. Installation ■ Sediment barriers shall be installed prior to the stockpiling of any material. Edgewood Retirement Community-Small Home Project 9 SMRT Project 15078-03 Stormwater Pollution Prevention Plan (SWPPP) Edgewood Retirement Community-Small Home Project Maintenance Requirements ■ Weekly inspections of all temporary erosion control measures and additional inspections after rainfall events of 0.25 inches or greater shall be conducted. Retained sediments shall be removed and sediment barriers repaired or replaced as needed. Stockpile Control #2 Stockpiled Sediment/Soil Control Description ■ Soil stockpiles will be seeded temporarily with winter rye to protect against soil erosion during the construction period. All areas that will remain exposed for fourteen days or more will be seeded and stabilized with mulch. ■ Temporary seeding and mulching specifications are depicted on the Site Plans in Appendix A. 4.5 Minimize Dust General ■ Water dousing, and the application of clean stone to areas of exposed soil during periods of dry weather will be used to minimize the potential for airborne dust from construction areas. Dust Control# 1 Dust Control Description ■ The water dousing shall be undertaken periodically at intervals to be recommended by the Site Engineer to provide adequate protection against blowing and transport of dust from exposed areas. Due to the sensitive nature of the downstream receiving waters, calcium chloride shall not be used as a dust control measure. 4.6 Minimize the Disturbance of Steep Slopes Steep Slope Control # I Steep Slope Control Description ■ Biodegradable erosion mat will degrade slowly over 24-36 months allowing vegetation to establish and stabilize the soil. This is preferred to permanent turf reinforcement mat within the active portions of the stormwater system, as the permanent material will prevent growth of larger vegetation types (reeds and rushes). The larger vegetative growth will offer significant stabilization and aesthetic benefits. ■ Biodegradable erosion mat specifications are depicted on the Site Plans in Appendix A. 4.7 Topsoil Topsoil Control # 1 ■ Suitable topsoil will be stripped and stockpiled for reuse in final grading. ■ Topsoil will be stockpiled in a manner such that natural drainage is not obstructed and no off-site sediment damage will result. If a stockpile is necessary, the side slopes of the topsoil stockpile will not exceed 2:1. Topsoil stockpiles will be temporarily seeded with rye, annual or perennial rye grass within 7 days of formation, or temporarily mulched if seeding cannot be done within the recommended seeding dates. Edgewood Retirement Community-Small Home Project 10 SMRT Project 15078-03 Stormwater Pollution Prevention Plan (SWPPP) Edgewood Retirement Community-Small Home Project 4.8 Soil Compaction General ■ For temporary seeding where seedbed has been compacted by construction operations, loosen soil to a depth of 2 inches before applying fertilizer, lime, and seed. Apply limestone and fertilizer according to soil test recommendations. If soil testing is not feasible or where timing is critical, fertilizer may be applied at the rate of 600 pounds per acre or 13.8 pounds per 1,000 square feet of low phosphate fertilizer or equivalent. ■ In areas of permanent seeding apply topsoil to a minimum depth of 4 inches. Mix topsoil with the subsoil to a minimum depth of 6 inches. 4.9 Storm Drain Inlets General Existing and new drain inlets will be protected from silt-laden runoff from construction areas by two measures. ■ Hay bale barriers will be constructed around inlet grates to remove sediment from runoff entering the structure. ■ Silt sacks will be installed between the frame and grate of existing and new drainage structures to capture sediment entering the structure. Maintenance Requirements ■ Clean, or remove and replace, the protection measures as sediment accumulates, the filter becomes clogged, and/or performance is compromised. Where there is evidence of sediment accumulation adjacent to the inlet protection measure, you must remove the deposited sediment by the end of the same work day in which it is found or by the end of the following work day if removal by the same work day is not feasible. 4.10 Site Stabilization Site Stabilization Practice ® Vegetative ® Non-Vegetative ® Temporary ® Permanent Description of Practice ■ Temporary Stabilization: Exposed soil will be seeded temporarily with winter rye to protect against soil erosion during the construction period. All areas that will remain exposed for fourteen days or more will be seeded and stabilized with mulch. Hay or straw mulch will minimize the potential for soil loss due to wind or runoff erosion, and aid in the growth of vegetation by conserving soil moisture and moderating temperatures.The mulch will be applied at a minimum rate of 1.5 tons per acre, as stated in the Erosion Control Notes on the construction plan set. Areas of mulch application will include landscaped areas,which are to be re-graded and re-planted with trees and shrubs.The areas between the plantings will be mulched to stabilize the soil until the plantings take hold and understory seed germinates. Mulch will also be applied to all areas of soil exposed in the winter, or non-growing season to provide temporary erosion control until permanent measures are available. Mulch shall be free of weeds and coarse matter and spread uniformly by hand or machine.The mulch will be anchored to the soil by tracking, or mechanical mulch anchoring. At locations where mulch stabilization is ineffective, due to excessive slopes, or runoff volumes, biodegradable erosion control blanket will be used to provide temporary stabilization. Edgewood Retirement Community-Small Home Project 11 SMRT Project 15078-03 Stormwater Pollution Prevention Plan (SWPPP) Edgewood Retirement Community-Small Home Project ■ Permanent Stabilization: Permanent seeding specification. It is recommended that permanent seeding be completed between April 1 and May 31 of each year and a minimum of 45 days before the first killing frost. Late season seeding may be done between August 1 and September 10. Vegetated growth covering at least 85%of the disturbed area should be achieved prior to October 1. If this condition is not achieved, implement temporary stabilization measures for overwinter protection, and complete permanent seed stabilization during the next growing season. Ground to be permanently seeded shall be prepared by applying topsoil to a minimum depth of 4 inches and mixing topsoil with the subsoil to a minimum depth of 6 inches. Apply limestone and fertilizer according to soil tests. In lieu of soil tests, apply ground limestone at a rate of 3 tons per acre (138 Ib. Per 1,000 square feet) and granular, commercial low phosphate fertilizer at a rate of 600 lbs. per acre (13.7 lbs. per 1,000 square feet). Uniformly apply seed mixture at the recommended seeding rates and dates, apply hay or straw mulch at a rate of 2 tons per acres, and anchor as necessary.The seed mixture shall comply with the Massachusetts Erosion and Sediment Control Guidelines for Urban and Suburban Areas Page 161 for permanent seeding mixtures. ■ Non-vegetated areas of the site will be considered stabilized following the installation of asphalt and concrete pavement. Edgewood Retirement Community-Small Home Project 12 SMRT Project 15078-03 Stormwater Pollution Prevention Plan (SWPPP) Edgewood Retirement Community-Small Home Project SECTION 5: POLLUTION PREVENTION STANDARDS 5.1 Potential Sources of Pollution Potential Source of Risk Preventative Measures Pollution Details of the soil erosion measures to be Exposed soils taken during construction are given on washed into the accompanying plan sheets, and in Areas of exposed soil drainage system the preceding sections of this report.The and receiving measures outlined will minimize the waters during storm potential for soil erosion and protect events downstream areas from the detrimental impacts of sediment-laden runoff. Soil stockpiling will be minimized by the careful management of site grading tasks. Soil washing into Sediment control barriers, constructed the drainage around soil stockpiles,will provide Temporary Soil Stockpiles system and effective containment of sediments receiving waters during rainfall events.The potential for during storm events. slumping, or destabilization will be minimized by stockpiling soil in a manner which is stable under all moisture conditions. Temporary mulching, vegetative cover, Temporary Soil Stockpiles Wind erosion of soils and water dousing will be employed to minimize the potential for airborne dust from construction activities. The Contractor shall ensure that all materials stored on site are placed in suitable leak-proof containers. Materials Leakage of stored such as cement and asphalt shall be materials entering stored in covered,weatherproof facilities Stored Construction the drainage only. Diesel, or other fuel stored on site Materials system and hence shall be stored in approved containers, downstream with containment areas where required. receiving waters All site materials storage facilities shall be clearly labeled and adequate measures shall be taken to ensure that spills can be isolated within the storage area. All excess concrete from construction Excess concrete activities shall be collected and disposed washings entering of off-site.Washing down of concrete Concrete Construction the drainage trucks shall only be allowed on site in collection designated g on areas.These areas shall provide containment, storage and recovery facilities for concrete washings. Edgewood Retirement Community-Small Home Project 13 SMRT Project 15078-03 Stormwater Pollution Prevention Plan (SWPPP) Edgewood Retirement Community-Small Home Project Potential Source of Risk Preventative Measures Pollution Contaminated water from the washing of Paint spills and painting equipment and containers shall washings entering be collected and disposed of off-site. Painting the drainage Suitable protection (i.e. covers) shall be system and provided where appropriate, to protect downstream surrounding areas from painting activities. receiving waters. All paint materials and solvents shall be stored in covered,weatherproof facilities. The potential for fuel or fluid leaks from site construction plant will be minimized by the formation of and adherence to a Oil, gasoline, or hydraulic Oil or fluid leaks Schedule of Maintenance for all fluid leaks from entering the construction equipment used on the site. construction equipment drainage system. The Contractor shall be responsible for the production of and adherence to a Schedule of Maintenance for construction equipment. Contamination of All waste from construction activities will site areas, or be collected and disposed of off-site.The Construction waste surrounding areas Contractor shall be responsible for with construction maintaining the site in an orderly waste. condition, and disposing of waste in a timely manner. Leaks and or The Contractor shall ensure that Site toilet facilities overflows from temporary site toilets are maintained in temporary site good working order. toilets. Edgewood Retirement Community-Small Home Project 14 SMRT Project 15078-03 Stormwater Pollution Prevention Plan (SWPPP) Edgewood Retirement Community-Small Home Project SECTION 6: INSPECTION AND CORRECTIVE ACTION 6.7 Inspection Personnel and Procedures Personnel Responsible for Inspections Inspections shall be conducted by a Contractor representative who is a "qualified person" knowledgeable in the principles and practices of erosion and sediment controls and pollution prevention,who possesses the skills to assess conditions at the construction site that could impact stormwater quality, and the skills to assess the effectiveness of any stormwater controls selected and installed to meet the requirements of this permit. Inspection Schedule At a minimum, inspections shall be conducted at the site prior to commencement of land clearing activities, after every storm event with precipitation of 0.25 inches or greater during construction,weekly during construction, at the completion of construction activities, after the removal of any temporary BMPs, and at the direction of the engineer or owner. Inspection Report Forms Example inspection forms are included in Appendix D. 6.2 Corrective Action Personnel Responsible for Corrective Actions Contractor shall be responsible for all corrective actions required to address any and all deficiencies in BMPs. Corrective Action Forms Corrective action forms are included in Appendix E. 6.3 Delegation of Authority The Contractor shall identify the individual(s) or positions within their company who have been delegated authority to sign inspection reports. Delegated authority shall sign the Delegation of Authority Form included in Appendix J. Duly Authorized Representative(s) or Position(s): Insert Company or Organization Name: Insert Name: Insert Position: Insert Address: Insert City, State, Zip Code: Insert Telephone Number: Insert Fax/Email: Edgewood Retirement Community-Small Home Project 15 SMRT Project 15078-03 Stormwater Pollution Prevention Plan (SWPPP) Edgewood Retirement Community-Small Home Project SECTION 7:TRAINING Complete the table below to provide documentation that the personnel required to be trained in CGP Part 6 completed the appropriate training The following personnel, at a minimum, must be receive training, and therefore should be listed out individually in the table below: - Personnel who are responsible for the design, installation, maintenance, and/or repair of stormwater controls (including pollution prevention measures); - Personnel who are responsible for conducting inspections as required in Section 4; and - Personnel who are responsible for taking corrective actions as required in Section 5. CGP Part 6 requires that the required personnel must be trained to understand the following if related to the scope of their job duties: - The location of all stormwater controls on the site required by this permit, and how they are to be maintained; - The proper procedures to follow with respect to the permit's pollution prevention requirements; and - When and how to conduct inspections, record applicable findings, and take corrective actions. Table 7-1: Documentation for Completion of Training Name Date Training Completed Edgewood Retirement Community-Small Home Project 16 SMRT Project 15078-03 Stormwater Pollution Prevention Plan (SWPPP) Edgewood Retirement Community-Small Home Project SECTION 8: CERTIFICATION AND NOTIFICATION I certify under penalty of law that this document and all attachments were prepared under my direction or supervision in accordance with a system designed to assure that qualified personnel properly gathered and evaluated the information submitted. Based on my inquiry of the person or persons who manage the system, or those persons directly responsible for gathering the information, the information submitted is, to the best of my knowledge and belief, true, accurate, and complete. I am aware that there are significant penalties for submitting false information, including the possibility of fine and imprisonment for knowing violations. Name: Title: Signature: Date: i Edgewood Retirement Community-Small Home Project 17 SMRT Project 15078-03 Stormwater Pollution Prevention Plan (SWPPP) !,I Edgewood Retirement Community-Small Home Project SWPPP APPENDICES Appendix A-Site Maps Appendix B-Copy of 2012 CGP Appendix C-NOI and EPA Authorization Email Appendix D-Inspection Form Appendix E-Corrective Action Form Appendix F-SWPPP Amendment Log Appendix G-Subcontractor Certifications/Agreements Appendix H-Grading and Stabilization Activities Log Appendix I-Training Log Appendix J-Delegation of Authority Appendix K-Endangered Species Documentation Appendix L-Historic Preservation Documentation Edgewood Retirement Community-Small Home Project 18 SMRT Project 15078-03 Stormwater Pollution Prevention Plan (SWPPP) Edgewood Retirement Community-Small Home Project Appendix A-Site Maps I i I Edgewood Retirement Community-Small Home Project SMRT Project 15078-03 NAP 38 LOT 24 t S x/F iAM54T CWPER.5IWE PRESCHOOL MM 36 LDi, s♦ :. 9 OSCWD STREET —T OF PRIO NRIIY N/F TOWN OF NORTH ANDOVER OR 6953AGE am,MDOVEfl,N0. 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SETBAC49 K DID ji, 24 J = 'd.x \ SIT- 4-- V, t \ r� , ` t c _ s_ "°erwn�lltlll Dars.Ox -- - 1. _ f ISSUE r r .O / 1 Ise uE0Esexr2ruxrrwo \ D FOR PERMITTING .,.. _.. "' ExxHx ,`-- ♦: \ , ' a r '`. I \ 08-19-16 EDGEWOOD RETIREMENT COMMUNITY \' SMALL HOME PROJECT sax—E /� _ TIERcxors>sos<:000STPE CTs ! 'r � \ arv« \� SITE EROSION&SEDIMENTATION ° I aFE.AR"`iER I ExTE j' a—.RxO WEro. / CONTROL PLAN ., \nrsmEc x.cER. CDR asa xo: -..-..isoTsos 4 - CE1O1 °NOT FOR CONSTRUCTION EN�Posr ;qEmff roP,rr,rGwumfn w.rauEeMwm fnPA: e.wa&P GTPA: SEE x,eGEro, 6EE xIOLEso, 9li ffNEElm.l: Fm�rtrpA; mEwOustvub euE rtveJ /,(j� SEE o,ocEm� �sEE O� / I I �, � ��� / I sU6exsE lssHe N.i.mG I sueG,sE lssxw eu,,m.n I I 5 HAYBALE BARRIER LILT FENCE/HAYBALE BARRIER H10 x,•,a „w Farfq FA— rmlw GEOTEni—A—R— ercxFn. G.cxrtu cwroxeMq,cw.re �, gEwvrE si,w �, �FEow s+s•mEucN ` ..-::r;.:2:::i..'> �i xrint soE xr,rre son ?,.::{._v ' ��' wEgavxu w�uuEs PEMsroq sl coupon smmxe Paus seoiuExrnccuuuurwN SE—A eE5n15/rx'IstrCF ExwgOxuFMry GgsrgEnu GUNK ,arF�s uErsEoxncEsl. z EaEMroeE ENmmmMrsegovEO NuamwxExrta,rz FuuoF SEnnwrt. o 3 hSPECr IxsEPiulFAui PNNfui EVFMs,i¢PrIq MGMNMM1 IS gEOGIPEG. 1' D10 SILILT T FENCE ,!1 SSACK ISSUED FOR PERMITTING o.r •w08-19-16 rwGPA Fr noxcforExmE GwmE uouxrrGtE eEw. \/ mEro��, �fxlsnNO GrouxG 3A Z "'mill '�— -t'Gw.LR0577EG SRIP� , rssfeuao�..i EDGEWOOD RETIREMENT COMMUNITY sEc,wN , gE gEPMEsoaofmwsirwxG'l KFs.wcwwNGMP TI a SEEG.NorewxEN SMALL HOME PROJECT PA—E4 Gsum CFu+7,5Emrofai sEm PlaP.wEo.wEwcEuosEEo uuw"srwsiuEH,towrtx Pram smEowm. P Gf rxESYGPE GV/.xCNOPWGrxEeIANxETIN 6'MfP%6•w10E rPmsx.a,CwtunNO fAUPrci =DT,iLmM amill— 1. ni MEPEM OF S)sos000D siREET eGgeo:E.GrogE,wvE"GGFgo,.,nPF9ofraxs,N,o,wNrE,EG�s. p`" SITE EROSION&SEDIMENTATION s ga.rNE muaErswoowx oq lel nagaoxr,.urrcgoss mEsmPE CONTROL DETAILS z wxEx sro�eEcw.Es aoccm rxo urzffEc,wE,roeogEssw.rxzaxEwaroNr:ogPEsucEErmPEero. . rr�EEu.Esavuuun elMxers uusreE srwmwnx rwrowureErzwmur.PEFEgroeENmusuwf rrfm ous,f wq eoggfer sruxE P.r,mx gmowaxgrnw+s Foq sxaeEe,srrurrwNs � i �rwEw�fmx,wgEGGEaEG.w�.sxw.,FnsruuwuweEmwrPPla,�GSEGmmr,q.PPq,GOEv� PESPucEooG+MixEsaPf.Pu�quNxErsmooumENG�Gxum�smFlwml wmomuiEEv<"ms�TnrP.srM,E ixgawx wEquwf o Mu,rwPOwwr¢r,z rnurl. vuMUF.cnmm FOP,xE Pu��wm,�wiENwwi�Eiil'"rtE swE:Mxorm ewxfrslsom oq rPnwvfo Eau.fn —ECTurxrGEq: rTE of PFrnlw �1 STABILIZED CONSTRUCTION ENTRANCE ,!1 EROSION CONTROL BLANKET a CE501 w' ' iso NOT FOR CONSTRUCTION II _ NON S 0:0' i 100.0'/ -URGE ZONE/�. NO 750;15!0 NO BUFf,'ER ZONE" CON.0_75.0. PERIMER CCRC 1 \ i I Rt'ATI% " CK 49 s� r96I r Ell! r r xP , , rrac/ FUSSH - \\ f \ i n o immwo Ll DEron�xmoaG oa AlE E FOR PERMITTING ISSUED r D 0 M 08-19-16 �SHEETSE101 I /. �<,N�e�s•'p � m6'ip r.aaoses,mesox.i.w.ixw^.s sx.x.xo ul ;t _ ) __ _� ,> ,\ ,��«M^....=I^^-^I^^^^I^^^• r ,na Excfso sxswrsaurr omEc,rnu mP.� r EDGEWOOD RETIREMENT CO MMUNITY ..—EE xw„N,,rox/ - _ , PRO -FAS HOME TI-0 s,eosc000sN,E s.v�saEo, /,au nEssse emm i" a 1 /. SITE GRADING PLAN \ r / \ 1 r ■■ � Er sRNa ,so CG101 ""8 a NOT FOR CONSTRUCTION Stormwater Pollution Prevention Plan (SWPPP) Edgewood Retirement Community-Small Home Project Appendix B-Copy of 2012 CGP Copy of 2012 CGP to be inserted in final version. I Edgewood Retirement Community-Small Home Project SMRT Project 15078-03 Stormwater Pollution Prevention Plan (SWPPP) Edgewood Retirement Community-Small Home Project Appendix C-Copy of NOI and EPA Authorization email To be completed when filed. Edgewood Retirement Community-Small Home Project SMRT Project 15078-03 I Stormwater Pollution Prevention Plan (SWPPP) Edgewood Retirement Community-Small Home Project Appendix D-Copy of Inspection Form I i Edgewood Retirement Community-Small Home Project SMRT Project 15078-03 i General Information Edgewood Retirement Community Name of Project CGP Tracking No. Inspection Date Small Home Project Inspector Name,Title& Contact Information Present Phase of Construction Inspection Location (if multiple inspections are required, specify location where this inspection is being conducted Inspection Frequency Standard Frequency: ® Weekly ❑ Every 14 days and within 24 hours of a 0.25" rain Increased Frequency: ❑ Every 7 days and within 24 hours of a 0.25" rain (for areas of sites discharging to sediment or nutrient-impaired waters or to waters designated as Tier 2,Tier 2.5, or Tier 3) Reduced Frequency: ❑ Once per month (for stabilized areas) ❑ Once per month and within 24 hours of a 0.25" rain (for arid,semi-arid, or drought-stricken areas during seasonally dry periods or during drought) - ❑ Once per month (for frozen conditions where earth-disturbing activities are being conducted) Was this inspection triggered by a 0.25"storm event? ❑ Yes ❑ No If yes, how did you determined whether a 0.25" storm event has occurred? ❑ Rain gauge on site ❑ Weather station representative of site.Specify weather station source: Total rainfall amount that triggered the inspection (in inches): Unsafe Conditions for Inspection Did you determine that any portion of your site was unsafe for inspection per CGP Part 4.1.5? ❑ Yes ❑ No If"yes", complete the following: - Describe the conditions that prevented you from conducting the inspection in this location: - Location(s) where conditions were found: Condition and Effectiveness of Erosion and Sediment(ELS) Controls (CGP Part 2.1) Type/Location of US Control Repairs or Corrective Date on Which Notes Other Action Maintenance or Maintenance Required?* Corrective Action First Needed?* Identified? 1. Silt fence/haybale barrier ❑Yes [:]No [—]Yes [:]No 2. Silt sack ❑Yes [:]No ❑Yes ❑No 3. Erosion control blanket ❑Yes ❑No ❑Yes ❑No 4. Stabilized construction ❑Yes ❑No ❑Yes ❑No entrance 5. ❑Yes ❑No ❑Yes ❑No 6. ❑Yes ❑No ❑Yes [:]No 7. ❑Yes ❑No ❑Yes [:]No 8. ❑Yes [:]No ❑Yes [:]No 9. ❑Yes ❑No ❑Yes [-]No 10. ❑Yes [:]No []Yes ❑No * Note:The permit differentiates between conditions requiring repairs and maintenance, and those requiring corrective action.The permit requires maintenance in order to keep controls in effective operating condition and requires repairs if controls are not operating as intended. Corrective actions are triggered only for specific, more serious conditions,which include: 1) A required stormwater control was never installed,was installed incorrectly, or not in accordance with the requirements in Part 2 and/or 3;2) You become aware that the stormwater controls you have installed and are maintaining are not effective enough for the discharge to meet applicable water quality standards or applicable requirements in Part 3.1;3) One of the prohibited discharges in Part 2.3.1 is occurring or has occurred; or 4) EPA requires corrective actions as a result of a permit violation found during an inspection carried out under Part 4.2. If a condition on your site requires a corrective action, you must also fill out a corrective action form found at www.epa.gov/n/npdes/stormwater/swppp_.See Part 5 of the permit for more information. If repairs, maintenance, or corrective action is required, briefly note the reason. If repairs, maintenance, or corrective action have been completed, make a note of the date it was completed and what was done.If corrective action is required, note that you will need to complete a separate corrective action report describing the condition and your work to fix the problem. Condition and Effectiveness of Pollution Prevention (P2) Practices.(CGP Part 2.3) Type/Location of P2 Practices Repairs or Corrective Date on Which Notes Other Action Maintenance or Maintenance Required?* Corrective Action Needed?* First Identified? 1. ❑Yes ❑No ❑Yes ❑No 2. ❑Yes ❑No ❑Yes ❑No 3. ❑Yes [:]No ❑Yes ❑No 4. ❑Yes ❑No ❑Yes ❑No 5. ❑Yes [:]No ❑Yes ❑No 6. ❑Yes ❑No ❑Yes ❑No 7. ❑Yes ❑No ❑Yes ❑No 8. ❑Yes ❑No ❑Yes ❑No 9. ❑Yes ❑No ❑Yes [-]No 10. ❑Yes ❑No ❑Yes ❑No *Note:The permit differentiates between conditions requiring repairs and maintenance, and those requiring corrective action.The permit requires maintenance in order to keep controls in effective operating condition and requires repairs if controls are not operating as intended. Corrective actions are triggered only for specific, more serious conditions,which include: 1) A required stormwater control was never installed,was installed incorrectly, or not in accordance with the requirements in Part 2 and/or 3;2) You become aware that the stormwater controls you have installed and are maintaining are not effective enough for the discharge to meet applicable water quality standards or applicable requirements in Part 3.1;3) One of the prohibited discharges in Part 2.3.1 is occurring or has occurred; or 4) EPA requires corrective actions as a result of a permit violation found during an inspection carried out under Part 4.2. If a condition on your site requires a corrective action, you must also fill out a corrective action form found at www.epa.gov/npdes/stormwater/swpoo.See Part 5 of the permit for more information. Stabilization of Exposed Soil(CGP Part 2.2) Stabilization Area Stabilization Method Have You Initiated Notes Stabilization? 1. ❑ YES ❑ NO If yes, provide date: ❑ YES ❑ NO 2. If yes, provide date: ❑ YES ❑ NO If yes, provide date: 3. ❑ YES ❑ NO If yes, provide date: 4. ❑ YES ❑ NO If yes, provide date: 5. Description of Discharges (CGP Part 4.1.6:6) Was a stormwater discharge or other discharge occurring from any part of your site at the time of the inspection? ❑ Yes ❑ No If"yes", provide the following information for each point of discharge: Discharge Location Observations 1. Describe the discharge: At points of discharge and the channels and banks of surface waters in the immediate vicinity, are there any visible Flared End at Pond signs of erosion and/or sediment accumulation that can be attributed to your discharge? ❑ Yes ❑ No If yes, describe what you see,specify the location(s) where these conditions were found, and indicate whether modification, maintenance,or corrective action is needed to resolve the issue: 2. Describe the discharge: At points of discharge and the channels and banks of surface waters in the immediate vicinity, are there any visible Flared End at Wetlands signs of erosion and/or sediment accumulation that can be attributed to your discharge? ❑ Yes ❑ No If yes, describe what you see,specify the location(s) where these conditions were found, and indicate whether modification, maintenance,or corrective action is needed to resolve the issue: 3. Describe the discharge: At points of discharge and the channels and banks of surface waters in the immediate vicinity, are there any visible Sheet Flow onto Main Street/Mechanic Street signs of erosion and/or sediment accumulation that can be attributed to your discharge? ❑ Yes ❑ No If yes, describe what you see, specify the location(s) where these conditions were found, and indicate whether modification, maintenance,or corrective action is needed to resolve the issue: Contractor or Subcontractor Certification and Signature "I certify under penalty of law that this document and all attachments were prepared under my direction or supervision in accordance with a system designed to assure that qualified personnel properly gathered and evaluated the information submitted. Based on my inquiry of the person or persons who manage the system, or those persons directly responsible for gathering the information, the information submitted is, to the best of my knowledge and belief, true, accurate, and complete. I am aware that there are significant penalties for submitting false information, including the possibility of fine and imprisonment for knowing violations." Signature of Contractor or Subcontractor: Date: Printed Name and Affiliation: Certification and Signature by Permittee "I certify under penalty of law that this document and all attachments were prepared under my direction or supervision in accordance with a system designed to assure that qualified personnel properly gathered and evaluated the information submitted. Based on my inquiry of the person or persons who manage the system, or those persons directly responsible for gathering the information, the information submitted is, to the best of my knowledge and belief, true, accurate, and complete. I am aware that there are significant penalties for submitting false information, including the possibility of fine and imprisonment for knowing violations." Signature of Permittee or "Duly Authorized Representative": Date: Printed Name and Affiliation: Stormwater Pollution Prevention Plan (SWPPP) Edgewood Retirement Community-Small Home Project Appendix E-Copy of Corrective Action Form Edgewood Retirement Community-Small Home Project SMRT Project 15078-03 Corrective Action Report for: Edgewood Retirement Community-Small Home Project Date: Section A-Initial Report(CGP Part 5.4,1) (Complete this section within 24 hours of discovering the condition that triggered corrective.action Date problem first discovered: Time discovered: Name and contact information of individual completing this form: What site conditions triggered the requirement to conduct corrective action (check the box that applies): ❑ A required stormwater control was never installed,was installed incorrectly,or not in accordance with the requirements in Part 2 and/or 3 ❑ The stormwater controls that have been installed and maintained are not effective enough for the discharge to meet applicable water quality standards or applicable requirements in Part 3.1 of the permit ❑ A Part 2.3.1 prohibited discharge has occurred or is occurring ❑ EPA requires corrective action as a result of permit violations found during an EPA inspection carried out under Part 4.2 Provide a description of the problem: Deadline for completing corrective action: If your estimated date of completion falls after the 7-day deadline,explain(1)why you believe it is infeasible to complete work within 7 days,and(2)why the date you have established for making the new or modified stormwater control operational is the soonest practicable timeframe: Section B-Corrective Action Progress,(CGP Part 5.4.2) (Complete this section no later than 7.calendar days after discovering the condition that triggered corrective action Section B.1 -Why.the Problem Occurred Cause(s)of Problem How This Was Determined and the Date You Determined insert additional rows if applicable) the Cause 1. 2. Section B.2-Stormwater Control Modifications to'be Implemented to Correct the Problem List of Stormwater Control Modification(s) Date of SWPPP Update Notes Needed to Correct Problem Completion Necessary? insert additional rows if applicable) 1• ❑Yes ❑No 2• ❑Yes [:]No i i Page 1 of 2 Corrective Action Report for: Edgewood Retirement Community-Small Home Project Date: Section C-Certification and Signature (CGP Part 5.4.3) Section CA -Certification and Signature by Contractor or Subcontractor "I certify under penalty of law that this document and all attachments were prepared under my direction or supervision in accordance with a system designed to assure that qualified personnel properly gathered and evaluated the information submitted. Based on my inquiry of the person or persons who manage the system, or those persons directly responsible for gathering the information,the information submitted is,to the best of my knowledge and belief,true,accurate,and complete. I am aware that there are significant penalties for submitting false information,including the possibility of fine and imprisonment for knowing violations." Signature of Contractor or Subcontractor: Date: Printed Name and Affiliation: Section C.2-Certification and Signature by Permittee "I certify under penalty of law that this document and all attachments were prepared under my direction or supervision in accordance with a system designed to assure that qualified personnel properly gathered and evaluated the information submitted. Based on my inquiry of the person or persons who manage the system,or those persons directly responsible for gathering the information,the information submitted is,to the best of my knowledge and belief,true,accurate,and complete. I am aware that there are significant penalties for submitting false information,including the possibility of fine and imprisonment for knowing violations." Signature of Permittee or "Duly Authorized Representative": Date: Printed Name and Affiliation: Stormwater Pollution Prevention Plan (SWPPP) Edgewood Retirement Community-Small Home Project Appendix F-SWPPP Amendment Log No. Description of the Amendment, Date of Amendment Prepared by Amendment Names and Title i Edgewood Retirement Community-Small Home Project SMRT Project 15078-03 Stormwater Pollution Prevention Plan (SWPPP) Edgewood Retirement Community-Small Home Project Appendix G-Subcontractor Certifications/Agreements SUBCONTRACTOR CERTIFICATION STORMWATER POLLUTION PREVENTION PLAN Project Number: Project Title: Operator(s): As a subcontractor, you are required to comply with the Stormwater Pollution Prevention Plan (SWPPP) for any work that you perform on-site. Any person or group who violates any condition of the SWPPP may be subject to substantial penalties or loss of contract. You are encouraged to advise each of your employees working on this project of the requirements of the SWPPP. A copy of the SWPPP is available for your review at the office trailer. Each subcontractor engaged in activities at the construction site that could impact stormwater must be identified and sign the following certification statement: 1 certify under the penalty of law that I have read and understand the terms and conditions of the SWPPP for the above designated project and agree to follow the practices described in the SWPPP. This certification is hereby signed in reference to the above named project: Company: Address: Telephone Number: Type of construction service to be provided: Signature: I Title: I Date: Edgewood Retirement Community-Small Home Project SMRT Project 15078-03 Stormwater Pollution Prevention Plan (SWPPP) Edgewood Retirement Community-Small Home Project Appendix H -Grading and Stabilization Activities Log Date,, a. _ Description:of:Grading Activity = - Description of Stabili ation Measure Date Grading Date When Grading and Location Activity Ceased Stabilization Activity (Indicate Measures Initiated Temporary or Initiated Permanent Edgewood Retirement Community-Small Home Project SMRT Project 15078-03 Stormwater Pollution Prevention Plan (SWPPP) Edgewood Retirement Community-Small Home Project Appendix I-SWPPP Training Log Stormwater Pollution Prevention Training Log Project Name: Project Location: Instructor's Name(s): Instructor's Title(s): Course Location: Date: Course Length (hours): Stormwater Training Topic: (check as appropriate) Sediment and Erosion ❑ Emergency Procedures 9 Y Controls ❑ Stabilization Controls ❑ Inspections/Corrective Actions ❑ Pollution Prevention Measures Specific Training Objective: I Attendee Roster: (attach additional pages as necessary) No. Name of Attendee Com an 1 2 3 4 5 6 7 8 Edgewood Retirement Community-Small Home Project SMRT Project 15078-03 I Stormwater Pollution Prevention Plan (SWPPP) Edgewood Retirement Community-Small Home Project Appendix J-Delegation of Authority Form Delegation of Authority I, (name), hereby designate the person or specifically described position below to be a duly authorized representative for the purpose of overseeing compliance with environmental requirements, including the Construction General Permit, at the construction site. The designee is authorized to sign any reports, stormwater pollution prevention plans and all other documents required by the permit. (name of person or position) (company) (address) (city, state,zip) (phone) By signing this authorization, I confirm that I meet the requirements to make such a designation q g as set forth in Appendix I of EPA's Construction General Permit (CGP), and that the designee above meets the definition of a "duly authorized representative" as set forth in Appendix 1. I certify under penalty of law that this document and all attachments were prepared under my direction or supervision in accordance with a system designed to assure that qualified personnel properly gathered and evaluated the information submitted. Based on my inquiry of the person or persons who manage the system, or those persons directly responsible for gathering the information, the information submitted is, to the best of my knowledge and belief, true, accurate, and complete. I am aware that there are significant penalties for submitting false information, including the possibility of fine and imprisonment for knowing violations. Name: Company: Title: Signature: Date: Edgewood Retirement Community-Small Home Project SMRT Project 15078-03 Stormwater Pollution Prevention Plan (SWPPP) Edgewood Retirement Community-Small Home Project Appendix K-Endangered Species Documentation i I Edgewood Retirement Community-Small Home Project SMRT Project 15078-03 I Commonwealth of Massachusetts Division of h yJ, Fisheries & Wildlife MASSWi/d/ife Jack Buckley,Director November 20,2015 Dan Wells Goddard Consulting,LLC PO Box 299 i Northboro MA 01532 RE: Project Location: Osgood Road Town: NORTH ANDOVER NHESP Tracking No.: 07-21483 To Whom It May Concern: Thank you for contacting the Natural Heritage and Endangered Species Program of the MA Division of Fisheries&Wildlife (the"Division")for information regarding state-listed rare species in the vicinity of the above referenced site. Based on the information provided,this project site,or a portion thereof,is located within Priority Habitat 842 (PH 842)as indicated in the Massachusetts Natural Heritage Atlas (13f Edition). Our database indicates that the following state-listed rare species have been found in the vicinity of the site: Scientific name Common Name Taxonomic Group State Status Euchlaena madusaria Sandplain Euchlaena Butterflies and Moths Special Concern The species listed above is protected under the Massachusetts Endangered Species Act(MESA) (M.G.L.c. 131A)and its implementing regulations(321 CMR 10.00). State-listed wildlife are also protected under the state's Wetlands Protection Act(WPA) (M.G.L.c.131,s.40)and its implementing regulations (310 CMR 10.00). Fact sheets for most state-listed rare species can be found on our website (www.mass.gov/nhesp). Please note that projects and activities located within Priority and/or Estimated Habitat must be reviewed by the Division for compliance with the state-listed rare species protection provisions of MESA (321 CMR 10.00)and/or the WPA (310 CMR 10.00). Wetlands Protection Act(WPA) If the project site is within Estimated Habitat and a Notice of Intent(NOI)is required,then a copy of the NOI must be submitted to the Division so that it is received at the same time as the local conservation commission. If the Division determines that the proposed project will adversely affect the actual Resource Area habitat of state-protected wildlife,then the proposed project may not be permitted (310 CMR 10.37,10.58(4)(b) &10.59). In such a case,the project proponent may request a consultation with the Division to discuss potential project design modifications that would avoid adverse effects to rare wildlife habitat. A streamlined joint MESA WPA review process is now available. When filing a Notice of Intent(NOI), the applicant may now file concurrently under the MESA on the same NOI form and qualify for a 30-day www mass gov/nhesp Division of Fisheries and Wildlife Field Headquarters,One Rabbit Hill Road,Westborough,MA 01581 (508)389-6300 Fax(508)389-7890 An Agency of rhe Department of Fish and Game NHESP No. 07-21483,page 2 of 2 streamlined joint review. For a copy of the revised NOI form,please visit the MA Department of Environmental Protection's website: http://www.mass.gov/dep/water/approvals/wpaform3.doc. MA Endangered Species Act(MESA If the proposed project is located within Priority Habitat and is not exempt from review(see 321 CMR 10.14),then project plans,a fee,and other required materials must be sent to Natural Heritage Regulatory Review to determine whether a probable"take'under the MA Endangered Species Act would occur (321 CMR 10.18). Please note that all proposed and anticipated development must be disclosed,as MESA does not allow project segmentation(321 CMR 10.16). For a MESA filing checklist and additional information please see our website:www.mass.gov/nhesp ("Regulatory Review" tab). We recommend that rare species habitat concerns be addressed during the project design phase prior to submission of a formal MESA filing,as avoidance and minimization of impacts to rare species and their habitats is likely to o expedite endangered species regulatory review. This evaluation is based on the most recent information available in the Natural Heritage database,which is constantly being expanded and updated through ongoing research and inventory. If you have any questions regarding this letter please contact Emily Holt,Endangered Species Review Assistant,at(508) 389-6385. Sincerely, i Thomas W.French,Ph.D. Assistant Director @MM=CPMULT0Wj Wetland Strategies 12/23/2015 Edgewood Retirement Community Mr. Robert Coppola 575 Osgood Street North Andover, MA 01845 Re: Preliminary Rare Species Habitat Evaluation "Rockwell Property," (Map 36 Lot 2) Osgood Street-North Andover, MA Dear Mr. Coppola, I inspected the Map 36, Lot 2 site on November 24, 2015 with the purpose of determining if suitable habitat exists for the Sandplain Euchlaena, a state-listed moth identified as being found within the vicinity of the site in a letter from MA NHESP dated 11/20/15. I observed the habitat present within the property to be unsuitable for the Sandplain Euchleana. As described in the attached NHESP fact sheet for the species,its preferred habitat consists of pitch pine,scrub oak barrens. I observed no such habitat anywhere within the property,and instead found the habitat to be entirely an unsuitable deciduous forest habitat type,dominated by red oak and black birch. The species' larval host plant,lowbush blueberry,was present but in low quantity (<5% cover). Based on my observations, I do not believe that the property contains any suitable habitat for the Sandplain Euchlaena,therefore future development of the site would not adversely impact the species or its habitat. Sincerely, 4 0_6W& Dan Wells, M.S. Senior Wildlife Biologist&Wetland Scientist Stormwater Pollution Prevention Plan (SWPPP) Edgewood Retirement Community-Small Home Project Appendix L- Historic Properties Documentation i I Edgewood Retirement Community-Small Home Project SMRT Project 15078-03 I y n i 3u �h Kai July 7,2016 The Commonwealth of Massachusetts Bob Coppola William Francis Galvin, Secretary of the Commonwealth Pond Pasture LLC Massachusetts Historical Commission 575 Osgood Street ti North Andover,MA 01845 w f RE:Edgewood Retirement Community-Small House Project,Pond Pasture Lane,North Andover,MA. MHC#RC.6671, k Dear Mr.Coppola: Staff of the Massachusetts Historical Commission(MHC)have reviewed the Project Notification Form(PNF), received June 27,2016,for the project referenced above.The project entails the construction of a continuin , g care retirement community and associated infrastructure on 2.5 acres on Pond Pasture Lane near Lake Cochichewick in North Andover: The MHC notes that the project requires Massachusetts Environmental Policy Act(MEPA)review,A copy of the Environmental Notification Form(ENF)for the project should be submitted to the MHC when it is submitted to the MEPA office. y Review of MHC's Inventory of Historic and Archaeological Assets of the Commonwealth indicates that the project impact.area�d'ow'not contain any recorded historic or archaeological resources.However,multiple ancient Native American archaeological sites are recorded in proximity to the project impact area elsewhere R around Lake Cochichewick,Undisturbed portions of the project impact area are archaeologically sensitive,The =: archaeological,sensitivity of the project area is principally defined by it environmental setting,which includes l well-drained soils located-in close proxifnity to wetlands and water resources of Lake Cochichewick,favorable for ancient and historic'period land useand occupation. The MHC recommends that an intensive(locational)archaeological survey(950 CMR 70)be conducted for the archaeologically sensitive portions of the project impact area,The goal of the investigation is to locate and identify any significant archaeological resources that could be affected by the project. F These comments are provided to assist in compliance with Massachusetts General Laws Chapter 9,Sections 26- 27C(950 CMR 70-71)and MEPA(301 CMR 11).Please contact Jonathan K.Patton at this office if you have questions or require additional information, Sincerely12 r (� e zona Simone Executive Director State Historic Preservation Officer State Archaeologist Massachusetts Historical Commission xc: Bettina Washington, Wampanoag Tribe of Gay Head(Aquinnah) Mashpce WapnogTfibeRamona Petes an DEP-HERO,Wetlands&Watei ways EEANEP;A Unit ... North.Andover Conservation-Commission North Andover'Historical-Comrrrission • •- -• • • Kenneth D,Costello;SMRT Architects-- 220 rchitects 220 Morrissey Boulevard, Boston, Massachusetts 02125 (6-17)727-8470 - Fax:.(617) 727-5128 www.sec.state.ma.us/mhc } z 3 p z Eiest€n Environmental September 8,2016 North Andover Planning Board 1600 Osgood Street North Andover, MA 01845 Attn: Rebecca Oldham, Staff Planner RE: Stormwater Review Proposed Edgewood Small House Project Dear Ms. Oldham and Board Members: Per your request,I have reviewed the following materials submitted in support of the . Special Permit Applications for the above-referenced project: ■ Special Permit—Continuing Care Retirement Center Application, Site Plan Review Application, and Watershed Permit Application,Pond Pasture LLC, Petitioner, applications prepared by SMRT and dated August 19, 2016. ■ Stormwater Management Report, Edgewood Retirement Community Small Home Project, submitted by SMRT Architects and Engineers and dated August 17, 2016. ■ Site Plans,Pond Pasture LLC &Edgewood Retirement Community Small Home Project(24 Sheets), ■ Stormwater Pollution Prevention Plan(SWPPP) for Construction Activities at Edgewood Retirement Community Small Home Project, Pond Pasture Lane at the Rear of 575 Osgood Street,prepared by SMRT Architects and Engineers and issued for permitting August 19, 2016. I also conducted a brief site visit on August 24, 2016 to observe existing drainage patterns. My primary focus in this technical review is on the overall stormwater management approach and design concepts used in the project, as well as its compliance with the Town of North Andover's Zoning Bylaw requirements for Watershed Protection Districts and Site Plan Review. The project site is a 20-acre parcel located at the terminus of Pond Pasture Lane, between the Edgewood campus and'Lake Cochichewick. It is currently undeveloped and wooded. Drainage is overland toward several onsite wetlands and the lake. The proposed project calls for development of approximately 3.8 acres of the parcel with a 38,000 sf building and associated driveway, parking and landscape areas. As proposed, runoff from the 32 0ld Framingham Rd Unit 29 Sudbury MA 01776 tel 508.259.1137 a' Ed(.,ewood Small Hoose Project 2 September 8; 2016 impervious areas of the development would be-directed through a closed drainage system to three subsurface infiltration galleys,with overflow discharged toward the wetlands;and lake. My comments on the design are outlined below: 1. The proposed project relies on infiltration of stormwater runoff from the proposed development to attenuate flow, meet recharge requirements and treat the runoff. While the infiltration of runoff should be maximized in accordance with the requirements of the Watershed Protection District, I believe that the locations of the proposed infiltration systems and the rate of infiltration assumed in the project design are problematic. Specifically,portions of the two larger infiltration systems and one of the infiltrating bioretention basins would be located in areas mapped by NRCS as Hydrologic Soil Group (HSG) D soils not generally considered suitable for infiltration. The grain size analyses provided in the geotechnical report appear to verify the soil mapping. Also per that report only two of the four infiltration tests conducted on the site produced usable data, and both of those were conducted in areas mapped as having HSG C soils. Hence, the infiltration rates derived from those tests should not be assumed to apply to infiltration structures located within the D soils. 2. I would further note that scope and methodology of the onsite infiltration testing that was performed is not consistent with the requirements of the Massachusetts Stormwater Handbook, and that when either the "Static' or "Simple Dynamic" methods are used to size the stormwater BMPs the saturated hydraulic conductivity should be based on the Rawls Rate associated with the slowest of the Hydrologic Soil Groups at the proposed infiltration locations. The 0.6 in/hr infiltration rate used in the project design is more than half the maximum Rawls Rate for HSG C soils. 3. The soil testing conducted on the site was limited to soil borings, hence there was no determination of the estimated seasonal high groundwater (ESHGW) elevation based on; soil mottling. The observed groundwater elevation (approximately 10 feet below ground surface) has not been adjusted for seasonal variation, although the testing was conducted in June 2016 during a period of extreme dry weather. The ESHGW is likely to be several feet higher. Several of the proposed infiltration structures would be in cuts of at least five feet,therefore it is not certain that the design of these structures would provide the minimum two feet of separation to ESHGW required. 4. The proposed infiltration structures are intended to attenuate peak flows during the 10-yr and larger storm events, therefore if the separation to seasonal high groundwater is less than four feet a mounding analysis will also be required under Stormwater Standard#3. i! Eduewood Small.House Project 3 September S, 2016 5. The soil test locations should be shown on the site plans, preferably on either the grading or utilities plan. The sketch included with the geotechnical report appears, to be based on a different elevation datum as well as a different development layout, making it difficult to correlate the test locations with the proposed BMPs. The plan should also show the actual(versus proposed)test locations. 6. In the hydrologic analysis the 40% void volume within the soil media of the bioretention basins is included as available storage for flow attenuation, which assumes instant saturation of the soils. The bioretention soil media specified in the detail would actually. infiltrate runoff at a rate comparable to an HSG B sandy loam, or at about 1.02 inches per hour, thus the full 30-inch media depth would not be fully saturated by the infiltrated flow until about six hours after the design storm event ends. 7. Much of the flow attenuation provided by the proposed drainage design would be in the subsurface infiltration chambers, hence it needs to be demonstrated that;the closed drainage system is designed to collect and convey the flow to !the subsurface structures for all design storm events, including the 100-yr storm. To the extent that the flow is not conveyed to the subsurface structures (e.g..the calculations indicate that the sediment forebay would overflow in the 100-yr event), this flow needs to be accounted for and alternative drainageways provided to prevent offsite flooding. S. The hydrologic analysis is based on SIG-2 being comprised of 30 StormTech SIC_ 740 chambers. The plan,however, only calls for 15 chambers. 9. The hydrologic analysis also assumes three 24-inch overflow outlet grates in each of the two bioretention basins; the plan shows only one in each basin. 10. The surface areas of the proposed bioretention basins should be treated as impervious in the drainage analysis in order to prevent double-counting of the infiltration provided. 11. The analysis should not assume any storage volume within the sediment forebay unless it can be demonstrated that the forebay will be fully dewatered between stone events. As sediment accumulates in the basin any exfiltration from the forebay is likely to be minimal. 12. In accordance with the MA Stormwater Handbook exfiltration from the infiltration structures should be calculated over the bottom area only. This applies to the water quality volume and drawdown calculations as well as the hydrologic analysis. . 13. The water quality volume calculations should be based on storage in the infiltration structures below the outlet invert, not the total volume of the chambers. Based on the HydroCAD analysis it appears that several of;the .r Edgewood Small.House Project 4 Septciiiber 8, 2016 subsurface chamber systems would not capture the entire water quality volume even in a 2-year storm event. 14. Water quality volume calculations are needed for the proposed pretreatment structures. 15. The TSS removal credit for bioretention systems is predicated on adequate pretreatment (sediment forebay or equivalent) being provided; neither of:the proposed bioretention systems includes any pretreatment. 16. Based on the plan, field inlets #3 and #5 would be at grade at the bottom of the bioretention basins. Based on this design, any runoff flow into the basin would drain through the grates directly to the subdrains and would not undergo treatment through the soil media or provide recharge. The design guidelines in the MA Stormwater Handbook call for bioretention systems to have a ponding area six to eight inches in depth above the surface of the basin to ensure that the entire water quality volume is captured and infiltrated, and for the invert of any overflow structures to be set above that elevation. If the bioretention system is designed to exfiltrate the underdrains should also be terminated within the bioretention cell. 17. The discharge from field inlet FL1-1 should be discharged to the storm drain downgradient of CB-2 in order to prevent resuspension of the sediments accumulated in the basin. 18. In accordance with the Stormwater Handbook, the proposed oil/grit separator needs to be installed in an offline configuration so that storms larger than the 2-yr 24 event bypass the structure. 19. The pavement runoff from Subcatchment SC201F would be undergo pretreatment in either a bioretention basin or a deep sump catchbasin, but not in both as is indicated by the TSS calculations. The flow that drains through CB-2 does require additional pretreatment before infiltration, although it appears that ;may; be provided in the Isolator Row shown in the infiltration system detail. 20. The discharge from:the dry pond/sediment forebay should be connected to Isolator Row Inlet Structure IRIS-1 downgradient of the weir. This flow will have already undergone adequate pretreatment and does not need to be ,directed through the Isolator Row. 21. The Stormwater Report includes the TSS removal calculations for pretreatment only. TSS removal calculations are also needed for the proposed treatment BMPs. 22. The porous pavers proposed for the sidewalks and additional parking spaces on the Edgewood property should be identified on the plan and a design detail provided. Ld`�,e«c}od Srnall Douse Project S. Sehic mbe.r 8; 2016 23. The Site Grading Plan (Sheet CG101) shows two additional infiltration systems that are not included on the Site Utility Plan or in the design calculations.: 24. The flared outlets appear to have been sized to prevent scour as required by Stormwater Standard#1, however I was unable to locate the sizing calculations in the Stormwater Report. 25. I recommend that the field inlets be equipped with beehive grates to prevent blockage. 26. I recommend against the placement of woven geotextile on the bottom of the proposed infiltration structures as is called for in the detail on Sheet CU503 since it can be prone to clogging. A filter layer of bankrun gravel can be used instead. 27. Suitable snow storage locations should be identified on the plans and referenced in the O&M Plan. Snow stockpiles should be located upgradient of stormwater, BMPs, so that the meltwater undergoes treatment prior to discharge. 28. As indicated in the Stormwater Report, the proposed project entails the disturbance of more than one acre of land and will therefore be subject to EPA's NPDES Construction General Permit (CGP). A construction Stormwater Pollution Prevention Plan (SWPPP) was included with the application.;Prior, to the initiation of work the selected contractor will need to file a Notice of Intent for coverage under the CGP and finalize the SWPPP. This requirement should be clearly noted on the plans, and the Conservation Commission should have:the opportunity to review the SWPPP with the contractor prior to the start of work; 29. 1 recommend a minimum 2-inch stone on the stabilized construction entrance to prevent tracking. 30. I have the following'comments on the Operation and Long Term Maintenance Plan submitted with the Application: ■ The catchbasins and oil/grit separator should be cleaned a minimum of once per year. ■ The O&M Plan references both an infiltration structure and a subsurface infiltration gallery; the proposed project only includes the latter. ■ The bioretention basins and the subsurface infiltration structures should be inspected at least once a year following a rain event of at least one inch to ensure that they are fully drained within 72 hours. ■ Inspections and maintenance of the sediment forebay should be included in the plan. ■ Inspections and maintenance of the porous pavers should be included in;the plan. r ' A Ed-ewood Small.House Project 6 Septeiiiber 8, 201.6 ■ The plan should include a simple figure showing the locations of; all stormwater BMPs to be maintained as well as designated snow storage locations. 31. Lastly, I recommend:that in conjunction with the as-built plans and certification the finished project should be inspected by a qualified professional engineer who can certify that there are no illicit connections to the storm drainage system. I appreciate the opportunity to assist the North Andover Planning Board with the review of this project, and hope that this information is suitable for your needs. Please feel:free to contact me if you or the applicants have any questions regarding the issues addressed herein. Sincerely, EGGLESTON ENVIRONMENTAL Lisa D. Eggleston,P.E. i i i I .. A Eggleston Environmental October 12, 2016 North Andover Planning Board 1600 Osgood Street North Andover, MA 01845 Attn: Rebecca Oldham, Staff Planner RE: Stormwater Review Proposed Edgewood Small House Project Dear Ms. Oldham and Board Members: In follow-up to my September 8, 2016 comments on the above-referenced project, I have received and reviewed the September 30, 2016 response letter, revised Stormwater Report and revised plan set submitted by SMRT Architects and Engineers, as well as'the October 4, 2016 Supplemental Infiltration Testing Report prepared by John Turner Consulting, Inc. Most of my previous comments have been satisfactorily addressed by this revised submittal. I do,however,have the following comments: 1. The additional soil testing performed on the site adequately demonstrates that the soils in the proposed infiltration areas are consistent with the design assumptions. The testing also appears to demonstrate that surficial soil conditions are not consistent with the HSG C and D soils indicated by the NRCS soil map,hence the calculation of runoff rates and recharge requirements should also be based on the assumption of HSG B soils. 2. The test pits conducted in proposed infiltration areas SIG-1 and SIG-3 were excavated to at least two feet below the bottom of the proposed systems and did not encounter evidence of seasonal"high groundwater. Both systems would be partially constructed in fill, thus the bottoms of the systems are only 2 to 3 feet below existing grade. No test pits were conducted at SIG-2 however, where the bottom of the proposed infiltration system would be 9 feet below grade, requiring a minimum depth to seasonal high groundwater of 11 feet to meet the separation requirements of the Stormwater Standards. Water was observed in the two piezometers installed Ion the site at 9.2 and 9.3 feet below grade in June 2016; the fact that no water was present in the two piezometers in September 2016 does.not negate that fact, and the suggestion of a perched water table is not consistent with the design assumptions. I would also point out that both readings were conducted during very dry conditions - the USGS monitoring well in Haverhill was 7.25 feet below its high groundwater elevation on the date of the reading in June, and 9.75 feet below high groundwater on the September date, hence it is highly likely that the seasonal high groundwater elevation at the project site would also be quite a 32 Old Framingham U Unit 29 Sudbury MA 01776 tel 508.259.1137 Ed- ,ewood.Small.Bou.se:project 2 October 12; 2016 bit higher than the levels indicated by the piezometer readings. I therefore recommend that additional soil testing be conducted at the location of system SIG-2, and that the pit be excavated to at least two feet below the bottom of the system to allow a MA licensed soil evaluator to confine adequate depth to seasonal high groundwater based on soil mottling. Whether this additional testing is done prior to or as a condition of project approval is up to the Board, but it should be understood that if the design assumptions are not confirmed by the. testing revisions to the drainage design will be required. 3. Since no pretreatment is being provided for BRA-1 the drainage analysis should not assume exfiltration from the basin. 4. There are several inconsistencies between the design plans and the post- development drainage model: a. The outlet from SIG-1 is modeled as a 15-in culvert at 168.22; the inlet invert to DMH-1 is listed on Sheet CU101 as 168.72, and the outlet from DMH-1 is labeled as being a 12-in pipe. b. The outlet from SIG-2 is modeled as a 15-in.culvert; the plan calls for an 18-in pipe. c. The 12-in outlet culvert from SIG-3 is modeled at inv. 169.95; the inlet invert to DMH-7 is listed on Sheet CU101 as 170.2. d. The dry pond outlet is modeled as having a weir elevation of 172.75;;the structure schedule on Sheet CU101 lists the invert of the weir as 172.25. 5. Stormtech outlet manifolds are typically laid flat, however the project design (based on'the hydrologic model) calls for a drop in elevation of up to 1.83 :feet from the 8-inch chamber outlets to the manifold headers. This needs to be clearly shown on the design detail and the inverts of the 8-inch outlets need to be specified on the plan. The inverts of the chambers should also be specified. 6. The overflow weir elevations for inlet structures IRIS-2 and IRIS-3 should be added to the structure schedule on Sheet CU101. Based on the response letter SIG-1 will not have an Isolator Row - the design detail reference in the structure schedule should be revised accordingly. The location of inlet structure IRIS-3 should be shifted so that it is aligned with 7 g the Isolator Row on SIG-3. 8. The structure schedule on Sheet CU101 should also list the overflow weir elevation for DMH-9;and a design detail showing the overflow weir provided:, 9. All of my previous. comments on the O&M Plan have been satisfactorily addressed except that a figure showing the locations of the BMPs and.the designated snow storage locations is still needed. I 1 FAL'ewoocl.Sn'iall Rause Pralect 3 Oclober 12. 2016 . Once again, I appreciate the opportunity to assist the North Andover Planning Board with the review of this project, and hope that this information is suitable for your needs. Please feel free to contact me if you or the applicants have any questions regarding the issues addressed herein. Sincerely, EGGLESTON ENVIRONMENTAL 56 Lisa D. Eggleston,P.E. i i r f September 16, 2016—Rev 0 September 30,2016—Rev 1- October 18,2016—Rev 2 October 27, 2016—Rev 3 Job No.: 15078.03 Town of North Andover—Planning Board Jean Enright, Planning Director 1600 Osgood Street, Suite 2-36 Planning Department North Andover, MA 01845 Re: Edgewood Retirement Community—Small Home Project Applicant: Pond Pasture LLC(c/o Paul Hedstrom & Bob Coppola) 575 Osgood Street, North Andover, MA Map 36, Lot 2;Zone R-1, Watershed Protection District Town Comments to 8/19/16 Edgewood Permitting Submissions Dear Ms. Enright: In our response letter dated September 16, 2016,there were several items that needed further information and documentation. The comments noted in red are the responses on 9/30/16. Since the 9/30/16 letter, additional comments were received from DPW(10/14/16), Eggleston Environmental (10/13/16), and TEC(10/17/16). Please find the latest comments in blue. The final comments have been received from the Conservation Commission, DPW, and TEC and we believe all the open items have been closed. A final response letter was sent to Eggleston Environmental on 10/26/16 and we feel this letter addresses Ms. Eggleston's comments. No further comments were received from the Police Department or the Health Department. These items have been added to this letter in green. Conservation Commission,Jennifer Hughes(received 9/6/16) 1. The wetland delineation shown on the plans has been confirmed under an Order of Resource Area Delineation under DEP File#2421686. All wetland lines shown on the plan are accurate. 9/16/16 Response:Comment noted. 2. The project is in priority habitat and is subject to regulatory review by Natural Heritage and Endangered Species Program (NHESP). No decision should be issued until NHESP has finished their review and issued a letter. 9/16/16 Response:The NHESP Division of Fisheries& Wildlife responded to the Edgewood Small Home MESA (Massachusetts Endangered Species Act)Project Review Checklist submitted 8/12/16. Per the letter received on 8/24/16, the Division determined the project"will not result in a prohibited'take'of the state-listed rare species." 9/30/16:See attached letter from NHESP. ARCHITECTURE ENGINEERING PLANNING INTERIORS ENERGY srn,rtinc.com 1 Edgewood Retirement Community—Small Home Project _ Town of North Andover Planning Board—Town Department Comments October 27, 2016 Page 2 of 26 3. 1 reviewed sheet LP501 and note that all species on the planting schedule with the exception of Caryopteris clandonensis/Blue mist shrub and Deutzia gracilis/Slender Deutzia are native. I recommend substitutions be found for these nonnative species. 9/16/16 Response:Caryopteris clandonensis(Blue-Mist Shrub), while non-native, is not considered to be an invasive species. The plant is an excellent pollinator, is drought and heat tolerant and performs exceptionally well in New England. Deutzia gracilis;(Slender Deutzia)is also not considered to be invasive,and is in'fact recommended as on alternative to many invasive species. These plants require little to no maintenance,are drought tolerant and perform well in plant hardiness zones 5-8. The entire proposed plant list will be.revisited, and these two shrubs will potentially be replaced with native shrubs. 9/30115:The Planting Plan has been revised to include all native plant material. Refer to updated LP101 and LP501 for revised plant schedule. 4. The project entrance appears to be in the location of the existing HalfMile Hill parking lot which was constructed as a requirement of DEP File#2421398(see conditions#86&#87 below). It was a condition of that Order that the access be maintained. I do not find any details on the plan showing relocated access and parking for the public. HalfMile Hill property lines abutting the property should be shown. 9116/16 Response: An additional gravel area off of the existing gravel drive will be installed for parking for HalfMile Hill users. The additional gravel area shall not impede on the existing snow storage area for.the Edgewood campus. 9130116:Refer to attached sketch SKC-02 for proposed designated Half Mile Hill parking. " ety.This trail would ood Small Home ro S. Anew trail is shown on HalfMile Hill to access trails on the Edgew p p . Y require approval of the Conservation Commission who have"care,custody, and control" of the HalfMile Hill property. Friends of North Andover Trails (FONAT)should also have the opportunity to comment on the new trail locations. 9/16/16 Response:The Applicant intends to conduct discussions/meetings with Jennifer Hughes to review the proposed relocated trail. Per Order of Conditions issued under DEP File#2421398: 86. The entrance access road/drive to the Town owned Open Space area known as Half Mile Hill located off of "Driveway G"on the approved plans shall be constructed and maintained at a minimum width of 20 feet. Further, the current owner/applicant, Edgewood Retirement Community, Inc., and/or any future owner acknowledges said access way and shall not impedelobstruct access to the Town owned Open Space in perpetuity. 87. The applicant has voluntarily agreed, by letter from its Attorney referenced herein, to improve the existing parking area and entranceway to Half Mile Hill at its own expense during construction activities. Improvements shall include, but may not be limited to, access improvements,paving of the existing parking area, and the installation of signage: The scope of work and project details shall be provided by the Conservation Commission prior to the commencement of said improvement activities.As such, the applicant shall notify the Conservation Commission at least seven (7)days in advance of anticipated activities of this work in order for the Conservation Commission to prepare and provide the applicant's contractor with the �F ARCHITECTURE ENGINEERING PLANNING INTERIORS ENERGY srr,rtiric.ccrtr �� ! . Edgewood Retirement Community—Small Home Project Town of North Andover Planning Board—Town Department Comments October 27, 2016 Page 3 of 26 necessary documentation and plans to conduct said work. In addition, the Town shall be responsible for necessary permits and approvals prior rior to said work. obtaining all ry p pp Additional comment received 9/19/16 received via email:"I would ask that the applicant consider that the proposed plant species noted ih my comments are not native to the United States: http•//plants.usda.gov/core/profile?symbol=caryo3 http•//plants usda gov/core/profile?symbol=Degr3 There are many species that are hardy,drought tolerant and excellent pollinators that are also native to Massachusetts,or at least New Eng land." 9/30/15:The Planting Plan has been revised to include all native plant material. Refer to updated LP101 and LP501 for revised plant schedule. Jennifer Hughes on 10/18/16 via email: 6. Additional comments received from Jennl g • A gravel parking area and walkway have been eliminated and three designated parking spaces for Half- Mile Hill has been added to the existing paved parking area (two already exist). Because the prior access and parking was part of an approved Order of Conditions issued under DEP File#242-1398,th,e approval of the North Andover Conservation Commission(NACC) should be obtained before construction begins. This could be done as a general business item at a Conservation Commission meeting. • Trail access should also be discussed and approved by the NACC. It is my understanding that the Friends of North Andover Trails have reviewed the proposed trails and have no concerns regarding their location. Work to connect the new trails is shown on the plans on land under the care, custody and control of the NACC. Edgewood does not propose to do this work, but no arrangements have been made for others to provide the trail connection. Provisions should be made to ensure the trail connection is made.Additional trails would also require the town to seek the approval of The Trustees of Reservations (TTOR)who hold the Conservation Restriction on the property.This too could be discussed with the NACC at a public meeting as a general business item. • Edgewood has responded to my comment regarding native species that all plantings used on site will be native to New England. I have no further comments in this regard. 10/27/16 Response: The trail parking re-location and trail access point from Half Mile Hill is being handled administratively by the Town. i I ARCHITECTURE ENGINEERING PLANNING INTERIORS 1 ENERGY snnrtinc.corr � 6 Edgewood Retirement Community—Small Home Project Town of North Andover Planning Board—Town Department Comments October,27, 2016 Page 4 of 26 Police Department Lieutenant Daniel P. Lanen(received 9/6/16) 9/16/16:The North Andover Police Department does not have any issues regarding the parking or traffic safety with project. 9/30/16:No additional comments from the Police Deportment. 10/18/16:No additional comments from the Police Department. Division of Public Works Tim Willett(Operations Manager)&John J Brogesi PE(Town Engineer) (received 9/9/16) 9/30/16:No additional comments from the DPW. p 10118116:Follow u comments on#8&#10 received via email on 10/14/16. 10/27/16 Response:The Applicant received an email from John Borgesi on 10/25/16. J.Borgesi confirmed that he and Tim-Willett had no follow-up comments on the project. 1. The Applicant shall confirm that there is adequate vehicular clearance throughout the proposed development for the North Andover Fire Department. 9/16/16 Response:The proposed development provides adequate clearance for the North Andover Fire Department vehicles. Please refer to Sketch SKC-01. 2. It appears that the proposed development including roadways, utility infrastructure, and services will all be private. This should be confirmed and confirmation that all future maintenance will also remain private in perpetuity. 9/16/16 Response:Yes, the proposed roadways, utility infrastructure,and services are private. All future maintenance will remain private in perpetuity. 3. The Engineering Department did not receive a copy of'the complete stormwater report. The proposed development includes a significant amount of underground infiltration and detention system along with porous pavers and bioretention areas. The Board's peer review consultant shall review the proposed stormwater design and comment accordingly for compliance with the local stormwater by-law and Massachusetts Stormwater Handbook, as applicable. In addition,the proposed design incorporates porous pavers and bioretention area type best management practices(BMPs). The Operation and Maintenance(0&M)of these BMPs are very specific and require considerable care. The long term 0&M plan shall be reviewed to ensure the required care for these BMPs, especially during the wintertime and use of sand and salt are considered and adequately addressed. 9/16/16 Response:Please refer to the responses to Eggleston Environmental's stormwater review below. The Long Term 0&M Plan is provided and includes maintenance requirements for all elements of the proposed development. 10/18/16:Refer to 10/17/16 SMRT response letter to Eggleston Environmental's additional comments received 10/13/16. Water 4. A tapping sleeve and gate must be used for the connection to the existing water main to prevent disruptions to the distribution system. ARCHITECTURE ENGINEERING PLANNING INTERIORS ENERGY I sni rt*,nc.corn i Edgewood Retirement Community—Small Home Project Town of North Andover Planning Board—Town Department Comments October 27, 2016 Page 5 of 26 9/16/16 Response:A tapping sleeve and gate will be provided for the connection to the existing water main. Refer to updated CU101. S. A new hydrant must be added to the plan. 9/16/16 Response:A new hydrant has been added to the plan. Refer to updated CU101. Location will be confirmed with the Town of North Andover Fire Department. 9/30116:Pending Fire Department approval 10/18/16:SMRT received verbal approval of hydrant location on 10/4/16. 6. Separate external shut off valves must be provided for the fire land and domestic water services lines to the proposed building. 9/16/16 Response:Separate external shut off valves shall be provided for the fire protection and domestic water service lines. Refer to updated CU101. Sewer 7. The force main must be installed in a ductile iron sleeve for 10 feet where it crosses the proposed water line. 9/16/16 Response:Ductile iron sleeve shall be provided wherever force main crosses water line. Refer to updated CU101. 8. The size and type of pipe for the force main must be added to the plan. 9/16/16 Response:Size and material of pipe to be f nalized with pump station design. SMRT to confirm design complies with the Town of North Andover Water&Sewer Department and Greater Lawrence Sanitary District standards. 9/30/16:SMRT has reviewed the project with Greater Lawrence Sanitary District. District representative confirmed that their system has capacity to support the project since the wastewater is classified"domestic". The Greater Lawrence Sanitary District will not require on industrial discharge permit. SMRT will coordinate with Town of North Andover DPW. Pending. 8a. Comment#8(received 10/14/16)-The size and type of pipe used for the forcemain must be on the plan. No size or type of forcemain pipe has been added to the plans. DPW just received an email today at approximately 3:00 p.m. indicating the Applicant is working on the design of the pump station and forcemain and that the updated plans'will be forwarded on Monday October 17, 2016. DPW will need to review the updated design/plan set once received. We are not sure we will have our comments complete by Monday evening for your Tuesday meeting to allow you to close out the hearing. 10/18/16:SMRT provided updated CU101 (Site Utility Plan)and CU504(Site Utility Details)via email to J. Borgesi on Friday, 10/14/16. 10/27/16 Response:J. Borgesi and T. Willett have no further comments on the sewer plans. 9. The force main must have 4 feet minimum cover. 9/16/16 Response:A minimum of 4'of cover will be provided for force main. 10. Warning tape must be installed 2 feet above force main for its entire length. 9/16/16 Response: Warning tape will be installed 2'above force main for the entire length. ; I ARCHITECTURE ENGINEERING PLANNING INTERIORS ENERGY s:rlydnc.rcr.n 'l i 'i Edgewood Retirement Community—Small Home Project Town of North Andover Planning Board-Town Department Comments October 27, 2016 Page 6 of 26 11. Sewer mitigation fees apply to this project. 9/16/16 Response:Comment noted. SMRT and Edgewood will coordinate with the Town of North Andover Water&Sewer Department and Greater Lawrence Sanitary District. 9/30/16:SMRT has reviewed the project with Greater Lawrence Sanitary District. District representative confirmed that their system has capacity to support the project since the wastewater is classified"domestic". The Greater Lawrence Sanitary District will not require an industrial discharge permit. SMRT will coordinate with Town of North Andover DPW. Pending. 11a. Comment#11 (received 10/14/16)-Sewer mitigation fees apply to this project. While it is good that the Applicant has reached out to GLSD,the DPW comment was to confirm the Applicant was aware that the i Town sewer mitigation fees will be applied to this project and will be assessed based on the proposed flows..: . . 10/18/16:The Applicant is aware that the Town sewer mitigation fees will be applied to this project and will be based on the proposed flows. 12. Additional comment received via email on 9/12/16:The proposed name for the access road for the Edgewood CCRC project"Pond Pasture Lane" is too similar to existing roadways in town (Long Pasture, East Pasture, Pond Street) and for emergency purposes(911)we recommend that the road name be changed to something else before the project is,approved. 9/16/16 Response:The project does not proposed a new access road,so there will be no new street name for the project. The "Pond Pasture Lane"designation was for permitting/application use only. i i I r�g I+4 ARCHITECTURE ENGINEERING PLANNING INTERIORS i ENERGY 1 smrtinc.ccm Edgewood Retirement Community—Small Home Project Town of North Andover Planning Board—Town Department Comments October 27, 2016 Page 7 of 26 Eggleston Environmental—Stormwater Review(received 9/9/16) A gg response separate res letter based on Eggleston Environmental's additional comment letter received 10/13/16 was p P provided. These comments were added 6. Revised stormwater report,sent on 10/17/1 p ,p/ons and calculations were p to the end of this section. 10/27/16 Response:A final response letter was sent to Eggleston Environmental on 10/26/16 regarding the remaining outstanding stormwater design comments. At this time, the Applicant believes the stormwater design is complete and meets all the requirements. The final comment responses have been added to this section for reference. 1. The proposed project relies on infiltration of stormwater runoff from the proposed development to attenuate flow, meet recharge requirements and treat the runoff. While the infiltration of runoff should be maximized in accordance with the requirements of the Watershed Protection District, I believe that the locations of the proposed infiltration systems and the rate of infiltration assumed in the project design are problematic. Specifically, portions of the two larger infiltration systems and one of the infiltrating bioretention basins would be located in areas mapped by NRCS as Hydrologic Soil Group(HSG) D soils not generally considered suitable for infiltration.The grain size analyses provided.in the geotechnical report appear to verify the soil mapping.Also per that report only two of the four infiltration tests conducted on the site produced usable data, and both of those were conducted in areas.mapped as having HSG C soils. Hence,the infiltration rates derived from those tests should not be assumed to apply to infiltration structures located within the D soils. 9/16/16 Response: Infiltration rate(0.6 in/hr)used was based off of the two successful infiltration tests(IT-1 and IT-2). The average of these two tests were 1.2 in/hr and a factor of safety of 2 was applied which resulted in a design infiltration rate of 0.6 in/hr. Infiltration tests IT-1 and IT-2 were performed very close to the final placement of SIG-2 and SIG-3;therefore, the design infiltration rate of 0.6 in/hr is valid for these two locations. However, additional geotechnical investigation will be performed at the proposed infiltration areas to confirm infiltration rates. Part of the additional geotechnical services will include soil classification/grain size analysis as well. 9/30/16: Additional geotechnical investigation was completed on September 26,2016. The results of the grain size analysis were inputted into the NRCS Soil Texture Calculator to determine the soil texture classification and associated Rawls infiltration rate. The soil classification of"sandy loam"and"loamy sand"results confirm the soils are conducive to infiltration and the locations of SIG-1,SIG-2,and SIG-3 will . have adequate infiltration rates to meet the Massachusetts Stormwater requirements. New Borings B-B and B-D were located in the locations of SIG-1 and SIG-3, respectively. Previous borings BB- 1 and BB-2 were located adjacent to SIG-2. Boring locations have been added to revised CU101.. The associated Rawls infiltration rate for sandy loom(per Table 2.3.3 of the Stormwater Handbook)is 1.02 in/hr. This value was utilized in the HydroCAD modeling,sizing of the subsurface infiltration galleries,and confirming required drawdown time for the subsurface infiltration galleries. Additional infiltration testing was also completed at the new boring locations. The geotechnical engineering consultant,John Turner Consulting,has indicated favorable infiltration rates. These results further confirm the soil classification and feasibility of the subsurface infiltration structures. The forma!geotechnical report will be forwarded next week when receivedfro m John Turner Consulting. i ARCHITECTURE ENGINEERING PLANNING INTERIORS ENERGY I srnrtinc,r.orr4 IE.k Edgewood Retirement Community—Small Home Project Town of North Andover Planning Board—Town Department Comments October 27, 2016 Page 8 of 26 2. 1 would further note that scope and methodology of the onsite infiltration testing that was performed is not consistent with the requirements of the Massachusetts Stormwater Handbook, and that when either the"Static" or"Simple Dynamic" methods are used to size the stormwater BMPs the saturated hydraulic conductivity should be based on the Rawls Rate associated with the slowest of the Hydrologic Soil Groups at the proposed infiltration locations.The 0.6 in/hr infiltration rate used in the project design is more than half the maximum Rawls Rate for HSG C soils. 9/16/16 Response:The "Simple Dynamic"method was utilized to size the stormwater BMPs. Infiltration analysis will be updated utilizing Rawls infiltration rates.Results of the proposed additional geotechnical analysis will be utilized as the basis for selection of an appropriate Rawls infiltration rate/s. 9/30/16: As noted in the response to Comment#1, the additional geotechnical information collected identified the soils as "sandy loam". Per Table 2.3.3 of the Stormwater Handbook, an infiltration rate of 1.02 in/hr was utilized for sizing the infiltration structures. Refer to revised water quality volume calculations in Appendix E of the Stormwater Management Report. The building/roof design has progressed further since the original submission dated 8/17/16 and a portion of the roof originally directed towards SIG-3, is now being directed to SIG-1. In order to more equally distribute the stormwoter runoff to the infiltration structures, a portion of the driveway/parking lot(Subcatchment SC20I -1)is now directed to SIG-2. This distribution of runoff results in the following impervious areas to be directed to the infiltration structures. Based on these areas, the number of chambers required to treat the water quality volume has been revised as shown: Infiltration Gallery Sizing Results Summary i jGallery Impervious Area Number of Stormtech Identification Treated(sf) SC740 Chambers SIG-1 30,809 48 SIG-2 18,587 28 SIG-3 17,447 28 Total 66,843 sf 104 The soil testing conducted on the site was limited to soil borings, hence there was no determination of the estimated seasonal high groundwater(ESHGW) elevation based on soil mottling.The observed groundwater elevation (approximately 10 feet below ground surface) has not been adjusted for seasonal variation, although the testing was conducted in June 2016 during a period of extreme dry weather.The ESHGW is likely to be several feet higher. Several of the proposed infiltration structures would be in cuts of at least five feet,therefore it is not certain that the design of these structures would provide the minimum two feet of separation to ESHGW required. 9/16/16 Response: The probable seasonal high water table elevation will be assessed as part of the additional geotechnical investigation. The elevations of the proposed infiltration galleries will be proposed reviewed and modified as necessary based on the determined seasonal high water table. It should be noted i the area o a cut. SIG-1 and SIG-3 are within areas o ill. that only SIG-2 is within f ff fi ARCHITECTURE ENGINEERING PLANNING INTERIORS ENERGY !.,!tlnc.con� �� es Edgewood Retirement Community—Small Home Project Town of North Andover Planning Board—Town Department Comments October 27, 2016 Page 9 of 26 9/30/16: Initial review of the field investigations completed the week of September 26-28,2016 does not indicate a seasonal high groundwater level within the range of the proposed infiltration structures. Two piezometers were installed during the July 2016 investigations at borings BB-5 and BB-11 to depths of 15 and 20 feet below ground surface(bgs), respectively. These two piezometers indicated groundwater levels at depths of 9.3 and 9.2 feet bgs in July. On September 26,2016,these piezometers were inspected and no groundwater was visible indicating there likely is not a seasonal high groundwater elevations within the 15'- 20'bgs. The infiltration galleries are installed approximately 6.5'bgs;therefore, if the groundwater level is 15'or greater below ground surface, there will be greater than the required 2'of separation between the, bottom of structure and the groundwater elevation. The formal geotechnical report will be forwarded next week when received from John Turner Consulting. 3. The proposed infiltration structures are intended to attenuate peak flows during the 10-yr and larger storm events,therefore if the separation to seasonal high groundwater is less than four feet a mounding analysis will also be required under Stormwater Standard#3. 9/16/16 Response:If the separation between seasonal high groundwater is less than four feet,a mounding analysis will be provided. 9/30/16: Refer to Comment#3 9/30/16 Response. 4. The soil test locations should be shown on the site plans, preferably on either the grading or utilities plan. . The sketch included with the geotechnical report appears to be based on a different elevation datum as well as a different development layout, making it difficult to correlate the test locations with the proposed BMPs.The plan should also show the actual (versus proposed)test locations. 9/16/16 Response:The soil test pit locations have been added to CU101. S. In the hydrologic analysis the 40%void volume within the soil media of the bioretention basins is included as available storage for flow attenuation,which assumes instant saturation of the soils.The bioretention soil media specified in the detail would actually infiltrate runoff at a rate comparable to an HSG B sandy loam, or at about 1.02 inches per hour,thus the full 30-inch media depth would not be fully saturated by the infiltrated flow until about six hours after the design storm event ends. 9/16/16 Response:The HydroCAD model will be modified to exclude the storage within the soil media. 9/30/16:BRA-2 has been removed from the proposed design. The HydroCAD model has been modified to exclude the storage within the soil media of BRA-1. 6. Much of the flow attenuation provided by the proposed drainage design would be in the subsurface infiltration chambers, hence it needs to be demonstrated that the closed drainage system is designed to collect and convey the flow to the subsurface structures for all design storm events, includingthe 100-yr storm.To the extent that the flow is not conveyed to the subsurface structures (e.g.the calculations indicate that the sediment forebay would overflow in the 100-yr event),this flow needs to be:accounted for and alternative drainageways provided to prevent offsite flooding. I . 9/16/16 Response:Calculations will be provided to show that the closed drainage system is designed to convey all the design storms. If required,alternative drainageways will be provided from the sediment, foreboy to prevent offsite flooding. 1 ARCHITECTURE ENGINEERING PLANNING INTERIORS j ENERGY smreinc.ttsrtl; � �4 Edgewood Retirement Community—Small Home Project Town of North Andover Planning Board—Town Department Comments October 27, 2016 Page 10 of 26 9/30/16: All the proposed structures and pipes have been included in the HydroCAD model to facilitate hydraulic analysis of the proposed stormwater conveyance system. Several pipe diameters have been upsized to accommodate the larger storms. The model demonstrates that the closed storm drainage system the 100-year storm. Refer to storms including f is sized to collect and convey the flow of afl the designg Y updated CU101 for updated pipe sizing. 7. The hydrologic analysis is based on SIG-2 being comprised of 30 StormTech SC-740 chambers'.The plan, however, only calls for 15 chambers. 9/16/16 Response:The design intent was for SIG-2 to be comprised of 15 StormTech SC-740 chambers. The HydroCAD modeling will be updated to reflect 15 chambers. 9/30/16: The subsurface infiltration structure gallery design has been revised from the report submitted on 8/17/16. Refer to Comment#2 9/30/16 response for number of chambers provided at each SIG location. 8. The hydrologic analysis also assumes three 24-inch overflow outlet grates in each of the two bioretention basins;the plan shows only one in each basin. . 9/16/16 Response:The hydrologic analysis will be updated to reflect the correct number of outlet grates as shown on the plans. 9/30/16:BRA-2 has been removed from the design. The HydroCAD model for BRA-1 has been updated to reflect one grate. 9. The surface areas of the proposed bioretention basins should be treated as impervious in the drainage analysis in order to prevent double-counting of the infiltration provided. 9/16/16 Response:Subcatchment areas of SC201G and 201F have been updated to reflect the bioretention areas as impervious. 9/30/16:BRA-2 has been removed from the design. Subcatchment area SC201F-1 has been updated to reflect bioretention area BRA-1 as impervious. 10. The analysis should not assume.any storage volume within the sediment forebay unless it can be demonstrated that the forebay will be fully dewatered between storm events.As sediment accumulates in the basin any exfiltration froom the forebay is likely to be minimal. 9/16/16 Response:Time to drain calculations will be provided to illustrate sediment forebay drains within an appropriate amount of time. 9/30/16:The sediment forebay area has been regraded to provide a separation between the sediment forebay and the dry detention pond. The forebay volume has been excluded from the storage calculations. 11. In accordance with the MA Stormwater Handbook exfiltration from the infiltration structures should be calculated over the bottom area only.This applies to the water quality volume and drawdown calculations as well as the hydrologic analysis. 9/16/16 Response:Exfiltration is only applied to the surface area of the subsurface infiltration structures within the HydroCAD model. Only the bottom area is used for the WQV and drawdown calculations. c.crrrri ARCHITECTURE ENGINEERING PLANNING INTERIORS j ENERGY I snirtin � ► � Edgewood Retirement Community—Small Home Project Town of North Andover Planning Board—Town Department Comments October 27, 2016 Page 11 of 26 12. fhe water quality volume calculations should be based on storage in the infiltration structures below the outlet invert, not the total volume of the chambers. Based on the HydroCAD analysis it appears that several of the subsurface chamber systems would not capture the entire water quality volume even in a 2-year storm event. 9/16/16 Response:Water quality volume calculations will be revised to exclude the volume within the infiltration chambers above the outlet invert elevation.Additional infiltration chambers will be provided as necessary. 9/30/16:The water quality calculations have been revised to exclude the volume above the outlet invert elevation. The chamber outlet pipes will be 8'diameter, which will result in a depth of water in the chamber of 24". Based on the published Stormtech data, the cumulative storage volume is 48.19 cf. The water quality/infiltration sizing calculation worksheet has been updated to reflect this volume. Refer to Appendix E of the revised Stormwater Report. 13. Water quality volume calculations are needed for the proposed pretreatment structures. 9/16/16 Response: WQV calculations will be provided for the proposed pretreatment structures.' 9/30/16: Pretreatment calculations are provided for the sediment forebay and the oil/grit separator. Refer to Appendix E of the revised Stormwater Report. Bioretention area BRA-1 will be not used for pretreatment credit. 14. The TSS removal credit for bioretention systems is predicated on adequate pretreatment(sediment forebay or equivalent) being provided; neither of the proposed bioretention systems includes any pretreatment. 9/16/16 Response:Options for pretreatment for the bioretention areas will be reviewed and provided. 9/30/16: Pretreatment for the subsurface infiltration galleries has been revised and the bioretention areas will not be utilized for pretreatment. ® The required pretreatment(44%TSS removal)for SIG-1 will be provided by deep sump and hooded catch basins and a sediment forebay. ® The grading,soil media, and plantings specified within BRA-1 will remain and continue to collect the small portion of sheet flaw from the drop-off pavement area. The underdrains will remain to prevent soil saturation and convey stormwater to the sediment forebay prior to entering the subsurface infiltration galleries. 0 BRA-2 has been removed. The closed drainage system within this area has been revised. The catch basins and oil/grit separator have been laid out to be off-line. The lawn area has been;regraded to an inlet structure which will be directed to SIG-2. All of the paved area,except for the generator and transformer pads, will be directed through deep sump and hooded catch basins and the.oil/grit separator before entering the subsurface infiltration galleries. An isolator row will be provided in SIG-2 to provide further pretreatment. =y ARCHITECTURE ENGINEERING PLANNING INTERIORS ENERGY j smrtincxom �� Edgewood Retirement Community—Small Home Project Town of North Andover Planning Board-Town Department Comments October 27, 2016 Page 12 of 26 15. Based on the plan,field inlets#3 and#5 would be at grade at the bottom of the bioretention basins.: Based on this design, any runoff flow into the basin would drain through the grates directly to.the subdrains and would not undergo treatment through the soil media or provide recharge:The design guidelines in the MA Stormwater Handbook call for bioretention systems to have a ponding area six to eight inches in depth above the surface of the basin to ensure that the entire water quality volume is captured and infiltrated, and for the invert of any overflow structures to be set above that elevation. If the bioretention system is designed to exfiltrate the underdrains should also be terminated within the bioretention cell. 9/16/16 Response:Field inlet grates at bioretention areas will be set 6"above noted top of frame elevations system will be to provide 6 of ponding within bioretention areas. Feasibility of an exfiltration bioretention Yem evaluated based on the additional geotechnical evaluation. 9/30/16: BRA-2 is being removed. BRA-1 is to remain,but no credit will be token for stormwater quality treatment;therefore,ponding will not be provided. Similar soil media will be installed. Underdrains will be provided so area does not become saturated and stormwater will be conveyed to BMP treatment train. No credit for exfiltration will be taken. 16. The discharge from field inlet FL1-1 should be discharged to the storm drain downgradient of CB-2 in order to prevent resuspension of the sediments accumulated in the basin. 9/16/16 Response:The outlet from field inlet FI-1 has been directed to Fl-2. 9/30/16:Layout of closed drainage system has been revised so catch basins are off-line. All drainage areas will be routed through the deep sump and hooded catch basin and then to the sediment forebay,prior to entering SIG-1. 17. In accordance with the Stormwater Handbook,the proposed oil/grit separator needs to be installed in an offline configuration so that storms larger than the 2-yr 24 event bypass the structure. 9/16/16 Response:Oil/grit separator will be installed offline so larger storms may bypass the structure. 9/30/16:The layout of the oil/grit separator has been revised and a diversion weir has been provided in DMH-9 to allow storms larger then 2-year to bypass the structure. 18. The pavement runoff from Subcatchment SC201F would be undergo pretreatment in either a bioretention basin or a deep sump catch basin, but not in both as is indicated by the TSS.calcu.lations.The flow that drains through CB-2 does require additional pretreatment before infiltration, although it appears that may be provided in the Isolator Row shown in the infiltration system detail., 9/16/16 Response:Revised TSS calculation sheets will be provided. 9/30/16:Pretreatment for Subcatchment SC201F-1 will be via deep sump and hooded catch basins and the sediment forebay prior to entering SIG-1. Refer to revised TSS worksheets in Appendix F. 19. The discharge from the dry pond/sediment forebay should be connected to Isolator Row Inlet;Structure IRIS-1 downgradient of the weir.This flow will have already undergone adequate pretreatment and does not need to be directed through the Isolator Row. 9/16/16 Response:Flow from the sediment forebay will be directed downgradient of the weir. 9/30/16:No isolator row will be provided for SIG-1 as adequate pretreatment is provided prior to entering SIG-1. ;o ARCHITECTURE ENGINEERING PLANNING INTERIORS ENERGY I sill rtiIlc.CC i1 IME '. Edgewood Retirement Community—Small Home Project Town of North Andover Planning Board—Town Department Comments October 27, 2016 Page 13 of 26 20. The Stormwater Report includes the TSS removal calculations for pretreatment only.TSS removal calculations are also needed for the proposed treatment BMPs. 9/16/16 Response:TSS calculation sheets will be provided for the entire BMP treatment train. 9/30/16:Refer to Appendix F of revised Stormwater Management Reportfor TSS worksheets for entire BMP treatment trains. 21. The porous pavers proposed for the sidewalks and additional parking spaces on the Edgewood property should be identified on the plan and a design detail provided. 9/16/16 Response:Porous paver detail is provided. Refer to A10/C1502. 22. The Site Grading Plan (Sheet CG101) shows two additional infiltration systems that are not included on the Site Utility Plan or in the design calculations. 9/16/16 Response:There are not two additional infiltration systems. The notes have been removed from CG101. 23. The flared outlets appear to have been sized to prevent scour as required by Stormwater Standard#1, however I was unable to locate the sizing calculations in the Stormwater Report. 9/16/16 Response:Sizing calculations will be provided for the flared end outlets. 9/30/16:Riprap sizing calculations are provided in Appendix I of the revised Stormwater Management Report. Riprop oulets will have a minimum length of 10'and minimum width of 11.5'. The d5o stone shall be 4 24. 1 recommend that the field inlets be equipped with beehive grates to prevent blockage. � I 9/16/16 Response:Beehive grates will be provided. 2S. I recommend against the placement of woven geotextile on the bottom of the proposed infiltration structures as is called for in the detail on Sheet CUS03 since it can be prone to clogging.A filter layer of bankrun gravel can be used instead. 9/16/16 Response:Geotextile fabric will be removed from infiltration structure details and a filter layer of bankrun gravel will be installed. 9/30/16:Refer to updated Detail A5 on sheet CU503. 26. Suitable snow storage locations;should be identified on the plans and referenced in the 0&M Plan.Snow stockpiles should be located upgradient of stormwater BMPs,so that the meltwater undergoes treatment prior to discharge. 9/16/16 Response:Snow storage locations shown on LP101. Primary location for snow storage is north of parking lot. Snow melt from this area will runoff into sediment foreboy before entering infiltration system. i ARCHITECTURE ENGINEERING PLANNING INTERIORS ENERGY srnrtinc.cont �� Edgewood Retirement Community—Small Home Project Town of North Andover Planning Board—Town Department Comments October 27, 2016 Page 14 of 26 27. As indicated in the Stormwater Report,the proposed project entails the disturbance of more than one and will therefore be subject to EPA's NPDES Construction General Permit(CGP).A acre of land 1 construction Stormwater Pollution Prevention Plan (SWPPP)was included with the application. Prior to the initiation of work the selected contractor will need to file a Notice of Intent for coverage under the CGP and finalize the SWPPP.This requirement should be clearly noted on the plans, and the Conservation Commission should have the opportunity to review the SWPPP with the contractor prior.to the start of work. 9/16/16 Response:Note has been added to CE001(A.3). The NPDES requirement will also be included in the Project Bid Documents. All proposed work will be performed outside of Conservation commission jurisdictional areas. 28. 1 recommend a minimum 2-inch stone on the stabilized construction entrance to prevent tracking. 9/16/16 Response:Minimum 2-inch stone shall be provided for stabilized construction entrance. 29. 1 have the following comments on the Operation and Long Term Maintenance Plan submittedwith the Application: • The catch basins and oil/grit separator should be cleaned a minimum of once per year. • The 0&M Plan references both an infiltration structure and a subsurface infiltration gallery;the proposed project only includes the latter. • The bioretention basins.and the subsurface infiltration structures should be inspected at least fined within re that the are full drat of least one inch to ensu Y once a year following a rain event o Y 72 hours. • Inspections and maintenance of the sediment forebay should be included in the plan., • Inspections and maintenance of the porous pavers should be included in the plan. • The plan should include a simple figure showing the locations of all stormwater BMPsto be maintained as well as designated snow storage locations. 9/16/16 Response: • Frequency of maintenance for catch basins, oil/grit separator, bioretention areas,and subsurface infiltration galleries has been added to the Operation, Inspection and Maintenance Plan. • Reference to infiltration structures has been removed. • Inspection and maintenance of sediment forebay and porous and grass pavers have been included in the Operation, Inspection and Maintenance Plan. • Figure showing all stormwater BMPs has been included in the Operation, Inspection and Maintenance Plan. i 30. Lastly, I recommend that in conjunction with the as-built plans and certification the finished project should be inspected by a qualified professional engineer who can certify that there are no illicit connections to the storm drainage system. 9/16/16 Response:As-built plans and certification that project was constructed as designed will be submitted at the conclusion of the project. The Owner's Construction Manager will monitor construction to ensure there are no cross-connections between the sanitary sewer lines and storm drains within'the building. I ' Q ARCHITECTURE ENGINEERING PLANNING INTERIORS ENERGY sr rtjl;c.cUnt kA 6 i Edgewood Retirement Community—Small Home Project Town of North Andover Planning Board-Town Department Comments October 27, 2016 Page 15 of 26 Follow up comments from Eggleston Environmental were received via email on 10/13/16: In follow-up to my September 8, 2016 comments on the above-referenced project, I have received and reviewed the September 30, 2016 response letter, revised Stormwater Report and revised plan set submitted by SMRT Architects and Engineers, as well as the October 4, 2016 Supplemental Infiltration Testing Report prepared by John Turner Consulting, Inc. Most of my previous comments have been satisfactorily addressed by this revised submittal. I do,,however, have the following comments: 1. The additional soil testing performed on the site adequately demonstrates that the soils in the proposed infiltration areas are consistent with the design assumptions.The testing also appears to demonstrate that surficial soil conditions are not consistent with the HSG C and D soils indicated by the NRCS soil map, hence the calculation of runoff rates and recharge requirements should also be based on the assumption of HSG B soils. 10/17/16 Response: The soil cover conditions of HSG C and HSG D within the HydroCAD subcatchment areas are currently being updated in the HydroCAD model. We are still working to ensure the post-development peak flow attenuation is meeting the State and Town requirements. We will provide the updated model and plans as soon as possible. The Recharge to Groundwater(Massachusetts Standard 3)requirement calculation has been updated utilizing NRCS Hydrologic Soil Group B(0.35 in/hr). The revised Stormwater Management Report will be provided as soon as possible. 10/17/16 Response-REV 1: The subcatchment areas have been updated to reflect HSG B soils in both the pre-and post-development HydroCAD models. This soil cover revision resultedin a significant changee to the pre-and post-development peak flow rates. in order to meet MassDEP Stormwater Standard 2 and the North Andover Section 7.2(B),several modifications were made to the design to ensure the post- development peak flow rates were less than the pre-development flow rates: • An additional row of Stormtech chambers was added to SIG-3 providing a total of(35)chambers in this location. • An additional 15"of stone has been added underneath the storm chambers of SIG-1 and SIG-3. • The roof subcatchment areas B-4,B-5,and B-6 will outlet to the dry pond prior to entering SIG-1. • The elevation of the weir wall within the dry pond outlet structure has been modified to 173.75. These revisions are shown on CU101 and CU503 as well os in the Stormwater Management Report included with this letter. For your reference, the following are the revised Sections/Appendices: • Section 3.3 Runoff Summary tables • Section 4.3 MossbEP Standard 3—Recharge to Groundwater • Section 4.4 MossDEP Standard 4—Water Quality Treatment-Infiltration Gallery Sizing Results Summary& Water Quality Calculations(Page 2 of 4 of Appendix E) • Pre-development HydroCAD Report(Appendix C) • Post-develoment Watershed Maps C-121 and C-122(Appendix D) I - • Post-development HydroCAD Report(Appendix D) i • Porous Paver Calculations(Appendix D) 10/26/16 Response: in response,to Comment#5, the HydroCAD model has been updated.to reflect the correct, elevations of the outlet manifolds. The updated Stormwater Management Report and HydroCAD reports have been provided with this letter. ARCHITECTURE ENGINEERING PLANNING INTERIORS ENERGY I srrertinc.Ccarn - i Edgewood Retirement Community—Small Home Project Town of North Andover Planning Board—Town Department Comments October 27, 2016 Page 16 of 26 2. The test pits conducted in proposed infiltration areas SIG-1 and SIG-3 were excavated to at least two feet below the bottom of the proposed systems and did not encounter evidence of seasonal high groundwater. Both systems would be partially constructed in fill,thus the bottoms of the systems are only 2 to 3 feet below existing grade. No test pits were conducted at SIG-2 however,where the bottom of the proposed infiltration system would be 9 feet below grade, requiring a minimum depth to seasonal high groundwater of 11 feet to meet the separation requirements of the Stormwater Standards. Water was observed in the two piezometers installed on the site at 9.2 and 9.3 feet below grade in June 2016; the fact that no water was present in the two piezometers in September 2016 does not negate that fact, and the suggestion of a perched,water table is not consistent with the design assumptions. I would also point out that both readings were conducted during very dry conditions-the USGS monitoring well in Haverhill was 7.25 feet below its high groundwater elevation on the date of the reading in June, and 9.7S feet below high groundwater on the September date, hence it is highly likely that the seasonal high groundwater elevation at the project site would also be quite a bit higher than the levels indicated by the at additional soil testing be conducted at the location of I therefore recommend that g piezometer readings. stem to allow system SIG-2, and that the pit be excavated to at least two feet below the bottom of the system a MA licensed soil evaluator to confirm adequate depth to seasonal high groundwater based on soil mottling.Whether this additional testing is done prior to or as a condition of project approval`is up to the Board, but it should be understood that if the design assumptions are not confirmed by the testing revisions to the drainage design will be required. 10/17/16 Response: Additional geotechnical testing at SIG-2 is scheduled to be completed this week (tentatively scheduled for Tuesday 10/18/16). 10/26/16 Response:Results of the testing completed at SiG-2 indicated this location was not suitable for infiltration. The subsurface infiltration structures have been removed from this area. SIG-3 has been expanded to accommodate the stormwater that was originally directed to SIG-2. 3. Since no pretreatment is being provided for BRA-1 the drainage analysis should not assume exfiltration from the basin. 10/17/16 Response: Exfiltration has been removed from BRA-1 in the post-development HydroCAD model. 10/26/16 Response: Based on Comment#5, CU101 and HydroCAD model have been updated to reflect the correct configuration and elevations of the outlet manifolds. 4. There are several inconsistencies between the design plans and the post development drainage model: I 1 is:modeled as a 1S-in culvert at 168.22•the inlet invert to DMH-4 is listed a. The outlet from S G , on Sheet CU101 as 168.72, and the outlet fromDMH-1 is labeled as being a 12-in pipe. 10/17/16 Response: The outlet from SiG-1 is a 15-inch culvert at 168.22. CU101 has been updated. 10/26/16 Response: The 15-inch manifold header pipe enters DMH-1 at an elevation of.169.53. The 15-inch outlet pipe exits at elevation 169.43. These values have been updated in the HydroCAD model and CU101. b. The outlet from SIG-2 is modeled as a 15-in culvert;the plan calls for an 18-in pipe. 10/17/16 Response: The outlet from SIG-2 is an 18-inch culvert. HydroCAD model has been updated. 10/26/16 Response: SIG-2 has been removed. I , ARCHITECTURE ENGINEERING PLANNING INTERIORS ENERGY s;�rtinc.t�t;i i I Edgewood Retirement Community—Small Home Project Town of North Andover Planning Board—Town Department Comments October 27, 2016 Page 17 of 26 C. The 12-in outlet culvert from SIG-3 is modeled at inv. 169.95;the inlet invert to DMH-7 is listed . on Sheet CU101 as 170.2. 10/17/16 Response: The inlet invert is 169.95. CU101 has been updated. 10/26/16 Response: The 18-inch manifold header pipe enters DMH-7 at an elevation of 170.66. The 18-inch outlet pipe exits at elevation 170.56. These values have been updated in the,HydroCAD model and CU101. d. The dry pond outlet is modeled as having a weir elevation of 172.75;the structure schedule on Sheet CU101 lists the invert of the weir as 172.25. 10/17/16 Response: The invert of the weir is 172.25. CU101 has been updated. 10/26/16 Response: The invert of the weir has been adjusted to 173.75. The HydroCAD model and CU101 have been updated. 5. Stormtech outlet manifolds are typically laid flat, however the project design (based on the hydrologic model) calls for a drop in elevation of up to 1.83 feet from the 8-inch chamber outlets to the manifold headers.This needs to be clearly shown on the design detail and the inverts of the 8-inch outlets need to be specified on the plan.The inverts of the chambers should also be specified. 10/17/16 Response: The design intent of the stormwater infiltration structures is to have the inlet to the infiltration chambers enter at the bottom of the Stormtech chambers and the outlet from the inf ltration chambers exit from the top of the Stormtech chambers. It is understood that as designed the stormwater will back up into the inlet structure while the infiltration structures are draining. The HydroCAD model . included flood elevations(i.e. top of frame/grate elevations)showed that none of the storm drainage structures will overtop during any of design storm events. The reason for having the inlet at the bottom of the Stormtech chambers and the outlet from the top of the Stormtech chambers is to minimize the depth of the structures and outlet elevation. Minimizing the depth of the structures allows for maximum separation from the bottom of the structures to the seasonal high groundwater levels. SMRT will provide a cross section detail of the subsurface infiltration structures(SIG)that illustrates the inlet and outlet elevations. 10/17/16 Response-REV 1: Side View Cross Section added to Detail A8/CU503. 10/26/16 Response: The outlet manifolds from the Stormtech chambers shall be flat. The inverts of the 8" outlet pipes from the infiltration structures and the outlet pipes have been updated in the HydroCAD models as well as in the structure and pipe tables on CU101. Details D8 and D15 on CU503 have been updated to clarify the 8"outlet pipes connect into a header pipe which connects into the downstream drain manhole. 6. The overflow weir elevations for inlet structures IRIS-2 and IRIS-3 should be added to the structure schedule on Sheet CU101. Based on the response letter SIG-1 will not have an Isolator Row-the design detail reference in the structure schedule should be revised accordingly. 10/17/16 Response: ® The overflow weir elevations for IRIS-2 and IRiS-3 shall match the 8"outlets from the Stormtech structures. o IRIS-2 overflow elevation=170.88 o IRIS-3 overflow elevation=169.86 • Detail D81CU503 has been updated. . 10/26/16 Response:The overflow weir elevation for IRIS-3 has been corrected. IRIS-3 overflow elevation=, 170.68. � tµ ARCHITECTURE ENGINEERING PLANNING INTERIORS ENERGY j sn-irtinc.cm i Edgewood Retirement Community—Small Home Project Town of North Andover Planning Board=Town Department Comments October 27, 2016 Page 18 of 26 7. The location of inlet structure IRIS-3 should be shifted so that it is aligned with the Isolator Row on SIG-3. 10/17/16 Response: Location of inlet structure IRIS-3 has been updated in CU101. 8. The structure schedule on Sheet CU101 should also list the overflow weir elevation for DMH-9,and a design detail showing the overflow weir provided. 10/17/16 Response: Overflow weir elevation for DHM-9 has been added to the structure table on Sheet CU101. Detail H5 is provided on CU501. 9. All of my previous comments on the 0&M Plan have been satisfactorily addressed except that a figure showing the locations of the BMPs and the designated snow storage locations is still needed. 10/17/16 Response:Figure 1 (Stormwater BMP Plan)has been provided. Y I ' j I I ARCHITECTURE ENGINEERING PLANNING INTERIORS ENERGY sl�rrtgl�-, orvr Edgewood Retirement Community—Small Home Project Town of North Andover Planning Board—Town Department Comments October 27, 2016 Page 19 of 26 TEC Peer Review—Eric K Gerade PE—Stormwater Review(received 9/9/16) comment letter received 10118116. 10 18 16: Additional comm 10/27/16 Response:The Applicant received the final review letter from TEC via email an 10/25/16. We believe al 1 the TEC items have been addressed. 1. The Applicant should provide a zoning compliance chart on the Site Plans indicating dimensional requirements identified within the Zoning Bylaws. 9/16/16 Response:Zoning compliance table has been added to the plan. Refer to updated Drawing C-001. 10/17/16 TEC:Comment addressed. 10/18/16 SMRT.• Comment closed. 2. The Applicant is currently proposing a side yard setback of ten feet,which does not meet the minimum side yard setback of thirty feet within the Residential-1 District according to the Town of North Andover Zoning Bylaws.The Applicant should confirm if the two lots will be consolidated to remove this common lot line and the requisite setback.The Board may consider including the lot consolidation as a condition of approval, or recommend that the Applicant pursue a variance. 9/16/16 Response:The Applicant's intent is to consolidate the two parcels after receiving all Town permit approvals. 10/17/16 TEC:If acceptable to the Board, TEC recommends that this be included as condition of approval. 10/18/16 SMRT: Comment noted. Final determination to be made by Planning Board. 10/25/16 TEC:No further response required,refer to TEC's previous comment. 3. The Applicant is proposing to construct a new permanent structure within the "Non-Discharge Zone"of the Watershed Protection District; a variance request has been submitted to the Zoning Board of Appeals. 9/16/16 Response: Yes. The Applicant has submitted a Variance Request to the ZBA. The project was heard at the Tuesday,September 13,2016 meeting. The variance hearing was continued to the next meeting on Tuesday, October 11,2016. 9/30/16:Pending. 10/17/16 TEC:Comment ongoing. 10/18/16 SMRT.• Pending. ZBA hearing scheduled for 11/1/16. 10/25/16 TEC:If acceptable to the Board, TEC recommends that this be included as a condition of approval. 4. It appears that the existing lot does not have adequate roadway frontage.The Applicant should indicate on the plans any easements or rights for frontage. 9/16/16 Response:The property is accessed by an easement which has been clarified more clearly on the . plans. The parcel does not have any road frontage. 10/17/16 TEC: The Applicant has provided an easement plan, identifying a proposed easement for the parcel. Portions of the plan are not legible. The Applicant should confirm if this is an existing or proposed easement. The Town of North Andover Building Department should confirm if this easement provides adequate frontage. 10/18/16: Per email received on 10/18/16 from Donald Belanger(Building Commissioner);the frontage is legal non-conforming, thereby meets the requirement. 10/25/16 TEC:Comment addressed. ARCHITECTURE ENGINEERING PLANNING INTERIORS ENERGY Edgewood Retirement Community—Small Home Project Town of North Andover Planning Board—Town Department Comments October 27, 2016 Page 20 of 26 5. The Applicant should confirm if the pedestrian connection between the existing Edgewood facilities and the proposed project is ADA/AAB compliant. If not,the facility should be upgraded to meet current accessibility standards. 9/16/16 Response:The proposed pedestrian connection between the existing Edgewood facilities and the proposed development is designed to meet ADA requirements. 10/17/16 TEC: Comment appears to be addressed. The Applicant should confirm that the.proposed porous paver walkway material will comply with ADA requirements. 10/18/16: Proposed porous paver walkways are ADA compliant. 10/25/16 TEC:Comment addressed. 6. TEC agrees with the proposed number of parking spaces and accessible parking spaces based on current regulations. However,the Applicant should confirm if the number of proposed accessible parking spaces is adequate for the proposed use as a Continuing Care Retirement Center(CCRC),which may have a higher demand for those spaces,. 9/16/16 Response:The number of accessible parking spaces is appropriate for the proposed CCRC use. The residents will not have private vehicles on site. 10/17/15 TEC: Comment addressed. i 10/18/16 SMRT.• Comment closed. 7. During a recent site visit,TEC observed vehicles parked on the existing grass area proposed to.be constructed into permanent parking spaces with this project.The Applicant should confirm if there is an existing deficiency in parking supply and assess if additional parking may be warranted to satisfy the existing demand. 9/16/16 Response:A parking analysis of the existing facility was not included in the scope of this project.As part of this project, the additional(14)parking spaces provided on the Edgewood property:should alleviate. any existing parking deficiencies and formalize existing usages. 10/17/16 TEC:Eight of the fourteen additional parking spaces provided on the existing Edgewood property are required for the proposed development to meet zoning requirements, and an additional three are reserved for the trail network,therefore, only three additional spaces are available to alleviate.any existing parking deficiencies. The Applicant should confirm that the existing facility has the required amount parking according to the Zoning Bylaws. 10/18/16 SMRT.•If additional parking spaces are required, the proposed(32)space lot can be expanded to the north. 10/25/16 TEC:Comment addressed,however,a future expansion of the parking lot will require review and approval from the Town of North Andover. 10/27/16 SMRT.•Comment closed. ARCHITECTURE ENGINEERING PLANNING INTERIORS ENERGY sirrt'sne.r ry A II< i Edgewood Retirement Community—Small Home Project Town of North Andover Planning Board—Town Department Comments October 27, 2016 Page 21 of 26 I 8. The proposed circular drive at the building entrance is shown as 24 feet wide.The Applicant should confirm if this drive is intended for two-way traffic.There may be an opportunity to improve traffic circulation and reduce impervious area if some of the circulating areas are limited to one-way,only. 9/16/16 Response:The Design Team intends to examine the possibility of making the circular drive a one- way only circulation route. Further examination of vehicular turning radii will be conducted prior to changing the roadway width. 9/30/16:The smallest width possible for fire apparatus to safely navigate the circular entry drive is twenty (20)feet wide. This roadway width is slightly too large for a one-way circulation route, as it can be deceiving for some individuals who might believe it is a two-way circulation route. There would need to beta great deal of signage in order to ensure safe vehicular travel throughout the site. The Design Team will revisit this option with the Owner for a final decision. 10/17/15 TEC:Comment ongoing. 10/18/16 SMRT.•The circular drive will remain as a two-way, twenty four(24)foot wide drive. Painted directional arrows will be provided. 10/25/16 TEC:Comment addressed. 9. The Applicant is proposing twenty-four(24')foot wide drive aisles; however,Section 8.1.5.a of the Town of North Andover Zoning Bylaws requires drive aisles of twenty-five(25')feet for 90° parking spaces. 9/16/16 Response:The drive aisles have been updated to a width of 25'. Please refer to updated CP101. 10/17/16 TEC: Comment addressed. 10/18/16 SMRT.• Comment closed. 10/25/16 TEC:Comment addressed. 10. According to Section 13.5.a—Minimum Lot Size, of the Town of North Andover Zoning Bylaws,a CCRC shall be permitted only within a single lot containing a total area of not less than twenty-five(2S) acres; the Applicant is proposing the CCRC on a Lot having an area of approximately twenty(20) acres. 9/16/16 Response:The Applicant's intent is to consolidate the two parcels after receiving all Town permit approvals. Once combined, the lot will be greater than(25)acres and meet the Zoning Bylaw requirement. 10/17/16 TEC:If acceptable to the Board, TEC recommends that this be included as condition of approval. 10/18/16 SMRT.• Comment noted. Final determination to be made by Planning Board. 10/25/16 TEC:No further response required, refer to TECs previous comment. 11. The Applicant should revise the Site Grading Plan to show the same proposed subsurface infiltration galleries as depicted within the Site Utility Plan. 9/16/16 Response:The Site Grading Plan(CG101)has been updated to reflect the infiltration structures shown on CU101. j 10/17/16 TEC: Comment addressed. 10/18/16SMRT.• Commentclosed. . I i i i VkARCHITECTURE ENGINEERING PLANNING INTERIORS ENERGY Edgewood Retirement Community—Small Home Project Town of North Andover Planning Board—Town Department Comments October 27, 2016 Page 22 of 26 12. The Applicant should consider revising the location of the proposed crosswalk and sidewalk at the driveway intersection to provide a safer means of pedestrian connectivity.The Applicant should also incorporate a painted stop line and stop sign prior to the crosswalk at this intersection. i 9/16/16 Response:The level of use of the pedestrian connectivity will be limited. SMRT feels this level of use does not warrant a stop sign at the crosswalk. 10/17/16 TEC: For vehicular and pedestrian safety, TEC still recommends that the Applicant consider providing a stop sign and stop line. 10/18/16 SMRT.•If signage is required, we would propose pedestrian crosswalk signage("state law,yield to pedestrians in crosswalk")in lieu of stop signs. 10/25/16 TEC:TEC recommends a stop sign and stop line at the intersection of the new site driveway to the existing site driveway. TEC agrees that pedestrian crosswalk signage also be installed on each side of the crosswalk. 10/27/16 SMRT.•The Applicant respectively requests that stop signs not be required. On campus pedestrian traffic does not warrant stop signs and will hinder the flow of vehicular traffic on site. 13. It appears that the existing trail head signage will be impacted.The Applicant should identify a new location for the trailhead signage. 9/16/16 Response:The existing trailhead signage that is to be relocated is called out on CD101. .The new location of the trailhead signage is to be field located by the Architect/Owner/Town. 10/17/16 TEC:If acceptable to the Board, TEC recommends that this be included as condition of approval. 10/18/16 SMRT: Comment noted. The existing trailhead signage is now proposed to remain in its current location and will not be disturbed. 10/25/16 TEC:Comment addressed 14. It appears that the Applicant is not proposing fire hydrants within the proposed development;the Applicant should confirm all new locations with the Town of North Andover Fire Department. 9/16/16 Response:Anew hydrant has been added to CU101. The new location will be.coordinated with the Town of North Andover Fire Department. 9/30/16:Pending Fire Department approval. 10/17/16 TEC:Comment appears to be addressed. If acceptable to the Board, TEC recommends that this be included as condition of approval. 10/18/16 SMRT.•SMRT received verbal approval of hydrant location on 10/4/16. 10/25/16 TEC:Comment addressed. 15. The Applicant should confirm with the Town of North Andover Fire Department that adequate access is provided around the building. Currently,the site plan shows access on one edge of the facility. 9/16/16 Response:The plan has been reviewed and proposed access has been approved by the Fire Chief. 10/17/16 TEC:Comment addressed. 10/18/16 SMRT.• Comment closed. I I @w ARCHITECTURE ENGINEERING PLANNING INTERIORS ENERGY i �rrirtinc.wcr�i (1� � Edgewood Retirement Community—Small Home Project Town of North Andover Planning Board—Town Department Comments October 27, 2016 Page 23 of 26 16. The Applicant should provide a truck turning analysis to confirm adequate fire truck access and access for trucks to the loading dock area Without leaving the edge of pavement. 9/16/16 Response:A vehicular turning analysis has been performed, and fire apparatus can access the proposed development, and vehicles can access the service area. Please refer to Sketch SKC-01. 10/17/16 TEC: The Applicant provided a Fire Apparatus Turning Study, showing turning templates for a fire truck to adequately maneuver the main drive aisle. The Applicant should confirm with the Town of North Andover Fire Departmenton the largest apparatus that may service the facility.Additionally,prior to construction, the Applicant should confirm that the loading dock/dumpster area can be adequately accessed by the anticipated delivery/trash vehicle and make any minor curb adjustments as needed. 10/18/16 SMRT.•The Fire Apparatus turning radius template that was used for the study is larger than the dimensions provided by the N.Andover Fire Department, therefore the Applicant is confident that all Fire apparatus will be able to maneuver the main drive aisle. 10/25/16 TEC:Comment partially addressed,the Applicant should confirm that the loading dock/dumpster area can be adequately accessed by the anticipated delivery/trash vehicle. if any adjustments are required, they would likely be minor curb modifications, and can be handled during the construction phase. 10/27/16 SMRT.• Applicant is currently reviewing trash removal operations with vendor. Applicant also agrees that any modifications, if required, will be minor in nature. 17. The Applicant should provide a 'Common Open Space'calculation for the proposed site;the area of Common Open Space shall equal at least fifty(SO) percent of the total area of the CCRC parcel or lot and no more than twenty-five (2S) percent of the minimum required Common Open Space shall be situated ! within wetlands in accordance with Section 13.5.e—Common Open Space of the Town of North Andover Zoning Bylaws. 9/16/16 Response:Common Open Space. Zoning compliance table has been added to the plan..Refer to updated drawing C-001. 10/17/16 TEC: Comment addressed. 10/18/16 SMRT.• Comment closed. 18. The Applicant should indicate the limits of open ace on the Site Plans. p 9/16/16 Response:The total parcel area is 20.29 acres. Approximately,3.8 acres will be disturbed as part of the proposed project. Therefore,81.3%of the site will remain undisturbed. Refer to the zoning compliance table added to drawing C-001. 10/17/16 TEC: Comment addressed. 10/18/26 SMRT.• Comment closed. ! ARCHITECTURE ENGINEERING PLANNING INTERIORS ENERGY { sMrtinc.com �� l Edgewood Retirement Community—Small Home Project Town of North Andover Planning Board—Town Department Comments October 27, 2016 Page 24 of 26 19. The Applicant's narrative states that the proposed sewer design has not been finalized and if a gravity or force main system will be required.The sewer piping on the plans should be revised to show the final sewer location,design and connection into the existing sewer system.The Applicant should confirm with the Town of North Andover DPW if sufficient capacity exists within the municipal system to accept new. flows. 9/16/16 Response:The proposed sanitary sewer design will be a force main system. The final design will be provided for the Town review. SMRT1Edgewood will confirm if there is sufficient capacity with the Town of North Andover and the Greater Lawrence Sanitary District. 9/30/16:SMRT has reviewed the project with Greater Lawrence Sanitary District. District representative confirmed that their system has capacity to support the project since the wastewater is classified "domestic". The Greater Lawrence Sanitary District will not require an industrial discharge permit. SMRT will coordinate with Town of North Andover DPW. Pending. 10/17/16 TEC: The Applicant is coordinating the final design with the Town of North Andover DPW. TEC defers to the Town of North Andover DPW for final review. No further response required. 10118116SMRT. SMRT has provided updated plans and details to the DPW on 10114/16. 10125116 TEC:No further response required,refer to TECs previous comment. 10127116SMRT.- DPW has no further comments on sewer plans. 20. The Applicant should confirm with the Town of North Andover DPW if sufficient capacity exists within the municipal water system to provide water to the new building. 9116116 Response:SMRT/Edgewood will confirm if there is sufficient capacity with the Town of North Andover. Pendia 9130116. . 9 10/17/16 TEC: The Applicant is coordinating the final design with the Town of North Andover DPW. TEC defers to the Town of North Andover DPW for final review. No further response required. 10118116SMRT. SMRT has provided updated plans and details to the DPW on 10114116. 10125116 TEC:No further response required,refer to TEC's previous comment. i 10127116SMRT.- DPW has no further comments on sewer plans. 21. The Applicant should show anticipated snow storage locations on the plan and add notes to detail proposed snow storage operations. 9116116 Response:Locations of snow storage have been added to LP101. Refer to updated plan. 10/17116 TEC: Comment addressed. 10118116 SMRT: Comment closed. 22. The Applicant should include a detail for the proposed ornamental fence. 9116116 Response:Ornamental fence detail(A15)has been added to C1503. j 10/17116 TEC:Comment addressed. 10118116SMRT, Comment closed. I. i a . ARCHITECTURE ENGINEERING PLANNING INTERIORS I ENERGY sill t'ti11C.Coni Edgewood Retirement Community—Small Home Project Town of North Andover Planning Board—Town Department Comments October 27, 2016 Page 25 of 26 23. The Applicant should confirm if additional monument signage is needed for this new building/use along Osgood Street as it may require permitting. 9/16/16 Response:Additional wayfinding signage is to be determined by the Owner at a later date. The signage will be permitted separately at that time. 10/17/16 TEC: Comment addressed. 10/18/16 SMRT.• Comment closed: After review of the revised submission,TEC offers the following new comments: 24. The Applicant submitted the Trailhead/Site Access Figure depicting the existing gravel drive connecting into the new sidewalk. It appears that there is a new three foot wide gravel trail extension from the new sidewalk connecting to the existing Half Mile Hill Trail.TEC recommends that this new gravel walkway be six feet wide to match the proposed sidewalk width. 10/18/16 SMRT:If space allows, the Y-0"wide walk will be increased in width. 10/25/16 TEC:There appears to be sufficient area to shift the new site driveway and/or increase the curb radius to allow for a wider trail access at this location. The Applicant can coordinate with the Town of North Andover during construction to provide any field adjustments to provide a wider trail access. Id oint rom Half Mile Hill is being handled: 10/27/16 SMRT.•The trail parking re-location and trail access p f f 9 administratively by the Town. 25. The Applicant should provide a construction detail for the proposed sewer pump station and the proposed sewer force main connection into the existing sewer manhole.The additional details can be reviewed and approved as part of the building permit application. 10118116 SMRT.•Sewer Pump Station detail was sent to DPW(Mr.John Borgesi)on 10/14/16 for review. 10/25/16 TEC:The Applicant is coordinating the final design with the Town of North Andover DPW. TEC defers to the Town of North Andover DPW for final review. No further response required. 10/27/16 SMRT.• DPW has no further comments on sewer plans. 26. The Applicant should label the width of all proposed crosswalks as indicated on the detail. 10/18/16 SMRT.•All crosswalks will be dimensioned on drawing CP101. 10/25/16 TEC:A revised sheet CP101 has not been received;however, this can be included as a condition of approval, if acceptable to the Board. 10/27/16 SMRT:CP101 Site Layout Plan has been provided. r i j J i •fS� t's. ARCHITECTURE ENGINEERING PLANNING INTERIORS ENERGY I smrtin:C.com I�6'! Edgewood Retirement Community—Small Home Project Town of North Andover Planning Board-- Town Department Comments October 27, 2016 Page 26 of 26 Health Department Brian Lagrasse(received 9/13/16&9/14/16) 9/30/16:No additional comments from the Health Department. 10/18/16:No additional comments from the Health Department. SM RT received several emails from Rebecca Oldham about the Health Department's comments.. SMRT and Edgewood staff have met with the Health Department on the kitchen design, equipment specs and material finishes in relation to the food permit for the project. Part of this application also includes trash removal/dumpster location and a pest management program for these new kitchens. The only item that the Health Department has opinion on related to the Site Plan Review submission is the dumpster location. Per an email received on 9/14/16, Brian Lagrasse has no issue with the current location of the dumpster along the west side of the building. Additional Information 9/30/16:Included in this package is a sketch illustrating the proposed easement from Osgood Street to the Pond Pasture parcel for discussion at Tuesday's meeting. Refer to SKG03. 10/18/16:No additional comments received from other parties. SMRT and Edgewood believe we have successfully addressed all the Town Departments and Peer Reviewer comments pertaining to the proposed project. Sincerely, SMRT Architects and Engineers I . Kenneth D. Costello, RLA, LEED AP Director of Site Design/Senior Landscape Architect One Dundee Park,Suite 4 Andover, MA 01810 P 978.474.1721 f 978.474.1742 email: kcostello@smrtinc.com Encl.: CP101 Site Layout Plan Cc: R. Oldham—Town of North Andover Planning Department B. Coppola—Edgewood Retirement Community P. Hedstrom—Corporate Counsel, Boston Global Investors LLC G. Baroni, D. Mermelstein—Trident Project Advisors and Development Group M. Flynn,J. McMeeking, C. Piper,J. Randolph—SMRT ARCHITECTURE ENGINEERING PLANNING INTERIORS ! ENERGY j smrtinc.carn (l/� I' — -- NON'DISCH '1y 1000 ARCE : ONE 1 e" L . .0'_ .ND BUFFER 20NE .,.�.. \ 75150.0' ON DISTUR ZONE C 0 VA'ON I00,........ i / ONSERVAiION ZONE \ p- 00, \ .... � SETBACK i rJ , \ P , . _ �^ III WII' r •\ 1 l \ .a. REISSUEDfORPERMITTWG n v„ 10-25-16 WCOMMINTTY SMALL HOME PROJECT SRE LAYOUT PLAN . .m CP1O1 �pNOT FOR CONSTRUCTION I " 1 i 6' Y � [ 1 Commonwealth ofMassachnsctts 0 ♦ I DOW , \ Fulneffles WEi S i MassWildlife j Jack Buckley,Director i August 24,2016 i Bob Coppola Edgewood Retirement Community 575 Osgood Street North Andover MA 01845 ` RE: Project Location: Pond Pasture Lane at Rear of 575 Osgood Street Project Description: Edgewood Retirement Community Small Home Project NHESP File No.: 07-21.483 Dear Applicant: Thank you for submitting the MESA Project Review Checklist, site plans (dated August 15, 2016) and other required materials to the Natural Heritage and Endangered Species Program of the MA Division of Fisheries &Wildlife (the "Division') for review pursuant to the Massachusetts Endangered Species Act (MESA) (MGL c.131A)and its implementing regulations(321 CMR 10.00). Based on a review of the information that was provided and the information that is currently contained in our database, the Division has determined that this project, as currently proposed, will not result in a prohibited "take" of state-listed rare species. This determination is a final decision of the Division of Fisheries&Wildlife pursuant to 321 CMR 10.18. Any changes to the proposed project or any additional work beyond that shown on the site plans may require an additional filing with the Division pursuant to the MESA. This project may be subject to further review if no physical work is commenced within five years from the date of issuance of this determination,or if there is a change to the project. The Division notes that any future projects or activities proposed on the Property which are (a)located outside of the approval of the limit of Work shown on the site plan,(b)not exempt from review pursuant to 321 CMR 10.14, and (c) located within mapped Priority Habitat as indicated in the Massachusetts Natural Heritage Atlas,will require review by the Division pursuant to MESA. Furthermore,321 CMR 10.16 provides that projects shall not be segmented or phased to evade or defer the review requirements under MESA. If the Division determines, based on the considerations provided for in 321 CMR 10.16, that a future project or activity proposed on the Property is part of a larger common project or scheme,it may evaluate the cumulative impacts of the existing and proposed segments of the common project when reviewing the future proposed project or activity pursuant to MESA. Please note that this determination addresses only the matter of state-listed species and their habitats.If you have any questions regarding this letter please contact Daisy Medeiros,Endangered Species Review Assistant,at(508)389-6357. Sincerely, www.mass.gov/nhesp j Division of Fisheries and Wildlife Field Headquarters,One Rabbit Hill Road,Westborough,MA 01581 (508)389-6300 Fax(508)389-7890 An Agency of the Depar•Intenl of fish and Game _ i f NHESP No.07-21483,page 2 of 2 Thomas W.French,Ph.D. Assistant Director cc: Kenneth Costello,SMRT Architects&Engineers Alex Stiysky,MEPA : I i i i 10/18/2016 Town of North Andover Mail-Re:Department Review:Edgewood NORT ANDOVER b Rebecca Oldham <roldham@northandoverma.gov> Massadlus'clts .lr Re: Department Review: Edgewood 1 message Donald Belanger�<dbelanger@northandoverma.gov> Tue, Oct 18, 2016 at 10:31 AM To: Rebecca Oldham <roldham@northandoverma.gov> Rebecca: Per our conversation, the frontage is legal non-conforming thereby meets the requirement. Donald On Mon, Oct 17, 2016 at 11:31 AM, Rebecca Oldham <roldham@northandoverma.gov>wrote: Don: We have an application before us from Edgewood Retirement Community. I believe you were reviewing the project with the Fire Department.As part of their application the Applicant is claiming they have the appropriate frontage through a proposed easement. Could you please confirm that this would provide adequate frontage for the project? The easement plan is attached. —Rebecca Rebecca Oldham Staff Planner Town of North Andover 1600 Osgood Street,Suite 2043 North Andover,MA 01845 Phone: 978.688.9535 Cell: 978.494.2218 Fax: 978.688.9542 Email: ROldham@northandoverma.gov i I i I I I i I I https:Hmail.google.com/mail/u/0/?ui=2&ik=ab4f3cb798&view=pt&search=inbox&th=157d834b3eeeecbl&siml=157d834b3eeeecbl 1/1 I 65 Glenn Street 169 Ocean Blvd. Lawrence,MA 01843 I Unit 101, PO Box 249 Hampton, NH 03842 T:978394.1792 T:603.601.8154 TheEngineeringCorp.com Rebecca Oldham, Staff Planner October 25, 2016 Town of North Andover Planning Department 1600 Osgood Street North Andover, MA 01845 TEC Ref. T0652.03 Re: Edgewood Retirement Community Small Home Project Site Plan Review Special Permit Application 575 Osgood Street, North Andover, MA Peer Review #3 Dear Ms. Oldham: On behalf of the Town of North Andover,TEC, Inc. reviewed documents as part of the civil engineering peer review for the proposed project to be located at 575 Osgood Street. Pond, Pasture, LLC ("Applicant', submitted the following documents, which TEC reviewed for conformance with the Town of North Andover Zoning Bylaws, unless otherwise noted: ; • Edgewood Retirement Community—Small Home Project response to comments letter, 575 Osgood Street, North Andover, MA, prepared by SMRT Architects.& Engineers, Inc., dated September 16, 2016, revised September 30, 2016 and j October 18, 2016; • Edgewood Retirement Community Small Project Proposed Site Plan Rendering, 575 Osgood Street, North Andover, MA, prepared by SMRT Architects & Engineers, Inc., dated October 14, 2016; • Site Utility Plan, prepared by SMRT Architects &Engineers, Inc., dated August 19, 2016, revised September 30, 2016 and October 17, 2016. Upon review of the latest submission, TEC compiled the following list of comments. For consistency, the outstanding original comment numbers have been retained from the most recent TEC review letter dated October 17, 2016. The Applicants response to comments is shown as bold; TEC responses are shown as italic. 2. The Applicant is currently proposing a side yard setback of ten feet, which does not meet the minimum side yard setback of thirty feet within the Residential-1 District according to the Town of North Andover Zoning Bylaws. The Applicant should confirm if the two lots will be consolidated to remove this common lot line and the requisite setback. The Board may consider including the lot consolidation as a condition of approval, or recommend that the Applicant pursue a variance. Applicant Response: The Applicant's intent is to consolidate the two parcels after receiving all Town permit approvals. i Plan Permit Design I Construct Ms. Rebecca Oldham Edgewood Retirement Community Small Home Project—Peer Review #3 October 25, 2016 Page 2 of 8 TEC. If acceptable to the Board, TEC recommends that this be included as a condition. of approval. Applicant Response: Comment noted. Final determination to be made by Planning Board. TEC. No further response required, refer to TM;previous comment. 3. The Applicant is proposing to construct a new permanent structure within the"Non- Discharge Zone"of the Watershed Protection District; a variance request has been submitted to the Zoning Board of Appeals. Applicant Response: Yes. The Applicant has submitted a Variance Request to the ZBA.The project was heard at the Tuesday, September 13, 2016 meeting. The variance hearing was continued to the next meeting on Tuesday, October 11, 2016. TEC.- Comment ongoing. Applicant Response: Pending. ZBA hearing scheduled for 11/1/2016. TEC-If acceptable to the Board, TEC recommends that this be included as a condition of approval. 4. It appears that the existing lot does not have adequate roadway.frontage. The Applicant should indicate on the plans any easements or rights for frontage. Applicant Response: The property is accessed by an easement which has been clarified more clearly on the plans. The parcel does not have any road frontage. TEC. The Applicant has provided an easement plan, identifying a proposed easement for the parcel. Portions of the plan are not legible. The Applicant should confirm:if this is an existing or proposed easement. The Town of North Andover Building Department should confirm if this easement provides adequate frontage. Applicant Response: Per email received on 10/18/16 from Donald Belander (Building Commissioner),the frontage is legal non-conforming,thereby meets the requirement. TEC.- Comment addressed. 5. The Applicant should confirm if the pedestrian connection between the existing Edgewood facilities and the proposed project is ADA/AAB compliant. If not, the facility should be upgraded to meet current accessibility standards. T0652.03_Edgewood Peer Review#3_10-25-2016.docx A= Ms. Rebecca Oldham Edgewood Retirement Community Small Home Project—Peer Review #3 October 25, 2016 Page 3 of 8 Applicant Response: The proposed pedestrian connection between the existing Edgewood facilities and the proposed development is designed to meet ADA requirements. TEC, Comment appears to be addressed. The Applicant should-confirm that the° proposed porous paver walkway material will comply with ADA requirements Applicant Response: Proposed porous paver walkways are ADA compliant. : TEC.- Comment addressed 7. During a recent site visit,TEC observed vehicles parked on the existing grass area proposed to be constructed into permanent parking spaces with this project. The Applicant should confirm if there is an existing deficiency in parking supply and assess if additional parking may be warranted to satisfy the existing demand. Applicant Response: A parking analysis of the existing facility was not . included in the scope of this project. As part of this project,the additional (14) parking spaces provided on the Edgewood property should alleviate any existing parking deficiencies and formalize existing usages. TEC.- Eight of the fourteen additional parking spaces provided on the existing Edgewood property are required for the proposed development to meet zoning requirements, and an additional three are reserved for the trail network, therefore, only three additional spaces are available to alleviate any existing parking deficiencies The Applicant should confirm that the existing facility has the required amount parking according to the Zoning Bylaws. Applicant Response: If additional parking spaces are required, the proposed (32) space lot can be expanded to the north. TEC.- Comment addressed, however, a future expansion of the parking lot will require review and approval from the Town of North Andover. building 8. The proposed circular drive at theg entrance is shown as 24 feet wide. The Applicant should confirm if this drive is intended for two-way traffic. There maybe an opportunity to improve traffic circulation and reduce impervious area if some of the circulating areas are limited to one-way only. intends to examine the ossibili of Applicant Response: The Design Team possibility PP P 9 making the circular drive a one-way only circulation route. Further examination of vehicular turning radii will be conducted prior to changing the roadway width. Applicant Response (9/30/2016 Revision): The smallest width possible for . fire apparatus to safely navigate the circular entry drive is twenty(20) feet I T0652.03 Edgewood Peer Review#3_10-25-2016.docx i i Ms. Rebecca Oldham Edgewood Retirement Community Small Home Project— Peer Review #3 October 25, 2016 Page 4 of 8 wide.This roadway width is slightly too large for a one-way circulation route, as it can be deceiving for some individuals who might believe it is'a two-way circulation route. There would need to be a great deal of signage in order to ensure safe vehicular travel throughout the site. The Design Team will;revisit this option with the Owner for a final decision. TEC., Comment ongoing. i I Applicant Response: The circular drive will remain'as a two-way, twenty four (24) foot wide drive. Painted directional arrows will be provided. TEC- Comment addressed. 10. According to Section 13.5.a — Minimum Lot Size, of the Town of North Andover Zoning Bylaws, a CCRC shall be permitted only within a single lot containing a total area of not less than twenty-five (25) acres; the Applicant is proposing the CCRC on a Lot having an area of approximately twenty (20) acres. Applicant Response: The Applicant's intent is to consolidate the two pa:arcels after receiving all Town permit approvals. Once combined, the lot will be greater than (25) acres and meet the Zoning Bylaw requirement. TEC:If acceptable to the.Board, TEC recommends that this be included as'a condition. of approval. Applicant Response: Comment noted. Final determination to be made by Planning Board. TEC. No further response required, refer to TECs previous comment. 12. The Applicant should consider revising the location of the proposed crosswalk and sidewalk at the driveway intersection to provide a safer means of pedestrian connectivity. The Applicant should also incorporate a painted stop line and stop sign prior to the crosswalk at this intersection. Applicant Response: The level of use of the pedestrian connectivity will be limited. SMRT feels this level of use does not warrant a stop sign at the crosswalk. TEC. For vehicular and pedestrian safety, TEC still recommends that the Applicant consider providing a stop sign and stop line. i Applicant Response: If signage is required, we would propose pedestrian crosswalk signage ("state law,yield to pedestrians in crosswalk'] in lieu of stop signs. T0652.03_Edgewood Peer Review#3_10-25-2016.docx Ms. Rebecca Oldham Edgewood Retirement Community Small Home Project— Peer Review #3 October 25, 2016 Page 5of8 TEC. TEC recommends a stop sign and stop line at the intersection of the new site driveway to the existing site driveway. TEC agrees that pedestrian crosswalk signage also be installed on each side of the crosswalk. 13. It appears that the existing trail head signage will be impacted. The Applicant should identify a new location for the trailhead signage. Applicant Response: The existing trailhead signage that is to be relocated is called out on CD101. The new location of the trailhead signage is to be field. located by the Architect/Owner/Town. TEC-If acceptable to the Board, TEC recommends that this be included as a condition, of approval. Applicant Response: Comment noted. The existing trailhead signage is now proposed to remain in its current location and will not be disturbed. TEC., Comment addressed. 14. It appears that the Applicant is not proposing fire hydrants within the proposed PP PP development; the PP P evelo Applicant should confirm all new locations with the Town of North Andover Fire Department. Applicant Response: A new hydrant has been added to CU101.The new location will be coordinated with the Town of North Andover Fire Department. Pending Fire Department approval. i TEC. Comment appears to be addressed. If acceptable to the Board, TEC recommends that this be included as-a condition of approval. Applicant Response: SMRT received verbal approval of hydrant location on . 10/4/1C. TEC.- Comment addressed. 16. The Applicant should provide a truck turning analysis to confirm adequate;fire truck access and access for trucks to the loading dock area without leaving the edge of pavement. Applicant Response: A vehicular turning analysis has been performed,:and fire apparatus can access the proposed development, and vehicles can access the service area. Please refer to Sketch SKC-01. TEC, The Applicant provided a Fire Apparatus Turning Study, showing turning templates for a fire truck to adequately maneuver the main drive aisle. The Applicantishould confirm with the Town of North Andover Fire Department on the largest apparatus that T0652.03_Edgewood Peer Review#3_10-25-2016.docx Ms. Rebecca Oldham Edgewood Retirement Community Small Home Project— Peer Review #3 October 25, 2016 Page 6 of 8 may service the facility. Additionally, prior to construction, the Applicant should confirm that the loading dock/dumpster area can be adequately accessed by the anticipated . delivery/trash vehicle and make any minor curb adjustments as needed. Applicant Response: The Fire Apparatus turning radius template that was . used for the study is larger than the dimensions provided by the N. Andover Fire Department,therefore the Applicant is confident that all Fire apparatus will be able to maneuver the main drive aisle. TEC. Comment partially addressed, the Applicant should confirm that the loading dock/dumpster area can be adequately accessed by the anticipated delivery/trash vehicle. If any adjustments are required, they would likely be minor curb modifications, and can be handled during the construction phase. 19. The Applicant's narrative states that the proposed sewer design has not been finalized and if a gravity or force,main system will be required. The sewer piping on'the plans should be revised to show the final sewer location, design and connection into the existing sewer system. The Applicant should confirm with the Town of North Andover DPW if sufficient capacity exists within the municipal system to accept new,flows. Applicant Response: The proposed sanitary sewer design will be a force main system. The final design will be provided for the Town review. SMRT/Edgewood will confirm if there is sufficient capacity with the Town of North Andover and the Greater Lawrence Sanitary District. Applicant Response (9/30/2016 Revision): SMRT has reviewed the project . with Greater Lawrence Sanitary District. District representative confirmed that their system has capacity to support the project since the wastewater is classified"domestic". The Greater Lawrence Sanitary District will not require and industrial discharge permit. SMRT will coordinate with the Town of North Andover DPW. Pending. TEC., The Applicant is coordinating the final design with the Town of North Andover DPW. TEC defers to the Town of North Andover DPW for final review. No further response required. Applicant Response: SMRT has provided updated plans and details to the DPW on 10/14/16. TEC. No further response required, refer to TECs previous comment confirm with the Town of North Andover DPW if sufficient 20. The Applicant should capacity exists within the municipal water system to provide water to the new building. i Applicant Response: SMRT/Edgewood will confirm if there is sufficient capacity with the Town of North Andover. T0652.03_Edgewood Peer Review#3_10-25-2016.docx i i Ms. Rebecca Oldham Edgewood Retirement Community Small Home Project—Peer Review #3 October 25, 2016 Page 7 of 8 TEC.- The Applicant is coordinating the final design with the Town of North Andover DPW. TEC defers to the Town of North Andover DPW for final review. No further response required. Applicant Response: SMRT has provided updated plans and details to the DPW on 10/14/16. TEC. No further response required, refer to TECs previous comment. 24. The Applicant submitted the Trailhead/Site Access Figure depicting the existing gravel drive connecting into the new sidewalk. It appears that there is a new three foot wide gravel trail extension from the new sidewalk connecting to the existing Half Mile Hill recommends that this new ravel walkway be six feet wide to match the Trail. TEC 9 Y proposed sidewalk width. Applicant Response: If space allows, the 3'0"wide walk will be increased in width. TEC: There appears to be sufficient area to shift the new site driveway and/or increase the curb radius to allow for a wider trail access at this location. The Applicant can the Town of North Andover during construction to provide any.freld coordinate with 9 adjustments to provide a wider trail access 25. The Applicant should provide a construction detail for the proposed sewer,pump station. and the proposed sewer force main connection into the existing sewer manhole:The additional details can be reviewed and approved as part of the building permit .:: application. Applicant Response: Sewer Pump Station detail was sent to DPW(Mr.John Borgesi) on 10/14/16 for review. TEC.- The Applicant is coordinating the final design with the Town of North Andover DPW. TEC defers to the Town of North Andover DPW for final review. No further response required. 26. The Applicant should label the width of all proposed crosswalks as indicated on the detail. Applicant Response: All crosswalks will be dimensioned on drawing CP101. TEC.,A revised sheet CP101 has not been received; however, this can be included as a condition of approval, if acceptable to the Board. i T0652.03 Ed ewood Peer Review#3 10-25-2016.docx Ms. Rebecca Oldham Edgewood Retirement Community Small Home Project— Peer Review #3 October 25, 2016 Page 8 of 8 If you have any questions regarding our peer review comments, please do not hesitateto contact me at (978) 794-1792. Thank you for your consideration. Sincerely, TEC, Inc. "TheEnglneeringCorp,com" Eric K. Gerade, PE, LEED AP Senior Civil Engineer I E T0652,03 Ed ewood Peer Review#3 10-25-2016.docx r. 65 Glenn street 169 Ocean Blvd. Lawrence,MA 01843 I Unit 101, PO Box 249 Hampton, NH 03842 ' T:978.794.1792 T:603.601.8154 The Eng ineeringCorp.com Rebecca Oldham, Staff Planner October 17, 2016 Town of North Andover Planning Department 1600 Osgood Street North Andover, MA 01845 TEC Ref. T0652.03 Re: Edgewood Retirement Community Small Home Project Site Plan Review Special Permit Application 575 Osgood Street, North Andover, MA Peer Review #2 Dear Ms. Oldham: On behalf of the Town of North Andover, TEC, Inc. reviewed documents as part of the civil engineering peer review for the proposed project to be located at 575 Osgood Street. Pond Pasture, LLC ("Applicant'), submitted the following documents, which TEC reviewed for conformance with the Town of North Andover Zoning Bylaws, unless otherwise noted: • Edgewood Retirement Community—Small Home Project response to comments letter, 575 Osgood Street, North Andover, MA, prepared by SMRT Architects & Engineers, Inc., dated September 16, 2016, revised September 30, 2016; • Edgewood Retirement Community Small Project Site Plans, 575 Osgood Street, North Andover, MA, prepared by SMRT Architects & Engineers, Inc., dated August 19, 2016, revised September 30, 2016; • SKC-01, Fire Apparatus Turning Study, prepared by SMRT Architects &Engineers, Inc., dated September 30, 2016; • SKC-02, Proposed Gravel Parking Area, prepared by SMRT Architects &Engineers, Inc., dated September 30, 2016; • Trailhead/Site Access Figure, prepared by SMRT Architects &Engineers, Inc., dated October 11, 2016; • Edgewood Retirement Community Small Project Stormwater Management Report, 575 Osgood Street, North Andover, MA, prepared by SMRT Architects &Engineers, Inc., dated August 17, 2016, revised September 30, 2016 (Not part of TEC review scope). Upon review of the latest submission, TEC compiled the following list of comments. For consistency, the outstanding original comment numbers have been retained from the most n comments is 12 2016. The Applicants response o c t recent TEC review letter dated Septemberpp o p shown as bold; TEC responses are shown as italic. 1. The Applicant should provide a zoning compliance chart on the Site Plans indicating dimensional requirements identified within the Zoning Bylaws. Plan Permit Design Construct Ms. Rebecca Oldham Edgewood Retirement Community Small Home Project— Peer Review #2 October 17, 2016 Page 2 of 8 Applicant Response: Zoning compliance table has been added to the plan. Refer to updated Drawing C-001. TEC, Comment addressed. 2. The Applicant is currently proposing a side yard setback of ten feet, which does not meet the minimum side yard setback of thirty feet within the Residential-1 District according to the Town of North Andover Zoning Bylaws. The Applicant should confirm if the two lots will be consolidated to remove this common lot line and the requisite setback. The Board may consider including the lot consolidation as a condition of approval, or recommend that the Applicant pursue a variance. Applicant Response: The Applicant's intent is to consolidate the two parcels after receiving all Town permit approvals. TEC.,If acceptable to the Board, TEC recommends that this be included as a condition of approval. 3. The Applicant is proposing to construct a new permanent structure within the"Non- Discharge Zone"of the Watershed Protection District; a variance request has been submitted to the Zoning Board of Appeals. Applicant Response: Yes. The Applicant has submitted a Variance Request to the ZBA.The project was heard at the Tuesday, September 13, 2016 meeting. The variance hearing was continued to the next meeting on Tuesday, October 11, 2016. TEC, Comment ongoing. 4. It appears that the existing lot does not have adequate roadway frontage. The Applicant should indicate on the plans any easements or rights for frontage. Applicant Response: The property is accessed by an easement which has been clarified more clearly on the plans.The parcel does not have any'road frontage. TEC. The Applicant has provided an easement plan, identifying a proposed easement for the parcel. Portions of the plan are not legible. The Applicant should confirm if this is an existing or proposed easement. The Town of North Andover Building Department should confirm if this easement provides adequate frontage. 5. The Applicant should confirm if the pedestrian connection between the existing Edgewood facilities and:the proposed project is ADA/AAB compliant. If not, the facility should be upgraded to meet current accessibility standards. E�T0652.03—Edgewood Peer Review#2_10-17-2016,docx Ms. Rebecca Oldham Edgewood Retirement Community Small Home Project— Peer Review #2 October 17, 2016 Page 3 of 8 Applicant Response: The proposed pedestrian connection between the, existing Edgewood facilities and the proposed development is designed to . meet ADA requirements. ' TEC.- Comment appears to be addressed. The Applicant should confirm that the` proposed porous paver walkway material will comply with ADA requirements 6. TEC agrees with the proposed number of parking spaces and accessible parking spaces based on current regulations. However, the Applicant should confirm if the number of proposed accessible parking spaces is adequate for the proposed use as a Continuing Care Retirement Center(CCRC), which may have a higher demand for those spaces. Applicant Response: The number of accessible parking spaces is appropriate for the proposed CCRC use. The residents will not have private vehicles on site. TEC.- Comment addressed. 7. During a recent site visit,TEC observed vehicles parked on the existing grass area proposed to be constructed into permanent parking spaces with this project. The . Applicant should confirm if there is an existing deficiency in parking supply and assess if additional parking may be warranted to satisfy the existing demand. Applicant Response: A parking analysis of the existing facility was not', included in the scope of this project. As part of this project, the additional (14) parking spaces provided on the Edgewood property should alleviate any deficiencies and formalize existing usages. i existing parking deficie 9 9 TEC.- Eight of the fourteen additional parking spaces provided on the existing Edgewood roe are required for the proposed development to meet zoning requirements, and property q p P three are reserved for the trail network• therefore only three additional. an additional t Y an existing parking de s nt should aces are available to alleviate ficiencies The Applica P Y 9p confirm that the existing facility has the required amount parking according to the Zoning Bylaws 8. The proposed circular drive at the building entrance is shown as 24 feet wide. The Applicant should confirm if this drive is intended for two-way traffic. There maybe an opportunity to improve traffic circulation and reduce impervious area if some of the PP �' p circulating areas are limited to one-way only. Applicant Response: The Design Team intends to examine the possibility of making the circular drive a one-way only circulation route. Further turning radii will be conducted prior to changing the examination of vehicularg p 9 9 roadway width. Tif 2 1 o T0652.03_Edgewood Peer Review#2_10 17 D 6.d cX Ms. Rebecca Oldham Edgewood Retirement Community Small Home Project— Peer Review #2 October 17, 2016 Page 4 of 8 Applicant Response (9/30/2016 Revision): The smallest width possible for fire apparatus to safely navigate the circular entry drive is twenty;(20) feet wide. This roadway width is slightly too large for a one-way circulation route, as it can be deceiving for some individuals who might believe it is a two-way circulation route.There would need to be a great deal of signage in order to ensure safe vehicular travel throughout the site. The Design Team will.revisit this option with the Owner for a final decision. TEC: Comment ongoing. 9. The Applicant is proposing twenty-four (24) foot wide drive aisles; however, Section 8.1.5.a of the Town of North Andover Zoning Bylaws requires drive aisles of twenty-five (25� feet for 901 parking spaces. Applicant Response: The drive aisles have been updated to a width of 25'. I Please refer to updated CP101. TEC.- Comment addressed. 10.According to Section 13.5.a — Minimum Lot Size, of the Town of North Andover Zoning Bylaws, a CCRC shall be permitted only within a single lot containing a total area of not less than twenty-five (25) acres; the Applicant is proposing the CCRC on a Lot having an area of approximately twenty (20) acres. Applicant Response: The Applicant's intent is to consolidate the two parcels. after receiving all Town permit approvals. Once combined, the lot will be greater than (25) acres and meet the Zoning Bylaw requirement. TEC,If acceptable to the Board, TEC recommends that this be included as'a condition, of approval 11.The Applicant should revise the Site Grading Plan to show the same proposed subsurface infiltration galleries as depicted within the Site Utility Plan. Applicant Response: The Site Grading Plan (CG101) has been updated to reflect the infiltration structures shown on CU101. TEC.- Comment addressed. 12.The Applicant should consider revising the location of the proposed crosswalk and sidewalk at the driveway intersection to provide a safer means of pedestrian connectivity. The Applicant should also incorporate a painted stop line and 'stop',si n prior to the crosswalk at this intersection. MAL T0652.03_Edgewood Peer Review#2_10-17-2016.docx AWN Ms. Rebecca Oldham Edgewood Retirement Community Small Home Project— Peer Review #2 October 17, 2016 Page 5 of 8 Applicant Response: The level of use of the pedestrian connectivity will be limited. SMRT feels this level of use does not warrant a stop sign at the crosswalk. TEC. For vehicular and pedestrian safety, TEC still recommends that the Applicant consider providing a stop sign and stop line. 13. It appears that the existing trail head signage will be impacted.The Applicant should identify a new location for the trailhead signage. Applicant Response: The existing trailhead signage that is to be relocated is called out on CD101. The new location of the trailhead signage is to be field located by the Architect/Owner/Town. TEC,If acceptable to the Board, TEC recommends that this be included as'a condition of approval. 14. It appears that the Applicant is not proposingfire hydrants within the proposed : development; the Applicant should confirm all new locations with the Town of North Andover Fire Department. Applicant Response: A new hydrant has been added to CU101. The new location will be coordinated with the Town of North Andover Fire' ' Department. Pending Fire Department approval. TEC.- Comment appears to be addressed. If acceptable to the Board, TEC recommends that this be included as'.a condition of approval. 15.The Applicant should confirm with the Town of North Andover Fire Department that adequate access is provided around the building. Currently, the site plan shows:access on one edge of the facility. ` Applicant Response: The plan has been reviewed and proposed access-has . been approved by the Fire Chief. TEC.- Comment addressed. 16.The Applicant should provide a truck turning analysis to confirm adequate fire truck access and access for trucks to the loading dock area without leaving the edge,of .pavement. Applicant Response: A vehicular turning analysis has been performed,'and fire apparatus can access the proposed development, and vehicles can;access the service area. Please refer to Sketch SKC-01. T0652.03_Edgewood Peer Review#2_10-17-2016.docx Ms. Rebecca Oldham Edgewood Retirement Community Small Home Project— Peer Review #2 October 17, 2016 Page 6 of 8 TEC- The Applicant provided a Fire Apparatus Turning Study, showing turning templates for a fire truck to adequately maneuver the main drive aisle. The Applicant should confirm with the Town of North Andover Fire Department on the largest apparatus that may service the facility. Additionally, prior to construction, the Applicant should confirm that the loading dock/dumpster area can be adequately accessed by the anticipated delivery/trash vehicle and make any minor curb adjustments as needed. 17.The Applicant should provide a'Common Open Space'calculation for the proposed site; the area of Common Open Space shall equal at least fifty (50) percent of the total area of the CCRC parcel or lot and no more than twenty-five (25) percent of the minimum . required Common Open Space shall be situated within wetlands in accordance with Section 13.5.e—Common Open Space of the Town of North Andover Zoning Bylaws. Applicant Response: Common Open Space. Zoning compliance table has been added to the plan. Refer to updated drawing C-001. TEC.- Comment addressed. i 18.The Applicant should indicate the limits of open space on the Site Plans. Applicant Response: The total parcel area is 20.29 acres. Approximately, 3.8 acres will be disturbed as part of the proposed project. Therefore, 81.3% of the site will remain undisturbed. Refer to the zoning compliance table added to drawing C-001. TEC., Comment addressed. 19.The Applicant's narrative states that the proposed sewer design has not been finalized and if a gravity or force main system will be required. The sewer piping on the plans should be revised to show the final sewer location, design and connection into the existing sewer system. The Applicant should confirm with the Town of North Andover DPW if sufficient capacity.exists within the municipal system to accept new flows. Response: The proposed sanity sewer design will be a'force main Applicant Res 9 pp p P p sanitary system.The final design will be provided for the Town review. SMRT Ed ewood will confirm if there is sufficient capacity with the Town of / 9 North Andover and the Greater Lawrence Sanitary District. Applicant Response (9/30/2016 Revision): SMRT has reviewed the project with Greater Lawrence Sanitary District. District representative confirmed that their system has capacity to support the project since the wastewater is classified "domestic".The Greater Lawrence Sanitary District will not require and industrial discharge permit. SMRT will coordinate with the Town of North Andover DPW. Pending. T0652.03_Edgewood Peer Review#2_10-17-2016.docx Ms. Rebecca Oldham Edgewood Retirement Community Small Home Project— Peer Review #2 October 17, 2016 Page 7 of 8 TEC- The Applicant is coordinating the final design with the Town of North Andover DPW. TEC defers to the Town of North Andover DPW for final review. No further response required. 20.The Applicant should confirm with the Town of North Andover DPW if sufficient capacity exists within the municipal water system to provide water to the new building. Applicant Response: SMRT/Edgewood will confirm if there is sufficient capacity with the Town of North Andover. TEC.- The Applicant is coordinating the final design with the Town of North Andover DPW. TEC defers to the Town of North Andover DPW for final review. No further response required. 21.The Applicant should show anticipated snow storage locations on the plan and add notes to detail proposed snow storage operations. Applicant Response: Locations of snow storage have been added to LP 101. Refer to updated plan. TEC.- Commend addressed. 22.The Applicant should include a detail for the proposed ornamental fence. Applicant Response: Ornamental fence detail (A15) has been added to',C1503. TEC, Comment addressed. 23.The Applicant should confirm if additional monument signage is needed for:this new building/use along Osgood Street as it may require permitting. Applicant Response: Additional wayfinding signage is to be determined by the Owner at a later date.-The signage will be permitted separately at that time. TEC, Comment addressed. mission TEC offers the following After review of the revised sub g new comments: 24.The Applicant submitted the Trailhead/Site Access Figure depicting the existing ravel drive connecting into the new sidewalk. It 9 9 appears that there is a new three foot wideravel trail extension from the new sidewalk connectin to the 9 g existing Half Mile Hill Trail. TEC recommends that this new gravel walkway be six feet wide to match the proposed sidewalk width. T0652.03_Edgewood Peer Review#2_10-17-2016.docx . , Ms. Rebecca Oldham Edgewood Retirement Community Small Home Project— Peer Review #2 October 17, 2016 Page 8 of 8 25.The Applicant should provide a construction detail for the proposed sewer pump station and the proposed sewer force main connection into the existing sewer manhole. The additional details can be reviewed and approved as part of the building permit application. 26.The Applicant should label the width of all proposed crosswalks as indicated on the detail. If you have any questions regarding our peer review comments, please do not hesitateto contact me at (978) 794-1792. Thank you for your consideration. Sincerely, TEC, Inc. "TheEngineeringCorp.com" Eric K.Gerade, PE, LEED AP Senior Civil Engineer j i . i 2 Ed ewood Peer Review#2 10-17-2016.docx T065 .03_ g _ i .. ,.: 65 Glenn Street 169 Ocean Blvd. LI Unit 101, PO Box 249 Lawrence,MA Hampton, NH 03842 ' T:978.794.1792 T:603.601.8154 TheEngineeringCorp.com A Rebecca Oldham, Staff Planner September 12, 2016 Town of North Andover Planning Department 1600 Osgood Street North Andover, MA 01845 TEC Ref. T0652.03 Re: Edgewood Retirement Community Small Home Project Site Plan Review Special Permit Application 575 Osgood Street, North Andover, MA Peer Review #1 Dear Ms. Oldham: On behalf of the Town of North Andover,TEC, Inc. reviewed documents as part of the civil engineering peer review for the proposed project to be located at 575 Osgood Street. Pond Pasture, LLC ("Applicant'), submitted the following documents, which TEC reviewed for: conformance with the Town of North Andover Zoning Bylaws, unless otherwise noted: • Edgewood Retirement Community Small Project Site Plans, 575 Osgood Street, North Andover, MA, prepared by SMRT Architects & Engineers, Inc., dated August 19, 2016; • Special Permit—Watershed Permit Application, 575 Osgood Street, North Andover, MA, prepared by SMRT Architects &Engineers, Inc., dated August 19, 2016; • Special Permit— Site Plan Review Application, 575 Osgood Street, North Andover, MA, prepared by SMRT Architects &Engineers, Inc., dated August 19, 2016; • Special Permit—Continuing Care Retirement Center, Application, 575 Osgood Street, North Andover, MA, prepared by SMRT Architects &Engineers, Inc., dated August 19, 2016; • Edgewood Retirement Community Small Project Stormwater Management Report, 575 Osgood Street, North Andover, MA, prepared by SMRT Architects &Engineers, Inc., dated August 17, 2016 (Not part of TEC review scope); • Stormwater Pollution Prevention Plan (SWPPP), 575 Osgood Street, North Andover, MA, prepared by SMRT Architects & Engineers, Inc., dated August 17, 2016. (Not part of TEC review scope) Upon review of the submitted documents, TEC has compiled the following comments: 1. The Applicant should provide a zoning compliance chart on the Site Plans indicating dimensional requirements identified within the Zoning Bylaws. 2. The Applicant is currently proposing a side yard setback of ten feet, which does not meet the minimum side yard setback of thirty feet within the Residential-1 District according to the Town of North Andover Zoning Bylaws. The Applicant should confirm if the two lots will be consolidated to remove this common lot line and the requisite . Plan Permit Design Construct Ms. Rebecca Oldham Edgewood Retirement Community Small Home Project— Peer Review September 12, 2016 Page 2 of 4 setback. The Board may consider including the lot consolidation as a condition of approval, or recommend that the Applicant pursue a variance. 3. The Applicant is proposing to construct a new permanent structure within the"Non- Discharge Zone"of the Watershed Protection District; a variance request has been submitted to the Zoning Board of Appeals. 4. It appears that the existing lot does not have adequate roadway frontage. The Applicant should indicate on the plans any easements or rights for frontage. 5. The Applicant should confirm if the pedestrian connection between the existing Edgewood facilities and the proposed project is ADA/AAB compliant. If not,.the facility should be upgraded to meet current accessibility standards. 6. TEC agrees.with the proposed number of parking spaces and accessible parking spaces based on current regulations. However, the Applicant should confirm if the number of proposed accessible parking spaces is adequate for the proposed use as a Continuing Care Retirement Center (CCRC), which may have a higher demand for those spaces. 7. During a recent site visit,TEC observed vehicles parked on the existing grass area proposed to be constructed into permanent parking spaces with this project.The Applicant should confirm if there is an existing deficiency in parking supply and assess if, additional parking may be warranted to satisfy the existing demand. 8. The proposed circular drive at the building entrance is shown as 24 feet wide. The Applicant should confirm if this drive is intended for two-way traffic. There may be an opportunity to improve traffic circulation and reduce impervious area if some of the circulating areas are limited to one-way only. 9. The Applicant is proposing twenty-four (24� foot wide drive aisles; however, Section 8.1.5.a of the Town of North Andover Zoning Bylaws requires drive aisles of twenty-five (251 feet for 901 parking,spaces. 10.According to Section 13.5.a —Minimum Lot Size of the Town of North Andover Zoning Bylaws, a CCRC shall be permitted only within a single lot containing a total area of not less than twenty-five (25) acres; the Applicant is proposing the CCRC on a Lot having an area of approximately twenty (20) acres. 11.The Applicant should revise the Site Grading Plan to show the same proposed subsurface infiltration galleries as depicted within the Site Utility Plan. 12.The Applicant should consider revising the location of the proposed crosswalk and sidewalk at the driveway intersection to provide a safer means of pedestrian connectivity. The Applicant should also incorporate a painted stop line and stop'sign prior to the crosswalk at this intersection. TEL;T0652.03_Edgewood Peer Review_9-12-2016.docx i i ,i Ms. Rebecca Oldham Edgewood Retirement Community Small Home Project— Peer Review September 12, 2016 Page 3 of 4 13. It appears that the existing trail head signage will be impacted.The Applicant should identify a new location for the trailhead signage. 14. It appears that the Applicant is not proposing fire hydrants within the proposed; development; the Applicant should confirm all new locations with the Town of North Andover Fire Department. 15.The Applicant should confirm with the Town of North Andover Fire Department that adequate access is provided around the building. Currently, the site plan shows access on one edge of the facility. 16.The Applicant should provide a truck turning analysis to confirm adequate fire truck access and access for trucks to the loading dock area without leaving the edge of pavement. 17.The Applicant should provide a'Common Open Space'calculation for the proposed site; the area of Common Open Space shall equal at least fifty (50) percent of the total area of the CCRC parcel or lot and no more than twenty-five (25) percent of the minimum required Common Open Space shall be situated within wetlands in accordance with Section 13.5.e— Common Open Space of the Town of North Andover Zoning Bylaws. . 18.The Applicant should indicate the limits of open space on the Site Plans. 19.The Applicant's narrative states that the proposed sewer design has not been finalized, and if a gravity or forcetmain system will be required. The sewer piping on the plans should be revised to show the final sewer location, design and connection into the existing sewer system. The Applicant should confirm with the Town of North Andover DPW if sufficient capacity exists within the municipal system to accept new flows. 20.The Applicant should confirm with the Town of North Andover DPW if sufficient capacity exists within the municipal water system to provide water to the new building. 21.The Applicant should show anticipated snow storage locations on the plan and add notes to detail proposed snow storage operations. I 22.The Applicant should include a detail for the proposed ornamental fence. 23.The Applicant should confirm if additional monument signage is needed for,this pew building/use along Osgood Street as it may require permitting. i TOE L i �a T0652.03_Edgewood Peer Review_9-12-2016.docx Ms. Rebecca Oldham Edgewood Retirement Community Small Home Project— Peer Review September 12, 2016 Page 4 of 4 If you have any questions regarding our peer review comments, please do not hesitate to contact me at (978) 794-1792.' Thank you for your consideration. Sincerely, TEC, Inc. "TheEngineeringCorp.com" Eric K. Gerade, PE, LEED AP Senior Civil Engineer i 1 . I i T0652.03_Edgewood Peer Review_9-12-2016.docx � A• CONSERVATION DEPARTMENT Community Development Division MEMORANDUM DATE: October 18, 2016 TO: Planning Board John Simons, Chairman CC: North Andover Conservation Commission FROM: North Andover Conservation Commission Jennifer Hughes, Conservation Administrator SUBJECT: Edgewood Small Home Project On October 17, 2016 I met with Robert Coppola to discuss changes to parking and access to Half-Mile Hill as a result of the Edgewood Small Home Project. In addition, I have reviewed the plans submitted to the Planning Board titled Trailhead and Site Access dated October 11, 2016 and have the following comments: • A gravel parking area and walkway have been eliminated and three designated parking spaces for Half-Mile Hill has been added to the existing paved parking area(two already exist). Because the prior access and parking was part of an approved Order of Conditions issued under DEP File#242-1398, the approval of the North Andover Conservation Commission (NACC) should be.obtained before construction begins. This could be done as a general ` business item at a Conservation Commission meeting. • Trail access should also be discussed and approved by the NACC. It is my understanding that the Friends of North Andover Trails have reviewed the proposed trails and have no concerns regarding their location. Work to connect the new trails is shown on the plans on land under the care, custody and control of the NACC.Edgewood does not propose to do this work,but no arrangements have been made for others to provide the trail connection.Provisions should be made to ensure the trail connection is made. Additional trails would also require the town to seek the approval of The Trustees of Reservations (TTOR)who hold the Conservation Restriction on the property. This too could be discussed with the NACC at a public meeting as a general business item. 1600 Osgood Street, Suite 2035, North Andover, Massachusetts 01845 Phone 978.688.9530 Fax 978.688.9542 Web www.townofnorthandover.com • Edgewood has responded to my comment regarding native species that all plantings used on site will be native to New England. I have no further comments in this regard. FYI: Per Order of Conditions issued under DEP File#242-1398: 86. The entrance access road/drive to the Town owned Open Space area known as Half Mile Hill located off of "Driveway G" on the approved plans shall be constructed and maintained at a minimum width of 20 feet. Further, the current owner/applicant, Edgewood Retirement Community, Inc., and/or any future owner acknowledges said access way ,and;!shall not impede/obstruct access to the Town owned Open Space in perpetuity. 87. The applicant has voluntarily agreed, by letter from its Attorney referenced herein, to improve the existing parking area and entranceway to Half Mile Hill at its own expense during construction activities. Improvements shall include, but may not be limited to, access improvements, paving of the existing parking area, and the installation of signage. The scope of work and project details shall be provided by the Conservation Commission prior to :the commencement of said improvement activities. As such, the applicant shall notify the Conservation Commission at least seven (7) days in advance of anticipated activities of this work and provide the applicant's contractor in order for the Conservation Commission to prepare a p pp with the necessary documentation and plans to conduct said work. In addition,the,Town shall be responsible for obtaining all necessary permits and approvals prior to said work. i i i 1600 Osgood Street, Suite 2035, North Andover, Massachusetts 01845 Phone 978.688.9530 -Fax 978.688.9542 Web www.townofnorthandover.COM ! � I Draft as of 10118/2016 _ CONSERVATION RESTRICTION To The Trustees of Reservations Pond Pasture, LLC,a Massachusetts Limited Liability Company with an address of 28 State Street,29' Floor,Boston, MA being the owner of the granted premises and intending hereby to bind themselves and their heirs,successors and assigns,who,together with the said Pond Pasture LLC,are collectively referred to herein as"Grantor",acting pursuant to Sections 31, 32,and 33 of Chapter 184 of the Massachusetts General Laws,hereby grants,with quitclaim covenants,for no consideration,to The Trustees of Reservations,a Massachusetts charitable corporation established under Chapter 352 of the Acts of 1891,qualified to hold Conservation Restrictions in accordance with Chapter 184 of the Massachusetts General Laws,and having an address at 572 Essex Street, Beverly, Massachusetts 0 19 15,its successors and permitted assigns ("Grantee"), in perpetuity and exclusively for conservation purposes,the following,described Conservation Restriction (hereinafter,the"Conservation Restriction"or the"Restriction")on a portion of a parcel of land,said portion being approximately 15.3 acres as shown on a Conceptual Plan of Land by SMRT dated December 2015,and identified as"Lot B, Not Buildable, 15.3 acres"on said plan, located in the Town of North Andover, Massachusetts hereinafter the"Premises". Said plan is attached hereto as Exhibit A. i For Grantor's title to the Premises,see Essex County North District Registry of Deeds Book 14507, Page 66. Purpose. This Conservation Restriction is defined in and authorized by Sections 31-33 of Chapter 184 of the Massachusetts General Laws and otherwise by law. Its purpose is to assure that the Premises will be retained in perpetuity predominantly in their natural,scenic,and open condition and to prevent any use of the Premises that will significantly impair or interfere with the conservation values of the Premises. The imposition of this Restriction is a condition of the grant of a special permit by the North Andover Planning Board to Grantor on 2016. The Planning Board's decision is attached hereto as Exhibit B. The public benefits and protected conservation values resulting from the conservation of the Premises include,without limitation: A. Protection of Ecological and Educational Values. ! ! The Premises provide significant scenic;wildlife,outdoor educational,recreational and drinking water supply protection in its undeveloped state as a natural area that has not been subjected jto development, it its proximity to and frontage on,Lake Cochichewick,the sole source of drinking water for the Town of North Andover, it's proximity to existing permanently protected land owned by the Town of North Andover and by Grantor,and to conservation - i restrictions held by Grantor and by the Essex County Greenbelt Association. I r i B. Preservation of Scenic Views and Vistas. The woodlands on the Premises offer broad scenic views to the passing public from Great Pond Road (Route 133),and are an integral part of the scenic landscape surrounding Lake Cochichewick,which consists primarily of protected and undeveloped properties,including Town-owned conservation land,Grantee's Weir Hill Reservation,and other parcels owned by the Edgewood retirement community. C. Protection of Wildlife Habitat. The Premises contain valuable wildlife habitat,including woodlands used by a variety of wildlife species;the entire Premises is mapped by the Massachusetts Natural Heritage and Endangered Species Program (NHESP)as BioMap2 Core Habitat for Species of Conservation Concern,and as Primary Habitat pursuant to the Massachusetts Endangered Species Act(MESA). I . D. Furtherance of Governmental Policy. Protection of the Premises furthers the Town of North Andover's 2010 Open Space and Recreation Plan including meeting objectives to: protect North Andover's sole source of -drinking water, Lake Cochichewick(Objective 1); link open space and trails(Objective 4); expand existing conservation efforts(Objective 5);protect scenic hilltops,landscapes and other historic resources(Objective 7);preserve historic landscapes and other historic resources (Objective 8);and maintain existing recreational facilities and create new recreational opportunities (Objective 10). i These conservation values of the Premises a ndP ublic benefits of this Conservation Restriction are described in more detail in a Baseline Documentation Report(BDR)to be kept on file at the office of Grantee, with a copy provided to the Grantor, and incorporated herein by this reference. Grantor and Grantee hereby acknowledge that this Report provides an accurate representation of the condition and the values of the Premises at the time of the granting of this Conservation Restriction and is intended to serve as an objective information baseline for subsequent monitoring of compliance with the terms of this Conservation Restriction as described herein. Notwithstanding the BDR, the parties may utilize any other evidence of the condition of the Premises at the time of this grant, should the BDR be unavailable or if it does not adequately address the issues presented. : The terms of this Restriction are as follows: i ! A. Prohibited Uses. Except as provjded in the reserved rights set forth in paragraph B perform not-allow others to perform the following below,the Grantor will neither p p g acts and uses,which are expressly prohibited on,above and under the Premises: I Constructing,placing o r allowing to remain any temporary rarY or permanent nt I I building,tennis court,landing strip,mobile home,swimming pool,asphalt or concrete pavement,sign,fence,billboard or other advertising display,antenna,utility pole,tower, conduit, line or other temporary or permanent structure or facility on,above or under the Premises; i i 2 i ._ 1 1 I ! 1 I (2) Mining,excavating,dredging or removing from the Premises of soil, loam,peat, gravel,sand, rock or other mineral resource or natural deposit;alteration of the existing rah of the Premises;withdrawal of surface or roun water from the natural too g topography tI .t Premises,other than for use on the Premises. (3) Placing,filling,storing or dumping on the Premises of soil, refuse,trash,vehicle bodies or parts, rubbish,debris,junk,waste or other substance or material whatsoever or the installation of underground storage tanks; _. (4) Cutting,removing or otherwise destroying trees,grasses or other vegetation; (5) Activities detrimental to drainage,flood control,water conservation,water quality,erosion control,soil conservation,or archaeological conservation; (6) The use,temporary or permanent parking,or storage of motorcycles,motorized trail bikes,snowmobiles and all other motor vehicles,except as necessary for the police, firefighters or other governmental agents to carry out their lawful duties; i (7) The disruption, removal,or destruction of stone walls or granite fence posts on the Premises; (8) Conveyance of a part or portion of the Premises alone,or division or subdivision of the Premises; however,conveyance of a part or portion of the Premises,or division or subdivision of the Premises,for conservation purposes,shall be permitted with the written consent of the Grantee; conveyance of the Premises in its entirety shall be permitted,provided that any such conveyance is subject to,and consistent with,the terms of this Conservation Restriction; (9) The use of the Premises for:' a) Subsequent transferal of development rights to any property,whether or not adjacent to the Premises; b) Use in any calculations involving development of this or any other property, 1 whether or not adjacent to the Premises,in any manner whatsoever; i (10) Any other use of the Premises or activity thereon that is inconsistent with the purpose of this Restriction or that would materially impair significant conservation interests, unless the use or activity is necessary in an emergency for the preservation of the Premises or otherwise in an emergency and is temporary in duration. B. Reserved Rizhts. All acts and uses not prohibited in paragraph A are permissible,provided that such acts and uses do not materially impair the purpose of this Restriction or other significant conservation interests. The following acts and uses,otherwise ; i prohibited in Paragraph A,are permitted,but only if such uses and activities do not materially impair the purpose of this Restriction or other significant conservation interests: i 3 I I i (1) Trails. The maintenance of currently existing trails located on the Premises substantially in their present condition r as reasonably necessary for the uses permitted herein,and,with prior permission of Grantee,the relocation of existing trails,including clearing,grading,construction,marking and maintenance (including,if necessary,the construction of retaining walls, planking and bridges,or barriers to prevent motorized access),provided that any new trails shall replace existing trails,and that said existing trails shall be closed and abandoned after the new trails are created,unless Grantee specifically approves the creation of a new trail,and provided that the new trails do not have a negative impact on the conservation values of this g P Conservation Restriction. Trails may be constructed of dirt,stone dust, gravel or other natural and pervious material;in no case may they be paved. - 2 Signage. The erection maintenance and replacement of a minimal number of signs with respect to a)the location of boundary lines and trails;b) permitted i and prohibited uses;c) interpretive,informational,navigational,or other signs intended to enhance passive public use/ (3) Recreational and Educational Uses. Hiking,horseback riding,cross country i � skiing,wildlife observation and other passive,non-motorized outdoor recreational uses consistent with the purposes of this Conservation Restriction. I (4) Invasive Species. The removal if non-native,nuisance or invasive species of. i flora or fauna,and the control of such species in a manner that minimizes damage to surrounding,non-target species and preserves water quality. For the purposes of this Conservation Restriction,the terms"non-native"of "invasive species"shall be defined as a'species that non-native or alien to the i ecosystem under consideration,and which us likely to cause economic or ecological harm or harm to human health. (5) Forestry. In accordance with generally accepted best forestry management practices, as those practices may be defined by appropriate governmental or educational institutions,a)selective de minimis pruning and cutting to prevent, control or remove hazards,disease,insect damage or fire or to preserve the present condition of the Premises,including trails;b)the right to conduct,or to permit others to conduct,sound silvicultural uses of the i Premises in accordance with a forest management plan to be prepared by a i professional forester licensed to practice forestry in Massachusetts pursuant i to M.G.L. c. 132,sections 47-49,which plan shall be approved in advance of any timber harvest by Grantee. All forest management plans shall provide for the management of the Premises in a manner consistent with generally g g Y accepted "Best Management Practices" as those practices may be identified i by appropriate governmental or educational institutions and in a manner not , wasteful of soil resources or detrimental to water quality or other conservation values of this Conservation Restriction. 4 i i I i i (6) Such other activities requested by the Grantee and expressly approved in writing by the Grantor,provided a)the activities are consistent with the purposes of this Restriction;b)the activities are not prohibited herein;c)the activities will not impair the conservation values or purposes of this Restriction. The exercise of any right reserved by Grantor under this paragraph B shall be in compliance with the then-current Zoning By-Law of the Town of North Andover,the Wetlands Protection Act(Massachusetts General Laws Chapter 131,Section 40)and all other applicable federal, state and local law. The inclusion of any reserved right in this paragraph B requiring a permit from a public agency does not imply that the Grantee or the Commonwealth takes any position as to whether such permit should be issued: l _ C. Notice and Approval. Whenever notice to or approval by Grantee is required under the provisions of paragraphs A or B,Grantor shall notify Grantee in writing,delivered to the Grantee at the address provided herein,by Certified Mail,return receipt requested,not less than sixty(60) days prior to the Grantor's commencement of the activity in question. The notice shall describe the nature,scope,design,location,timetable and any other material aspect of the proposed activity in sufficient detail to permit Grantee to make an informed judgment as to its consistency with the purposes of this Restriction. Where Grantee's approval is required, Grantee shall grant or withhold its approval in writing within sixty(60)days of receipt of Grantor's written request therefor,provided that the Grantor's request complies in every respect with the requirements of this paragraph. Grantee's approval shall not be unreasonably i 1 withheld,but shall be granted only upon a showing that the proposed activity will not materially impair the purposes of this Restriction. Failure of Grantee to respond in writing within such 60 days to a request which complies with the requirements of this paragraph shall be deemed to constitute approval by Grantee of the request as submitted,so long as the request sets forth the provisions of this section relating to deemed approval after the passage of time. D. Extinguishment. I. Grantee's Receipt of Property Right. The Grantor(s)and the Grantee hereby acknowledge that the donation of this Conservation Restriction gives rise for purposes of this paragraph to a real property right,immediately vested in the i I Grantee,with a fair market value that is equal at least to the proportionate value that this Conservation Restriction, determined at the time of the gift pursuant to I Section 170(h) of the Internal Revenue Code,as such value may subsequently be i adjusted by the IRS,bears to the value of the unrestricted Premises at that time. i The parties shall include the ratio of those values with the Baseline Documentation of the Premises acknowledged by the parties and on file in the offices of the Grantee. 2. Value of Grantee's Property Right. Such proportionate value of the Grantee's property right shall remain constant. . j 5 � i i Ii i i 3. Right of Grantee to Recover Proportional Value at Disposition. If circumstances arise in the future that render the purpose of this Restriction impossible to accomplish,and that therefore necessitate the extinguishment of this Restriction pursuant to the provisions of Treas. Reg.Section 1.170A- 14(g)(6),then this Restriction can be terminated,released or extinguished, whether in whole or in part,only by proceedings consistent with MGL 184 and by judicial proceedings in a court of competent jurisdiction,after review and approval by the Secretary of Energy and Environmental Affairs. Unless otherwise required by applicable law at the time,upon the subsequent sale,exchange or involuntary conversion of the Premises after such termination or extinguishment, after deducting the value of improvements made by Grantor after the effective date of this Restriction,Grantee shall receive the percentage interest to which it is entitled pursuant to this paragraph and paragraphs D.1 and D.2,above,from the remaining proceeds of such sale,exchange or involuntary conversion,and after complying with the terms of any gift,grant or funding requirements. The owner in whose name the Premises are titled at the time of such post- termination sale, exchange of involuntary conversion shall bear responsibility for the satisfaction of any claims or liens against the Property at such time it Grantor/Grantee Cooperation Regarding Public Action. Whenever all or any part of the Premises or any interest therein is taken by public authority under power of eminent domain or other act of public authority,then the Grantor and Grantee shall cooperate in recovering the full value of all direct and consequential,damages resulting from such action. All related expenses incurred by Grantor and Grantee shall first be paid out of any recovered proceeds, and the remaining proceeds shall be distributed between the Grantor and Grantee in shares equal to such proportionate value. If less than a fee interest is taken,the proceeds shall be equitably allocated according to the nature of the interest taken. 4. Continuing Trust of Grantee's Share of Proceeds of Conservation Restriction Disposition. In all cases arising under this paragraph D,the Grantee !. shall use its share of the proceeds in a manner consistent with the conservation purposes of this grant. 5. In the event of extinguishment or taking by public authority,the provisions of this Paragraph D shall survive such extinguishment or taking. E. Access. The Grantor hereby grants to the Grantee and its representatives the right to enter the Premises (a)at reasonable times and in a reasonable manner for the purpose of regular monitoring and inspecting the same to determine compliance herewith, including the right to access the Premises over roads and rights of way owned by the Grantor and any rights of way or other access ways now or hereafter available to Grantor for access to the Premises, i and (b) after 30 days'prior written notice,to take any and all actions with respect to the a e necessary orappropriate,with or without order of court,to remedy,abate Premises as m bY Y Y or otherwise enforce any violation hereof. 6 i . I i i I F. Access by the public. The Grantor and its succesors and assigns shall permit the general public to pass and re-pass using established or to-be established trails by foot horseback,snowshoe,bicycle,and cross-country ski for purposes of quiet outdoor recreational and educational activity, provided that:a)any such activity shall be limited to daylight hours only;b)no motorized or mechanized vehicles of any kind shall be permitted,except,where appropriate,motorized or non-motorized wheelchairs for handicap accessibility shall be allowed;c) no dumping,waste disposal or littering of any kind shall be allowed;and d) no activity of a commercial nature shall be allowed. To the extent permitted by law,the Grantor and the Grantee hereby expressly disclaim any duty to maintain the Premises or warn persons who may enter upon the same. Pursuant to M.G.L.c.21,s. 17c,neither the Grantor nor the Grantee is liable to any member of the public for injuries to persons or property sustained by such person while on the Premises in the absence of willful,wanton or reckless conduct. G. Grantee's Right to Post Identifying Signage. The Grantee shall have the right to post signs,no more than one foot by one foot in size,on the boundaries of the Premises, identifying the Grantee and its interest in the Premises,and informing the public of the nature and public benefit of the conservation of the Premises. H. Legal Remedies of Grantee. The rights hereby granted shall include the right to enforce this Restriction by appropriate legal proceedings and to obtain injunctive and other equitable relief against any violations,including without limitation relief requiring restoration of the Premises to their condition prior to such violation (it being hereby acknowledged that Grantee will have no adequate remedy at law). The rights hereby granted shall be in addition to,and not in limitation of,any other rights and remedies available to Grantee. All,reasonable costs incurred by Grantee in enforcing the terms of this Conservation Restriction against Grantor,including without limitation costs and expenses of suit and reasonable attorneys'fees, and any costs of restoration necessitated by Grantor's violation of the terms of this Conservation Restriction,shall be borne by.Grantor;provided, however,that if Grantor ultimately prevails in a judicial enforcement action,each party shall bear its own costs. By its acceptance of this Conservation Restriction;Grantee does not undertake any liability or obligation relating to the condition of the Premises not caused by Grantee or its agents, including with respect to compliance with hazardous materials or other environmental laws and i regulations. Any election by the Grantee as to the nature and timing of its actions pursuant to its right to enforce this Conservation Restriction or otherwise exercise its rights hereunder shall not be deemed or construed to be a waiver of such rights. { I. Indemnification. Grantor is responsible to pay and discharge when due all property taxes and assessments lawfully imposed and to avoid the imposition of any liens that may impact Grantee's rights hereunder. Grantor acknowledges that Grantee has no possessory rights in the Premises, nor any responsibility or right to control,maintain,or keep up the Premises. Grantor is responsible for all costs and responsibility of ownership,control, operation,maintenance,and upkeep of the Premises. If Grantee is ever required by a court to pay damages resulting from personal injury or property damage that occurs on the Premises, other than as the direct result of actions by,Grantee or its agents,the Grantor shall indemnify 7 �I i I I and reimburse the Grantee for these payments,as well as for reasonable attorneysfees and other expenses of defending itself. J. Acts Beyond Grantor's Control. Nothing contained in this Restriction shall be construed to entitle Grantee to bring any action against Grantor for any injury to or change in the Premises resulting from causes beyond the Grantor's control, including, but not limited to, fire, flood, storm and earth movement, or from any prudent action taken by Grantor under emergency conditions to prevent, abate, or mitigate significant injury to the Premises resulting from such causes. In the event of damage to the Premises from acts or events beyond the Grantor's control, if it is determined to be desirable that the Premises be restored,the parties will cooperate in attempting to restore the Premises if 1feasible'. Nothing herein should be comment[h,"1]:Qwhether IRS may at some construed to preclude or limit Grantor's and/or Grantee's rights to recover damages from any ao'm'questioawhetherthislanguageundermroes p 'It third party for trespass or other violation of their respective rights in this Conservation Restriction and in the Premises. Each party hereby acknowledges the other's standing to pursue such damages, and each party is obligated hereby to cooperate with the other's action to recover such damages. K. Duration and Assignability. ,The burdens of this Restriction shall run with the Premises and shall be enforceable against Grantor in perpetuity. Grantee is authorized to record or file any notices or instruments appropriate to assuring the perpetual enforceability of this Restriction. The Grantor appoints the Grantee its attorney-in-fact to execute, acknowledge and deliver any such instruments on its behalf. Without limiting the foregoing,the Grantor agrees itself to execute any such instruments upon request. The benefits of this Restriction shall inure to the Grantee, shall be in gross,and shall not be assignable by Grantee, except in the following instances from time to time: (i) as a condition of any assignment, Grantee requires that the purpose of this Restriction continue to be carried out; (ii) the assignee,at the time of assignment,qualifies:under Section 170(h)of the Internal Revenue Code of 1986, as amended, and applicable regulations thereunder, and under Section 32 of Chapter 184 of the Massachusetts General Laws,as an eligible donee to receive this Restriction directly; and (iii) Grantee complies with the provisions required by Article 97 of the Amendments to the Constitution of the Commonwealth of Massachusetts,if applicable. L. Subsequent Transfers. The Grantor shall incorporate by reference the terms of this Conservation Restriction in any deed or other legal instrument by which he divests himself of any interest in all or a portion of the Premises,including a leasehold interest,and shall notify the Grantee within 20 days of such transfer-and provide a true complete and correct copy of any such transfer instrument. Failure to dorso shall not impair the validity or enforceability of this Conservation Restriction, but shall constitute a default by Grantor hereunder. Any transfer shall comply with Article 97 of the Amendments to the Constitution of the Commonwealth of Massachusetts, if applicable. M. Termination of Rights and Obligations. Notwithstanding anything to the contrary contained herein,the rights and obligations under this Restriction of any party holding any interest in the Premises terminate upon transfer of that party's interest,except that liability for acts or omissions occurring prior to transfer,liabilities arising under Paragraphs D and L 8 i (above),and liability for the transfer itself if the transfer is in violation of this Restriction,shall survive the transfer. Any new owner shall cooperate in the restoration of the Premises or removal of violations caused by prior owners)and may be held responsible for any continuing. violations. N. Estoppel Certificates. Upon request by Grantor,Grantee shall within forty-five (4S) days execute and deliver to Grantor any document,including an estoppel certificate,that certifies the status of Grantor's compliance with any obligation of Grantor contained in this Restriction,or that otherwise evidences the status of this Restriction,as may reasonably be requested by Grantor. O. Amendment. If circumstances arise under which an amendment to or modification of this Conservation Restriction would be appropriate,Grantor and Grantee may jointly amend this Conservation Restriction;provided that no amendment shall be allowed that will affect the qualification of this Conservation Restriction or the status of Grantee under any applicable laws, including Section 170(h)of the Internal Revenue Code of 1986 as amended,or Sections 31-33 of Chapter 184 of the General Laws of Massachusetts.Any amendment shall occur only in exceptional circumstances. Any amendment shall be consistent with the purposes ! of this Conservation Restriction,shall not affect its perpetual duration,shall be approved by the Secretary of Energy and Environmental Affairs or as required by applicable statutes in effect at the time of the proposed amendment and,if applicable,shall comply with the provisions of Article 97 of the Massachusetts Constitution. Any such amendment shall be recorded in the Essex County North District Registry of Deeds. i P. Effective Date. This Conservation Restriction shall be effective when the Grantor and the Grantee have executed it,the administrative Approvals required by Section 32 of Chapter 184 of the General Laws have been obtained,and it has been recorded in the Essex County North District Registry of Deeds. Q. Recordation. The Grantee shall record this instrument in timely fashion in the County Registry of Deeds. i I , R. Notices: Any notice,request,consent,approval,or communication that either party desires or is required to give to the other shall be in writing and either served personally ! { or sent by first class mail,postage pre-paid,addressed to the party to be notified at the address last known to the notifying party. S. Miscellaneous. (1) Controlling Law. The interpretation and performance of this Restriction shall be governed by the laws of the Commonwealth of Massachusetts. (2) Liberal Construction.'. Any general rule of construction to the contrary j notwithstanding,this Restriction shall be liberally construed in favor of the grant to effect the purpose of this Restriction and the policy and purpose of Mass.Gen. Laws Chapter 184,Sections 31-33. If any 9 , i i provision in this instrument is found to be ambiguous,an interpretation consistent with the purpose of this Restriction that would render the - ' provision valid shall be favored over any interpretation that would render it invalid. (3) Severability. If any provision of this Restriction shall to any extent be held invalid,the remainder shall not be affected. (4) Entire Agreement. This instrument sets forth each and every right and obligation of the parties with respect to the Restriction and supersedes all prior discussions,negotiations, understandings,or agreements relating to the Restriction,all of which are merged herein. - (5) Joint Obligation. The.obligations imposed by this Restriction upon the parties that together comprise"Grantor"shall be joint and several. (6) Captions. The captions in this instrument have been inserted solely for convenience of reference. They are not a part of this instrument and shall have no effect upon construction or interpretation. (7) Pre-existing rights of the Public. Approval of this Restriction pursuant to M.G.L Chapter 184,Section 32 by any municipal officials and by the Secretary of Energy and Environmental Affairs is not to be construed as representing the existence or non-existence of any pre-existing rights of i the public,if any, in and to the Premises.Any such pre-existing rights of the if any, are hot affected by the granting of this Restriction. (8) No Merger. The parties intend that any future acquisition of the Premises shall not result in a merger of the Conservation Restriction into the fee. The Grantor will not grant,and the Grantee will not take,title to any part of the premises without having first assigned this Conservation Restriction,in accordance with Paragraph J,above(if necessary to avoid merger),to ensure that merger does not occur. (9) Counterparts. This Restriction may be executed in counterparts which shall constitute a single instrument whether or not all signatures appear on a single copy hereof. i (10) Baseline Documentation: In order to establish the present condition of the Premises and the conservation values thereon which are protected by this Conservation Restriction,so as to enable the Grantee to monitor future uses of the Property and to assure compliance with the terms hereof,Grantor and Grantee have prepared an inventory of the relevant features and conditions of the Premises(the"Baseline Documentation Report"), and acknowledge that the same is an accurate representation of the condition of the Premises as of the date of the execution of this 10 i I i I i i i Conservation Restriction. Verified originals of the Baseline Documentation Report will be deposited with the Grantor and in the permanent records of the Grantee. If the originals of said Baseline � Documentation Report are subsequently uentl destroyed by casualty or other circumstance,other evidence may be offered by the parties to establish the condition of the property as of the date of this Restriction. I I (1 1) Subordination. Grantor represents,and Grantee relies on Grantor's representation,that as of the date of this grant there are no liens or mortgages outstanding against the Premises,except those(if any) listed in Exhibit A. Any such interests which would disqualify this conveyance for treatment as a qualified conservation contribution in accordance with Section 170(h)of the Internal Revenue Code of 1986,as amended,and applicable regulations thereunder,are subordinated to this Conservation Restriction by subordination documents recorded herewith. Grantor has j the right to use the Premises as collateral to secure the repayment of debt,provided that the,right of the Grantee to enforce the terms, restrictions and covenants created under this Conservation Restriction, and the Grantee's right to recover its proportional share of the value of j the Premises pursuant to Paragraph D hereof,shall not be extinguished by foreclosure of any mortgage or any publicly or privately placed lien recorded subsequently to the effective date hereof. The terms of this Conservation Restriction,and Grantee's right to enforce them,shall be superior to any mortgage or lien so recorded. No documentary stamps are required,as this Restriction is a gift. Executed under seal this day of 120 COMMONWEALTH OF MASSACHUSETTS ss. 20_ I On this day of 200_,before me,the undersigned notary public, personally appeared proved to me through satisfactory evidence of identification,which was to be the persons whose names are signed on the preceding or attached document,and acknowledged to me that they signed it voluntarily for its stated purpose Notary Public i li it i i i x, My commission expires: i i i I I j . 12 I I i � l ACCEPTANCE OF GRANT ; The above Conservation Restriction is accepted this day of 20_ THE TRUSTEES OF RESERVATIONS By Its COMMONWEALTH OF MASSACHUSETTS ss. 120 On this day of 200before me,the undersigned notary public, personally appeared proved to me through satisfactory evidence of identification,which was to be the persons whose: j names are signed on the preceding or attached document,and acknowledged to me that they signed it voluntarily for its stated purpose,and that they are authorized to do so on behalf of the Corporation.. Notary Public My commission expires: i 1 i 13 ;z i I ,I APPROVAL OF SELECTMEN We,the undersigned,being a majority of the Selectmen of the Town of North Andover, Massachusetts,hereby certify that at a public meeting duly held on 20 the Selectmen voted to approve the foregoing Conservation Restriction to The Trustees of Reservations pursuant to M.G.L.Chapter 184, Section 32. I Selectmen i . i I COMMONWEALTH OF MASSACHUSETTS ss 120_ On this day of 200_,before me,the undersigned notary public, ' i personally appeared j and 1 proved to me through satisfactory evidence of identification,which was to be the persons whose names are signed on the preceding or attached document,and acknowledged to me that they signed it voluntarily for its stated purpose. Notary Public My commission expires: I I 14 i APPROVAL BY SECRETARY OF ENERGY AND ENVIRONMENTAL AFFAIRS COMMONWEALTH OF MASSACHUSETTS i= The undersigned,Secretary of the Executive Office of Energy and Environmental Affairs of the Commonwealth of Massachusetts, hereby certifies that the foregoing Conservation Restriction to The Trustees of Reservations has been approved in the public interest pursuant to M.G.L. Chapter 184,Section 32. Date: 20_ - i Secretary of Energy and Environmental Affairs COMMONWEALTH OF MASSACHUSETTS ss. 120 On this day of ,200_,before me,the undersigned notary public, personally appeared proved to me through satisfactory evidence of identification,which was to be the persons whose. names are signed on the preceding or attached document,and acknowledged to me that they, I signed it voluntarily for its stated purpose. ! , i Notary Public My commission expires: i . i . i 1 � I i , 15 I i i f � i i Exhibit A—Conservation Restriction Plan �I � I i 1 .. 1 i i j� i i 16 i i i i . t Exhibit B—Special Permit Decision i , I i i i 17 i I , j •I i i 10/25/2016 Town of North Andover Mail-Re:Department Review:Edgewood Retirement Community NOUN ANDOVER tvtassad,osetts Rebecca Oldham <roldham@northandoverma.gov> Re: Department Review: Edgewood Retirement Community 1 message John Borgesi <jborgesi@northandoverma.gov> Tue, Oct 25, 2016 at 12:01 PM To: Rebecca Oldham <rold ham @northandoverma.gov> Cc: Tim Willett <twillett@northandoverma.gov>, Jean Enright <jenright@northandoverma.gov> Rebecca, I spoke to Tim and we are all set with the proposed pump station as detailed on the plans they sent to Tim last week. Tim did mention that he recommended that the proposed drive to the new building be assigned a street name and that the building be assigned a different address from the existing main building to make it more clear for 911 purposes. This is something that likely can be a condition of approval and Tim mentioned there is a list of acceptable street names (somewhere)that the Applicant could use to pick from. I did cc Jean as I know we discussed this briefly via email when we had a concern that the access drive was going to be named pond pasture lane as this was too similar to other existing street names in Town. Please let me know your thoughts as I am not sure how these types of matters have been addressed in the past. Thank you! -John John J. Borgesi, P.E. Town Engineer Department of Public Works Town of North Andover 384 Osgood Street North Andover, MA 01845 Phone: 978.685.0950 Fax: 978.688.9573 On Mon, Oct 24, 2016 at 8:49 AM, Rebecca Oldham <roldham@northandoverma.gov> wrote: Hello John, I hope all is well! We had our meeting on Tuesday and the Applicant said they had spoken with you as well. Are you all set with their comments and their design? I am looking to finalize and get their Decision drafted this week. Thank you, —Rebecca Rebecca Oldham Staff Planner Town of North Andover 120 Main Street North Andover,MA 01845 Phone: 978.688.9535 Cell: 978.494.2218 Fax: 978.688.9542 Email: ROldham@northandoverma.gov https://mail.google.com/mail/u/0/?ui=2&ik=ab4f3cb798&view=pt&search=inbox&type=157fc9368646blef&th=157fc9368646blef&siml=157fc9368646blef 1/6 1 10/25/2016 Town of North Andover Mail-Re:Department Review:Edgewood Retirement Community. On Thu,,Oct 13, 2016 at 4:34 PM, John Borgesi <jborgesi@northandovenna.gov> wrote: Rebecca, Tim and I reviewed the revised plans and response comments for the Edgewood Retirement Community. Based on our review the majority of DPW's comments have been addressed. However, we do have follow-up responses/clarifications for the following comments: Comment#8-The size and type of pipe used for the forcemain must be on the plan. No size or type of forcemain pipe has been added to the plans. DPW just received an email today at:approximately 3:00 p.m. indicating the Applicant is working on the design of the pump station and forcemain and that the updated plans will be forwarded on Monday October 17, 2016. DPW will need to review the updated design/plan set once received. We are not sure we will have our comments complete by Monday evening for your Tuesday meeting to allow you to close out the hearing. Comment#11 -Sewer mitigation fees apply to this project. While it is good that the Applicant has reached out to GLSD, the DPW comment was to confirm the Applicant was aware that the Town sewer mitigation fees will be applied to this project and will be assessed based on the proposed flows. Please let me know if you need anything else from us. Thank you! John J. Borgesi, P.E. Town Engineer Department of Public Works Town of North Andover 384 Osgood Street North Andover, MA 01845 Phone: 978.685.0950 Fax: 978.688.9573 On Thu, Oct 13, 2016 at 12:26 PM, Rebecca Oldham <roldham@northandoverma.gov> wrote: John & Tim: I don't mean to be a pain but I'm hoping to close out Department Review on this project at the Tuesday meeting and DPW is the only outstanding review.... —Rebecca Rebecca Oldham Staff Planner Town of North Andover 1600 Osgood Street,Suite 2043 . North Andover,MA 01845 Phone: 978.688.9535 Cell: 978.494.2218 Fax: 978.688.9542 Email: ROldham@northandoverma.gov On Tue, Oct 11, 2016 at 9:41 AM, Rebecca Oldham <roldham@northandoverma.gov> wrote: I'm just following up on this email. Have your comments been addressed? 1 know they make reference to the. GLSD on a few items. —Rebecca Rebecca Oldham Staff Planner Tovni of North Andover 1600 Osgood Street,Suite 2043 North Andover,MA 01845 https://mail.google.com/mail/u/0/?ui=2&ik=ab4f3cb798&view=pt&search=inbox&type=157fc9368646blef&th=157fc9368646blef&siml=157fc9368646blef 2/6 10/25/2016 Town of North Andover Mail-Re:Department Review:Edgewood Retirement Community Phone: 978.688.9535 Cell: 978.494.2218 Fax: 978.688.9542 Email: ROldham@northandovenna.gov On Mon, Oct 3, 2016 at 1:29 PM, Rebecca Oldham <roldham@northandoverma.gov>wrote: John &Tim: Please find attached the Response Comments from Edgewood. Please let me know if all of your comments have been addressed. —Rebecca Rebecca Oldham Staff Planner Town of North Andover _ 1600 Osgood Street,Suite 2043 North Andover,MA 01845 Phone: 978.688.9535 Cell: 978.494.2218 Fax: 978.688.9542 Email: ROldham@northandoverma.gov i On Wed, Sep 14, 2016 at 1:02 PM, John Borgesi <jborgesi@northandoverma.gov> wrote: i i OX Sounds good. Thanks! -John John J. Borgesi, P.E. Town Engineer Department of Public Works Town of North Andover 384 Osgood Street North Andover, MA 01845 Phone: 978.685.0950 Fax: 978.688.9573 On Wed, Sep 14, 2016 at 9:59 AM, Jean Enright <jenright@northandoverma.gov> wrote: That has not been determined yet; however, if this project is approved based on what they have ' din the application the parcel that is current/ 0 Osgood Street will be combined with 575 submitted pp p Y 9 Osgood Street. Jean i On Wed Se 14 2016 at 9:27 AM, John Borgesi <'borgesi@northandoverma.gov> wrote:: � 9 1 P That does I believe-so if someone were to call into 911 from the new facility what would the address be? or has that not been determined yet? Thanks! John J. Borgesi, P.E. Town Engineer Department of Public Works Town of North Andover 384 Osgood Street North Andover, MA 01845 Phone: 978.685.0950 Fax: 978.688.9573 i On Wed, Sep 14, 2016 at 8:54 AM, Jean Enright <jendght@northandoverma.gov> wrote: John, The reference to Pond Pasture Lane is a project reference only because that is how the easement area and lot are identified on the original, recorded plan. The roadway to the building will not be signed or identified as such. Does that help? https://mail.google.com/mail/u/0/?ui=2&ik=ab4f3cb798&view=pt&search=inbox&type=157fc9368646blef&th=157fc9368646blef&siml=157fc9368646blef 3/6 ' 10/25/2016 Town of North Andover Mail-Re:Department Review:Edgewood Retirement Community, Jean On Mon, Sep 12, 2016 at 8:58 AM, John Borgesi <jborgesi@northandoverma.gov> wrote: Rebecca/Jean, I was just talking with Tim and we realized that the proposed name for the access road for the Edgewood CCRC project "Pond Pasture Lane' is too similar to existing roadways in town (Long Pasture, East Pasture, Pond Street)and for emergency purposes (911)we recommend that the road name be changed to something else before the project is approved. Please let me know if you need me to add this to our comment letter or if this email will suffice. Thank you! -John John J. Borgesi, P.E. Town Engineer Department of Public Works Town of North Andover 384 Osgood Street North Andover, MA 01845 Phone: 978.685.0950 Fax: 978.688.9573 On Fri, Sep 9, 2016 at 11:19 AM, John Borgesi <jborgesi@northandoverma.gov> wrote: Rebecca Attached please find DPW's comment letter regarding the Edgewood Retirement Center site plan application. Please let me know if you have any questions or need anything else. Thank you! -John i John J. Borgesi, P.E. Town Engineer Department of Public Works Town of North Andover 384 Osgood Street North Andover, MA 01845 Phone: 978.685.0950 Fax: 978.688.9573 i On Tue, Aug 23, 2016 at 9:10 AM, Rebecca Oldham <roldham@northandoverma.gov> wrote: Please find the attached Application and Site Plan for Edgewood Retirement Community. The Applicant is proposing the construction of a new Continuing Care Retirement Center(CCRC) with 40 units in a'Small Home'style. There will be an access road and parking areas associated with the facility. The parcel is approximately 20 acres in size and the development area will be approximately 4-5 acres. for this project on Se tember:20th and The Planning Board is opening the Public Hearing o p � p i would appreciate Department Review by Friday, September 9th. Please let me know if you need any additional information or have any questions. El 15078-Edgewood Special Permit Dwgs_160819.pdf Thank you, —Rebecca i https:Hmail.google.com/mail/u/0/?ui=2&ik=ab4f3cb798&view=pt&search=inbox&type=157fc9368646blef&th=157fc9368646blef&simi=157fc9368646blef 4/6 I r 10/25/2016 Town of North Andover Mail-Re:Department Review:Edgewood Retirement Community. Rebecca Oldham Staff Planner Town ofNorth Andover 1600 Osgood Street,Suite 2043 North Andover,MAO 1845 Phone: 978.688.9535 Cell: 978.494.2218 Fax: 978.688.9542 Email: ROldham@northandoverma.gov Sincerely, Jean Enright i Planning Director Town of North Andover 1600 Osgood Street,Suite 2035 North Andover,MA 01845 Phone 978.688.9533 Fax 978.688.9542 Email: jenright@northandoverma.gov Web: www.TownofNorthAndover.com i cid:image001.jpg(i, Sincerely, j j Jean Enright Planning Director Town of North Andover https:Hmail.google.com/mail/u/0/?ui=2&ik=ab4f3cb798&view=pt&search=inbox&type=157fc9368646blef&th=157fc9368646blef&siml=157fc9368646blef 5/6 I r f 10/25/2016 Town of North Andover Mail-Re:Department Review:Edgewood Retirement Community. 1600 Osgood Street,Suite 2035 North Andover,MA 01845 Phone 978.688.9533 Fax 978.688.9542 Email: jenright@northandoverma.gov Web: www.TownofNorthAndover.com ci6mage001.jpg( i https://mail.google.com/mail/u/0/?ui=2&ik=ab4f3cb798&view=pt&search=inbox&type=157fc9368646blef&th=157fc9368646blef&siml=157fc9368646blef 6/6 r � 1 t $� EASEMENT PARTIAL TERMINATION AND RELOCATION AGREEMENT This Easement Partial Termination and Relocation Agreement (this"Agreement") is made as of this day of , 201_by and between The Town of North Andover, a body politic,having an:address of 120 Main Street,North Andover,Massachusetts 01845 (the"Town"or"Grantee") and Edgewood Retirement Community, a Massachusetts not-for-profit corporation having an address of 575 Osgood Street,North Andover,Massachusetts ("Edgewood"or "Grantor"). Grantor and Grantee are referred to herein collectively as the"Parties" and individually as a"Party." RECITALS WHEREAS,the Town is the owner of that certain parcel of land identified as Assessor's Parcel 210/036.0-0001-0000.0, commonly known as Zero (0)Half Mile Hill,which is located in the Town of North Andover, Commonwealth of Massachusetts, and legally described on Exhibit A attached hereto and incorporated herein by reference(the"Town Property"). WHEREAS, Edgewood is the owner of certain parcels of land identified as Assessor's Parcel 210/036.0-0003-0000.0, commonly known as 575 Osgood Street, which is located in the Town of North Andover, Commonwealth of Massachusetts, and legally described on Exhibit B attached hereto and incorporated herein by reference(the"Edgewood Property"). WHEREAS,the Town acquired the Town Property by deed dated , and recorded with recorded in the Essex North Registry of Deeds (the"Registry") WHEREAS,the Town Property is benefitted by that certain Grant of Mutual Easements dated as of March 24, 1959 and recorded with the Registry in Book 891,Page 167(the"Lane to Pond Pasture Easement"),which such easement grants the Town the right to pass and repass'over portions of the Lane to Pond Pasture(the"Pond Pasture Easement.Area"), which such Lane to Pond Pasture is shown on that certain plan entitled"Plan of Pond Pasture &Lane to Pond Pasture, North Andover,Mass." Prepared by Ralph B. Brasseur, C.E., dated January,1959 and recorded with the Registry as Plan No. 3827, for access to and from Osgood Street, and to install and maintain pipes wires and necessary appurtenances, on, over and under the Lane to Pond Pasture Easement for the transmission of utilities. I WHEREAS, portions of the Edgewood Property are burdened by the Lane to Pond Pasture Easement,which such burdened area is more particularly shown as the"Vacated Easement Area"on the plan attached hereto as Exhibit C(the"Vacated Easement Area"). WHEREAS, Edgewood wishes to convey to the Town easement rights over that certain portion of the Edgewood Property more particularly shown as the"Relocated Easement Area"on the plan attached hereto as Exhibit D(the"Relocated Easement Area") in exchange for the Town agreeing to discharge and forever terminate the Town's easement rights in,to and over the Vacated Easement Area. 56103776 v1 NOW, THEREFORE, for and in consideration of the premises and easements contained herein, Ten Dollars ($10.00)and other good and valuable consideration,the sufficiency of which is hereby acknowledged,the parties hereto do hereby agree as follows: 1. Termination. The Town, for itself and its successors and assigns,hereby vacates;terminates and releases any and all rights it or they may have in,to and over the Vacated Easement Area. 2. Grant of Easement. Edgewood hereby grants for the benefit of the Town,the non-exclusive, irrevocable and perpetual right to pass and repass over the Relocated Easement Area for access to and from Osgood Street to and from the Town Property. Additionally, Grantor and its successors and assigns hereby grants to the Grantee the right to pass and re-pass over that certainP arcel of land more particularly described on Exhibit E(the"Premises")using established trails by foot,horseback,snowshoe, bicycle, and cross-country ski for purposes of quiet outdoor recreational and educational activity, provided that: a) any such activity shall be limited to daylight hours only; b)no motorized or mechanized vehicles of any kind shall be permitted, except, where appropriate,motorized or non-motorized wheelchairs for handicap accessibility shall be allowed; c)no dumping,waste disposal or littering of any kind shall be allowed; and d)no activity of a commercial nature shall be allowed. To the extent permitted by law, Grantor and Grantee hereby expressly disclaim any duty to maintain the Premises or warn persons who may enter upon the same.Pursuant to M.G.L. c. 21, s. 17c,neither the Grantor nor the Grantee is liable to any member of the public for injuries to persons or', property sustained by such person while on the Premises in the absence of willful,wanton or reckless conduct. 3. Maintenance. Edgewood shall be responsible, at its sole cost and expense, for the maintenance, repair,resurfacing, and replacement of any access road existing or constructed . in the Relocated Easement Area, and for the removal of snow and ice, sanding and application of salt from any access road existing or constructed in the Relocated Easement Area and for the maintenance and repairs required, in Edgewood's discretion. 4. Priority of Easement. This easement shall be prior and superior to any right, title, interest, mortgage, lien or claim that has been or may in the future be acquired or attached to the Edgewood Property or any portion thereof. 5. Additional Provisions. ; 5.1. Covenants Run With Land. This Agreement shall run with the land, and shall benIefit and be binding upon the parties hereto, and their respective heirs, administrators, representatives, successors and assigns. 5.2. Reserved Rights. Subject to the terms of this Agreement,Edgewood hereby retains for itself and its heirs, administrators, representatives, successors and assigns,the right to the normal use and enjoyment of the Relocated Easement Area not inconsistent with the rights and privileges of Grantee hereunder. 5.3. Applicable Law/Severability. This Agreement shall be construed in accordance with the, substantive laws of the Commonwealth of Massachusetts without regard to choice;of law. If any provision of this Agreement or the application thereof to any person or circumstances shall,to any extent, be held invalid, inoperative or unenforceable,the i remainder of this Agreement, or the application of such provision,to any other person or circumstance shall not be affected thereby;the remainder of this Agreement shall be given effect as if such invalid or inoperative portion had not been included. 5.4. Cancellation/Modification. Except as may be specifically provided herein,this Agreement(including exhibits)may be modified or canceled only by mutual,agreement of all of the parties hereto as set forth in a written document which shall be signed:by the parties hereto and which shall be effective upon recording with the Registry. 5.5. Counterparts/Entire A egr ement. This Agreement may be executed in several counterparts, each of which shall bean original,but all of which shall constitute one and the same instrument. This Agreement and the Exhibits attached hereto set forth the entire agreement between the Parties with respect to the subject matter hereof and will be recorded in the Registry. [REMAINDER OF PAGE INTENTIONALLY LEFT BLANK SIGNATURES ON FOLLOWING PAGE(S)] i IN WITNESS WHEREOF,the Parties have executed this Agreement as of the date.first written above. GRANTOR: EDGEWOOD RETIREMENT COMMUNITY, INC. By: Name: Title: By: Name: Title: GRANTEE: TOWN OF NORTH ANDOVER By. Name: Title: i [NOTARY ACKNOWLEDGMENTS ON FOLLOWING PAGE(S)] j i EXHIBIT A TOWN PROPERTY i i I i I i EXHIBIT B EDGEWOOD PROPERTY That certain parcel of land with all improvements thereon, situated in North Andover in the County of Essex and Commonwealth of Massachusetts, known as the ; "Pond Pasture" and " Pond Pasture Lane " located off, of Osgood Street in said North Andover and bordering the western shores of Lake Cochichewick, bounded and described as follows: Beginning at the northeasterly corner thereof at the "Great Pond", now called Lake Cochichewick, at the stone wall or its extension, at land now or formerly of Mary F. Charles,then in a southerly direction along Lake Cochichewick a distance of nine hundred and twenty five feet(925') more or less, to a stone wall or its extension at land now or, formerly of Edgewood Farm, then in a westerly direction along the stone wall a distance of eleven hundred and sixty feet(1160'),more or less, then heading northerly along:a stone wall a distance of one hundred and eighty-six feet(186'), more or less, still by land of Edgewood Farm,to a Private Way known as Lane to Pond Pasture,then in a northeasterly direction along the southeasterly edge of said Private Way a distance of sixty feet(60',), more or less, then turning northerly with the easterly edge of said Private Way a distance of twenty-two feet(22')more or less to a stone wall or its extension, then leaving the said Private Way and continuing along the stone wall in slightly more northerly directions,.a distance of seven hundred and eleven and a half feet.(711.5'), more or less,to a corner of the wall, continuing along the stone wall as it turns an approximate right angle to the east, along land now or formerly of Mary F. Charles, a distance of 816 feet, more or less, to the point of beginning at the shore of Lake Cochichewick. The foregoing premises are shown as "Pond Pasture" on a plan of land entitled."Plan of Pond Pasture & Lane to Pond Pasture -- North Andover, Mass." Scale 1" = 200' dated January, 1959--Ralph B Brasseur,C.E.recorded as Plan No.3827 at the Essex North District Registry of Deeds; "Pond Pasture" contains twenty (20AC) acres, more or less,.according to said Plan No. 3827, and reference maybe had to said Plan No. 3827 for a more particular . description of"Pond Pasture". Together with all rights, easements and rights of way appurtenant to the:foregoing property, including without limitation the Right of Way over the Lane to Pond Pasture as . described in that certain Grant of Mutual Easements dated March 24, 1959 and recorded with . said Deeds in Book 891 Page 167. i i EXHIBIT C VACATED EASEMENT AREA (See attached plan) i i i I I o EXHIBIT D r RELOCATED EASEMENT AREA (See attached plan) i i i I EXHIBIT E THE PREMISES i i i _ t _ }I g.,,..w. .... -.... a � ." 1_„1 S.✓r,,...✓�,..r�•,..-r.l`r ,y =�%�,r.y��1 1�t It l PROPOSED AOCESS EASEMNT ELAYOU�� T 1+ i _ I <rr' •/ 'Fi",Ir�'•4� 1111 1 n[L�t[ot'dl Rnlm,tF Iv�l€ • —^.��1 t -Iyl��la i�� // � 0 PHIEO CCRPfN11STtrA: f8.1�18 ?3 g f f^Lq ED FOR rl cAIE .. .. R€.ISSUE 900 6RPAR'T7NG -- i / CPRCM C'flF 9TxTU1 ` � 1 t"[LP.1 gOilA IJ04 Jui— a.t sle.lalo �R\tea. EDGEN'OODRETIREIIENTCOlA1.IUNITY SMALL HOME PROJECT J.��.�' •� �t tt-�7 `'^����n .^rm r�snlvf�wfatr�r�scFsrs rsccnosrFfEr PROPOSED ACCESS EASEMENT' �•-letm i P20.4f,T Y�NLL'.FF: Cl"4.(6.lLI iKk IJ:19lU A RE RCECOii .tt roue„Ilt �, SKC-d3 �UFCFLE �5iEf,th NOT FOR CONSTRUCTION 9s4111L Su Tmw wd Ru 0 2%1,Y 161, x C •I-5-1 f7 P.lo,,.�fast. I • I POND Ps15TUI'E V U r, V 0, Edy¢wood/Farm GO Tr�sfaas�la�herine.,bhns,i �;�1 I e ` �;� Edgawood'Farm � . o N Curr—A—"Myn � PL Q N wem so AVAVA.vm w'n u = POND P S TUl ��ooM WH I TO AO O PA STU12E MOIL TH A N O VR1?, -4fASS. h SCALE/=200 ✓dNUdRY /959. � ' RALPf/5.82ASsEU-C-- >Zl4yeeWIZI.44 i i i t � T4 f rJ t •ter �. .rr 8RICKCHIMNEY ,��. t p CONCEPT 9A a: WOODSIDING . �• 3 — �•�,,. CONCEPT 9B L SMALL HOME PROJECT EXTERIOR RENDERING- TD.D4.15 EDGEWOOD RETIREMENT COMMUNITY COLOR CONCEPTS POND PASTURE LANE ATTHE REAR OF 575 OSGOOD STREET,NORTH ANDOVER,MA 15078-03 ,J 1 A ' 9/14/2016 Town of North Andover Mail-Re:Department Review:Edgewood Retirement Community NO[ZFH ANDOVER Rebecca Oldham <roldham@northandoverma.gov> M8ssachusctls Re: Department Review: Edgewood Retirement Community 1 message Brian LaGrasse <blagrasse@northandoverma.gov> Wed, Sep 14, 2016 at 1:07 PM To: Rebecca Oldham <roldham@northandoverma.gov> yes, thanks! Last I had heard from Bob he was still trying to figure out where to locate it. We went over the regulations and requirements etc. On Wed, Sep 14, 2016 at 12:05 PM, Rebecca Oldham <roldham@northandoverma.gov> wrote: Brian: They said that is exactly where the dumpster is located. It will be installed on a concrete pad and inside a fenced enclosure. Will this suffice? —Rebecca Rebecca Oldham Staff Planner Town of North Andover 1600 Osgood Street,Suite 2043 North Andover,MAO 1845 Phone: 978.688.9535 Cell: 978.494.2218 Fax: 978.688.9542 Email: ROldham@northandoverma.gov i On Wed, Sep 14, 2016 at 8:40 AM, Brian LaGrasse<blagrasse@northandoverma.gov>wrote: I think it looks good. I didn't see it depicted on the actual plans attached but assume it is to be located on the concrete pad next to where the transformers and generator are to be located? On Tue, Sep 13, 2016 at 9:39 PM, Rebecca Oldham <roldham@northandoverma.gov> wrote: Brian: do you have any comments on the dumpster location according to the site plan? ;Rebecca Sent from my iPhone On Sep 13, 2016, at 4:46 PM, Brian LaGrasse<blagrasse@northandoverma.gov>wrote: Hi Rebecca, we are currently working with Bob Copolo and their architect, Jessica Randolph on the kitchen design, equipment specs and material finishes as they are completing a plan review, application for Health Department approval and a food permit for this project. Part of this . application also includes trash removal/dumpster location and a pest management program for these new kitchens. We have not received the plan approval application as of this time but have had one very comprehensive meeting with them to specifically discuss the process and requirements of the Health Department. As far as the site plan, the only thing we will have any opinion on is the dumpster location. Thanks, Brian On Tue, Sep 13, 2016 at 4:13 PM, Rebecca Oldham <roldham@northandoverma.gov> wrote: Hello, I am just circling back to see if there are any comments concerning this application. I have not heard back from Health, Fire or Building. All other comments have been received. https:Hmail.google.com/mail/?ui=2&ik=ab4f3cb798&view=pt&search=inbox&th=15729aaa4b2fdb8b&siml=15729aaa4b2fdb8b 1/3 9/14/2016 Town of North Andover Mail-Re:Department Review:Edgewood Retirement Community i —Rebecca Rebecca Oldham Staff Planner Town of North Andover 1600 Osgood Street,Suite 2043 North Andover,MA 01845 i Phone: 978.688.9535 Cell: 978.494.2218 Fax: 978.688.9542 Email: ROldham@northandoverma.gov Forwarded message From: Rebecca Oldham <roldham@northandoverma.gov> Date: Tue, Aug 23, 2016 at 9:10 AM Subject: Department Review: Edgewood Retirement Community To: Daniel Lanen <dlanen@napd.us>, Jennifer Hughes<jhughes@northandoverma.gov>, Donald Belanger<dbelanger@northandoverma.gov>, Robert Bonenfant <rbonenfant@northandoverma.gov>, Tim Willett <twillett@northandoverma.gov>, John Borgesi <jborgesi@northandoverma.gov>, William McCarthy <Wmccarthy@northandoverma.gov>; Brian LaGrasse <blagrasse@northandoverma.gov> Cc: Jean Enright <jenright@northandoverma.gov> Please find the attached Application and Site Plan for Edgewood Retirement Community. The Applicant is proposing the construction of a new Continuing Care Retirement Center(CCRC)with 40 units in a'Small Home'style. There will be an access road and parking areas associated with the facility. The parcel is approximately 20 acres in size and the development area will be approximately 4-5 acres. The Planning Board is opening the Public Hearing for this project on September 20th and would appreciate Department Review by Friday, September 9th. i Please let me know if you need any additional information or have any questions. 15078-Edgewood Special Permit Dwgs_160819.pdf Thank you, —Rebecca Rebecca Oldham Staff Planner Town of North Andover 1600 Osgood Street,Suite 2043 North Andover,MA 01845 Phone: 978.688.9535 Cell: 978.494.2218 Fax: 978.688.9542 Email: ROldham@northandovemia.gov Brian J. LaGrasse, CEHT Director of Public Health Town of North Andover https:Hm ail:google.com/m ail/?ui=2&i k=ab4f3cb798&view=pt&search=inbox&th=15729aaa4b2fdb8b&siml=15729aaa4b2fdb8b 2/3 9/14/2016 Town of North Andover Mail-Re:Department Review:Edgewood Retirement Community 1600 Osgood St I Suite 2035: North Andover, MA 01845 Phone 978.688.9540 Fax 978.688.8476 Email blagrasse@northandoverma.gov Web www.northandoverma.gov ,p ` I Brian J. LaGrasse, CEHT Director of Public Health Town of North Andover 1600 Osgood St I Suite 2035 North Andover, MA 01845 Phone 978.688.9540 Fax 978.688.8476 Email blagrasse@northandoverma.gov Web www.northandoverma.gov I �+7YaltFd`•Q .. Brian J. LaGrasse, CEHT Director of Public Health Town of North Andover 1600 Osgood St I Suite 2035 North Andover, MA 01845 Phone 978.688.9540 Fax 978.688.8476 Email blagrasse@northandoverma.gov Web www.northandoverma.gov K https:Hmail.google.com/mail/?ui=2&ik=ab4f3cb798&view=pt&search=inbox&th=15729aaa4b2fdb8b&siml=15729aaa4b2fdbBb 313 9/14/2016 Town of North Andover Mail-RE:Department Review:Edgewood Retirement Community - -s' -.. N O R l.`H ANDOVER Rebecca Oldham <roldham@northandoverma.gov>. Prt�ssachuseits , RE: Department Review: Edgewood Retirement Community 1 message Ken Costello <kcostello@smrtinc.com> Wed, Sep 14, 2016 at 12:03 PM To: Rebecca Oldham <roldham@northandoverma.gov> Cc: "coppolabob@edgewoodre.com" <coppolabob@edgewoodre.com> Thanks Rebecca: That is exactly where the dumpster is located. It will be installed on a concrete pad and inside a fenced;enclosure. Kenneth D Costello RLA,LEED AP Director of Site Design/Senior Landscape Architect Licensed in NH,MA&RI SMRT Architects and Engineers p:877.700.7678 d:207.321.3968 c:978.886.0683 smrtinc.corn - - From: Rebecca Oldham [mailto:roldham@northandoverma.gov] Sent: Wednesday, September 14, 2016 9:00 AM To: Ken Costello Cc: coppolabob@edgewoodre.com Subject: Re: Department Review: Edgewood Retirement Community Ken: Brian said "I think it looks good. I didn't see it depicted on the actual plans attached but assume it is to be located on the concrete pad next to where the transformers and generator are to be located?" —Rebecca Rebecca Oldham Staff Planner Town of North Andover 1600 Osgood Street, Suite 2043 North Andover, MA 01845 Phone: 978.688.9535 Cell: 978.494.2218 Fax: 978.688.9542 Email: ROldham@northandoverma.gov https://mail.google.com/mail/?ui=2&ik=ab4f3cb798&view=pt&search=inbox&th=157297Of96239dO2&siml=157297Of96239dO2 1/5 r 9/14/2016 Town of North Andover Mail-RE:Department Review:Edgewood Retirement Community; On Tue, Sep 13, 2016 at 5:58 PM, Ken Costello<kcosteilo@smrtinc.com> wrote: Rebecca: Thank you for the information. Do you know if the Health department has seen the site plans? The dumpster location is shown on the plan. Kenneth D Costello RLA,LEED AP Director of Site Design/Senior Landscape Architect Licensed in NH,MA&RI SMRT Architects and Engineers p:877.700.7678 d:207.321.3968 c:978.886.0683 smrtinc.com I From: Rebecca Oldham [mailto:roldham@northandoverma.gov] Sent: Tuesday, September 13, 2016 5:17 PM To: Ken Costello Cc: coppolabob@edgewoodre.com Subject: Fwd: Department Review: Edgewood Retirement Community i Ken: Just to make sure you are kept in the loop concerning department feedback, see below for Health comments. It seems conversations concerning Health Department are being addressed. We will mention in our Decision that.the Applicant will have to adhere to the requirements for the kitchen design etc. But one open ended issue seems to be the dumpster location. —Rebecca Rebecca Oldham Staff Planner Town of North Andover 1600 Osgood Street, Suite 2043 North Andover, MA 01845 Phone: 978.688.9535 Cell: 978.494.2218 Fax: 978.688.9542 Email: ROldham@northandoverma.gov Forwarded message 9 From: Brian LaGrasse<blagrasse@northandoverma.gov> Date: Tue, Sep 13, 2016 at 4:46 PM Subject: Re: Department Review: Edgewood Retirement Community https://mail.google.com/mail/?ui=2&ik=ab4f3cb798&view=pt&search=inbox&th=l57297Of96239dO2&siml=157297Of96239dO2 215 9/14/2016 Town of North Andover Mail-RE:Department Review:Edgewood Retirement Community: To: Rebecca Oldham <roldham@northandoverma.gov> Cc: Robert Bonenfant <rbonenfant@northandoverma.gov>, William McCarthy <Wmccarthy@northandoverma.gov>, Donald Belanger<dbelanger@northandoverma.gov> Hi Rebecca, we are currently working with Bob Copolo and their architect, Jessica Randolph on the kitchen design, equipment specs and material finishes as they are completing a plan review application for Health Department approval and a food permit for this project. Part of this application also includes trash removal/dumpster location and a pest management program for these new kitchens. We have not received the plan approval application as of this time but have had one very comprehensive meeting with them to specifically discuss the process and requirements of the Health . Department. As far as the site plan, the only thing we will have any opinion on is the dumpster location. Thanks, Brian On Tue, Sep 13, 2016 at 4:13 PM, Rebecca Oldham <roldham@northandoverma.gov> wrote: Hello, I am just circling back to see if there are any comments concerning this application. I have not heard back from Health, Fire or Building. All other comments have been received. i —Rebecca Rebecca Oldham Staff Planner Town of North Andover 1600 Osgood Street, Suite 2043 North Andover, MA 01845 Phone: 978.688.9535 Cell: 978.494.2218 Fax: 978.688.9542 Email: ROldham@northandoverma.gov Forwarded message From: Rebecca Oldham <roldham@northandoverma.gov> Date: Tue, Aug 23, 2016 at 9:10 AM Subject: Department Review: Edgewood Retirement Community To: Daniel Lanen <dlanen@napd.us>, Jennifer Hughes <jhughes@northandoverma.gov>, Donald Belanger <dbelanger@northandoverma.gov>, Robert Bonenfant <rbonenfant@northandoverma.gov>, Tim Willett <twillett@northandoverma.gov>, John Borgesi <jborgesi@northandoverma.gov>, William McCarthy. <Wmccarthy@northandoverma.gov>, Brian LaGrasse<blagrasse@northandoverma.gov> Cc: Jean Enright <jen rig ht@northandoverma.gov> https://mail.google.com/mail/?ui=2&ik=ab4f3cb798&view=pt&search=inbox&th=l57297Of96239dO2&siml=157297Of96239dO2 3/5 ' 9/14/2016 Town of North Andover Mail-RE:Department Review:Edgewood Retirement Community Please find the attached Application and Site Plan for Edgewood Retirement Community. The Applicant is proposing the construction of a new Continuing Care Retirement Center(CCRC)with 40 units in a'Small Home'style. There will be an, access road and parking areas associated with the facility. The parcel is approximately 20 acres in size and the development area will be approximately 4-5 acres. The Planning Board is opening the Public Hearing for this project on September 20th and would appreciate Department Review by Friday, September 9th. Please let me know if you need any additional information or have any questions. Thank you, —Rebecca Rebecca Oldham Staff Planner Town of North Andover 1600 Osgood Street, Suite 2043 i North Andover, MA 01.845 Phone: 978.688.9535 Cell: 978.494.2218 Fax: 978.688.9542 Email: ROldham@northandoverma.gov Brian J. LaGrasse, CEHT Director of Public Health Town of North Andover 1600 Osgood St I Suite 2035 North Andover, MA 01845 Phone 978.688.9540 Fax 978.688.8476 Email blagrasse@northandoverma.gov Web www.northandoverma.gov https://mail.google.com/mail/?ui=2&ik=ab4f3cb798&view=pt&search=inbox&th=1572970f96239dO2&siml=1572970f96239dO2 4/5 9/14/2016 Town of North Andover Mail-RE:Department Review:Edgewood Retirement Community I T Hr �y31 Please note:As of January 11, 2016, all Town Hall offices, exce t Assessor and Veterans Services, will be temporarily moving to 1600 Osgood Street, Suite 2043. i All email messages and attached content sent from and to this email account are public records unless qualified as an exemption under the Massachusetts Public Records Law. Visit us online at www.northandoverma.gov. Please note:As of January 11, 2016, all Town Hall offices, exce t Assessor and Veterans Services,will be temporarily moving to 1600 Osgood Street, Suite 2041 All email messages and attached content sent from and to this email account are public records unless qualified as an exemption under the Massachusetts Public Records Law. Visit us online at www.northandoverma.gov. i i https:Hmail.google.com/mail/?ui=2&ik=ab4f3cb798&view=pt&search=inbox&th=1572970f96239dO2&siml=1572970f96239dO2 i 5/5 c9 Y'{ L 4" t --•Community Partnership-.- Operations Division Lieutenant Daniel P. Lanen j TO: Rebecca Oldham FROM: Lieutenant Daniel P. Lanen RE: Special Permit-Edgewood Retirement Community DATE: August 31, 2016 Please be advised that the attached Special Permit for the Edgewood Retirement Community has been reviewed and we do not have any issues regarding parking or traffic safety with the information provided. r 1475 Osgood Street North Andover Massachusetts 01845 Telephone:978-683-3168 Fax:978-681-1172 9 � P M 8/31l2016 Department Review:Edgewood RetirementCommunity*-dlanen@napd.us-Town of North Andover Mail edgewood 1\40Move to Inbox Mara Department Review:Edgewood Retirement Community Inbox x Inbox(1) Rebecca Oldham<roldham@northandoverma.gov> Starred to me,Jennifer,Donald,Robert,Tim,John,William,Brian,Jean Sent Mall Please find the attached Application and Site Plan for Edgewood Retirement Community,The Applicant Is proposing the construction of a new Contin an access road and parking areas associated with the facility.The parcel is approximately 20 acres In size and the development area will be apptrndma Drafts The Planning Board is opening the Public Hearing for this project on September 20th and would appreciate Department Review by Fddtiy,Septemb Inbox Please let me know If you need any additional Information or have any quesilons. Outbox Conversation Action•.. Q 15078-Edgowood Special Permit Dwgs,160B19,pdf ' Infected Legal Thank you, News Feed —Rebema Notes Rebacca Oldham StaffPlaaoer Quarantine Towa of North Andover 1600 Osgood Street,Suite 2043 North Andover,MA 01845 a Daniel Phone:978.688.9535 Cell: QZ8494.2218 Fax: 978.688.9542 Email: ROldharn0mortbandoverrna.eoy 4 Attachments 4 Edgewood-107B..' T Edgewood-Speck., EdgewoodSpeci.: 15078-Edgewood- Make a call Also try our mobile apps for Android and iOS Clldc here to Reply,Reply to aq,or Forward Uaing 2.93 fib P Doren Po'.ciea MeneA6 Powered by f i i https:Hmail.google.com/ma,iU#searctVedgewood/l56b7&5b94356092 1/1 Bk 13973 P:EP X34 r x.99 3 ".°RT".�� Town of North Andover f t 1 ' A Office of the Planning Departrrtej t.'''l. i i Community.Development and Services Division ' �q'°+,.,d w•Rt� 1600 Osgood Street s9�CPU North Andover,Massachusetts 01845 � I NOTICE OF DECISION—INSUBSTANTIAL CHANGE This Is to certify that twenty(20)dWS have elapsed from date of dsoWm tlted Any appeal shall be filed Wthout Ming of a ea within(20)days after the Date —0-7z Joyce a 9raahm date of filing this notice in Town Clark the office of the Town Clerk. Date of Decision: July 16,2014 Petition of: Paul Hedstrom on behalf of Edgewood We Care,Inc. Premises.Affected: 575 Osgood Street,North Andover,Ma 01745 Assessor's Map 36,Parcel 3 and located in the Residential 1 and Residential 2 Zoning Districts. BACKGROUND On October 5, 1989,the Planning Board approved a Sito.Plan Review Special Permit for the construction of a building 125,812 sq. ft., three story 250 dwelling units, 45 bed long term;pursing facility of a Continuing Care Retirement Center. On June 25, 2014, the applicant requested a modification to the original site plan so as to allow the conversion of six(6)single bedroom units to three(3)two bedroom units. These modifications are reflected on the attached plan titled"Conversion Option E". FINDINGS OF FACT The proposed changes are deemed to be insubstantial changes that do not alter:either the intent or the conditions of the original Special Permit. The changes do not require.a vote.of the Planning Board. CONDITIONS This Decision shall be recorded with the Registry of Deeds and evidence of recording is to be provided to the Planning Department. Curt Bellavance,Community Development Director ATTEST: AYaaCopy Town Clerk et�� 48'-0° SITTING AREA MVAC HVAC LIVING/DINING BEDROOM 2V-6"X22-3" 1,V-6"X 13'-3" BEDROOM 10'-6"X IT-3" _ P N COAT ILLL�j CLOSET i 1 i I ! WIDOMAST ER W I KITCHEN FOYER R - F-' 0 11'-6"X IT-O" BATH . - W -- --- --� FRI ° c X71 CONVERSION OPTION N cn W r k 1 pp B 4323 PG. 330 RECEIVED �[ D1tN1EL'LONG -TOWN OF NORTH[ ANDO'VSR TOWMCLERK HASSAC.HUSATTS 41CRTHANDOVER . E. In 13 . 10 5.0 ai!'�9 Any appeal shalt be filed . * within(20)days.afterthe �� • ��r tate of filing of this Notlos in the Office of 1hq Town - clertc`1 NOTICE OF DECISION 1100 0 Meteb46fwthvb*(20)days Date, November- 13,E 19B9 .......... C wshat d�ddoddonwd T?,"ber 2, 1989 :='g2 Date of Hearing ................ Samuel S..R era, Bdgewood Life x... Petition of .. ao e .....°`i..................,.............................,..:: Promises afffleted ,,,yaet�Side�of Osgood Street. - adgewood Yarm........,..... Referring to the above petition for a speuiaLpermit from the requirements of the .....t�vrtit.badovor.2vnlns AY, .-. P Pati.ar 9a i.Sr4A�F44:Dtay........ so-aa to -permit .*•he.p9A9"0191).An4 mm.qf,PA,ijldividPFL OfIM19Y:�8.�aiA$coeae to Lot-5-and Lot S on the east aids of Aagood Street, Bdgewood Fara. -.••.••.•...•............•••••.•.••.•. . •..•....••.....•....•.........•.....•.e..•.. After a;public hearing given.on the above date, the Planning Board voted Conditionally to 4nuI:a%4.........the ......FPVYW�',VMfi .................. 70 aJ� �f' ��'pslY based .upon .the following conditions: �,�ICEZr►�/� i .cc: Director of Public Works. Board of Public-Works Signed Highway Surveyor Conservation commission 0.0.r9p.FPFPF+•sTfi•� $# 44•-•••r l Board of Health . Building Inspector Joh:}SSmona,,Clerk,.,,,,,,,,,,,. Assessors Police Chief Erich Nitzsche Fire Chief Applicant aaak.Graham ...........:........... Engineer JohnDraper Fila, Interested Parties • planning^Board'"" _ . r BK 4323 PG 331 Town Sof mo Mamisueet oFFlCes OF. North Andover BUILDING r40-BTFI ANDOVM +Aassachusetta 01"s CONSERVAMON DIVISION OP (508)0824%13 HEALTH PLANNIM Py*wNiNe a,C®mmUNITY DEVEWPBENT XA`REN HP.NELSON.DIRECTOR -November 13, 1989, Mr. Daniel Long, Town Clerk Town Hall 120 Main Street North Andover, MA 01845 AesEdgewood Life Care Special Permit, common Driveway Dear Mr Long: The North Andover Planning Board held a regular meeting on Thursday evening, September 7, 1989, on the application of Samuel S. Rogers, Edgewood Life Care, 1 Johnson Street, North Andover, MA. The hearing was duly advertised in the North Andover Citizen on August 24 and August 31, 1989 and all parties of interest were notified. The following members- were presents George Perna, . Chairman, John Simons, Clerk and Erich Nitzsche. Jack Graham and Paul Hedstrom were absent. The petitioner seeks approval of a••-Sp-eeial Permit for Common Driveways under Section 2.30.1 of the North Andover Zoning Bylaw. The purpose of the Special Permit is to construct truct and use an P • individual driveway to gain access to Lot 5 and Let i on the eaat side of Osgood Street located in a Residential-2 and Residential- j 1 Zoning District. John Simons read the legal' notice to open the public hearing. The Board raised concerns about the use, and design of the common drive. Concerns were also raised about the access to the two lots being serviced by this drive. Plans shall be revised to better show the driveway into Edgewood Farm. Abutters from the Estate of .Mary Charles were present and expressed concern about the fact that their lot should be able,to access the common.drive. The Board stated that they are in no way obligated to enhance development of an abutting property and thusly would not condition Edgewood to allow access to the Charles Estate. The Attorney for Mary Charles, who did not make herself known, commented that they did not receive proper notification of the opening of the Public Hearing with regard to th-e Special Permits being granted under Section 8.3, 10.3, 10.31, 11.3 and 13 of the North Andover Zoning Bylaws. Christian Huntress stated that the =state of Mary Charles was sent notification to the address listed with the Assessors Department and that the notification was returnee to the Board. The Planning Boards legal obligation 'to notify an abutter has at that point been fulfilled. j h i I BK 4323 P6 332 Page 2e A motion was made •by Erich Nitzsche to continue the Public Hearing to September 21, 19$9. The motion was secon-de-d by Jvhn"; Simons and voted uhnimous by -thns-e present. The Planning Board held a regular meeting. on September 21, 1989. The 1621-owing members were presents George Perna, -Chairman, John S=inions, Clerk, Erich Nitzsche and Paul Hedstrom. Christian Huntress, Planner, spoke to the Board on the application. At the .last meeting, the public hearing was continued on the special Permits Common Driveway. The discussion was on the abutters enncerne for use of the common driveway and the old access road into the -site. Clifford Elias spoke to the Board on the common driveway application. Aloo present was -Nelson Hammer. George Perna: reviewed the plans and asked how the houses were being serviced. He wants to see what the common driveway looks like. The Board requested the following information on the plans: 1. show access 2, curb cuts 3. size of lots 4. Show radius 5.' Show proposed drives The plans to explicitly show common driveways. A motion was made by Paul Hedstrom to continue the public hearing until October 5, 1989. The motion was seconded by Erich ; Nitzsche and voted unanimous by those present. The Planning Board did not meet on October 5, 1'989, due to a .special Town -Meeting, On October 19, 1989 the Planning Board held a regular meeting. The following members were presents George Perna, Chairman, John Simons, Clerk, Jack Graham, Erich Nitzsche and the Boards newest member, John Draper. Clifford Elias showed the Board plans of the access road and the common driveways. Accessed by the common driveways were two , lots. A motion was' made by Erich Nitzsche to close the public hearing and take the matter under advisement and direct the Planner to draft an approval. The motion was seconded by-John Simons and voted unanimous by those present. i i I a { i i II } B . 4323 A.. 333 Page 31 on November 2, X1989 the Planning Board field a regular meeting. The following member¢ were presents George Pzrna, Chairman, John Simons, Clerk, -Erich 2Nitzsche, Jack Graham and John Draper. A motion was made by John Symons to accept the condition .J approval for the Bonded b L-ife Care ead v ted u animou ly by the al Permit common Driveway. The motion was seconded by John Draper Board. Sincerely, Planning Board� " Geor Perini. Jr:, L.J g Chairman ccs Director of Public Works Board of Public -Works Highway Surveyor Conservation commission Board of Health Building Inspector Assessors police Chief Fire Chief Applicant File i h BK 4323 PG Rdgewood lifecare XConditional Special Permit Approval, Common drive. lots -5 & 5 The Planning Board makes the following findings regarding the special Permit Application cited above: 1. The application adheres to the bylaw restriction that no more than two (2) lots be served by a common drive. 2. .The specific location of the common driveway fs appropriate due to its location. 3. The -design and location will -not adversely affect the neighborhood. 4. Adequate -standards have been placed an the -design -whimh will meet public health and safety concerns. 5. The purpose and -intent of the regulations contained in the: Zoning Bylaw are met with the Special 'Permit 'Application before us. ` upon reaching the above findings, the Planning Board approves this Special Permit based upon the :fcllowing conditions which shall .be submitted to the Board prior to signing the -documents to be filed with the North BBsex Registry of .Deeds. 1. Easements pertaining to the rights of access Ior driveways between the lots involved shall be filed -with the 'Registry.:of Deeds office prior to the Issuance of the building permit for 1 any lot sarv8d by the commondrive. 2. -All conditions relating to :the common driveway issued in the approvals granted under sections 9.3, 10.3, 10.37., 11.3 and 13 of the .North AndovAr Zoning Bylaws, _ana dated 10/5/89, shall be considered me part of this decision. The following plans shall be deemed as part of the decision: i -Plans Entitled: Plan I Profile, STA. 0+00 to 9+OC Edgewood Lifecare Center. Plan prepared for: Edgewood Lifecare services Prepared by: Earl R. Tlansburg & Assoc./ Thomas F. Moran Inc. Date d: 10/18/89 d cos ' Director of Public Works Board of clic. Works Highway Surveyor Building Inspector Board of Health Assessors Conservation Commission - Police thiel Piro Chief Applicant Engineer File r ' DH3119 , JY':; ';.i��+,i MUM 11110 Ail 11 11x4 TOWN OF NORT11 AN.A'OO13A MpRItl:'. �t011 tPsjW. 10'KABBAGUUBETT'5 ,w tit it. V . QQ2 �. is Juya.t v.... , .1... :all � . �� �VV•✓ Art shall be filed i sal, • , PP Y s j within(2t))days after the i'• •date of}!)1 of this Notice Nott ct: of DECISION Ir •e •lE in tris ice o�ihe:Tov+rt►=,w* }�7/, :: MP. t t�?� .j�• e 21 1fI�; i til �1. Gate of Hearing 11 w. "..ffi eaaod Lifs Cars M ��• J Petition o . .@t�k.4s.$°Y.. .. .... .. .... .. . .. ,• r o.Y001feoted .,bast side of Osgood atrat . " }Itet. g to: the above petition for a Special permit from the requirement4.. j i 111! :...:.••,•.. • ii of the :::''.'.Nora.kodeves.watns ASILIM r�pnr.7V.7r.StrKiit.Rgc4♦t�J4�t4Rt�?�P #1 cowtions for Approval of Speciall Sectics 11.3.Pw P�,��n�eel and SeotLoa 13, 1 1:. Cmtinciaq Caro A�tlraaank dotdc .I So to to permit .00SikFuSEloi'dl'i'OoietdJi7u}ft 'ldfklkiire!'C�ft�ti.•.•••• ............. ...........,....,,,..........................:.,........r.:..---------- ; .. After a pubHo hearing given on the above date, the Planning Hoard voted ' '.;� •' cbaaiti�.liy ' 10 ayysosa• ..the .Spaolal.liriAlea.i..............................::....... . blued upon the following condittet>rt oaf' Director of Pablio Works Signed + board,pt Publio Works !►qIt Snrnyce Qi1cF3l.IRPFIMI.17irt.S �4ErF4..... . ,.snildliy Impactor, ` Cooservati- Mmlaetom .,J,o)�:4.Sf!■ucll.��!f ..... ....... 3 r p lic'� Cbist . � :r�. :: i'................. Rare caieereal 4 �.: .......... ... ................. AaPt 1{E • � •; W■giaaar ' 1 onTOw n of 12ut+Ia1n8traal oaivaetzAMOM.11 °nv hoar° r 04 NORTHANDOVERMn ns>tothUNIMo1816 HSA4I}i ; DIMONCR 191004244M PLANNING�•, ?LANNINO dt COMMUNITY DEVELOPMENT + ' d KAREN KP.NELSON,WREC1.01t r r .• ;+ Vutobar 5, 1781 1Nr. Daniel Lona, Town Clerk +. Town Hall , ;• ii 120 Hain street §•! .,North Andover, HA 81845 Edg6roud Lito Carin'r • Upeoiai Pernits under (" section N.J. Site klan Nevlewt section 13, '_.�,F j_, coatinuinq care 'Retirement centeil ' section 11.3. PlattrtedY^ Development District ;he Horth.Andover !banning Board held a public he:+tinq on Ju1Y t"A,Mk47;. 1989 in the Town Hall; Library/Conference Roos. on the applications•:.-•., '''ry•Io! Samuel S. Rogers and Edgewood Life Care, t'Johnson Yttw:t, Nortli': =+= Citisea, ver *onlJulyhe hearing 6 and Julywas 13,d1999aand allepartiesthe ofoiecerevet ggrp._, 1Y•` •noiilied:.' The following members were present and votingt Gcocge 'Pe.rria;,:� � i= 'l Chairman; John Simons, Clark' Erich Nitssche, Jack graham dud Paul .i (+"`•1 �•: 'ri betpetitioner is requesting Special Permits under ^_ecti011_ t$1_w{;•i , SeotLon.10.311 Section 11.3 and Section 13 of the North Andover Zoning •a' .'Bylaw as they relate to a Continuing care Retirement Center and Section 18.9, Site Pians Review. The purpose of the the Site Plan is to ; 1"construct a building 125,812 sq.tt., three (3) utorv, 25a duellinq t units, 45 bad long term nuruing facility of a Continuing care t '.'Rstiseaoat Center on 62.29 acres. more of less on Lite east !side of i Osgood Street in a Residential-1 (N-ii and Residential-2 (N-lt Zoniaq•,.�.ry f"District and Watershed Overlay District. ! John Bisons read the legal notices to open the pubic•: hearings;r:•- • on the special permits. John sixons stated that there ucrc nevvial letters and other correspondence in the tile fur public inaroation. , George Perna esked Chris lluntrevu to coomnut on tla• i application. Chris stated that the aphllc.ut htd b,+eu bct••!f ch•• t Technical Review Committee and that a numb-:i of lorruuu 1-1 ru:ulvud. Clifford Elias, representing Samuel S. ltounlr. And 3:dneuo0d Life Care, presented the Board with tuo neparate t-acl:aeos+ 11 ldtgri louse leaf book.. called the rnforeatlon Uookt 21 a memorandum rs:zage tar offietal records of this application. The Board accel+ted the aackages. j 1 t I laps 21 s . ;• Kr. Glias asked that the Board visit tile,site and lube Osgood Ott*4t wA*cs a'model bf the proposed is being displaYed. The 4ajor'dillertnC4 in this application from the' prelisisary •;plane Is'-,the location of the 800480 read. TWO will be town wales 444 tovw:sewer by the developer. sixteen aorta of the prbpo#td project will :be1•disturbsd. A now traffic Study has boots done with ■inisal 110118 .: .the proposed will be -done in two phases$ Ihya!i,uq 4v• : health center-and dwelling units � . last two building nearest the lake. the pool acid the auditorium. a,Yll�y• , ?{'!the oobt par• ulslt will be around 5180,000 with monthly �}anoe:tees froe•d900 to =1400. rs Boge oC the parking will be underground, 'li2 spaces and 246 oes above ground for a total of 346 parking spac*s. one hundred . LI tventy;live 1195) people have signed up AltdadYwith sixty P810 4t .. , i. � ! _ ,,. 60t1',firth Andover we idents•. Hr E1iss preseot*d areesents. the Board with ! ?' :}•a,� �!'p�1 HYD g ,. ••,, . ••�y„ t;} .�.ibris Huntress spoke an the circulation of the traffic Clow. ? rieh`•.ijAsehe Stated•that a workshop would be appropriate on the ropos d•.proi+et. Crich suggested a site walk to•viaw the access road. l • . , Pe B.o ta'will• meet on Saturday, July 29, 1988 at SM 8.0. At lZU:..;w,,.•, � r' '•tihn 8isoas aomasnted on looking at the spate sada! in , 'ai iietiea with the .0 asinq. Paul Hedstros asked it a term A Plan , `4 • 42ted"wa■ it a legal lot of record. Hr. Elias said, 'no, not yet.'_ •• Osorge Perna asked for public input. Brich wodiinger, attorney ; r presenting the Rockwell''#, gave the Board a leiter on issues his ! iegtl•wanted-addreesad. : . :1. access issues to be addressed an a subdivision •, , 2. drainage 3' public utilities for abuttinq owners k>{ ��,�.{:•+ emergency acetas to be maintained TrS. landscaping and :crooning to be done carefully., y i Hr ttedlinger asked that the concerns be sad* part of'the , tioeditlons. :, I . ra:orge rerna questioned why the accosts road was aovad: Clifford 'Xitax stated that there were two reasons for the access toad being novods 1. conservation ! 2. safety •. I Attorney Arthur Hughes, repr*sentinq the Hazy gbarles Estate. ti } nlcprtssed'conctrns siallar to those expressed by Eric Wadlinker, t i attornay!for th* Rcokwoll'o. ' A motion was made by Paul Hedstrom to euntirrso the public '. hearing until.August 10, 1989 and set up .t-unrk hop. the a-11.14611 u••r gocooded by Jack'Orahas and voted-unauinvn�lY :+y thonto pr fit. `, �'• � i , .. - - " , •.•tires-, ., .. + i `f; '� ` t. { ... '1> a i`'.•j p ! '...- ay,,aa'r+1ti'•�';•y•'i!/f•0. ",i.j3i�'�.,%�'}' �' •,',�.�ty'•ti'is}i�'''3i.;•:��'il.ti-�;'r�:f::•t•�••t Vi:'a e�t•9 Ott:+ - K f i ti _ I ,• Pall 38 i 0 ��} ,¢he Planning Board held a regular meeting on Auqunt to, 1989 in . . °1 they M 7 all;!LibrasxICanfarenae Roos, the following members were t !1 erns t �?e rga Pera{j%Cbairman$Srich Mitzsche, Jack Gralsam and Faul on ':frith Yitzsehi read a letter from Chris fluntr.eas to Clifford Elias.• 'CLifford Elias stated that the Planning board visited the site on July 29. 1909 as 104,11 as the office to see a scale model of the proposed project. Nr. Elias stated that the Special Perait for a toms-- driveway has been filed and the Por& A Plan mill be tiled on August 11. 1989. Members of the Planning board expressed concerns on the 1'. Screening of parking 2; safety of intersection traffic i 'f*^` A•diseussion took place between members of the Planning eoesd on ! .psett:lag up workshops. dead members expressed ti+e need for thea, others " did not see the need. I •George Perna went over a letter from choate, Hall & Stewart....... . ! I X47-4itteraeys for abutters, on issues and whether they were relative to• • . ' plannin r not, that letter is available in the file for Inspection.. a emotion was rade by Paul Hillstrom to continue the public ' 1 beari47 tttll August 24, 1989 and direct the planner to dratt a "..Fa dsoi4on4 : The action was seconded by Jack Graham and voted unanimously by those present. On August'2a,•1989: the Planning Board held a regular aetting in the'Towa Hall, Library/Conference Room. Tho following mombers were presents George Perna, Chairman$ John Simons, Clerks Lrlch Hltraclse and Jack Graham. i Abutters expressed concerns with cruesing Lite accear Gond. ? A discussion took place on drainage. liitigation of run-off will lneorpOrate all off site flow to the fwd year stores event. other, issues discussed were, the common driveway access to the tarn being used$ 4 security Issues$ agreements with trustae.e, A notion was rade by John Simons to clout tine public hearing and take.the matter under advisement. The motion uao secondtd by Erich Mitzsche and voted unanimously by those present. On September 7, 1989 the Planning board held a regular meeting j j in the Town Hall Selectmen's liestinq Moon. The follouing aassUars.u•$re L presents Gdorge Perna, Chairman John Simons, deck and eri-:is flitzachs. e j Jack Graham and Paul Hedstrom were abuent. ` �..��..�w....,rr•Y.Mti.•'..,'._.......lv„�.„�.�..��.. ......�..ter. '. sow . BKBIis 261` N Page,4 s A copy of a draft decision 906 distributed to the board ; ` m•mb•ra. . The Board is to review the draft decision and vote on at the i 3 September 110 196% meeting. t' On September 21,'1989 the plannlnq eostd hold a regular meeting : in the.Town Hall, Solictmgn's Heetiag Room. The following aember$ Me. f . prese `.3ack arCrmn$aJohntSimons, Clerks Reich Hitaocha and H•dsLrom9haia i The Board members added to the draft that all ,r•ievant approvals court:be obtained prior to issuance Of a building permits. lt►carporated into.th• dactsida will be concerns of D.P.W. which are addressed in a . 1'tt•r ;rpm.Hill Hmurciak, D.P.W. Covenants will he attached. 8 1e �QEFigto the Truett of the Reservation. +c.• '''I • :;(� •y lloysekeeping,�in*the language& was done on Condition' 15, C' di�ion 417, and Condition f M Notion wasmad• by Paul Hedstrom•to approve the Special Yerait . j e. far Sit* Plan Review under Section 8.3J Section 13.• Continuing Mre �t!awY}rgrent Cent•rj and 11.3, Planned Development Districts per 1,24 r� wand drafts as marked up and #Scooting the Planr►er, Chris "Hyintr to put in-final form as discussed. the motion was seconded by ; ! ,lo •� ssch• and voted unanimously by those yres•nt. list at those•oondnions are aitachad. PLA1tHYWU BOARD-Air is- ` [ i :', , r Chairman i f 2 �i'''`'.A-i Director, of Public Works f tkBoard of Public Works tt Highway surveyor i1 �. • c' Conservation Commission Building,-inspector ti ••,. ;bard of Health .,: r;Assessors POli0• Chief -'rise Chief . .• r i' Applicant l s ; inginaer file :3 ' I vp802AL.prixg FOR A CONTINUING CARE RETIREMENT CENTER (CCRC), AND PLANNED DEVELOPMENT DIBTRiCT (PDD) - GRANTED UNDER RECTION8 10.3, 18.314 11.3 AND 13 OR THE NORTH ANDOVER ZONING BYLAW. The Planning Board Makes the following findings regarding this :8pecial Permit as required by sections 10.3, 10.310 1i.3 and 13 f. 'of the Zoning Bylaws) j 1. The propound use and site design for this lot are �• appropriate$ due to it's location in Town. ;2. Adequate vehicular and pedestrian access.into the surrounding site has been provided. 3. The landscaping plan as shown and revised, masts the i roquiroments of section 8.4 of the Zoning Bylaws. 4. The site drainage system is designed in accordance with the 4 Town Bylaw requirements. 54 The applicant has met the requirements of the Town for Site Plan Review as stated in Section 8.3 of the Zoning Bylaw. B. Adequate and appropriate facilities will be provided for the �. proper operation of the proposed use. The Planning Board finds under bastions 8.35, 10.39 10.311 11.3 t and 13 (CCRC and PDD) of the Zoning Bylaw that the proposed site pian generally compiles with. the Town Bylaw requireMonts but -require* minor conditions In order to be completely in compliance with Town Bylaws. Finally, the planning Board finds that this proposal complies with the Town of North Andover Bylaw requirements so long as the y' following conditions are complied with. Thorofare, in order to 7 fully comply with the approval necessary to construct the facility as _ specified in the Special Permit before us, the Planning board hereby grants a Special permit to the applicant, provided the following conditions are meta (1) The project may Iortain 198 congregate housing units without the use of the open space bonus or the affordable housing bonus. (2) If the project takes advantage of thi open space bonus, then it may contain 221 congregate housing units. (3) If, in addition to the open space bonus, the applicants wish to construct more than 221 units, then the project may contain up to ?ISO units upon the payment to the.Town of • i 1 _ I F S s 1 .:.A•k14s4r . 263 North Andover the fundi iWarenmod in spetion 13.61a3 of the ionino Rylaw. In no event shall there be units in excess of .. 250. :141 The architectural style and design of the CCRC shall be of colonial design, in wood frame or lap siding construction consistent with the style and design of the nearby.i'idgewootl Rare buildings. i0l All concerns raised by the DPN in the July.87, 1989 letter �. from Mr. William Hmurelak, as listed balow,' roust be properly ' addressed and all relevant matarlal'must be submitted to, t and approved by DPN prior to the planning Board endorsing j the record plans. J a•' 8how entire water main and crossing utilities on the off site plan. b. The method of crossing the mill pond to not acceptable. .! . The existing culverts at the pond crossing% are,not shown' correctly on the plan. The water main as dauigned will block the culverts. a. The existing IP" water amain stub at Pienssnt Street is plugged bell, therefore no dresser coupling is neodixi. d. Change the method of eonnoction to existing water main on Harkaway Road and to Millpond units 47 and 03. Add a 19" gate valve.on the north side of Harkaway Road, i a. The existing '6" water main on Otavene Strant r►hould.be - ' eliminated. The services to house 4 180 and 1313 should be: connected to the now 12" main and the propound cross connect ton at the 6" dead and Kay be eliminated. f. Show I" foot stationing on the plan. � g. °The lei° - 1/4 bonds at station 18 ♦ 96 are Mt necessary. :' s' ' h. The connection to the existing 8" water main on Osgood Bireat at the project entrance shall be an e" m 8" :tapping *leave and valve. A 48" stub and pato valve ;should be provided for future extension in a northerly direction. t 'I. Maximum dtstanos between sewer manholes is 300 foot. 3. ;Provide profiles of on site roadway and utilities. is € k. Show all utilities on one site plan. ! 1. The domestio water services should be connected to the looped i2" water amain wherever possible. I • $R3II8. I m. Show details of utility, crossings tindtir bulltlingn. i n. The number of.bends used ire the 1261 water utrtin nhould be i kept to a minifaum. ) ino Show rime and inverts on drainage plan. p. Provide detail ahaets of r•ondway artd drainaun tariiitina. q. The design of drainage front at-ants D•d-11 and 0-1-U dons not consider tit* yoterttinl For redttubion or rt'foctiva flow area of Catch banihn duvir,u advarf)o cot.ditiul.ta. r. Provide data r.howir.a On pvoj#ct:Led wnL•nr rnrauunl4lctt ar.d pro acted averauo daily sowago flew 1'nr the cowuu.tt.lty. a. A D.M.P. D.W.P.C. noway sy,,wht extettniurt prt•Ini t htu...L be obtained prior to stawtn• corenLruatlors. t. Provide a plan for phenrd cuuutt•uutiou dntl rt•vt:iort control. (6) All existing trans of gt•ratrw bhnr. IA," Dlttmutl++ with r:Ci+ or the existing tree line ahail Ix- shown and labollod caa blit, site plan. (7) The following material ban br+nn roviewod by thtt Pla.uting Board and staff in thin Public: ltrnri..0 ptui.-onv atld tsltttll ba considered as part, of thin dout•siont (1) Packet rntitledt F;11111.411100-t.i.(•t+_f:filil'.s•11 I;t1lJI'IhtiliNW {;)diol:. Itl_11h1;.all.NJ,LI;lJI!•R 1'Ult„ ')illi_._ 3.Uww,of::N�JIlTJ.I_►:liyugvl.u. (C) Packet ant i t Ind a hlC.hfitllJlidilllbl,Ui I flW,111.111 1111;111r protivoi;cd by (Inhtu.tl fl. IJ.tllut-i and E:dunwood Lift- Cart,, Int:. (8) The Special Permit granted untlnr no tier. O.3 )Nita )'liar. Review) of the Zoning Dylaw for thin, altar Mtall nlrw Lin daataed as part of this deciniot.. The following plans shallbo dnnlarcd nn part of tion doullsion► Plans Entltledl Town of; Nortlt (tttdewev Idnnnttt:ht,tvtL•.. Mevrtat 8trsat:('rolsosod WaU.). and [It-Wo,.t tn:J.1 t L l r•+t. Dated) Juno gt 1909 Drawn By$ ace Associates Irtc• Plans Entitled) Topograuhic Plan, MAnd laI tJ/l10 Plan of Land, North (Iridover W1. IML•nl 4/11/119 i t I i s a....... ..� .... . i r•.•tt!h:vacs.'^'t1L"i�]@+'F..ytl:�fl�k3ni��ll�M.TlISON�Hi:"a}a'3ti.�:k rt ,. :.s:.e::..�. : i : r • •wee Blta.P340r,(Project?, nutnd 615/114) PaloSart' OiANtinq and Lighting Plays, l)Aiod 6/.11119 x Bits Plan Mntry), Datod 4/21/09 f Sita Plan tProjoct), Aatrtd 4/9VA9 ( Brading and Prainago Plan itin4ry), 1)atutl 44M/49 . Grading ant! Dralnapr►plan (Pieojcct), Dated • � 4/87/D9 ' Pleas Drawn Syr Earl R. Flansburgh ti Associates Ines Plan prepared fort Edgewcod Lifo Cara lne. Get Dir4ctor of Public Works Board of Public Works Highway Surveyor i Duilding lnapector Board of Health Assessors Conaorvation Commission Ponce Chief Kira Chief Applicant `���... Engineer File TOWN Or- NCRTH�R }��811_CNU,T/ETTg CERTIFIGATS OF TO)tN OLERR HoohIs : iat, Town edCtanNorth tMetio!Yyn, y eaae4Uet cis dated October 3 19890 Consisting.Of a total of niito paqeat relating to the Petition of 9asual 8. Rogers and 8dgewood Lits caro, Inc., East side of Osgood Street, is a true copy of . the Notice Of Decision Of the North'hndover Plgnning Board.Is filed with Sy Office at 4120P.N., October So 1189. Tag* Decision relates to Sections 10.5, 10.31,- 11.8 and 13 of the Toon of North Andav0r coning bylaw. s further entity that no appeal frox said Decision end Notice of Decision has boon tiled in W office, 901091► to And sabscribid this 3oth day of Ney, 1990. 1 ' e A ,tete r c Rdoordsd June 11'1990 at 8158M X203§ 8 5 4323 .PG, Z4i4 e P 6�U 1�� JIM D RECEIVED N1� n TOWN OF NORTH ANDOVER Tipp'NCLEµC l ! 1 BI A S'S A C H U BETTS 004TH AtiDA R �►� �' , _�, Act s HIS AftM Any eppO81$halite filed = ATmecoff �sthin(20)-days-aftorlh® NOTICE 5F MEC1910N .-'16tiviFOlerPc date jDfflling of this Notice In-the Office:3 the Town QD ClarIL Datb.0A .,5.."M..........;:. o cmt�rr g tember 21 1959 �1edsd Date of Hearin �......,..i..... ..�tOV - Petition of •.TTY3Si g i.'iii. �..�i a.$d�OM000Z Life� r0 ILC i.•........•r. •.r v Premises affected .asst Asia®-0f o.�ood,street....................... Referring to the above petition for a special.permit from the requirements of th® .............. so as to permit the.vnd.tructiaa Af.A t+9 bAJJ4$ ,125,M.ov.iC,..tD�Ca4 At—.0U. i 9.5A.ftaili•cQ.uatta..45 3tie4 Was; tura.PMP9.1ffUttY AC.4-gQA#%1%IAX qwp ..... Aatirasant center. After-a pub"lio hearing given on,the above date, the.Planning Board voted jr Conditionally to .-P .........the ...$its Plrn aev3aa.......................... .... -based upon the following conditions: tri Cal Director of Public Works Board of Public Works Highway Surveyor Building inspector Signed Board of Bealth Conservation cdmission S►lPF$4.$4 lc.$$tit k 4rAsA...:. aseessors Police Chie! John Simon... ...s Clert, . Fire Chief ....... .......... 4mlicant 8ricbNitzacbe , Bagineex ................................. File, interested Parties Paul Bedstros .... >slannrng Board`s 6 ' f F. BK III 45 OPPIcas OR. Town Of Notch Andover 5m) I3ua.DING NORTH ANDOVER ( chusettsoesas CONSERVKPION ''f DIVISION OF (50 1882$483 HEALTH PLANNING pLANNIN<3&COMMUNITY DEVELOPMENT KAREN H.P.NELSON.DIRECTOR October .51 1989 Mr. Daniel Long, Town Clerk Town Hall 120 Main Street North Andover, MA 01845 Res Edgewood Lire Care Special Permits under Section 8.3, Site Plan Review; Section 13, Continuing Care Retirement Center; Section 11.3, Planned. Development District '. Dear Mr. Longs The North Andover Planning Board held a public hEaringon Ju ly 27, 1989 in the Town Hall, Library/Conference Room, on the applications of Samuel S. Rogers and Edgewood Life Care, 1 Johnson Street, North Andover, MA. The hearing was duly advertised in the North Andover Citizen on July 6 and July 13, 1989 and all parties of interestwere wPerna, notified. .The following members were present and voting; Georg Jack Graham and Paul Chairman; John Simons, Clerks Erich Nitzsche, Hedstrom. The petitioner is requesting Special Permits under Section i Section 10.31; Section 11.3 and Section 13 of the North -Andover Zoninng ng Care Retirement Center and section Bylaw as they relate to a Continui 8.3, Site Plans Review. The purpose of the the Site Plan is to construct a building 125,812 sq-ft., three (3) story, 250 dwelling units, 45 bed long term nursing facility of a Continuing Care Retirement Center on 62.29 acres, more of less on the east side of Osgood Street in a Residential-1 (R-1) and Residential-2 (R-2) Zoning District and Watershed Overlay District. John Simons lead the legal notices to open the public hearings on the special permits. John Simons stated that there were several letters and other correspondence in the file for public inspection. George Perna asked Chris Huntress to comment on the application. Chris stated that the applicant had been before the Technical Review Committee and that a number of issues were resolved.: Clifford Elias, representing Samuel S. Rogers and Edgewood Life Care, presented the Board with two separate packages 1) large loose lea; book, called the Information Book; 2) a memorandum package for official records of this application. The Board accepted the packagers. i I f.�!`� 4323A. 346) Page 2: Mr. Elias asked that the Board visit the site and 1060 Osgood., ' Street where a model of the proposed is being displayed. . The major difference in this application from the preliminary plans is the location of the access road. There- will be town water and, town sewer by the developer. sixteen acres of the proposed project will be disturbed. A new traffic study has been done with minimal impact. The proposed will be done in two phases, 1. health center and dwelling units 2, last two building nearest the hake, the pool and the auditorium. The cost per unit will be around 5190,000 with monthly maintenance fees from $900 to $1900, Some of the parking will -be underground, 132 spaces and 236 spaces above ground for a total of 368 parking spaces. One hundred seventy five (175) people have signed up already with sixty percent (601) North Andover residents. Nr Elias presented the Board with samples of agreements. Chris Huntress spoke on the circulation of the traffic flow. Erich Nitzsche stated that a workshop would be appropriate on the proposed project. Erich suggested a site walk to view the access road. The Board will meet on Saturday, July 29, 1.989 at 8:00 a.m. at 1060 Osgood street. i John Simons commented on looking at the scale model in conjunction with the massing. Paul Hedstrom asked if a Porm A Plan existed, was it a legal lot of record. Mr. Elias said, "no, not yet." George Perna asked for public input. Erich Wodlinger, attorney representing the Rockwell's, gave the Board a letter on issues-his client wanted addressed: 1. access issues to be addressed as a subdivision 2. drainage 3, public utilities for abutting owners 4. emergency access to be maintained 5. landscaping and screening to be done carefully. Mr Wodlinger asked that the concerns be made part of the conditions. George Perna questioned why the access road was moved. Clifford Elias stated that there were two reasons for the access road being moved: 1'. conservation 2. safety , Attorney Arthur Hughes, representing the Mary Charles Estate. expressed concerns similar to those expressed by Eric Wodlinger, attorney for the Rockwell's. A motion was made by Paul Hedstrom to continue the public hearing until August 10, 1989 and set up a workshop: Thalmotzon war. .,..•i 7:!:r .. 'L 3:,. ��=:?:..a da'. V: ._.. :k:dn i:90r1���7 �'( moi,•^_�� =''f.'5.... i i ' n 8K 4323 PG 347 Page 3: The Planning Board held a regular meet-ing on August 10, 1989 the Town Hall, Library;/Conference Room. The following members were present: George Perna, Chairman;Erich Nitzsche, Jack Graham and Paul Hedstrom Erich Nitzsche, read a letter from Chris Huntress to Clifford Elias. Clifford Elias stated that the Planning Board visited the site .' on July 29, 1989 as well as the office to see a scale model of the proposed project. Mr. Elias stated that the special Permit for a common driveway has been filed and the Form A Plan will be filed on August 11, 1989- Members of the Planning Board expressed concerns on the following: 1. Screening of parking 2. safety of intersection 3. traffic A discussion took.place between members of the Planning Board on , setting up workshops. : Some members expressed the need for them, others did not see the need. George Perna went over a letter from Choate, Hall & Stewart, attorneys for abutters, on issues and whether they were relative to planning or not, that letter is available in the file for inspection. i A motion was made by Paul Hedstrom to continue the public hearing until August 24, 1989 and direct the planner to draft a i decision. The motion was seconded by Jack Graham and voted unanimously, by those present. On August 24,1989 the. Planning Board held a regular meeting in. the Town Hall, Library/Conference Room. The following members were present: George Perna, Chairman; John Simons, Clerk; Erich Nitzsche and' Jack Graham. Abutters expressed concerns with crossing the access road. A discussion took place on drainage. Mitigation of run-off will incorporate all off site flow to the 100 year storm event. other issues discussed weze: the common driveway access to the farm being used; security issues; agreements with trustees. A motion was made by John Simons to close the public hearing and take the matter under advisement. The motion was seconded by Erich Nitzsche and voted unanimously by those present. On September 7, 1989 the Planning Board held a regular meeting in the Town Hall Selectmen's Meeting Room. The following members were .present, George Perna, Chairman; John Simons, Clerk and Erich Nitzsche.', Jack Graham and Paul Hedstrom were absent. i g i i ! ! i I II f BK 43- RG 348 Page 4s A copy of a draft decision was distributed to the Board members. The Board is to review the draft decision and vote on at .the September 21,- 1989 meeting. on September 21, 1989 the Planning Board-held a regular meeting:. in the Town Hall, Selectmen's Heeting Room. The following members Were Paulpresenti George Perna, Chairman asjabohn sent. 8lmons, Clerk; Erich Nitzsche and Jack The Board members added to the draft that all relevant approvals, must be obtained prior to issuance of a building permits. Incorporated: into the decision will be concerns of D.P.W. which are addressed in a letter from Bill Hmurdiak, D.P.W. Covenants will be attached. Easements granted to the Trustees of the Reservation. Housekeeping, in the language, was done on Conditions #5, Condition #11, and Condition # 20. Hotion was made by Paul Hedstrom to approve the Special Permit drafts for site Plan Review under Section 8.3; Section 13, Continuing Care Retirement Center; and 11.3, Planned Development Districts per discussion and drafts as 'marked up and directing the Planner, Chris Huntress to put in final form as discussed. The motion .was seconded by Erich Nitzsche and voted unanimously by those present. A list of those conditions are attached. Sincerely, PLANNING BOARD Georg Perna, , Chairman CC. Director of Public Works Board of Public Works Highway Surveyor Conservation Commission Building Inspector Board of Health Assessors i Police Chief Fire Chief Applicant Engineer File I , i I BK 4323 PG 349 �BGNLD� � rrreeoc, . SPECIAL PERMIT, SITE PLAN REVIEW - ®RANTED UNDER SECTION 8.3 OF THE NORTH ANDOVER ZONING BYLAW The ng ding specialit nPermsan required by unction i8.3 ofnthn' Zcninis gdings rag&r8ylawst P 1. The proposed use and site design for this lot aro appropriate, duo to it's location in Town. L. Adequate vehicular and pedestrian access into the surrounding site has been provided. 3. The landscaping plan as shown and revised, moats the requirements of section 8.4 of the Zoning Bylaws- 4. The site drainage system is designed in accordance with the Town Bylaw requirements. Q. The applicant has mat the requirements of the Town for Site Plan Review as stated in 8oction e_3 of the Zoning Bylaw. a. Adequate and appropriate facilities will be provided for,the ' proper operation of the proposed use. The Planning Board finds under Section 8.33 of the Zoning gylaw , that the proposed sit* plan generally complies with the Town Bylaw requirements but requires minor conditions in order to be completely in complianee•with Town Bylaws- Finally, the Planning Board finds that this proposal complies : with the Town of North Andover Bylaw requirements so long as'ths following conditions are complied with. Thsrefore�onin orderuct to ! fully comply with the approval necessary to facility as specified in the 'Spacial Permit before us, the ; Planning Board hereby grants a Spacial Permit to the applicant : provided the following conditions are matt (i) All drainage facilities including detention basins, shall be constructed and erosion controlled prior to any building permit being issued on the sits- (E) An as-built plan and. profile shall be submitted for reviww i and ,approval prior to the final release oofDPWiaeh esrtified interim as buiIt veri} ing that all utilttsava' bean installed ' in accordance with the plans and profile shall be submitted prior to the application of the binder coat of testing ofawater,•sewerin ,�dand odrainage n, all sfacilitiesquired psha.tln d be completed prior to binder course paving. (3) Any changes on the plans required by the North Andover pp f i BK 4323 PG 3510 Conservation Commission may be subject to Modification under. Chapter 41 by the Planning Board. (#) All the recorded plans,QConditions tCovar Shaat ) priorto eoandobe rsamentlaced uand : filing with. the.Registry of Dead&: (8) Throughout all lands, tram cutting shall bo kept to a minimum in order to minimise aresion and preserve the natural features of the sits. Accordingly, the developer in! conjunction with a ragistared arborist, shall . submit a tram: cutting and reforestation•plan Consistent with' tho Pr oviston% of Section 5.8 of the North Andover Zoning Bylaws, to be approved by the Planning Staff prior to the applicant raceiving a Building Permit. This Plan shall explicitly- include specific trees toberetained. (G) The contractor shall contact Dig Saf* at least 78 hours prior to commencing any excavation. (7) 0as9 Talaphona, Cable and Electric utilities shall be installed as specified by the respective utility companies. (8) All catch basins •*Tull bs "protacltad and maintained with hay bales to prevent siltation into the drain lines during road ; construction.' (9) No open burning shall be dons except an is permitted during, burning season under the Fire Department regulations. I' X16) No underground fuel storage shall be installed except as may be allowed by Town Regulations. (11) All buildings shall have residential firm sprinklers installed prior to the issuance of the Certificate of Cccu anc par order NAFD. P Y� (19) Prior to a Certificate of Occupancy being issued for any structures, this sits shall hava.raceivad all necessary permits and approvals from the North Andover Board of Health. (13) Bonds, in an amount to be dstarminad by the Planning Board, : shall be posted to *"sure construction and/or Completion Of. . sewers; roadways, %itis screening and .othar pertinent public, amenities. Those bonds shall be in the form of a Tri-Party E Agreement. (14) prior to a Certificate of Occupancy being issued for any structurea,ithe sit* shall be reviewed by the Planning .Board. Any screening as may be reasonably required by the Planning Board shall be added at the owners expanse. (15) Crossing of the existing Right of Way shall not interfere • BK , 432 rG ,.fd with that R.;C.W.. Stop signs shall be placed in both directions along the existing Right of-Ways (16) There shall be no construction, tree cutting or s i to related ' drainage in the area of the parcel currently zoned R-i Residence District (Watershed) without prior approval from the Planning' Board. Details of the walkway, gazebo and Gardening area as shown an the approved plans shall be submitted and approved by the Planning Board prior to commencement of construction of said portions of the project. (17) Edgewood Lifecares Or any subsequent owner in foe of lob S, .I . shall not oubdivido the parcel. Prior to endorsement of the plans which are herein rsforanced, an open-space conservation easamant shall be granted to the Trustees of Reservations. That easement shall include ill lands in this parcel which are located within the Watershed. The extent of the easement and the accompanying documentation shall be' subject to planning Board approval. The open-space consarvation easement shall allow -walking activities by residents of the CCRC and their guests. (18) prior to andorsareent of the-plant„ all off Oita utilities 06&11 be submitted to, and approved by the North Andover! DPW. (19) Prior to the Building Permit being issued for the first. strueturs and again prior to occupancy of the first structura, the applicant shall receive a written determination ,from the Consarvation Commission that all wank under their ',jurisdiction is being satisfactorily preformed and maintained. (20) The spacial permit granted under sections 10.3, 10.31, 11.3, ; and 13 t Special Permit, PDD, CCRC ) for this sits shall also be considered as part of this decision. tE1) A21 construction on the parcel must conform to plans and specifications herein referenced as part of this Application. Any changes to the plans or specifications must ' receive prior written approval from the Planning Board. The following puns shall be doomed as part of the decisions plan's Entitledi Town of North Andover Massachuaot•to. Stevens Street Proposed Water and Sowsr*FaciIiti94-- Dateds June S, 1989 Drawn Byl GCG Associates Inc. plans Entitled( Topographic plan, •Dated 12/29/88 plan of'Land, North Andover MA, Dated 4/11/89 e 5 i :. BK 4323 PG. 3 ,bite Plan (Project)9 -Dated 6/5/89 Project Planting and Lighting-Plans Dated G/e/89• :Site Plan (Entry)I Dated 4/27/89 Site P1sn. (Proj6ct), ­Dated.4/87/89 Grading and Drainage Plan. (Entry), .Dated 4/27/89 Grading and Drainage Plan (ProJect)l Dated 4/27/89 Drawn Sys Earl R.. Flansburgh 8 Associatos Inc. Plan prepared fort Edgewood Life Care act Director of Public Works Board of Public Works Highway Surveyor Building Inspector Board of Health ' i�eaeaeors Conservation Commission Police Chief „ Fire Chief Applicant _ Engineer File Y �I � 1 ' 3 e d a S Edgewood Small Home Project SMRT Project No. 15078 Zoning Board Table Description Required Existing Parcel Rockwell Parcel Combined Parcels Lot Size 25 acre minimum acres 81.67 acres 20.29 acres 101.96 acres Lot Coverage Less than 25% 6.10% 7.74% 6.43% Lot Coverage(area) 4.98 acres 1.57 acres 6.55 acres Parking Spaces 339 spaces 344 spaces 38 spaces 382 spaces Common Open Space At least 50% 86.30% 81.30% 85.31% Common Open Space(area) 70.48 acres 16.50 acres 86.98 acres Floor Area Ratio Less than 0.25 0.13 0.043 0.113 Gross Floor Area 10.62 acres 0.87 acres 11.49 acres Copy of Copy of SKC-03.pdf- Google Drive Page 1 of 1 Copy of Copy of SKC-03.pdf Open with -cfr4C MND .raR•Y.v.�+".... � s'y NAC&TMMSQMMTljICA. _ II� j' -� €�1ST��" .` •"� �' r Page 1 / 1 k https://drive.google.com/file/d/OB2Y44vt8COJYV3JLWIVPcGtTTVU/view 11/14/2016 15 1 14 13 12 111 10 1 9 1 g i1 6 1 5 1 4 3 2 1 POND PASTURE LLC & L L EDGEWOOD RETIREMENT COMMUNITY K K J SMALL HOME PROJECT J POND PASTURE LANE AT THE REAR OF 575 OSGOOD STREET (0 OSGOOD STREET) NORTH ANDOVER, MASSACHUSETTS H H ISSUED FOR SPECIAL PERMITS 10-25-16 LIST OF DRAWINGS G LATEST REVISION DATE 10-25-16 G1001 COVER SHEET/GENERAL INFORMATION 09-30-16 C-001 SITE NOTES&LEGENDS F 10-27-16 - EXISTING CONDITIONS SITE PLAN F 08-19-16 C-120 PRE-DEVELOPMENT WATERSHED MAP 10-25-16 C-121 POST-DEVELOPMENT WATERSHED MAP 10-25-16 C-122 POST-DEVELOPMENT WATERSHED MAP 3 RE-ISSUED FOR PERMITTING 10-25.16 E 09-30-16 CD101 SITE REMOVALS PLAN 2 REISSUED FOR PERMITTING 10-17-16 E 10-25-16 CP101 SITE LAYOUT PLAN 1 RISSUEE-ISSUFORPE HITTING 09-3416 0 ISSUED FOR PERMITTING D&19-16 08-19-16 C1101 SITE IMPROVEMENTS PLAN REV DESCRIPTION DATE RE-ISSUED FOR PERMITTING ZONING & DATA 08-19-16 C1501 SITE DETAILS N.ANDOVER CURRENT ISSUE STATUS:10-25-16 08-19-16 C1502 SITE DETAILS D OWNER: POND PASTURE LLC 09-30-16 C1503 SITE DETAILS D ZONE: R1 &WATERSHED PROTECTION DISTRICT 09-30-16 CE001 SITE EROSION&SEDIMENTATION CONTROL NOTES x _ ; ASSESSORS INFO: MAP 36,LOT 2 SITE ACREAGE: 20.29 ACRES 08-19-16 CE101 SITE EROSION &SEDIMENTATION CONTROL PLAN 08-19-16 CE501 SITE EROSION&SEDIMENTATION CONTROL DETAILS SMRTArchrtMSand Engineers One Dundee Park,Suite 4 And-er,Ma th.se 01810 -= C 10-25-16 CG101 SITE GRADING PLAN 877.70.7678 10-25-16 CU101 SITE UTILITY PLAN =mrtin"am _ at i EaxEt4. i nna4 i,�ao�i rNr�. ° 09-30-16 CU501 SITE UTILITY DETAILS _ EDGEWOOD RETIREMENT COMMUNITY SMALL HOME PROJECT 08-19-16 CU502 SITE UTILITY DETAILS POND PASTURE LONE AT THE REAR OF 575 OSGOOD STREET NORTH AN DOVER,MA 10-25-16 CU503 SITE UTILITY DETAILS 6 _ COVER SHEET 6 09-30-16 CU504 SITE UTILITY DETAILS 09-30-16 LP101 SITE PLANTING PLAN SHEETTITLE: 09-30-16 LP501 SITE PLANTING DETAILS&SCHEDULE A 08-19-16 ES101 ELECTRICAL SITE PLAN PROJECT MANAGER: CDP PROJECT NO: 15078.03 A AfE KDC 08-19-16 ES102 ELECTRICAL SITE PLAN PHOTOMETRIC CALCULATIONS JOB CAPTAIN: JLR JOB CAPTAIN: JlR G1001 08-19-16 AE200 EXTERIOR ELEVATIONS—OVERALL O-EBY: JSM $MRTFILE: GIODI.15078 SHEETNo. ®_mm_ 240 15 1 14 1 13 1 12 11 1D 19 8 1 7 6 151 4 3 I 2 1 1 NOT FOR CONSTRUCTION 15 14 1 13 1 12 1 1 in 9 6 7 1 6 1 5 1 4 1 3 1 2 1 1 EXISTING srrE LEGEND PROPOSED LAYOUT NOTES: UTILITY NOTES: L BODY OF WATER/STREAM LANDMARK SIGN ® BOLLARD HIGH POINT ELEVATION +HP I. DO NOT SCJrLE THE DRAWINGS. ALL DIMENSIONS SHALL BE VERIFIED IN 1.PROVIDE AND INSTALL MATERIALS NECESSARY TO COMPLETE UTILITY FEATURES L BOLLARD LIGHT-BOLLARD a BORING IRRIGATION PIPING THE FIELD 6Y THE CONTRACTOR PRIOR TO CONSTRUCTION. ANY OMISSIONS AND DESIGN UNLESS OTHERWISE INDICATED. BORING UGHT POLEBRIDGE ® LANDMARK SIGN m IN DIMENSIONING SHALL BE REPORTED IMMEDIATELY TO THE ARCHITECT FOR ® LIGHT-SPOT BUILDING W DOOR UGNT-BOLLARD DECISION.ANY DISCREPANCIES BETWEEN DRAWINGS,DETAILS,NOTES.AND 2.ALL WORK SHALL MEET OR EXCEED STANDARDS OF THE TOWN OF N. BRIDGE / ---�-- ! SPECIFICATIONS SHALL IMMEDIATELY BE REPORTED TO THE ARCHITECT FOR ANDOVER COORDINATE ALL WORK WITH THE TOWN PRIOR TO CONSTRUCTION. BUILDING W/DOOR LEDGE L BUILDING CANOPY -- --- LIGHT POLE FURTHER DIRECTION AND RESOLUTION BEFORE ANY ADDITIONAL WORK PROCEEDS. 3.ALL SEWER WORK SHALL BE IN ACCORDANCE WITH TOWN OF N.ANDOVER BUILDING CANOPY --- -- LOW POINT ELEVATION +LP CATCH BASIN ® LIGHT-SPOT/WALL o STANDARDS AND SHALL BE INSPECTED AND APPROVED BY THE TOWN OF CATCH BASIN ❑ MAJOR CONTOUR - -100- - CHECKDAM-STONE LIMIT OF WORK ------- 2.ALL ANGLES ARE 90 DEGREES UNLESS OTHERWISE-NOTED. N.ANDOVER WASTE WATER DIVISION. CHECKDAM-STONE MINOR CONTOUR - - -100- - - COMMUNICATIONS UNE-OH -NTC -NTC - LOW POINT ELEVATION +LP 3.ALL PAVING,CURBS,AND STRUCTURES SHALL BE STAKED OUT BY THE 4.ALL WATER UNE WORK SHALL MEET THE TOWN OF N.ANDOVER WATER COMMUNICATIONS LNE-OH - T - T - T - PARKING AREA-BITUMINOUS COMMUNICATIONS UNE-UG -NTC -NTC - MAJOR CONTOUR 1pp CONTRACTOR AND APPROVED BY THE ARCHITECT PRIOR TO CONSTRUCTION. COMPANY STANDARDS. K COMMUNICATIONS LINE-UG TC - TC PAVEMENT STRIPING CONCRETE PAD MINOR CONTOUR 102 4.ALL DIMENSIONS FROM BUILDING ARE TO FACE OF BUILDING FOUNDATION. S.CONTRACTOR TO VERIFY EXISTING UTILITY CONNECTION POINTS PRIOR TO K CONCRETE PAD PROPERTY LINE -- CULVERT PARKING AREA-BITUMINOUSDIMENSIONS FROM CURBS ARE TO FACE OF CURB. SUBMISSION OF BIDS AND INCLUDE ALL EXTRA WORK REQUIRED TO EXTEND CULVERT PROPERTY UNE-ABUTTER -- CURB-BITUMINOUS PAVEMENT STRIPING UTILITIES AS REQUIRED. CURB-BITUMINOUS CURB-FLUSH PROPERTY LINE __ 5.PROVIDE A SMOOTH TRANSITION WHERE NEW WORK MEETS EXISTING WORK. 6.ALL EXISTING UTILITY LOCATIONS SHOWN ARE APPROXIMATE AND HAVE BEEN CURB -SLOPED GRANITE RETAINING WALL CURB-SLOPED GRANITE 6.CONTRACTOR SHALL NOTIFY DIG-SAFE(1-888-344-7233)AND LOCAL DETERMINED BY SURFACE EVIDENCE AND/OR PREVIOUSLY GENERATED CURB-VERT GRANITE RIPRAP ® CURB -VERT GRANITE RETAINING WALL o UTILITY COMPANIES TO VERIFY LOCATION OF ALL EXISTING UTIUTIES PRIOR PLANS.NO GUARANTEE IS MADE THAT ALL UTILITIES ARE SHOWN OR WILL BE TO EXCAVATION. FOUND IN LOCATIONS INDICATED. THIS INFORMATION IS PROVIDED FOR CURB-SUPFORM ROADWAY CURB-SUPFORM RIPRAP in REFERENCE AND THE CONTRACTOR SHALL VERIFY LOCATION OF ALL UTILITIES DETENTION POND ROADWAY CENTER LINE - DETENTION POND ROADWAY 7.CONTRACTOR SHALL SECURE ALL NECESSARY PERMITS FOR WORK SHOWN AND POINTS OF CONNECTION IN THE FIELD.CONTRACTOR SHALL BE DIRECTION OF FLOW SANITARY SEWER PIPE SS - SS DIRECTION OF FLOW - ROADWAY CENTER URESPONSIBLE FOR REPAIR AND RESTORATION OF ALL UTIUTIES DISTURBED NE - ON THESE PLANS. DURING CONSTRUCTION AT NO EXTRA EXPENSE TO THE OWNER J DITCH SANITARY SEWER MANHOLE ® DITCH 11» IIS SANITARY SEWER PIPE NSS- NSS- S.ALL WORK SHALL COMPLY WITH ALL LOCAL STATE,AND FEDERAL SAFETY 7.THE OWNER.CONSTRUCTION MANAGER AND.ARCHITECT SHALL BE NOTIFIED AT J DRAIN INLET ® SETBACK DRAIN INLET a SANITARY SEWER MANHOLE ® REGULATIONS AND MEET OR EXCEED TOWN.OF N.ANDOVER STANDARDS. LEAST TWO DAYS PRIOR TO ANY INTERRUPTION TO ANY UTILITY SERVICE DRAIN MANHOLE ® SIGN DRAIN MANHOLE m SETBACK - DRIP STRIP r. SIGN-TYO-SIDED DRIP STRIP / j/ SIGN 9.PROVIDE TAPERED END SECTIONS AT ALL CURB ENDS 8.ADJUST ALL UTILITY STRUCTURE TOPS/RIMS TO MATCH PROPOSED GRADES EASEMENT -.-. - .- EASEMENT -•-•-. SIGN-TWO-SIDED 10. EXISTING CONDITIONS AND TOPOGRAPHIC DATA ARE BASED UPON UNLESS NOTED OTHERWISE ELECTRIC MANHOLE m SLOPE NOTATION S= .01 ELECTRIC MANHOLE SILT FENCE FIELD SURVEY PREPARED BY MHF DESIGN CONSULTANTS.,INC.,SALEM, 9.CONTRACTOR SHALL MAKE PROVISION FOR CONNECTING NEW UTILITY ELECTRIC- OVERHEAD - -- -- SOIL TYPE BOUNDARY I 1 ELECTRIC-OVERHEAD NOHE SLOPE NOTATION S =.01 NH.DATED 06/27/16. SERVICES TO THE BUILDING WITHOUT INTERRUPTION BY USE OF LIVE TAPPING AND OVER-PUMPING WHERE APPROPRIATE COORDINATE ALL WORK WITH ELECTRIC-UNDERGROUND - E - E - E - SPRINKLER ELECTRIC-UNDERGROUND -NUGE- -NUGE- LOCAL DEPARTMENTS PRIOR TO CONSTRUCTION. ELEVATION BOT OF CURB +BC STONE WALL ELEVATION BOT OF CURB +BC SPRINKLER H ELEVATION BOT OF STEP +BS STORM DRAIN PIPE SD - SO ELEVATION BOT OF STEP +BS STONE WALL H ELEVATION TOP OF CURB +TC TELEPHONE EQUIPMENT ® ELEVATION TOP OF CURB +TC STORM DRAIN PIPE NSD-NSD- ELEVATION TOP OF STEP +TS TEST PIT ELEVATION TOP OF STEP +TS TELEPHONE EQUIPMENT ® GRADING NOTES: PLANTING NOTES: ELEVATION -SPOT +1 DO.0 TRAFFIC ARM&SIGNAL ELEVATION-SPOT +100.0 TEST PIT FENCE-CHAINLINK TRANSFORMER ON CONC T EROSION CONTROL MESH TRAFFIC ARM&SIGNAL o 1.SOIL DISTURBANCE IS TO BE KEPT TO A MINIMUM AND ALL DISTURBED 1.THE LANDSCAPE CONTRACTOR SHALL SUPPLY AND INSTALL ALL PLANTS IN T AREAS SHALL BE STABILIZED(WITH PERMANENT OR TEMPORARY MEASURES) SUFFICIENT QUANTITIES TO COMPLETE THE WORK AS SHOWN ON THE FENCE-ORNAMENTAL ��� TURF - FENCE-CHAINLINK TRANSFORMER ON CONC - AS AS SHY AS POSSIBLE DRAWINGS, DISCREPANCIES BETWEEN QUANTITIES SHOWN ON THE FIRE HYDRANT Sb UNDERDRAIN PIPE - - - - - FENCE-ORNAMENTAL -v-O NRF DRAWINGS AND THE PLANT UST SHALL BE REPORTED IMMEDIATELY TO THE FLAG POLE UTILITY POLE FIRE HYDRANT UNDERDRAIN PIPE - - - - - 2.ALL DISTURBED AREAS NOT OTHERWISE TREATED SHALL BE LOAMED AND LANDSCAPE ARCHITECT AND SHALL NOT ENTITLE THE CONTRACTOR TO FORCE MAIN PIPE -SFM -SFM - WALKWAY-BITUMINOUS FLAG POLE ►- UTILITY POLE wR,w SEEDED(6"DEPTH). ADDITIONAL REMUNERATION. G GAS&FUEL EQUIPMENT an WALKWAY-BRICK/COBBLE -x'--*_ ='=f'�'=+'1= FORCE MAIN PIPE NSFM WALKWAY-BITUMINOUS 3.ALL EROSION AND SEDIMENTATION CONTROL MEASURES SHALL BE 2.THE LANDSCAPE CONTRACTOR IS ADVISED THAT BELOW GROUND UTILITIES 0 MAINTAINED ON A REGULAR BASIS AND AS REQUIRED AFTER STORM EVENTS. EXIST ON SITE,THE LOCATIONS OF WHICH SHALL BE VERIFIED BY THE GAS UNE - G - G - G- WALKWAY-CONCRETE - FOUNDATION DRAIN NFND WALKWAY-BRICK/COBBLE CONTRACTOR PRIOR TO COMMENCEMENT OF OPERATIONS.SHOULD THE LOCATION OF ANY PROPOSED PLANTING CONFECT WITH ANY UTILITY,THE GAS VALVE WALL-ORNAMENTAL GAS&FUEL EQUIPMENT 011E WALKWAY-CONCRETE Tl•T'TTiTTIT-I' 4.GULUES OR OTHERWISE ERODED AREAS IN SEEDED AREAS SHALL BE GENERATOR ON CONIC PAD WATER GATE VALVE �" GAS UNE NGAS WALL-ORNAMENTAI_ RESTORED AS SOON AS POSSIBLE FOLLOWING OBSERVATION,USING EROSION LANDSCAPE ARCHITECT SHALL BE NOTIFIED IMMEDIATELY FOR DECISION. GRAVEL DRIVE WATER PIPE(DOMESTIC) - W'- W- W- GAS VALVE WATER GATE VALVE CONTROL MESH TO STABIUZE AS REQUIRED. 3.ANY AND ALL PAVING,CURBING,UTILITIES,LAWNS, ETC.,DAMAGED AS A 5.ALL EMBANKMENTS AND OTHER FILL SECTIONS SHALL BE CONSTRUCTED RESULT OF THE LANDSCAPE CONTRACTOR'S OPERATIONS SHALL BE GUARDRAIL - - - - WATER PIPE(FIRE) - F - F - F - GENERATOR ON CONIC PAI) T`.�'7 WATER PIPE(DOMESTIC) NW- NW- USING GRANULAR BORROW-A MIXTURE OF SAND AND GRAVEL MEETING REPLACED OR REPAIRED BY THE CONTRACTOR AT NO ADDITIONAL COST TO HEUPAD WATER SHUTOFF GRAVEL DRIVE WATER PIPE(FIRE) -NFS -NFS MASSDOT SPECIFICATION M.2.01.7 GRANULAR BORROW. SUITABLE SOIL THE OWNER. HIGH POINT ELEVATION +HP WATERSHED BOUNDARY GUARDRAIL WATER SHUTOFF 1Y BORROW MAY BE USED IN PLACE OF GRANULAR BORROW ONLY WHERE 4,ALL PLANTING BEDS INCLUDING TREE AND SHRUB PITS AS INDICATED SHALL MOISTURE CONTENT CAN BE CONTROLLED TO MEET THE SPECIFIED RECEIVE 3"APPROVED CLEAN,UNIFORMLY GROUND OR SHREDDED PINE OR IRRIGATION PIPING WETLAND BOUNDARYHEUPAD EMERGENCY CALL BOX COMPACTION. F NOTE HEMLOCK BARK MULCH. F THIS LEGEND IS FOR REFERENCE ONLY AND APPUES ONLY TO THE CML/SITE LAYOUT DRAWINGS. 5.LOCATIONS OF PROPOSED PLANTINGS AND BED UNES SHALL BE REVIEWED NOT ALL ITEMS SHOWN HEREIN MAY APPEAR ON THE DRAWINGS,OR BE INCORPORATED IN THE DESIGN. BY THE LANDSCAPE ARCHITECT PRIOR TO INSTALLATION. SITE ABBREVIATIONS SITE ABBREVIATIONS 6.THE DIRECTIONLEOFTH CONTRACTOR SHALL ARCHIITEEC �PLANT ACCORDING TO ABBREVIATION ABBREVIATION 7.ALL PLANT MATERIALS CALLED FOR AND INSTALLED SHALL MEET OR EXCEED ALT ALTERNATE MAN MANUAL SPECIFICATIONS OF THE"AMERICAN STANDARDS FOR NURSERY STOCK" (LATEST EDITION)AS SET FORTH BY THE AMERICAN ASSOCIATION OF E APPROX. APPROXIMATE MAX. MAXIMUM NURSERYMEN. E ARCH. ARCHITECTURAL MECH. MECHANICAL B.ALL PLANTING BEDS SHALL BE DEFINED BY A NEAT,SHOVEL-CUT BED LINE 1 RE-ISSUED FOR PERMITTING D9-3P16 SC BOTTOM OF CURB BED LINES SHALL BE TRUE TO FORM AS SHOWN ON THE DRAWINGS, 0 ISSUED FOR PERMITTING 0&19.16 MFR MANUFACTURER CONSISTING OF SMOOTH CURVES AND SHARP UNES AND CORNERS. BOW BOTTOM OF WALL REV DESCRIPTION DATE MIN. MINIMUM 9.IF. BECAUSE OF CULTURE REQUIREMENTS,AVAILABIUTY,OR OTHER BREAK GRADE BREAK CIRCUMSTANCES,THE LANDSCAPE CONTRACTOR BELIEVES A PARTICULAR RE-ISSUED FOR PERMITTING MISC. MISCELLANEOUS PLANT CALLED FOR IS INAPPROPRIATE,THE LANDSCAPE CONTRACTOR SHALL CB CATCH BASIN - - REPORT THE SITUATION IMMEDIATELY TO THE LANDSCAPE ARCHITECT FOR 9-30-16 C.I.P. CAST-IN-PLACE NIS NOT TO SCALE - - �----- DECISION. CURRENT ISSUE STATUS: CL CENTER LINE O.C. ON CENTER 10.ALL DISTURBED AREAS NOT OTHERWISE COVERED SHALL RECEIVE 6"LOAM D CLL CONTRACT LIMITS LINE O.D. OUTSIDE DIAMETER AND SEED. D CM CENTIMETER OH OVERHEAD CONT. CONTINUOUS OHP OVERALL HIGH POINT DI DEIONIZED OLP OVERALL LOW POINT DL DEAD LOAD R PLATE DECREASING STATION EQUATION DECREASING PLUMB. PLUMBING ZONING & REGULATORY DATA ECB EXISTING CATCH BASIN PPE PERMANENT POOL ELEVATION OWNER: POND PASTURE LLC SMftT Ardiiteccs and Engineers One Dundee Paris,Suite4 c ELEC. ELECTRICAL PVI POINT OF VERTICAL INTERSECTION ZONE RESIDENTIAL 1 (R1)&WATERSHED PROTECTION DISTRICT Andwer,Massachusetts 07810 c ELEV. ELEVATION R RADIUS ASSESSORS INFO: MAP 36,LOT 2 1.877.700.7678 -nirtin- EXT EXTERIOR RE RUB(TO) PROPOSED USFAGE: CONTINUING CARE RETIREMENT CENTER(CCRC) _­I I-I F.F.E. FINISHED FLOOR ELEVATION ROW RIGHT-OF-WAY SITE ACREAGE: 20.29 ACRES EDGEWOOD RETIREMENT COMMUNITY CA GAUGE RT RIGHT REQUIRED DEVELOPMENT UMIT: 10%MAXIMUM OF LOT AREA SMALL HOME PROJECT GALV. GALVANIZED S SLOPE PROVIDED DEVELOPMENT AREA: 7.74%OF LOT AREA GC GENERAL CONTRACTOR STA STATION POND PASTURE LANE AT THE REAR OF S75 OSGOOD STREET REQUIRED"R7"BUILDING SETBACKS: 30' FRONT(WEST), 30' BACK(EAST),30'SIDES(NORTH&SOUTH) NORTH ANDOVER,MA 8 HC HANDICAPPED STRUCT. STRUCTURAL PROVIDED'R7"BUILDING SETBACKS: 149'FRONT(WEST),712' BACK (EAST).540'SIDE(NORTH), 10'SIDE(SOUTH) SITE NOTES&LEGENDS e HMA HOT MIX ASPHALT T&B TOP&BOTTOM REQUIRED'CCRC"PERIMETER SETBACK: 100' HORIZ. HORIZONTAL TO TOP OF PROVIDED"CCRC"PERIMETER SETBACK: 149' HP HIGH POINT TC TOP OF CURB REQUIRED BUILDING HEIGHT: 35' SHEET TITLE: I.D. INSIDE DIAMETER TP TEST PIT PROVIDED BUILDING HEIGHT: 35' INCREASING STATION EQUATION INCREASING TYP. TYPICAL REQUIRED PARKING SPACES: 40 SPACES L LENGTH UG UNDERGROUND PROVIDED PARKING SPACES: 32 SPACES ON POND PASTURE LOT; 14 SPACES ON EDGEWOOD LOT LC LEVEL CROWN UNO UNLESS NOTED OTHERWISE REQUIRED COMMON OPEN SPACE 50%OF LOT AREA PROJECT MANAGER CDP PROJECT NO: 15078.03 A LL LIVE LOAD VERT VERTICAL PROVIDED COMMON OPEN SPACE 81.30%OF IAT AREA A/E OF RECORD: KDC A Up LOW POINT V.I.F. VERIFY IN FIELD MAXIMUM "CCRC"FLOOR AREA RATIO: 25% JOB CAPTAIN: JLR r LT LEFT 1Y/ WITH PROVIDED"CCRC"FLOOR AREA RATIO: 4.3% DRAWN BY: JSM C-001 1 SMRT FRE: C-001-15078 c_.- 240-15 .m":,.a,.,24x3615 1 14 1 13 1 12 111 16 9 6 1 7 6 1 5 1 4 3 1 2 1 1 NOT FOR CONSTRUCTION MAP 36 LOT 24 N/f FAMILY COOPERATIVE PRESCHOOL MAP 36 LOT 1 a i ^,p ;t " 549 OSGOOD STREET N/F TOWN OF NORTH ANDOVER 9 NORTH ANDOVER, MA. LIMIT OF PRIORITY 120 MAIN STREET �, '" \�e"•�v'} *'ea BOOK 6953 PAGE 100 HABITAT( ) NORTH ANDOVER, MA. 01845 - __U/ / / / MIT OF PRIORITY p LIMIT OF PRIORITY BOOK 6909 PAGE 7 - - - - // HABITAT(TYP) °� /// '•/ /1 HABITAT(TYP) - T'sp,, APPROXIMATE LOCATION CF \ 7' LANE ID PoNO PA5IMRE �- - // / / ♦ / / /// / /;/ I 1 I /��•" \ ` ' H sN AS H PUN X0627. r \e g SHOWN AS*JOHNSON'S ANE / I �iiYY ON PUN 515919 I e ,•/ / // // g/ / / / { 1 I I 1 65'34'03"E 38.37 55•E - :C ` 9 BOOK 891 PAGE 167 ' /I N66iO'SO"E I I h 4 - \" •,+ O ;*'�`�o r' ? 1 // N65-02'27'E' / / "•/ / / / // 41.21 i I I St81' /N65'36'51'E -/ / / 1 I I I'I / 1458.409"E j .1466'19'16"E/ // 57.92' /'N6T54'42"E� N66'03'16"E/ / / N67'34'47E N64'49'37"E I III I I I I" 17.31' 'vr \ v^ \� \\r *:. • �,�\ 1 Ri /h 145.38' '/ 90.53' /// // / 43.53, / / l / / 48.37' X111.83' I I 111/ I // I , J 14258' / III 1 ,rg ,rg \ �'�� _�Z_ � ,''a` / ry � / •': / .. � TOP BANK s \ 8 \ ,°�-4 •rag r? / % P s1r1ELT vcn ,P / 1 // / Y / / / / / /g / / ,rtm„rwL`Pti�c v"hu /// /a I y` 'DARDjINE WAY ,»,,*>°: ��4sg _ �• _ , .z��' e f . / / //.� / l / / / l l / t /// / 1 SITE - - .p' \ L, �'' ,°�C � r a�_� /4 N19'30 42'W / / /10 / // / / / / / I 1 I I / wm1 w000ticovER/ / 1:`'" .. \ <' A$ _ - / 2p6x '/ l / 1 1 /ll 1 �11 ( I Tp TOP BANK .+. a P 102.47 ♦ s< q w a r /i I//~ 1 1 1 1 1 1 I`� - 7� ;Py' :�` ,: / / / , t I 1 I I ![.- rM , e _BGN V�1 I I m I I I I' 1' 1 _\_�� O \PICNIC �" 1 I r al I I I I I ds1 TOP BANK STOP`�a AN Fa r�'P, .a' O;ni 1 1 I 1 I 1"' \ _ .- V1 �- • ' I I P1 1 1 s PRIVATE WAY 9 • :Pt'g d ElECRnC 1 _\ 1 / / I/ ' I X184- I 11 1 `i` 1 13.1 \\ MrHE g r g S a BOA wsH �g !t NI 9'02'02' / I I I \\ tee \s 1 I I 1 1 1 \1 \\ 1 1 1 1 1 11 1 \ \ y'o TOP B K 1 " / 11' I e• 4 J I I \ lx Wak I I m e o- wa: j t W t 66.119 i ' +°^ .,w-;;_ tib g « a,+• _'"\� TRN 83.89(- 7 /{ / I // ¢ I I I 1 1 ;l / I- \ �•> )' I /1 1 I ,j', ) 11 I I I 1\\ \ \\ \\\ 1 I 1 I 1 .m1=.tr\ ` ..mP BANK ^•v .r.,.• `f s '" , TION (� ! / wP-D,6 oFP vg2 / l Ill / >PI I I II 1 1 1 \�'��`�\ 1 I I I / r�r r / "'1 I I I / a \_ ,/ / / /1 I •x 1 \ \ \\\I I so \ �� ;E. :..:..: 1 ;P'� 141 T40'38"W 'f' I I ly l -_ - / I ( \ 1 \ \ \1 I I a I I , sroP 1 I 111 �B\,N\ \\ LOCATION MAP • » ,r� 1"' 53_339 I 1 I \ / / / \ ( ,,. \ \ \ \ __+ WF B'ID Ltd TOP BANK NOT 7D SCALE) v' / -- 0- 1 \ 1 1 a' xati / / / I I la.l I I.I I I I ms(Om wF DTI Dm t6 ,•/ / i \ \ \ I I 11 1 11.I Irl N NOTES: -175'' \ \ ' \ \ 1 1 1 LIMIT OF 1 1`\� ( 1) / I T TOP BANK 1)ZONE: RESIDENTIAL 1 R- PARKINc SABwNe P0A1tl"G I ,et✓ - / / I I S 1 \ Aki I ^ m m \ \ \\ \ \ 1 1 PRIORITY\ '\ \ \1\ k` \ MIN. LOT SIZE 87,120 Sq.Ft SIGN cn SIGN 1 \ ry / / I I I I I V�Du BFI` XIS D1B DFP- n , a n 1 1 I m, I \ MIN.LOT FRONTAGE 175 Ft rv° I - HABITAT \ \I\"\ 1. 1 \ \ •'o iP \ 1 1` TYP k (! 6 o SETBACKS: W*o1P OFA / \ \ m m I (TYP) 1 FRONT 30 R. 1a Bl W\D13 DFP NT D2D I I \ \ a ) I 1 \I \ \ \\ ' \q' I I I 1 \ \•" \ SIDE 30 Ft APPROXMATE LOCATION OF WATER , •, .p I 1 / 1»� 1 V, \ \ \ \ \ \\ \ REAR 30 Fl. T�IIEmTO�TM�OF NORTI TAKEN FROM 4 \ra \ Y "198''"s // I -- i�\ 1 1 1 1 \ \ •wEnANo•o' !E? I I I I I+� I/ \ \ ''i"\ \ \ N7F1 �°' - REFER TO THE TOWN OF NORTH ANDOVER ZONING ORDINANCE WATER RESOURCE MAPS \ ,% +' x•' .gl !: N18'04'57"ly / I// / \ Aa'l I \4pr\D,2 DT // 6.5zs S9.F,./ / l / */ //t,.� //- I I I I I 1 i TRNL \ ( a FOR VERIFICATION,ADDITIONAL RESTRICTIONS AND PERMITTED ( \ / / / / le 1 1 1 \ \ "\ I 95.27 / // / \ ✓/_ 1 I` / / m 1 1 c I prP) 1 \ USES. r• X196 / \\ \ 4 aT' wF B1z / l l l l 1 1 : 1 }'I I 1 I 1 \ 1 \ a \ 1 - I / l' \ / = q ' I I 1 1 `` ag \° ,a wF ov/ / / // /// /S�gl 1 }; I I I I \ 1 \ A. 2)LOCATION OF UNDERGROUND UTILITIES IS APPROXIMATE ONLY. ftN.1,3.2D MLL PARgNG I 1 \ .P I y / / / / \ o / / / I 1 v^^. ADDITIONAL UNDERGROUND UTILITIES OTHER THAN THOSE SHOWN scN I I 1 r 19 i( / ^\-tee' ,Y / A I\\ wF ossa D:. / (,.// {•;� / I I I' 1 \ °. DETAIL °I \ /I / i'// \ /WF De ) / I \I I I \,as MAY BE ENCOUNTERED. SCALE 1"-40' 1 l I l� \ -- a Ory w12-T i w mi , wF 6zs/ // / / / 1 I I I 1 �x•^' \ \ /�/ �' MAP 36 LOT 2p I ( /// /// / / / I 1 ,4 w1\ TOP BATIK 3)ELEVATIONS SHOWN HEREON ARE ON AN ASSUMED DATUM. CURB 976/ / / I {"-t---I, I \ \ ELEVATIONS SHOWN ARE AT THE'TOE"OF CURB. CURBS ARE I RIGHT ---- / f / 883,850 Sq. Ft I \ .\ 1 rF O5 WF / / / / 1 \ e� \ / / / / 20.290 Ac.f \'\ / / / �% / / a�'�t I I I`'`\`'" �PTOP Banc 0.50'7 HIGH. N12'S6'57'W OF WAY\ - // ��se<' // -J / \ 1 I ".,9 / I y I 92.42• / ,/ �\ /-- �C / \\ \ 1 I I °I j Oze CONN OY ,r/" I I�,• 4) SEE FIDELITY NATIONAL TITLE INSURANCE COMPANY COMMITMENT FOR --- / / // I 1 O's'TOP-534'01'24'E TITLE INSURANCE,EFFECTIVE DATE SEPTEMBER 13, 2015(END OF APPROXIMATE LOCATION I -- 9 / \ I I I /' 1 I / I ` 11 OF WATER PROTECTION / / / / - -- +: - I I I I �°1 \ / / 915.80' DAY) LINE AS TAKEN FROM THE /jl / mo ;="- - _ -�! n' _ -_- __ __.,fiI / I I III I\ \ wF q, (;J� // / I I I / 1 1 1\ , \ \ (TIE LIN TOWN OF NORTH ANDOVER ---- a / _ _4 \ wL r 1 7: / m, 11 1 / . PLAN REFERENCES: WATER RESOURCE MAPS, 1 1�/ - ///7 a/ wF Aza _- ``/ 11 11 I 7iIN1 1 11 1\\\\ S'+�' wt a/ I wFl c, 11z 1 f13 `I- -�• o TOP BANK 1) NORTH ESSEX COUNTY REGISTRY OF DEEDS (N.E.R.D.)PLAN #15919. - N.E.R.D.PLAN //11656& I ,Or un TOP BANK BOOK 4379 PAGE 242 1 - yN , L17 TOP BANK _ I 1 2 N.E.R.D. PLAN #14951. W_71NID5 DEUNFATFD BY YiESe / / - _- / /` b I I I Bf° \ \ .+ I' 1 /; YIF C1� ) # YlEIIANDS DELNFATED BY / DIN. ..eezo,B(Flus LIMIT OF PRIORITY N6'22'32"W a / " ,�( l /'"F wLs ELMRDNMEM // I I _ I v/F w7 corm WN HABITAT(TYP)� �KF 1 1 ,o -A= -B/ems C-) \ ,11 1 1 \ $\� /\ \ \,\\ \\ xs y I / i TBT c 3)N.E.R.D. PLAN;812724. 119.43' / / /zr. I / / o C' -/ as / I \ 1 \\ \ 1 �•' i _n 4)N.E.R.D. PLAN #12715. MAP 36 LOT 24 1 l l 1 1.Ali, /,A - i \ 1 \\ \\ 1 I T vo , ' N `/ N 1 m e \ A,t TOP BwK N/F FAMILY COOPERATIVE 1 / / /I _ az6 .-- - \ 1 1 1/ \ �s wF\ca �,16 PRESCHOOL ! / /'J / :' I I / I i wF ,�. uT-- \ \ 1 1 1 1 I \ \ \ \ \'\ \ \ \ \' 1 •�` r EDGE of C'1 ) . o/ l 1 1 I I '\ 1` \1 5 N.ER.D. PLAN#11813. 549 OSGOOD STREET r) , I °�° / 1`, /` 1 \- \/ \ I !rF` P wA1ER 11YP-) `" N2'42'17"W1 1 a I I 1 I ` \ \ 1 \ \ \ �`I-�� 6 N.E.R.D. PLAN 11656. \. NORTH ANDOVER. MA 73.12' \ "e° / v I I I 1 b� ` -- �,`/ / \1 1 I I !x»77 \ \ \ \ \\ \nirua\ 1 \`' c1:1 ) BOOK 6953 PAGE 100 l A ` ),a' P M 7 _•,>4` 46. a1�wF A,e ' M' wF B \ .1 / \1:' I I I \ \ \` \ \ \ \ `\ r TOP BANK a.r1 ) N.E.R.D. PLAN$9444. APPROXIMATE L=TIDN OF gl ,' / \ ` I \I I 1 1 Ws/An 16 0.2--ti_ / / I I I X\\ \ \ \\ \ \ ^ \ \I \ .ua 8) N.E.R.D. PLAN 08927. wre ro Poem Pam,Rt N012'11"E �e dot 1 "- ---- - - / S l \I 1/ \\ \ \ \\ \ l"V As SNOWN a wAN 93621. 71.38' / / a \ I I I 1 .r wF Aso�_ I. gip\ twovrN As•JONNSON'S urLE' 1 " / I ., / : / 1 x/ / \ / \ I 1--„'l bry '�-- y/ / /\I I��\ \ \ \ \ \\• \ 1 I I I / / of roP BANK 9) N.ER.D. PLAN If 5958. ^'o ON PLAN 97sa1e N12'45'S8'W \ \ \ -178, BOOK 981 PALE 1� / / �r I 1 1'1 `- 10 N.E.R.D. PLAN#3827. 1450'559 63' 1 I �7 1L/ / / / \ L- •�- " I I I- / \y%___ �`` L t76, ' " ;cgy/ �� >t 0») / / ,".•`/--; / I I ,4F a1s 1yo y� / \ \ \ \ \ \ \ '\\ 1 1 l 1 Il I I LTpP BANK 11) N.E.R.D. PLAN#910. / / \ \ \ \ \ a 1 L);TOP BANK CERTIFICATIONS: \IG \�cRav�_ _ \ '^-- 4•- \ ,<-------- // // // / / / I I I 1�$•' " i \-1- ``•I,a \ \ \.•\ \ \\ \ 1 a\ I I I t, 1) I CERTIFY THAT THIS SURVEY PLAN SHOWS THE PROPERTY LINES ` / 9 / / 1 �I " / wF/u y WF A33 / / \ ;\ \\ \ \ \"1 II I la\ I tA. THAT ARE THE LINES OF EXISTING OWNERSHIPS AND THAT THE \180--L--' ,/ A d \ \ LINES OF STREETS AND WAYS SHOWN ARE THOSE OF PUBLIC -178-- - / 1 i / // / / l \ I 1\ l / - /15 :a 15y� •`.\ \ \\ \v\ I 1 I i i 1 I 1 1 I I \ TOP BANK OR PRIVATE WAYS ALREADY ESTABLISHED,THAT NO NEW LINES ' o -_a , I "` wF Asa J \ \ I I 1 1 1\I �� FOR DIVISION OF EXISTING OWNERSHIP OR FOR NEW WAYS ARE b EDHO-Pool \ I III I I 1 \ \1 SHOWN. Al W A, P'1 1 I I I \11 1 DwNFA1m av wcsr i \ F I I 1 1\ \•+, 11 6 N33'OB'20•W' / 1 s7' ENWRONNORAL s/u/1s '� I Wi ° TI• LCA j I eANK 2)1 CERTIFY THAT THIS SURVEY AND PLAN CONFORMS TO THE 37.55' • / /" 1 / ,,9 q� / ��� ' 1e\. 1 \ 1� X78' l wF a10 •a wF A3B ? \ \ \ 4pP BANK ETHIC EPROCEDURAL AND TECHNICAL STANDARDS FOR THE ,` `�`Is \LIMIT OF PRIORITY \ \ +�°a /- �' -- -7 / I I' I -AI 1.5 1 �.t Acs PRACTICE OF LAND SURVEYING IN THE COMMONWEALTH OF 178' .: \ I• C 'trclurn TRaL /\ / I / / \+ 1 x` /•'' HABITAT (TYP) MASSACHUSETTS. •- \ m I I / " / h b \ \ 7 TOP BANK I 1 \c' I 1 lgr I 1 I �✓ %� I WF"°f I \`I I\1 I1�vI 1\) . I 1 159 wF LPa.s{ `Z- s \ / 1 1 1`�¢ I I I 3) I CERTIFY THAT THIS PLAN HAS BEEN PREPARED S Aa :^" 1 �\ I I I 1 Ix 1 \ I p �TpP BFNK CONFORMANCE WITH THE RULES AND REGULATIONS OF THE -1432'27'17"W ,P %l / ^ y l / Wr a'+, ` II \ r I e REGISTER OF DEEDS OF THE COMMONWEALTH OF (SEE DETAIL) 75.43' \p ,n-` RAR _. I \ '1 1 / I W AT t / PZ / �_ 1 1 1 1 1 MASSACHUSETTS. tr / U..OF �`Jo 1, I I I /I \ , \ \�-OrP) EPHEMERAL�$wF-w3 wMay e� �/ I 1I a1 1 `1 \,ys1H'I• , L.R`ioP BwK \� \ 9 \ /} I ``O,�"•�, 1 �� / / / •r''/ 1 ", POOL(irP.) wF,{,:� �" � i a�:__ �-- -�-� I .R T 1 �u TOP BANK • kl I m / I I /' J �� o / '/ \ s w As wF A.s 2 /� / �3 as /" I L I = TM°1 1 1 I 1�a1` k TOP BANK F,.. wF Aefi•!Aa 15•x STEEL 1 i I I I "i ,�.,N' N N�'f1'$ a P SAN, CHRISTOPHER FRANCHER P.LS. DATE / vM�A446 wLvmr N31'46'36"W I m 'a I " 1 ( / I \ 4;' �WF Lu \ e }y,1 1,w M�DATE 70.24' \ I4g � I � V As � � I \ 2,g ` 566'09.49"W Lr / 565'1339W S65'50'53"W el °$66'09'26"W S64'46'23 W I \ J,• lSLIMIT OF PRIORITY-� 4� 565'56.13"W \ 565'19't4"W. 56445'15"W 565'24'10"W 1 S65'48.07"W " 49,82 88.60' `/HABITAT \ I 1 .566'33'O8"W F" 54..41' 56522'33"W 141.45' \ 52.32',, 75.71'\/ X3.21' \ 70.39 \ 75.20' A 39.97 / \ 1 la I j I 140. DESCRIPTION 109.03' 55.30' 7:P'1 I / /� ,"a Sfi538'S7"W DELmEFAN, °W°Esar a 560'33'20"W I 1 1 1 1x4' (TP) 565' 65.14' I a ENVPmNMEN1AL slit/16 /r`` //Fsa 55.80' >d1 1 / \ \ i / / I REVISIONS j � I 1 / x 65.19' ,T" 1 \ris7" APPROXIMATE LOCATION I I ��\\ \ I / \ "\ \\ �S65'23'32"W EXISTING CONDITIONS PLAN 76,18' OF WATER PROTECTION \\ I / y UNE AS TAKEN FROM THE \" I I / g MAP 36 LOT 3 \\ \ \ / / 1 ASSESSORS MAP 36 LOT 2 TOWN OF NORTH ANDOVER ecrRusrm• / x N/F EDGEWOOD RETIREMENT COMMUNITY, INC ,,\a \ \ ("• POND PASTURE LANE AT REAR OF 575 OSGOOD STREET(aka 0 OSGOOD STREET) WATER RESOURCE MAPS, 1 575 OSGOOD STREET 1 NORTH ANDOVER. MA_ N.E.R.D. PLAN #11656 & `T"A'L NORTH ANDOVER, MA. 01845 PREPARED FOR: BOOK 4379 PAGE 242 BOOK 4,378 PAGE 115 EDGEWOOD RETIREMENT COMMUNITY 575 OSGOOD STREET 1 NORTH ANDOVER. MA 01845-1935 q 1 44 S111ee R-d.SUN.One ❑e•" OW LEGEND - _ Salem,603 Himphl�93-0720 03079 GRAPHIC SCALE OWNER OF RECORD: A E - ' (�PLANNERS CIWSIGPNER ENGINEERS•PLANNERS•SURVEYORS / WETLAND UNE `� UTILITY POLE eo o E -`RAnLTIER '' MXF Design Consultants,Inc. ww.mhfdasipnsem --170- CONTOUR ELEVATION O DRILL HOLE FOUND/SET b0 POND PASTURE, LLC Lm sans 2B STATE STREET, 299h FLOOR SPOT ELEVATION STONEWALL BOOSTON. AIA AP091 9 �D aux+E+°P SCALE 1"=60' DATE NOVEMBER 5. 2015 oRAmNc No. (IIT P8C1') 3Ba67WS.DWG i © TITLE COMMITMENT EXCEPTION BOOK 14507 PAGE 59 DRAWN BY: CHECKED BY: PROJECT 140. SHEET 140. 1 inch-60 EL BOOK 14507 PAGE 66 MJK CMF 384,515 1 1 OF 1 COPY69M©2015 b1 MHF D=191 Co hent%Inc A9 W1911b Re N,,_d. 15 161 13 12 17 18 9 1B 7 6 5 4 3 2 1 1 SUBCATCHMENT TIME OF CONCENTRATION CALCULATIONS _• _ — -'-" �,: / /: I SHEET FLOW SIC FLOW SIC FLOW SIC FLOW SC101A- L-50 L=390;UNPAVED L=560;UNPAVED L=398;UNPAVED 12.0 MIN /gx S=0.0875 S=0.0840 S=D.D410 S=0.101 ,v - v 1, �•• I L SHEET FLOW SIC FLOW SIC FLOW 13.1 MIN -- --� ' -..... /� SC701B L=50 L=380;UNPAVED L=788;UNPAVED 5=0.055 S=0.029 S=0.074Al f1: SC702A MIN TC - 5.0 MIN SC103A MINTC 5.0 MIN `y 1`.F,r I / '0•,STEEL HIGH. 3 1, Tn PRE-DEVELOPMENT WATERSHED LEGEND , // / ; VERTICAwOO L PI COYER K I ! e LIMIT OF DRAINAGE AREA / / /// //r / •� / \ . / I >—>— TIME OF CONCENTRATION(TC)FLOW PATH 14 If f I I I I iso\� l ` H \ NQ I 1 \ I.. H �� II I� - / / � � /��. /.J�; _�< 1 /\- :--'• \ "y 1-9°q• /' I - Ky! \ '�i I12'-,TERRA COYAV S ' ` ULVERT(PLUGGED) l �� 790 _ J \ f J HgRCE .1 ETL•AND ff- ./_ _ ZONE, NON75.0'1- BUFFER .. ... \ a. No 11 R3 ZONE CpN O.b>_75.0' non \ II / PERIM CCRO / cK MAP 36 LOT 24 \ 1� 8� / /;�'/ ... - \ ` ••`>� \ -\,�✓�-�;. < { �..,, N/F FAMILY COOPERATIVE \ t 11 , %' -•I "•J - - " ,% ,- PRESCHOOL \ f. %' I(, " <• \ '-' 549 OSGOOD STREET It \ .,\ /// �s NORTH ANDOVER, MA. n \ II I /' 1� \ \; SC101 A ', `\ - `• ��..1 BOOK 6953 PAGE 100 \ f II _ �,;' ' ,,•�. �° `���` ka 1 w DESIGN POINT 3 11 - �'. _ I / \ \ y - •+.�„.z... =- \ (.' I�'i \ •\ �$. ^ 1/ e., ti 0 ISSUED FOR PERMITTING 08-19-16 OFF-SITE;EX.FIELD 1 y\ - \ \ -- � .. � REV DESCRIPTION DATE - BH61AGIC SOIL GROUP CID ./ -=T_ f 3 11 ISSUED FOR PERMITTING II " ROLOGIC SOIL GROUP D y, \ rl Ly RAL ' ` 08-19-16 HYD96GROTMP) -� >„ \ 'I I l U CURRENT ISSUE STATUS: PD. _ (TMP)\ \ ,., � \ •\ >>� . :UU Cir\,� ' \ \• D ' \ `i^y_ PROJECT NORTH: D / HyD�OLOOIC SOILfOUPG rs Y X 1. 1 - 1"F{yDROIAGIC SDll6e -.\.. _ H x 4 �y SMRT Archrtec[s and Eng'nee C \HY��C \... \ \ ` y, \` \ > 111 \..1\.. One Dundee Park Suite 4 ' _ "' I� , I 1` /) \ 4 Andover Massac usetts 01610 C \/ ` ociDs 1977.700.7678 h ��C mvwsmrLnccam 1-9 '00 / J 1 ` _ omErnmT [xax[uv.c(rwM w� nrRnroas [x�aar : i \' TRAIL EDGEWOOD RETIREMENT COMMUNITY 4. I'` I s SMALL HOME PROJECT > 1 / POND PASTURE LANE NORTH ANDOVER.RAH AT THE REAR OF 575 OSGOOD STREET I 'im it no PRE-DEVELOPMENT B DESIGN POINT 2 \ WATERSHED MAP EX.CLOSEDHEET „ r. 1 —> §> TITLE: 50 88•1 159 { ( :. >� > DESIGN O STORM SYSTEM \ > / POINT 1 .t �\\ SCALE-V=51Y PROJECT MANAGER CDP`PROJECT NO: V 15078.03 A I LAKE NE OF RECORD: MAF fl MAP 36 LOT 3 \ I JOB MJLAR C-120 �B N/F EDGEWOOD ROIREMENT COMMUNITY, INC\ ,r \ M.FlLE 1-12415078 SHEETNo. 24x3fi 15 14 13 12 11 10 9 _-- -8 - -- 7 6 1 5 4 111131 2 1 NOT FOR CONSTRUCTION 15 14 1 13 1 12 11 10 9 B I 7 6 I 5 4 1 3 _1 2 1 1 SUBCATCHMENT E OF CONCENTRATION CALCULATIONS SHEET SM I 'N FLOW SIC FLOW SIC FLOW SC20IA L=50 L-390:UNPAVED L=5W.UNPAVED L=398;UNPAVED 1ZO MIN S L L S=0.0875 5=0.0410 S=0.101 S C2D 1B MIN TC 5.0 MIN - SC201B-I,2A,2B,3A,3B.4,5,6,&7.ALL BUILDING SUB-WATERSHEDS HAVE MIN TC OF 5.0 MIN. p SC201C MIN TC 5.0 MIN c9m_CXXXXXM.- CAL III E IV�- SC201 D 77 MIN TC 5.0 MIN SHEET FLOW SIC FLOW SIC FLOW B.6 MIN q SC201E L=50 L=263;UNPAVED L=126;PAVED 5=0.070 S=0.058 S=D.022 SC2DIF MIN TC SA)MIN KK SHEET FLOW SIC FLOW 15A MIN SC201G L=40 L-90;UNPAVED S=0.007 S-0.056 1HIN C T M M, NTC S.D MIN za POST-DEVELOPMENT WATERSHED LEGEND LIMIT OF DRAINAGE AREA q -77 TIME OF CONCENTRATION(TC)FLOW PATH -4 H -TE t-t CULVERT LU 41, 12 R C v G 44 v J1. -5 V ?00 All, kARGE "I 0- 11 NO 75- BUFFER ZONE t:. au -Z "ON D, 11 NO,, 5 _0. ZONE CO S VA 100 CRC PERI 7—:. F F ICK 11 -4 -7 %4 MAP 35 LOT 24 v N/F FAMILY COOPERATIVE k P I-K PRESCHOOL 3 RE-ISSUED FOR PERMITTING 10-25-16 BOOK 6953 PAGE 100 549 OSGOOD STREET NORTH ANDOVER. MA. .4 DESIGN POINT 3 E 2 REISSUED FOR PERMITTING 10-17-16 AE F `11 V c­:I I RE-ISSUED FOR PERMITTING 09-30-16 OFF SITE; X.FIELD ISSUED FOR PER-7 NG 08-19-16 REV DESCRIPTION DATE RE-ISSUED FOR PERMITTING 10-25-16 CURRENT ISSUE STATUS: O- \ -5 V B-6 B D D Q, V B17 B4 PROJECT NORTH: ­J� N SMRT Architects and Engineers One Dundee Park,Suite 4 B-3b Andover,Massach—m 01810 C C 1-877.700-7678 --tin— .-E -q 411* EDGEVVOOD RETIREMENT COMMUNITY B-2 B-1 B-2a • B-3a I�10I IV II f it SMALL HOME PROJECT 5.3 STEEL i it im I POND PASTURE LANE AT THE REAR OF 575 OSGOOD STREET > NORTH ANDOVER,MA 77 8 1 16 POST-DEVELOPMENT B jjj�,: III WATERSHED MAP DESIGN POINT 2 DESIGN FE,.,,TLE: POINT 1 25' So 0' lour 157 STORM SYSTEM LAKE SCALE.,1' 50' 1SD78-03 A PROJECT MANAGER. CDP PROJECT NO:3IGECI) AIE OF RECORD: MAF A MAP 36 LOT 3 N/F EDGEWOOD RETIREMENT COMMUNITY, INC JOB CAPTAIN: JLR C-121 575 OSGOOD STREET DRAWN BY: MAF NORT_H ANDOV.ER.,,MA01845 . _' 'r.I lq SMRT FILE- C-121-15078 SHEET No. 24x36 15 1 14 1 13 1 12 1 11 1 10 1 9 1 8 1 7 1 6 1 5 1 4 13 21 1 NOT FOR CONSTRUCTION 16 14 13 12 71 10 9 8 7 6 6 4 3 I 1 781 E ET t i ;; rm 180�9 \ I \ I i ► I _ ...` L MA. \\ ► I. �'1 / s ® . _ , 100 [ I c2o1E / 178 S 201 D II K _ �� �� A-1 I \ I I I K DESIGN POINT 3 I I OFF-SITE, EX. FIELD „sEI SC�201 H A-2 � = Ar SC201 F I H 0 ,76 2 Z Z y C2 1A I y ;^ B-6 / B-5 * VIII 111 fell F �1 `ems �:..,-•��• II/`I � ! = S \ � _ / = I I I i P �= . >'sv' `1 \ / 1 11111 1 " pTK BOX H e'a d' �.°• \ •�,,,., vrl � \ _ unllluluIBill 11llrnum� 0111 A 14414IFF" \ F F _ B-4i47 B�7 / tt \ II. I �� �1D p5N j6 0 H- i ' Ii111111'1I111II111ilIIIIIIIIIIi1�11111111/IIIIIII!IIIII Ii1111/�II11111111111� i \ 3 RE-ISSUED FOR PERMITTING 10-25-16 E 1 K,� I III i , _ I ■III. $0201 B I 1 1 B-3 b/ 2 RE-IS6UED FOR PERMffTiNG 10-17-16 ' I L r \ \ 1 RE-ISSUED FOR PERMITTING 0330-15 E - O o \ — ■ 'AIu114fluunllunuululJlellf= . I 1 , -, ^ -� \ ,°� ! — �IIIf1111111111111)e..11/fI11111111111111� �' ' I 1 0 ISSUED FOR PERMITTING 08.1316 £ I I I ph2 \, s • I I 1• I I \ REV DESCRIPTION DATE ,r� RE-ISSUED FOR PERMITTING ., . \ \T4 I I SC201 G / s = = 1 - ' ; ' ; j ' I 1 1 10-25-16 SC2 I a I O- = coo IIf111111}'// s __ \ /�, I 1 CURRENT ISSUE STATUS:;�®; B-1 B-2a B-2a = B-3a PROJECT NORTH: \ y" SMR7 Architects and Engineers C J I I I I O Andover,Massachusetts 01810 C VI I One Dundee Park Suite 4 1.8nsmn nc7.8 ; EDGEWOOD RETIREMENT COMMUNITY N 4 SMALL HOME PROJECT DESIGN POINT 2 Il1 I _._ u1111r o �If ; 1 X11 ���i / �"V� POND PASTURE LANE EX. CLOSED r \ S — NSD — NSD — NSD— NSD— N N5D — NSD SD— N D — N5, — NSD �I 1� */ NORTH ANDOVER MA AT THE REAR OF 6750SGOOD STREET ® I! STORM SYSTEM sem• / WATERSHED AP POST-DEVELOPMENTcE 00 ENLARGEMENT 6 I` o' \ I 1 DESIGN/FPOINT 3/ SHEET TITLE: �' / / SC201C-1 / II J LAKE (OFF-PA99) 0, 10' mY 49 w SCALE:1'=20' \ \ I / PROJECT MANAGER: CDP PROJECTNO: 15078.03 \ \ \ I / SC201 C-2 , � I 4a° / / AIE OF RECORD: MAF A JOB CAPTAIN: JLR DRAWN BY: MAF C-122 SMRT FILE: C•122-15078 SHEET No. _ 2436 15 1 14 1 13 1 12 1 111 1 10 1 7 6 1 5 1 4 1 3 1 2 11 NOT FOR CONSTRUCTION NouomdiSN00 W=1 iON I z If b s 9L6 OL Ll 7t fl bL st 'ON.L33HS RzM_WL(Io 31W lIfINS 0 G :.kg 11111 0 Ls H11r, :NIVIdvo gor DUN :CIU003U JO 3/V V co*gLoGL :ON 103POHd d00 -d30VWW 133rMld A 109 Ac 3_ULL 13314S NVId SIVAOIN38 311S MIA00WHINON 133IL1S COODSO SLS dO 8V3112H1IV 3NVl 3?Arl1gVd CINOd 103ro2ld 31NOH IIVVqS AiINniNiNoo IN3V061iMl GOOM3003 , l L 'Y' . ..... 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R4.a 2Rs.q \ R50.a i -<� R200. ...+,. PT•0+33.47 CP401 FOR 3 RE-ISSUED FOR PERMITTING 10-25-16 r ... FIELD LOCATT>SIGN �� y D�+r58761.1 SEE DRAWING E `- YYITH.�ARCNRECV N,�,C.. - COURTYARD lAY0l3f +\ 2 RE-ISSUED FOR PERMITTING 10-17-16 E AUG `• • 1.+ e � a a 1 RE-ISSUED FDR PERMITTING / R4 7 2 '... _ _ - d N 00 ISSUED FOR PERMITTING 08.1316 \ R47 ' \ ' �r" < '$PASaRDS `-R46. d / `' {OT DESCRIPTION DATE D.C.C PCC.0+36a79 ' . s_...: o �ar E 6 D21 '- R22 ' N:308109631 e \ a 1 RE-ISSUED FOR PERMITTING REV Y ` sn a.a 10-25-16 A t I CURRENT ISSUE STATUS: R10.oX -4 .... MAY 4 i i flS0' D � r 4s \ SEE DRAWING CP401 FOR \,/.•, ,a \ \ COURTYARD LAYOUT R3.a \` R1DD.a R3.a 18.a Ria / PROJECT NORTH: i7 TH: i / R3.0' t RIS. SEE DRAWING CP40}FOR One DundArchiee and Engineers - One Dundee Park,Suite a C ] - 14.T COURTYARD LAYOUT / \ z Awn wdwo.semura,rt EMnacencoamchuweI 5n0n1x 810c ixlla�ou I cxexs r � C RSn 1.877.700.7678 R12.0'... R26. R56.0. EDGEWOOD RETIREMENT COMMUNITY SMALL HOME PROJECT > - POND PASTURE LANE AT THE REAR OF 575 OSGOOD STREET + °a.:-, ;. t .-,_ i .-:.• .;, „.. .. ._ NORTH ANDOVER:MA j 't Bf% / z 7 SITE LAYOUT PLAN ' ^N .c - .. SHEET TITLE: e�[g. o' 30 6a 97 A s K'\ °'' PROJECT MANAGER: CDP PROJECTNO: 15078.03 A KE OF RECORD: KDC , JOB CAPTAIN: JLR DRAWNBY: JSM C P 101 ^�• I, SMRTFILE CP101-15078 SHEETNo. 24 .36 s 14 13 1 12 „ 19 s 6 7 1 s 1 5 4 3 1 2 1 1 NOT FOR CONSTRUCTION II J 15 14 1 13 1 12 11 10 9 g 7 6 5 0 3 2 1 _ • , , ' tEP , , 1� , i 150.0' ' N — 0 .\ISCFHgRGE ZONE I ���AND BUFFER '. .,..,.. ,.., ._...._,.._ ..._.... NO 15 p' ZONE \ \ T.. Re K \. - ZONE, C —75 ONSERV p. \ 70 FERIMCCRC I :. G CURB H1s qTl ZOIN _ �• / R S� // ism _ / p�/ Bq K C / I � •'.....- ;' �.- ` � :� ASPHALT PAVEM H7 / 1 / �{ I I ACCESSIBLE AS - ti� PARKING ACE6 (7502 i J ,.� A,0PAVEMENT ASPHALT .. _•� CI501 'SIGN OST& a I � PROJECT SIGNAO CL501 •�\ �~ - - H10 " SIGN POSTE �+' ` •\�, CISDt u PROJECT SIGNAGE , / SIGNPOST iPROJECT SIGNAGE I H15 GRRNRE CIIIiB =E HC60 70 SIGN POST 8 \ 7 '\ - t\ STONE MULCH D10 �CI501 E PROJECT SIGNAGE H / - WAUONG TRAILH75 \ H Ats CURB MP'' J CI502 POROUS PAVERS„AID CI501f, 1'H107 p rO` SIGN POST&— ASPHALT PAVEME 'E \ \ - ' AIOCONCRETEWALK SIGN POST E '_'.3'iiIGH%5'WIDE ORNAMENTAL`S .:>,. .. CL501 PROJECT SIGw+GE - GATE,SEE SPECIFICATIONS _t. 3'HIGH ORNAMENTAL FENCE A75 C B RAMP' . 0 .".; ;>, SEE SPECIFICATIONS G . , -r'.z,.. . �� : . ..;• «. ::.:. _:::::. .... ... ::: -. ' STONE MULCH D70 - ':.'<..• ' ..• H15 WAWNG TR4fC',-� f STRIPD602 Dtb AS BERM',. rD;b g5D1 IV MTCH EXISTING IN `UNE&GRADE) CURB T41t GfiANTTECURB �9 " CL501 TWINSTRON POINT '......,• i, r R0.1 POST GP.B H70, wtl NAGE 3N ur ' t „ / C601 , .. f i. Y H15 F CAOSSWALIc--' CROSSWALK �IIII�Ili. r ..' PAVEMENT ,.. 502CONCRETE STRIPING WALK -AS �. 'K D74 ENTRANCE SIGN <� 7dT - H50 GRANITE WflB gpLLARD H10 GRANITE CURB H15 l .. CIS 8501 n CI 1 m. A70 ASPHALT PAVEMENT CONCRETE WALK A5 P OF 9 ....._. .,.-. - ••.., ......,:''':e ,. '?. ,... D601 0 ISSUED FOR PERMITTING 0&19-16 " w REV DESCRIPTION DATE ^ 1S CROSSWALK ,P. �..N.REIE DECORATNE D15 I STONE MULCH D70 GRANITE BOLLARDS asm ISSUED FOR PERMITTING w \ DRIP STRIP c6oz (n'P.oP n I / ` 08-19-16 H15 WALKING TRATL �.. CI502 -a` I H5REINFORCED .. �I C6D7 CONCRETE PAD I _ STONE MULCH D70 , I CURRENT ISSUE STATUS: REIN�RCED H5 DRIP STRIP G502 I CI501 i .�`� 0 r 1 PRSIGNPOST$ a H10 N HUSp OJECT SIGNAGE CI501 .�4.-O 0 4 GRASS PAVERS C1503 SW IE'GH7E '_I A15 ' n� 0.5 ONCRETEW1yC _I A75 CHAIN UNK xi£ C603 FENCE(S HIGH),, '� 3'HIGH ORNAMENTAL FENCE; 'I F kp-1p9 p `. 3'HIGH ORNAMENTAL FENCE\. STONE MULCH D10 SEE SPECIFlCAD6N5Y'4.0,Dsok,." D10 ASPHALT BERM..„ .:, 'r CI501 kF 0.10 POROUS PAVERS ;' SEE SPECIFICATIONS DRIP STRIP 0602 l ' '- CI502 T HIGH x 5'WIDE ORNAMENTAL I 1 1 PROJECT NORTH: k A70 POROUS PAVERS ' DE ORNAMENTAL GATE;SEE SPECIFICATIONS i GATE;SEE SPIECIFlCATIONS 1 gineem SMRT Archi[ecn and En C C602 .�.%_ T s D70 STONE MULCH \ I \ ',\ AndoverdMassa huset1s 01810 C C6D2 DRIP STRIP CONCRETE WALK AS Y 1.877.700.7678 DB SEGMENTAL BLOCK 0603 RETAINING WALL ^\ � wvcW L.4 DID STONE MULCHxPNSTRIPLCH,C w p iDxiz CI502 DRIP STRIP :-"�.J�+'•-`1—, �".:,=%�-,'-;-•_•.`-- �� �`� auu(cxc xamwc I nnxmxc I ixrt om rm. \ ae¢moaoec� EDGEWOOD RETIREMENT COMMUNITY � SMALL HOME PROJECT „<.' / POND PASTURE LANE AT THE REAR OF 575 OSGOOD STREET 'z,. NORTH ANDOVER,MA SITE IMPROVEMENTS PLAN B _ \ SHEETTTTLE s a A PROJECT MANAGER CDP PROJECT NO: 15078.03 A A/E OF RECORD: KDC JOB CAPTAIN: ARC1101 " DRAWN BY: JSM . - .-.- .•. .- - SMRT FRE: C11 01-1 50 78 SHEETNO. Cimmcnmomxn- z4.3s 15 ,a ,3 12 11 1 10 9 6 7 1 6 1 5 1 4 13 2 ,,\ NOT FOR CONSTRUCTION s 151 14 1 13 1 12 1 71 1 16 9 8 7 6 5 4 3 1� EXTEND POST Y 18' L U-P ALUMINUM SIGN ' DROP-OFFL H 11=13m ZONE PAP.LIa ALUMINUM SIGN �_ NOLONGTERM 6'a 12FILTER FABRIC �WHEREAPPUCABLE '� PARKING — PERMfTTED ACEESa®IE 2X2 TUBULAR ADJACENT MATERIALS VARY-SEE PIAN STEEL POST A BLUE RERFSINE aALXGPDUNO, WEnACK IEC NG&GI�HM O WHr1E LET1EtiINGd GRaPHIC6 ©BIAGa lET1EPINGflGPMMLS 1/2'CFAMFER 18' 18- I-,,-MORTAR FILLED JOINT CAST-IN-PLACE CONCRETE (900D PSI);MEDIUM BROOM FINISH K WHERE PAVERS OR CONCRETE IS TO PIAN Q VISITOR STAFF #4 @ 12 E.W. K BE INSTALLED,BACK OF CURB FINISH IS GRANITE CURB PARKING PARKING SEE PLAN FOR DIMENSIONS TO BE SMOOTH TO A DEPTH OF 6° s a WALKWAY OR LAWN;SEE TUBULAR STEEL SLEEVE _ SLOPE IMIFT. a SLOPE 1/e/FT'. #4@12 G101 FOR CONDITION CONCRETE TO RECEIVE POST I I ASPHALT PAVEMENT;SEE AT �• •..a :':• - #4 TYP.@ CONCRETE FOOTING WHREPEPtECRYEd¢CKGPDUND, WHREPERECINE84CKGPDUND, i/ DETAILAIWCL501 ©IAaastsT,vuNca GPAPAC6 Q BIACKtEITEPoNGacPPRurs § PERIMETER % 18' COMPACTED SUBGRADE ._ ,` \ :'i „\."/ i'- - - /m� `11 b sERwcEg �m 11 � /.J7 �' \I ' 4 DELIVERIES STOP _ I I S III ONLY 6• T-0' 2'�' PROCESSEDAGGREGATE BASE; SHHB M2.01.7.01.7 I PED PERECiNE eOCKCigUND, 7447E R-PLECRVE aKKGHDUND. E WHITE IETTENNGB GRCPMICb F PtACKIkl1ERWG8 GPMMIL5 GRANITE CURB �1 SIGN POST&PROJECT SIGNAGE �1 REINFORCED CONCRETE PAD N H15 I4'v 1'-0 H $b•e 1'M nJ 3/4t1'd X G G 1:12 SLOPE BACKFILL CAREFULLY TO AVOID DISTURBING BERM A CONCRETE WALK 'CAPE COD'SLOPED-FACE SEALANT 36' ASPHALT BERM DETECTABLE WARNING STRIP 10° A5/CP501 Yc•EXPANSION JOINT FILLER F (ADAACCESSIBLE) 15' fl2. #5@,8'O.C.;PLASTIC F • ....: •' ` ...................:... .... ASPHALT PAVEMENT; SLEEVE ON ONE END 1 SEE DETAIL AIDIC1501 IF1771111-7-411 FLUSH CURB 0 6' 12° ru TACKCOAT E NOTE w 12 1Y 1\ SEE DETAIL Al5/CISD1 FOR LOCATIONS E 0 ISSUED FOR PERMITTING 08-19.16 REV DESCRIPTION DATE D15 DETECTABLE WARNING STRIP ASPHALTBERM /�EXPANSION JOINT ISSUED FOR PERMITTING vz•=nv 1?=ra D5 3/a�ra 08-19-16 CURRENT ISSUE STATUS: D RADIUS EDGE W/SMOOTH 1/Y WIDE BANDS�AONUsp� D -ti1h v..-OS S4r 11/7 DEEP TOOLED JOINT FULL CURB 1:12 MAX RAMP SLOPE ,-_OSONQ/cpP� DETECTABLE WARNING STRIP; CURB TRANSITION SEE SPEC SECTION 321313; / 26.0 8 DETAIL D15IC1501 •I.T•L� FLUSH CONDITION ———�-/— — • •� "• '�.' T;.N 1! SMRTArchitects and Engineers C 120 MAX \ One Dundee Park,Suite 4 I CONTROL JOINT DETAL / ADJOINING SLOPE CURB TRANSITION RADIUS EDGE WITH SMOOTH V WIDE I\� `_- 1 Andover,Massachusetts 01810 Y C BAND @ ALLJOINTSILEDGES ) 1.877.700.7678 NOTE / ww.smrtlnc.com CJ.P.CONCRETE;400 PSI:FIBER I / v' ` CURB RAMP TO BE CONSTRUCTED REINFORCED;MEDIUM BROOM FINISH I / tmlar I Exc�rvEEa�us I nnHwx4 I uREnrou I eHENx OUT OF CONCRETE I .nwm TAMPED EDGES 1.5'ASPHALT PAVEMENT TOP COURSE FINISHED GRADE \ / EDGEWOOD RETIREMENT COMMUNITY (SSHB M.3.11.03) I// \ / 6' 6' PROCESSED AGGREGATE BASE; SMALL HOME PROJECT 1:12 MAX RAMP SLOPEY ASPHALT PAVEMENT BINDER COURSE SSHB M.201.7 .` CURB (SSHB M.3.11.03) ...�. POND PASTURE LANE AT THE REAR Of 5750SGOOD STREET TRANSITION \ 2%MAX SLOPE,ANY DIRECTION 6 PROCESSED AGGREGATE BASE(MIN) rn B \ y��' - (SSHB M2 ' .D1.7) I I j�\' �,' I ��\�j-I\- NORTH ANDOVER M4 8 DELECTABLE WARNING STRIP;SEE SPEC - - -- - - - - - - I '\ SITE DETAILS FULL CURB SECTION 321313;26.0&DETAIL D15/g501 _ tY PROCESSED GRAVEL SUBBASE COMPACTED SUBGRADE SSHB M1.03.1 ' \ 1 FLUSH CURB ( ) COMPACTEDSUBGRADE III ILII 1` 1 = b 1 SHEET TITLE NOTE = NOTES: �� j rz — wdt _ CURB RAMP TO BE CONSTRUCTED I I I I 1. PROWDE ISOLATION JOINT W/SELF-LEVELING SEALER WHERE 6' 6' 1:20 MAX.ADJOINING SLOPE 7 OUT OF CONCRETE ,1-1�- - I .. -� ... WALK ABUTS ANY VERTICAL SURFACE 2 DEPTH OF CONTROL JOINT MUST BE AS INDICATED FOR ACCEPTANCE OF WORK MINIMUM © 3. EXPANSION JOINTS SHALL BE SEALED. A 4. BROOM PERPENDICULAR TO DIRECTION OF TRAVEL PROJECT MANAGER: CDP PROJECTNO: 15078.03 A NE OF RECORD: KDC CURB RAMPS �1 ASPHALT PAVEMENT CONCRETE WALKWAY JOB CAPTAIN: JLR 01501 A1094.e,� A5 ,.e,,-0, DRAWN BY: ism SMRT FILE: CI501-15078 SHEET ND. mmnwmm�vw.- 24x36 151 14 1 13 1 12 11 1 10 1 9 1 6 1 7 1 6 1 5 1 4 1 3 1 2 1 1 NOT FOR CONSTRUCTION 15 14 13 12 1 10 9 8 1 7 1 6 1 5 1 4 3 2 FILL WITH CONCRETE;DOME TOP OF CONCRETE ABOVE TOP EDGE OF TUBE MIN. I I 6.0 GALV.SCH40 A53 TYPE E OR S L VARIES-SEE PIANS I I GRADE B STEEL TUBE I I POLYPROPYLENE COVER(COLOR I TO BE SELECTED BY ARCHITECT) HOLD CONCRETE FOOTING I 2 BELOW FINISH GRADE � � x; Op �§ K OOp O SONOTUBE FORM SLOPEVARIES COMPACTED TOPSOIL O O — Op. WHITE p PROCESED AGGREGATE BASE O1B'STRUCTURAL CONCRETE p�d.,F.t-st�' M ,rta 00 °•Op FOOTING(4,500 PSQ /^� �. PAINT SO h. �p -qfi A �,d/ STRIPE(ttP.) (SSHB M201.7) p O GRAVEL FILL Ilk I �i'i:i�l� COMPACTED SUBGRADE - O p0 "yT NOTE: 00 00 I Ir DISTURB AS LITTLE OF THE SURROUNDING VEGETATION ON EITHER SIDE OF THE NEW WALKING TRAILAS POSSIBLE t p O p O O 00 O OOp O p WALKING TRAIL BOLLARD CROSSWALK STRIPING •J R n1 ,._,.� nl0 ya•=ra n.J aa•=ra H VARIES-SEE PLANS G STOP BAR G 4'WHITE PAINT STRIPE W WHITE PAINT FACE OF BUILDING STRIPE(TYP.) r_ /R v 1044 STONE MULCH;SEE '� a SPECIFICATIONS ^ F GEOTEXTILE FABRIC ,�r cam¢ - F 18' WRAP GEOTEKTILE FABRIC PREPARED SUBGRADE eta „¢.`• STRIPEDAREA ACCESSIBLE SYMBOL E *TO BE DETERMINED IN LATER DESIGN PHASE* E (WILL BE SIMILAR TO EXISTING SIGNAGE ON THE EDGEWOOD CAMPUS) � � 0 ISSUED FOR PERMITTING 08.1316 SINGLE WHITE PAINT UNE 4°WHITE PAINT STRIPE REV DESCRIPTION DATE ENTRANCE SIGN �1 STONE MULCH DRIP STRIP PAVEMENT MARKINGS ISSUED FOR PERMITTING D 55 D10 ,. ,� D5 y�,� 08-19-16 CURRENT ISSUE STATUS: D --PtIflU$£ D _,gs•tf,v.Yds a NOTE PROVIDE SIGNAGE AT EVERY 4 ACCESSIBLE PARKING SPACE EDGE OF PAVEMENT RE:DETAIL DS/C1502 FOR `9kDSCrpe p CONCRETE CONTAINMENT CURB TYPICAL STRIPING DIMENSIONS yy1a, CRUSHED STONE JOINT FILLER @PAVERS; Y•tf-A FLUSH CONCRETE CONTAINMENT SEE SPECIFICATIONS FOR GRADATION SMRT grchftects and Engineers CURB;ON BUILDING SIDE ONLY REQUIREMENTS One Dundee Park,Sulte 4 C LAWN SEED MIX;SEE 2?POROUS PAVERS(WALKWAYS) Andover,Massachusetts 01610 C SPECIFICATIONS 3}'POROUS PAVERS(PARKING AREAS) 1977.700.7678 wwwsmrtinacom SAND FILLED RINGS WITH 6' i/4'CRUSHED STONE 845E @LLQ+ SOIL AMENDMENT MIX (SSHB M201.6) m xa I ruxwxa I ixrt om Ex 6• 34cflusHEDsroNE645E + 3/4'CRUSHED STONE BASE EDGEWOOD RETIREMENT COMMUNITY (SSHB M2D1A) -� (SSHB M.2.D1.4) § (_; SMALL HOME PROJECT POND PASTURE LANE AT THE REAR OF 575 OSGOOD STREET NORTH ANDOVER,MA B SEPARATION FABRIC SEPARATION FABRIC SITE DETAILS e <a COMPACTED SUBGRADE SHEET TITLE NOTE: NOTE: —1 _ .. 1.INSTALL RINGS PER MANUFACTURERS SPECIFICATIONS AND TOLERANCES. 1. INSTALL PAVERS PER MANUFACTURERS SPECIFICATIONS AND TOLERANCES. 2.INSTALL IN HERRINGBONE PATTERNULAYOUT. A PROJECT MANAGER: CDP PROJECT NO: 15078.03 A AIE OF RECORD: KDC GRASS PAVERS (!�POROUS PAVERS ACCESSIBLE PARKING SPACE LAYOUT JOB CAPTAIN: JLR r^ // A15 •�14 MIV .�,,� A5 p=1'-0 DRAWN BY: JSM 01502 24.36 15to t3 12 11 10 9 6 7 6 5 4 3 2 1 SMRT FILE C1502-15078 SHEET No. C—mnsm_ NOT FOR CONSTRUCTION 15 14 13 1 11 10 9 B 7 6 5 4 3 2 1 L L K K J J H H G G F F E E 1 RE-ISSUED FOR PERMITTING 0330-16 0 ISSUED FOR PERMITTING DB•1316 REV DESCRIPTION DATE RE-ISSUED FOR PERMITTING 9-30-16 CURRENT ISSUE STATUS: D METAL FENCE,COLOR:BLACKPROTECTIVE BOLLARD(RE:H1 DICI502) D KEEPER,SET KEEPER ON POST; SET 12'BACK FROM EDGE OF OPENING BOLLARD FENCE POBT TO PROTECT GATE LEPER OVERHANG 1Y REFER TO PIANS FOR CLEAfl OPENING PER MANUF.RECOMMENDATION KEEPER POST POST TRUCKASSEMBLY POST bSMRs Architects and Engineers © One Dundee Park,Suite 4 C V' Andover,Massachusetts 01810 'C x 1.877.00.7678 rtinccom * .. EDGEWOOD RETIREMENT COMMUNITY SMALL HOME PROJECT ELVA POND PASTURE LANE AT THE REAR OF 575 OSGOOD STREET NORTH ANDOVER,MA e �Pf SITE DETAILS B FINISHED GRADE I I _ _ _ _ _ _ _ NOTES. L J SIZE FOOTING GATE FRAME PER i—III— �ROLLER SHEET TIRE:NDTEB: a l—I I It.SEE SPECIFICATIONS FOP FENCE MATERIALS. PERSPECRS SECTION(iYP.) .' - 1.ALL FENCE HARDWARE,HINGES, RECOMMENDATION GUII A I I I . 2 AT TRASH ENCLOSURE,FENCE SHALL HAVE SOLID HASPS,CAPS&BOLTS TO MATCH - ASSEMBLY METAL SCREEN PANELS WITH FINISH TO MATCH I FABRIC IN COLOR AND COATING. I I I III III SPINDELS. I 2 PROVIDE PRIVACY SLATS ON GATE. A I = _ I— — �— PROJECT MANAGER: CDP PROJECT NO: 15078.03 A A1E OF RECORD: KDC ORNAMENTAL FENCE ORNAMENTAL SLIDE GATE JOB CAPTAIN: JLR A15 1.=1,,D rtV 1'=1'-0' DRAWN BY: JSM C1503 SMRT FILE: CI50315078 SHEET No. ©��m„�,�_ 24&36 is 1 14 1 13 1 12 1 11 1 10 9 B 7 6 1 5 1 4 1 3 1 2 1 1 NOT FOR CONSTRUCTION 15 14 13 1 12 11 10 9 8 1 6 5 4 13 2 1 L EROSION AND SEDIMENTATION CONTROL NOTES: L A.GENERAL B.EROSION AND SEDIMENTATION CONTROL MEASURES E.INSPECTION AND MAINTENANCE 1. TEMPORARY EROSION AND SEDIMENTATION CONTROL MEASURES INCLUDE THE USE 1. PRIOR TO THE BEGINNING OF CONSTRUCTION,THE TEMPORARY EROSION 10.MULCH ALL AREAS SEEDED So THAT SOI.IS NOT VISIBLE THROUGH THE MULCH 1.INSPECT DISTURBED AND IMPERVIOUS AREAS,EROSION AND STORMWATER CONTROL OF EROSION CONTROL MIX,HAY BALE BARRIERS,SILT FENCE,EROSION CONTROL CONTROLS SHALL BE INSTALLED AS SHOWN ON THE PLANS OR AS DIRECTED BY THE REGARDLESS OFTHE APPUCATION RATE MEASURES,AREAS USED FOR STORAGE THATARE EXPOSED TO PRECIPITATION,AND BLANKET,AND TEMPORARY SEEDING AND MULCHING AS REQUIRED.PERMANENT OWNERS REPRESENTATIVE IT IS THE INTENT THAT SILT FENCE BE INSTALLED DOWN LOCATIONS WHERE VEHICLES ENTER OR EXIT THE SITE AT LEAST ONCE A WEEK AND DEVICES INCLUDE THE USE OF RIPRAP AT EXPOSED STORM DRAM AND CULVERT GRADIENT OF ALL DISTURBED AREAS OFTHE SITE SILT FENCE SHALL BE INSPECTED 11.RIPRAP OUTLET PROTECTION SHALL BE INSTALLED WITHIN 48 HOURS OF BEFORE AND AFTER A STORM EVENT,PRIOR TO COMPLETION OF PERMANENT INLETS AND OUTLETS,AND PERMANENTVEGETATION. IMMEDIATELY AFTER EACH RAINFALLAND AT LEAST DAILY DURING PROLONGED COMPLETING THE GRADING OF THAT SECTION OF DITCH OR INSTALLATION OF CULVERT. STABILIZATION.A PERSON WITH KNOWLEDGE OF EROSION AND STORM WATER RAINFALL ANY REQUIRED REPAIRS WILL BE MADE IMMEDIATELY.SEDIMENT CONTROLS AND ANY DEP OR MUNICIPAL COMPANION DOCUMENTS,MUST CONDUCT K 2 ALL SOIL EROSION AND SEDIMENT CONTROL MEASURES SHALL BE CONSTRUCTED DEPOSITS SHALL BE PERIODICALLY REMOVED FROM THE UPSTREAM SIDE OF THE 12 RIPRAP REQUIRED AT CULVERTS AND STORM DRAIN INLETS AND OUTLETS SHALL THE INSPECTION.THIS PERSON MUST BE IDENTIFIED IN THE INSPECTION LOG,IF BEST K AND MAINTAINED IN ACCORDANCE WITH ALL LOCAL,STATE AND FEDERAL SILT BARRIERS.THIS SEDIMENT WILL BE SPREAD AND STABILIZED IN AREAS OF THE CONSIST OF FIELD STONE OR ROUGH UNHEWN QUARRY STONE OF APPROXIMATELY MANAGEMENT PRACTICES(BMPS)NEED TO BE MODIFIED OF IF ADDITIONAL BMPS ARE REGULATIONS. SITE NOT SUBJECT TO EROSION.SEDIMENT BARRIERS SHALL BE REPLACED AS RECTANGULAR SHAPE NECESSARY.IMPLEMENTATION MUST BE COMPLETED WITHIN 7 CALENDAR DAYS AND NECESSARY TO PROVIDE PROPER FILTERING ACTION.IF THERE ARE SIGNS OF PRIOR TO ANY STORM EVENT(RAINFALL).ALL MEASURES MUST BE MAINTAINED IN 3. PROJECT IS SUBJECT TO THE ERAS NPDES(NATIONAL POLLUTANT DISCHARGE UNDERCUTTING ATTHE CENTER OR THE EDGES,OR IMPOUNDING OF LARGE 13.EROSION CONTROL BLANKET SHALL BE INSTALLED ON ALL PERMANENT SLOPES EFFECTIVE OPERATING CONDITION UNTIL AREAS ARE PERMANENTLY STABILIZED. ELIMINATION SYSTEM(NPDES)CONSTRUCTION GENERAL PERMIT(CGP). VOLUMES OF WATER BEHIND THEM,THEY WILL BE REPLACED WITH A TEMPORARY STEEPER THAN 15%,IN THE BASE OF DITCHES NOT OTHERWISE PROTECTED,AND ANY CONTRACTOR SHALL FILE THE NOTICE OF INTENT AND SUBMIT FINAL STORMWATER CRUSHED STONE CHECK DAM. DISTURBED AREAS WITHIN 100 FEET OF A PROTECTED NATURAL RESOURCE(E.G. 2 AN INSPECTION AND MAINTENANCE LOG SHALL BE KEPT SUMMARIZING THE SCOPE OF POLLUTION PREVENTION PLAN(SWPPP). WETLANDS AND WATER BODIES).EROSION CONTROL BLANKET SHALL BE INSTALLED IN THE INSPECTION,NAME AND QUALIFICATIONS OF THE PERSON PERFORMING THE 2 ALL CATCH BASINS,NEW OR EXISTING,THAT MAY RECEIVE RUNOFF FROM ACCORDANCE WITH MANUFACTURERS RECOMMENDATIONS. INSPECTION,DATE,AND MAJOR OBSERVATIONS RELATING TO OPERATION OF EROSION 4. ANY ADDITIONAL EROSION AND SEDIMENTATION CONTROL DEEMED DISTURBED AREASMUST BE PROTECTED DURING CONSTRUCTION. AND SEDIMENTATION CONTROLS AND POLLUTION PREVENTION MEASURES.MAJOR NECESSARY BY THE OWNERS REPRESENTATIVE,DEPARTMENT OF ENVIRONMENTAL 14.TEMPORARY CONTROL MEASURES,SUCH AS SILT FENCE,SHALL BE REMOVED WITHIN OBSERVATIONS MUST INCLUDE:BMPS THAT NEED TO BE MAINTAINED,LOCATIONS) PROTECTION(DEP)PERSONNEL AND/OR MUNICIPAL OFFICIALS SHALL BE INSTALLED 3. REMOVAL OF SOD,TREES,BUSHES AND OTHER VEGETATION AND SOIL 30 DAYS AFTER PERMANENT STABILIZATION IS ATTAINED. OF BMPS THAT FAILED TO OPERATE AS DESIGNED OR PROVED INADEQUATE FOR A J BY THE CONTRACTOR DISTURBANCE WILL BE KEPT TO A MINIMUM WHILE ALLOWING PROPER SITE PARTICULAR LOCATION,AND LOCATIONS)WHERE ADDITIONAL BMPS ARE NEEDED DEVELOPMENT. C.WINTER CONDITIONS THAT DID NOT EXIST AT THE TIME OF THE INSPECTION.FOLLOW-UP TO CORRECT J S. THE CONTRACTOR IS RESPONSIBLE FOR ALL FINES RESULTING FROM EROSION OR DEFICIENCIES OR ENHANCE CONTROLS MUST ALSO BE INDICATED IN THE LOG AND SEDIMENTATION FROM THE SITE TO SURROUNDING PROPERTIES,WATER BODIES,OR 4. GRUBBINGS AND ANY UNUSABLE TOPSOIL SHALL BE STRIPPED AND 1. MINTER CONSTRUCTION'IS CONSTRUCTION ACTMTY PERFORMED DURING THE DATED,INCLUDING WHAT ACTON WAS TAKEN AND WHEN. WETLANDS AS A RESULT OF THIS PROJECT. REMOVED FROM THE PROJECT SITE AND DISPOSED OF IN AN APPROVED MANNER PERIOD FROM NOVEMBER I ST THROUGH APRIL ISTIH.IFAREAS WITHIN THE CONSTRUCTION ACTIVITY ARE NOT STABILIZED WITH TEMPORARY OR PERMANENT 6. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE REPAUV 5. ANY SUITABLE TOPSOIL WILL BE STRIPPED AND STOCKPILED FOR REUSE IN FINAL MEASURES OUTLINED ABOVE BY NOVEMBER 15TH,THEN THE SITE MUST BE PROTECTED REPLACEMENT/MAINTENANCE OF ALL EROSION CONTROL MEASURES UNTIL ALL GRADING.TOPSOIL WILL BE STOCKPILED IN A MANNER SUCH THAT NATURAL WITH ADDITIONAL STABILIZATION MEASURES THAT ARE SPECIFIC TO WINTER CONDITIONS. DISTURBED AREAS ARE STABIL®TO THE SATISFACTION OF THE ABOVE DRAINAGE IS NOT OBSTRUCTED AND NO OFFSITE SEDIMENT DAMAGE WILL RESULT. NO MORE THAN ONE ACRE OF THE SITE MAY BE WITHOUT STABILIZATION AT ONE TIME. PERSONNEL DESCRIPTIONS OF ACCEPTABLE PERMANENT STABILIZATION FOR IF A STOCKPILE IS NECESSARY,THE SIDE SLOPES OF THE TOPSOIL STOCKPILE WILL VARIOUS COVER TYPES FOLLOWS: NOT EXCEED 21.TOPSOIL STOCKPILES WILL BE TEMPORARILY SEEDED WITH 2 HAY MULCH SHALL BE APPLIED AT TWICE THE STANDARD TEMPORARY AROOSTOOK RYE,ANNUAL OR PERENNIAL RYE GRASS WITHIN 7 DAYS OF STABILIZATION RATE.AT THE END OF EACH CONSTRUCTION DAY,AREAS THAT HAVE BEEN H FOR SEEDED AREAS,PERMANENT STABILIZATION MEANS A 90%COVER OF FORMATION,OR TEMPORARILY MULCHED IF SEEDING CANNOT BE DONE WITHIN THE BROUGHT TO FINAL GRADE MUST BE STABILIZED.MULCH MAY NOT BE SPREAD ON TOP OF H THE DISTURBED AREA WITH MATURE,HEALTHY PLANTS WITH NO EVIDENCE RECOMMENDED SEEDING DATES. SNOW. OF WASHING OR KILLING OF THE TOPSOIL 6. TEMPORARY DIVERSION BERMS AND DRAINAGE SWALES SHALL BE 3. AFTER NOVEMBER 1 ST OR THE FIRST KILLING FROST FOR THE REGION AND BEFORE • FOR SODDED AREAS,PERMANENT STABBJZATION MEANS UNDERLYING SOIL CONSTRUCTED AS NECESSARY. SNOW FALL,ALL EXPOSED AND DISTURBED AREAS NOTTO UNDERGO FURTHER WITH NO SLUMPING OF THE SOD OR DIE-OFF. DISTURBANCE ARE TO HAVE DORMANT SEEDING.THE DORMANT SEEDING METHOD: 7. TEMPORARY STABILIZATION SHALL BE CONDUCTED WITHIN 7 DAYS OF INITIAL PREPARE THE SEEDBED,LIME AND FERTLIZE,APPLY THE SELECTED PERMANENT SEED • FOR MULCHED AREAS,PERMANENT MULCHING MEANS TOTAL COVERAGE OF DISTURBANCE OF SOILS,PRIOR TO ANY RAIN EVENT,AND PRIOR TO ANY WORK SHUT MIXTURE AT DOUBLE THE REGULAR SEEDING RATE,AND MULCH AND ANCHOR.DORMANT THE EXPOSED AREA WITH AN APPROVED MULCH MATERIAL EROSION DOWN LASTING MORE THAN ONE DAY.TEMPORARY STABILIZATION INCLUDES SEED, SEEDINGS NEED TO BE ANCHORED EXTREMELY WELL ON SLOPES,DITCH BASES AND CONTROL MIX MAY BE USED AS MULCH FOR PERMANENT STABILIZATION MULCH,OR OTHER NON-ERODABLE COVER. AREAS OF CONCENTRATED FLOWS.DORMANT SEEDING REQUIRES INSPECTION AND ACCORDING TO THE APPROVED APPLICATION RATES AND LIMITATIONS. RESEEDING AS NEEDED IN THE SPRING.ALL AREAS WHERE COVER IS INADEQUATE MUST B. TEMPORARY SEEDING SPECIFICATIONS: BE IMMEDIATELY RESEEDED AND MULCHED AS SOON AS POSSIBLE. • FOR AREAS STABILIZED WITH RIPRAP,PERMANENT STABILIZATION MEANS G THAT SLOPES STABILIZED WITH RIPRAP HAVE AN APPROPRIATE BACKING OF WHERE SEEDBED HAS BEEN COMPACTED BY CONSTRUCTION OPERATIONS, 4. ALL VEGETATED DITCH LINES THAT HAVE NOT BEEN STABILIZED BY NOVEMBER IST, G A WELL-GRADED GRAVEL OR APPROVED GEOTEXTILE TO PREVENT SOIL LOOSEN SOIL TO A DEPTH OF 2.4 INCHES BEFORE APPLYING FERTILIZER LIME,AND OR WILL BE WORKED DURING THE WINTER CONSTRUCTION PERIOD,MUST BE STABILIZED MOVEMENT FROM BEHIND THE RIPRAP.STONE MUST BE SIZED SEED.APPLY UMESTONE AT A RATE OF 2 TONS PER ACRE(10D LB.PER 1.001) WITH AN APPROPRIATE STONE LINING BACKED BY AN APPROPRIATE GRAVEL BED OR APPROPRIATELY. SQUARE FEET)AND 1610-10(N-P205-K20)FERTILIZER AT A RATE OF 400 LBS PER GE070M E UNLESS SPECIFICALLY RELEASED FROM THIS STANDARD BY THE ACRE(14.0 LB.PER 1,000 SQUARE FEET).UNIFORMLY APPLY SEED AT THE MASSACHUSETTS DEPARTMENT OF ENVIRONMENTAL PROTECTION. • PAVED AREAS:FOR PAVED AREAS,PERMANENT STABILIZATION MEANS THE RECOMMENDED SEEDING RATES AND DATES,APPLY HAY OR STRAW MULCH PLACEMENT OF THE COMPACTED GRAVEL SUBBASE IS COMPLETED. ATA RATE OF 2 TONS PER ACRES,AND ANCHOR AS NECESSARY. S. MULCH NETTING MUST BE USED TO ANCHOR MULCH ON ALL SLOPES GREATER THAN 8%UNLESS EROSION CONTROL BLANKETS OR EROSION CONTROL MIX IS BEING USED ON 7. NO TREES SHALL BE CLEARED BETWEEN APRIL 15 THROUGH SEPTEMBER 30 PER RECOMMENDED TEMPORARY SEEDING DATES AND THESE SLOPES NATURAL HERITAGE AND ENDANGERED SPECIES PROGRAM. APPLICATION RATES ARE AS FOLLOWS: D.HOUSEKEEPING FOXTAIL MILLET: F RECOMMENDED SEEDING DATES:5/1-6130 1. SPILL PREVENTION.CONTROLS MUST BE USED TO PREVENT POLLUTANTS F APPLICATION RATE:30 LBS/ACRE FROM CONSTRUCTION AND WASTE MATERIALS STORED ONSITE,INCLUDING STORAGE PRACTICES TO MINIMIZE EXPOSURE OF THE MATERIALS TO STORM WATER,AND ANNUAL RYE GRASS: APPROPRIATE SPILL PREVENTION,CONTAINMENT,AND RESPONSE PLANNING AND RECOMMENDED SEEDING DATES:411311,8/15415 IMPLEMENTATION. APPLICATION RATE:40 LBS/ACRE 2 GROUNDWATER PROTECTION.DURING CONSTRUCTION,LIQUID PETROLEUM OATS: PRODUCTS AND OTHER HAZARDOUS MATERIALS WITH THE POTENTIALTO CONTAMINATE RECOMMENDED SEEDING DATES:411.7.1,81159/15 GROUNDWATER MAY NOT BE STORED OR HANDLED IN AREAS OF THE SITE DRAINING TO APPLICATION RATE SO LBS/ACRE AN INFILTRATION AREAL AN'INFILTRATION AREA'IS ANY AREA OF THE SITE THAT BY DESIGN OR AS A RESULT OF SOILS,TOPOGRAPHY AND OTHER RELEVANT FACTORS, WINTER RYE: ACCUMULATES RUNOFF THAT INFILTRATES INTO THE SOIL DIKES,BERMS,SUMPS,AND E RECOMMENDED SEEDING DATES:8/15-10/15 OTHER FORMS OF SECONDARY CONTAINMENT THAT PREVENT DISCHARGE TO E APPUCATION RATE:120 LBS/ACRE GROUNDWATER MAY BE USED TO ISOLATE PORTIONS OF THE SITE FOR THE PURPOSES OF 1 RNSSUED FOR PERMITTING 0930-16 STORAGE AND HANDUNG OF THESE MATERIALS. D ISSUED FOR PERMITTING 08.19.16 S. PERMANENT SEEDING SPECIFICATION.IF A LANDSCAPE PLAN HAS BEEN PREPARED 3. FUGITIVE SEDIMENT AND DUST.ACTIONS MUST BE TAKEN TO ENSURE THAT REV DESCRIPTION DATE FOR THE PROJECT,SOIL PREPARATION AND SEED SPECIFICATIONS OF THAT PLAN ACTIVITIES DO NOT RESULT IN NOTICEABLE EROSION OF SOILS OR FUGITIVE DUST SHALL SUPERSEDE THESE GENERAL PERMANENT SEEDING REQUIREMENTS.IT IS EMISSIONS DURING OR AFTER CONSTRUCTION.OIL MAY NOT BE USED FOR DUST RE-ISSUED FOR PERMITTING RECOMMENDED THAT PERMANENT SEEDING BE COMPLETED BETWEEN APRIL 1 AND CONTROL MAY 31 OF EACH YEAR LATE SEASON SEEDING MAY BE DONE BETWEEN AUGUST 1 9-30-16 AND SEPTEMBER 10.AREAS NOT SEEDED OR WHICH DO NOT OBTAIN A 4. DEBRIS AND OTHER MATERIAL LITTER,CONSTRUCTION DEBRIS,AND - CURRENT ISSUE STATUS: SATISFACTORY GROWTH BY OCTOBER 1 SHALL BE SEEDED WITH AROOSTOOK RYE CONSTRUCTION CHEMICALS EXPOSED TO STORM WATER,MUST BE PREVENTED FROM OR MULCHED AT RATES PREVIOUSLY SPECIFIED.SEE WINTER CONDITIONS NOTES BECOMING A POLLUTANT SOURCE. FOR SEEDING STABIUZATION AFTER NOVEMBER 1. D 5.COMPLY WITH THE REQUIREMENTS OF CONSTRUCTION WASTE MANAGEMENT D A. APPLY TOPSOIL TO A MINIMUM DEPTH OF 6 INCHES.MIX SPEC SECTION,FOR REMOVAL AND DISPOSAL OF CONSTRUCTION DEBRIS AND WASTE. TOPSOIL WITH THE SUBSOIL TO A MINIMUM DEPTH OF 6INCHES. 6. TRENCH OR FOUNDATION DE-WATERING.THE COLLECTED WATER REMOVED FROM S. APPLY LIMESTONE AND FERTILIZER ACCORDING TO SOIL TESTS.IN UEU OF THE PONDED ARK EITHER THROUGH GRAVITY OR PUMPING,MUST BE SPREAD THROUGH SOILTESTS,APPLY GROUND LIMESTONE AT A RATE OF 3 TONS PER ACRE(138 NATURAL WOODED BUFFERS OR REMOVED AREAS THAT ARE SPECIFICALLY LB.PER 1,000 SQUARE FEET)AND GRANULAR COMMERCIAL-GRADE,610-10 DESIGNATED TO COLLECT THE MAXIMUM AMOUNT OF SEDIMENT POSSIBLE.UKE A (N-P2054Q0)FERTILIZER AT A RATE OF 600 LBS PER ACRE(13.8 LBS PER COFFER DAM,SEDIMENTATION BASIN.AVOID ALLOWING THE WATER TO FLOW OVER 1,000 SQUARE FEET). DISTURBED AREAS OFTHE SITE. C. UNIFORMLY APPLY SEED MIXTURE AT THE RECOMMENDED SEEDING RATES SMRT Architects and Engineers AND DATES,APPLY HAY OR STRAW MULCH ATA RATE OF 2 TONS PER ACRES, One Dundee Park,Suite 4 C AND ANCHOR AS NECESSARY. Andover,Massachusetts 01810 C 1877 700.7678 D. SEE THE URBAN AND SUBURBANTS AREAS AGE SEDIMENT CONTROL GUIDELINES rUncwm FOR URBAN AND SUBURBAN AREAS PAGE 161 FOR PERMANENT SEEDING MIXTURES. 6 uxv I vxaweuixo I vvarmixE I wrrxiovs exexEr EDGEWOOD RETIREMENT COMMUNITY SMALL HOME PROJECT POND PASTURE LANE AT THE REAR OF 575 OSGOOD STREET NORTH ANDOVER MA B SITE EROSION&SEDIMENTATION B CONTROL NOTES SHEET TITLE-- SCALE- IRE:SCALE N/A A PROJECT MANAGER CDP PROJECTNO: 15078.03 A AVE OF RECORD: MAF JOB CAPTAIN: DRAWN : SM CE001 SMRT FILE CE001.15078 SHEETNo. amw�axmx 24x36 15 14 1 13 1 122 1 it 10 9 6 7 5 5 4 3 NOT FOR CONSTRUCTION 75 14 13 12 71 10 9 8 7 6 6 4 3 2 1 – I / SITE EROSION& SEDIMENTATION CONTROL KEY CONSTRUCTION ENiAAN 7 CONTROL— 11 15 \ _.:.,,-.. ... O,0'_40 ., I � ..'.... SILT FENCEHAYBALE BARRIER 0 - \ ` N...O SCHARGE W�QAND I B SILT SACK I ZONE, 7 UF�ER ..,,..,,,... 5.0'_ .: ZONE N 5 .0' H POST DRIVEN K •.\ EXTEND POST DRIVEN _ OITURB 0,0'— SCONSTRUCTION FENCE K I CONSTRUCT10NFENCETO ; - ! ZONE; I I No EwnNcsroNEWALL CpNgERVgTIp �. \ Z _ 100' CCRC I / N pN \ / - �; ( RIMETER PE S BACV HIGH DRIVEN K ..,,. ,..,..., J .� . CONSTRUCTION FENCEPER PROVIDE CONTROL DETAIL HS/CE501 AS NEEDiDM THIS AREA \/ _.. _ .. I n s-- I , 6HIGH POSTORNEN CONSTRUCTIQN FENCE PER ,.\ / •\ . \ \; \ I SILT FENCE H �\ HAYBALE BARRIER CE50, H 'SILT SACK Y-y r, cEsm \ ... HS SILT SACK 05 SILT FENCE/ _ I ! HAYBALE BARRIER -,\ ! a::._.. }M1 CESDI EROSION CONTROL r. BLA CE501 r K� - µ....... - - .-. "I \ CEI F "`<� _ ILT SACK HP.YBA fll _ 05 � ER .CE501 \ � \ F LX , �,,,ulul 1�B11I111/IIIIIIIIINIIII/ptr .. , ... ,. _ 11 1 � � •� �. .. : „.. I Ir HIGH POST DRIVEN - --•- •• "' 0 ISSUED FOR PERMITTING 08.19.16 l .._ ., SILT SACK D6 CE501 C --;-I' U CE50 REV DESCRIPTION DATE z _ #-_. E PER CONSTRUCTION FENCE > j ' - ( ISSUE PERMITTING " - '^ _" •"" A75 ONSTRUCTION ` DETAIL HS/ DS r..._.: cFsm ENTRANCE K CE501 D 08-R19- 6 CURRENT ISSUE STATU& SILT SACK D5 D B HIGH POST DRIVEN .1`y, i ! /.. DE5D1 `-I - ' CONSTRUCTION FENCE �_ D I J SILT SACK SILT SACK DS PROJECT NORTH: _ �Y - SMRT Architects and Engineers ' .\ One Dundee Park Suite 4 C \ Andover,Massachusetts 01810 C ' pqa11 •\ 1.877.500.7678 /Yf '4" ' I \ rtIrILCOT �e ( _ COMMUNITY SMALL HOME PROJECT SILT FENCE/ SILT FENCE/ \ POND PASTURE LANE AT THE REAR OF 575 OSGOOD STREET •,,M1.( .7. HAYBALE BARRIER HAYBALE BARRIER SILT SACK: DS .• \ NORTH ANDOVER,NIA 11 CONDITION CONDITION Ir CE5D7 B \ SITE EROSION&SEDIMENTATION 6 H5 SILT FENCE/ ( CONSTMENUCTIONPOST ENIJ CE501 HAYBALE BARRIER -1 I SILT FENCE/ HS � � CONSTRUCTION FENCE TO CONTROL PLAN HAYBALE BARRIER CESD, METING STONE WALL \ AS EROSION CONTROL ( SHEET TITLE: CESDt BLANKET 4 . \ 0' 30 6D 90' V-3 PROJECT MANAGER CDP PROJECT NO: 15078.03 A A . A/E OF RECORD: KDC JOB CAPTAIN: JLRC E 101 DRAWN BY: JBM SMRT FILE: CE101-15078 SHEET No. ©—mm:.owr- 24x36 15I 14 1 13 1 12 11 1 10 1 9 1 6 1 7 6 5 1 4 3 2 1 1 NOT FOR CONSTRUCTION is 14 13 1 12 11 10 9 81 7 6 s 1 4 3 1 2 1 1 DRIVEN CHAIN UNK FENCE POST L AT LIMIT OF CLEARING L (REFER TO PLAN TO LOCATIONI HAYSALE BARRIER(TYP.); HAYBALE BARRIER(TYP.); SEE HIOICE501 SEE H70/CE501 ANGLE FIRST STAKE TOWARD SI LT FENCE(TYPJ; I SILT FENCE(TYPJ; PREVIOUSLY LAID BALE(TYP.) j I BEE Dl SEE D10/CE501 ' 1'KV OAK / I I GRADE STAKE FLOW /ql/ I FLOW I I I // I ( PROCESSED GRAVEL ( PROCESSED GRAVEL ((1 SUBBASE(SSHB M.1.D3.1) SUBBASE(SSHB M.1.03.1) 77_ - PLACE BALES IN MAIN FLOW CHANNEL ' I °.,_ FLOW _ I (,,'^'�'`'_s_:. FLOW SILTATION FENCE 70 EXTEND 10 MIN.BEYOND J BALES ON BOTH SIDES I� ISI ICI CONDITION A CONDITION B �,1* '1 HAYBALE BARRIER SILT FENCE/HAYBALE BARRIER H IIID IIIV 314'=1'-0` H5 1•=I'47 H POLE SUPPORT NET FILTER FABRIC FILTER FABRIC POLE GEOTFXTILE ADAPTOR SKIRT BACKFILL BACKFILL CATCH BASIN GRATE REMOVALSTRAP FLOW 6W TRENCH NATIVE SOIL NATIVE SDE. I I o OVERFLOW(TO BYPASS TOE-IN METHODS PEAK STORM VOLUMES) TOP VIEW POLES F COUPLERPOLES F SECTION A SECTION B SECTION B POLES NOTES: SEDIMENT ACCUMULATION SECTION A 1. CATCH BASIN PROTECTION TO BE SILTSACK'(BY ACF ENVIRONMENTAL)OR STREAM GUARD' (BY FOSS ENVIRONMENTAL SERVICES). E 2 INSERTTO BE EMPTIED M AN APPROVED MANNER WHEN ITIS 112 FULL OF SEDIMENT. E 3. INSPECT INSERT AFTER ALL RAINFALL EVENTS,REPAIR AND MAINTAIN AS REQUIRED. 0 ISSUED FOR PERMITTING 08-19-16 JOINING SECTIONS REV DESCRIPTION DATE * SILT FENCE ,�SILT SACK ISSUED FOR PERMITTING V 1 V &C=1'-0` UJ 3'T=p-0. 08-19-16 CURRENT ISSUE STATUS: D �}Ir l I ( ES 50.01 MIN. ''. r. MIN..(TYP.)1TY P.) - $iprr y SMRT Amhite=and Engineers EXISTING PAVEMENT STABILIZATION GEOTEXTILE 3'WIDE MOUNTABLE BERM ✓ One Dundee Park S.1te 4 C FABRIC(MOOT 722D1) 3 3A Andover,Massachusetts 01810 C IXISTING GROUND d1.87770D.7678 2 smrtin—m 6'MIN CRUSHED STONE 'I ;;T1 u"s E" N4 I^"""''� 1N1FP1O1O s" SECTION (SSHB M201.4) NOTES: 5• EDGEWOOD RETIREMENT COMMUNITY - 1. PREPARE SOIL BEFORE INSTALLING BLANKETS.INCLUDING APPUCATION OF LIME,FERTILIZER,AND SEED.NOTE:WHEN SMALL HOME PROJECT USING CELL-O-SEED DO NOT SEED PREPARED AREA CELL-O-SEED MUST BE INSTALLED WITH PAPER SIDE DOWN. POND PASTURE LANE AT THE REAR OF 575 OSGOOD STREET 2. BEGIN AT THE TOP OF THE SLOPE BY ANCHORING THE BLANKET IN 6'DEEP X 6'WIDE TRENCH.BACKFILL AND COMPACT NORTH ANDOVER,MA 8 NOTES: THE TRENCH AFTER STAPLING. 1. THE PURPOSE IS TO REMOVE MUD FROM TIRES OF CONSTRUCTION VEHICLES. SITE EROSION 8c SEDIMENTATION 8 3. ROLL THE BLANKETS(A)DOWN OR(B)HORIZONTALLY ACROSS THE SLOPE. CONTROL DETAILS S 2 WHEN STONE BECOMES CLOGGED AND INEFFECTIVE,TOPDRESS WITH 3-OF NEW STONE OR REPLACE ENTIRE PAD. 4. THE EDGES OF PARALLEL BLANKER MUST BE STAPLED WITH APPROXIMATELY 7 OVERLAP.REFER TO GENERAL STAPLE PIAN .3§ 3. IF TIRE WASHING IS REQUIRED,WASH WATER SHALL DRAIN INTO AN APPROVED SEDIMENT TRAPPING DEVICE, PATTERN GUIDE FOR CORRECT STAPLE PATTERN RECOMMENDATIONS FOR SLOPE INSTALLATIONS. SHEET TIRE: 5. WHEN BLANKETS MUST BE SPLICED DOWN THE SLOPE,PLACE BLANKETS END OVER END(SHINGLE STYLE)WITH APPROXIMATELY A-OVERLAP.STAPLE THROUGH OVERLAPPED AREA,APPROXIMATELY 12-APART. B EROSION CONTROL BLANKET FOR USE ON SLOPES SHALL BE A BIODEGRADABLE DOUBLE NET WOVEN BLANKET WITH JUTE NETTING AND COCONUT FIBRE MATRIX SPECIFICALLY MANUFACTURED FOR THE PURPOSE(NORTH AMERICAN GREEN) SCALE:AS NOTED A BIONET SI5OBN OR APPROVED EQUAL PROJECT MANAGER: CDP PROJECT NO: 15078.03 A AIE OF RECORD: MAF STABILIZED CONSTRUCTION ENTRANCE EROSION CONTROL BLANKET JOB CAPTAIN: JLR CE501 A15 r=ra A5 3/4•.ra DRAWN BY: ISM SMRT FILE CEE501.15078 SHEET No. fir,•,."w„a,r",,,�,_ 24236 15 14 13 12 11 1D 9 B 7 6 5 4 3 2 1 NOT FOR CONSTRUCTION 15 1 14 1 13 1 12 1 11 1 10 9 8 1 7 6 5 4 3 I 2 1 if .......... L .. ....... .... .... ...... L FLUSH 750 0, ------=-_ DiS 40 0 0 E ZONE 7QAND i:-z::Tz z: lq&OF l-lUFFER ZONE I' NON 75.0%'' .01 15 0�b K K .0" m ZONE, CONS 5.d" lool EF?VA71oj.V ZONA._PER CCRC WET SETBACK LEVEL SPREADER OUTLETS; SEESHEETCUlDl SEDIMENT FOREBAY INC BEH \ES EETCU101, A 'J', 2.5:1 MAk.SLOPE DRY PZ',CU101 SEE S 41'75.36 89 ;< SUBSURFACE . .... . GALLERIES. p.01-11ON INFILTRAT19N 'LUSH 174.50 HP SEE SH 101 v HEFT 61.11,01 3 G 17628 HIP V tK42 176.38 TC O \ \ 773 Be 175.84 LEVEL SPREADER OUTLET; 175.78 TF SEE SHEET CU101 175.53 .......... �.. LUSH FLUSH 176.3 TC 176.34 F 75.00' B 175 F 7525., TC/BC ,176.34 CIBC SH 175.637E 176.34 Ftus 7 U75.54 1 '7 175. 175.8464 RESETO 3 R 4SS ED 0 PERMITTING ID-25-16 MANHOLE COVER j AD FINISH GRADE E 176.44 2 RE-ISSUED FOR PERMITTING 1D-17-16 .4. 176.01 TC/Sc! 3:1 MAX SLOPE 1 RE4SSUED FOR PERMITTING 09­31).ifi 76.3� '176 176.44 FL -3\B \-M.4017T6F"`�� ISSUED FOR PERMITTING08-19-16 175.84 I REV DESCRIPTION DATE > RE-ISSUED FOR PERMITTING \75 -16 176Z4 -2 A9TF 10 5 175.84 17131 176.34 176.3 17184\ CURRENT ISSUE STATUS: 175. LEVEL SPREAllE R', 17634� OUTLET:SEE. SHEET culoi D 1 71.1 176.39 175JI4 175.84 > Ti ......... SUBSURFACEXFILTRA ON RIESS GAL LE HEET CUl 91 75.62 TF TF 175.50 174.56 TF 175. 175.9464 PROJECT NORTH: 176.30 • 176.38 SMRT Amhltem and Engineem NOTES: Col One Dundee Park Suite 4 C c Andover,Massachusetts 01810 1.ACCESSIBLE PARKING SHALL NOT EXCEED 175.94 2%SLOPE 3 IN A.YrD,RECT,,N TYP.) 1.877.70D.678 175 --ftin-nn .84 2.GROSS SLOPES ON ALL WALKWAYS SHALL NOT �l 75.84 EXCEED 2%SLOPE IN ANY DIRECTION(TYP.) EDGEWOOD RETIREMENT COMMUNITY ---------- SMALL HOME PROJECT POND PASTURE LANE AT THE REAR OF 575 OSGOOD STREET NORTH ANDOVER MA B SITE GRADING PLAN SHEET TITLE: 0. 30, 60NY SCALE:1•x-30 A. A PROJECT MANAGER. CDP PROJECTNO: 15078.03 A AE OF RECORD: KDC JOB CAPTAIN: JLR DRAWN BY: CG101 p, fV SMRT FILE: CG101-15078 SHEETNo. 2456 14 1 13 12 11 1 10 9 1 8 7 6 1 5 1 4 1 3 2 11 NOT FOR CONSTRUCTION 15 14 13 1 12 1 11 10 9 1B 7 fi 5 4 1 3 1 2 1 PIPE SCHEDULE .3 ...-. •..., / \ . f i ;...,...._ NAME PIPE PIPE DIA. PIPE SLOPE START START END END PIPE LENGTH i \ TYPE pNCH) (Fi/FT) STRUCTURE INVERT STRUCTURE INVERT (LF) L i .... SD-2 HDPE 12 0.005 DRY POND OUTLET 169.40 DMH-la 169.30 20 . .- 50.17 HOPE 12 0.005 FI-3 171.75 DMH-11 17129 93 50.25 HDPE 12 0.005 F45 171.56 DMH-10 171S1 73 SD-12 HDPE 18 0.098 DMH-7 17D.56 FE-4 169.00 16 I t C-_ - 15p 0'_ 50.1 HDPE 15 0471 DMH-1 169.43 PEA 168.02 20 - -_^-- -- NON 400:0' '' 70 - -- 5619 HDPE 18 0.005 DMH nD2s DMH-5 s9s9 131 :`. ...... DISCI-BARGE ZONE I 7 `'�✓ET(�,gND BUFFER •' , '` . ...... ........ ._ SDA HDPE 12 0.005 R-7 172.36 FE-2b 17215 43 `" NONS'0 i5 01 ZONE N SDE HDPE 12 0.005 CB-i 172.86 DMH-2 172.78 is _ •-' ;. \ Dl;'r,�R X ZONE. CONS 0:0'-75.0' ....... .._.... SD-3 HDPE 75 0.005 DMH-2 771.99 FE-2a 171.67 77 ....... ..... .... . C _ ERV s PERI CRC ZON y` 50.7 HDPE 12 0.005 DMH3 172.31 DMH-2 172.09 44 :; ! »�4 700' � � gTION. � SDE HDPE 12 0.005 FI-2 172.78 DMH-2 17263 30 , : METER SETggCK ` --�: SDA HDPE 12 0.005 CB-2 17283DMHE 17267 33 -- SD-10 HDPE- 12 O.OD5 FI-1 172:63 DMHE 17241 45 I <• / 1 I l ¢ / i SD-24 HDPE 15 O.DD5 R.1 172.70 DMH-11 172.40 60 _ - J SD-23 HDPE 18 ODDS DMH-11 171.19 DMHA 170.98 43 ,1 5622 HDPE 18 0.005 DMH-9 170.88 DMH-10 170.77 22BORI -A `: u� ^• SD-20 HDPE 18 0.005 DMH-10 170.67 DMH-3 170.35 69 �- i 80.27 HDPE 15 0.005 CB-3 172.49 DMH-11 17245 8 i7g 50.15 HDPE 12 0.005 CBS 17262 DMH-5 17244 36 I \ \ \ J 4® SD-14 HDPE 18 0.005 DMH-5 169.49 DMH-6 169.12 75 ^^- SD-13 HDPE 18 0.005 DMH-6 169.02 IRIS-3 168.85 34 .',s 'Z. - + , Y \ . H S0.11 HDPE 12 0.005 F1_6 17250 IRIS-3 172.37 26 �1 > ✓` :�D' I "-. FE 2b(12� \ - '' H f DRY PONU,OLIREi H,0 >✓ IT 4 `. STRUCTURE CIA503 s FIELD VERIFY LOCATION AND SIZE OF EOSTING WATER N. A10 SEWER FORCE TEE CONNECTION I , 76 FEE(121 PROVIDE TAPPING SLEEVE 88' CU501 MAIN TRENCH GATE VALVE CONFORMING TO 4'HDPE:DR11 '' �y D \ SUBSURFACE ABA Dg - TOWN OF NORTH ANDOVER HYDRANT ''• �!1' pMH-2 J' `SD-0(12T l \ - INFILTFATION GALLERY CU503 CU503 STANDARD. AS WATER LINE d.6 `2 G t ..�y CU501 TRENCH PflOVIDE DUCTILE ak� \ {129 1 v (48)SC-740 CHAMBERS G \ .6 ROWS W/B CHAMBERS EA. > .. IRON SIEEVE FOR , �' C o �.� m � S0�(159 BE`- MV.OF CHAMBERS=767.72 If MPoNCROSSES r� OF 8 OUTLETS 16955 ';o q WATER`LJNE z SD. (12') - D p,. CONNECT TO FORCE MAIN TO EXISTING ' /50.7{1Yj FF2 SANITARY MANHOLE •� INV=s168.31(FIELD VERIFY`E)3S.TING INVERTS) .,; DMHE� In \ - ..... BIORET � } A7iFA 015 z •- x e BRAa ENn cusoz 2(129, 2^••. DMH-1 \ 1 \ 0.1(199 \• BB'9 S F 29 a -C,43 . `C a ) SDI-17 I129 FE-1:(15' 'o r,. - -' _. _.. ...--_ 2 :%: i z�� . .:. •� � IIIA mN "^^' +� © RC �'" \ a�iiri� My 1 iEF ROGF DRAM OUTLET STRUCTURE SCHEDULE '' �''"' t \�t�)\ 176 M FI-1 BS-8 (RE:PLUMBING PLANS) STRUCTURE RIM INV IN INV OUT DETAIL x :,T 7g� Igo 3 RE-ISSUED FOR PERMITTING 70.25-16 . 2 RE-ISSUED FOR PERMITTING 10.17-16 E ID ELEV I DEPARTMENT CONNECTION RE:FIRE PROTECTION PLANS J 1 REISSUED FOR PERMITTING 09-30.16 FE-1 - - 168.02 A10ICU502 W m COORDINATE FIRE PROTECTION WATER ( 0 ISSUED FOR PERMITTING 08.19-16 DMH-1 174.50 76953(/5'OUTLET MANIFOLD) 169.43 DIDICU502 b " : 50.24(159 BB-3 L+ ' .. �. CONNECTION WITH F.P.PIANS. DESCRIPTION DATE SIG-,-15"OUTLET I - qls PROVIDE GATE VALVE OUTSIDE HC014CETES BUILDING. RE-ISSUED FOR PERMITTING MANIFOLD - (6)8"PIPES Q 169.55 169.53 I T, O S 27(15 G.V.COVER TO BE PLUSH WITH CONCRETE SLAB. SIG-1-15'INLET \ 9 COORDINATE SANITARY SEWER COORDINATE 3'DOMESTIC �BB-6 ''" \ 10-25-16 MANIFOLD - (6)8'PIPES Q 167.72 167,72 _ y SB-0` 4-F 23 CB-3 CONNECTION W/MECH PLANS WATER CONNECTION•WITH DMH-ta 175.50 769.30 167.72 D101CU503 I ",� INV='±17250 l PLUMBING PIANS.PROVIDE CURRENT ISSUE STATUS: DRY POND 1 GATE VALVE OUTSIDE OF Y - i a ` '- BUILDING.G.V.COVER TO BE I I I ': 0 OUTLET 17425 TOP OF WEIR=173.75;5"ORIFICE=169.40 169AO H,0/CUSG3 I � I "(.• I=• -WRIT 015 FLUSH WITH CbNCRETE BIAB. 55 _ D FE-5 - - 17250 A70ICU502 •aDMH-7 D H-9 BE CU501 I FE-2a - - 172$1 A,0/CU502 SD31 1 -'��S>, S0.12(189 ALL (29 'Z I FI-7 175.36 - 172.36 HSICU502 `\9 SD-26(129 FE-2b - - 172.15 Ai(VCU502 £ �; FI5 50.22(189 B�B-1 -w © > YY'��YY�Y rl DMH-2 175.78 172.78(1N);172.09 SW);172.63(BE) 171.99 DIOICU502 S 1 DMH-10 �-F \. CB-0 ,50-11(12� Y 2. Y'4y Y I' FI-2 175.78 - 172.78 HSICUS02 "' � Z ' CB-1 ,76.57 - 172.86 05/00502 N 50.20(18') \ I 80-15 12 PROJECT NORTH: DMH-8 175.78 172.67(S):172.41(SW) 172.31 010/CU502 ,.r L:: - ,;; - 'y >' i1Y Y SMRT ArchB:ecss antl Engineers i_. - 'A y One Dundee Park,Suit,4 CB-2 175.83 - 172.83 DS/CU502 j g Y C C ,� Y'4y' \ Andover,Massachusetts 01610 C FI-7 175.63 - 172.63 H5/DD502 A70 SEWER FORCE "t Tp u' `} 86-2 50-73(18� Y,( �Y / IT-2 CU501 MAIN TRENCH 4:': .r\ZN DMH-5 80.14(18' DMHE B��S.. ,y lwrvwnsmrtin�mm FEA - - 169.00 AlDICU502 4'HDPE,DR11 •^ xio Exsr DMH-7 175.10 170.66(Is-OUTLET MANIFOLD) 170.56 D70/CU502 ` - „. `� ^. \ nxcx`rtnuxE Ex4 xe¢n xo I vuxnma I ixrt u Ex 8'DIA.PUMP STATION1 'L+190--,f. Ns NSD-N9 ppppppppppOOD00c. EDGEWOOD RETIREMENT COMMUNITY SIC-3.18"OUTLET TF=177.30 MANIFOLD - (5)8"PIPES Q170.6B 170.66 - INV IN=170.46, \ SMALL HOME PROJECT ji„' DMH3 80.19 \ POND PASTURE LANE AT THE REAR OF 575 OSGOOD STREET SIG-3-18"INLET PUMP CONTROL PANEL PAD l (191 ' MANIFOLD - (6)8"PIPES Q 168.85 168.85 _ :n,,; '�:: i /` •.;x.. NORTH ANDOVER,NIA IRIS-3 175.40 168.85(SW);17237(NE);WEIR OVERFLOW=170.68 168.85 H151CU503 A70 GRAVITY SEWEfl * 1 �` HDPE STORM B CU502 DRAIN:TYP: B FIE 175.50 FROM ROOF DRAIN 172.50 HS/CUS02 CU501 UNETRENCH i J SITE UTILITY PLAN DMH-6S=0.02 174.00 169.12 169.02 D70/CUSD2 6'PVC,8DR35 ' 172,44 IN):169.59(W) 169.49 D,0/CU502 DMH-5 175.0675.62 ' SUBSURFACE AB 015 CB4 1FROM ROOF DRAIN 17262 D51CU502 INFILTRATION GALLERY CU503 CU503 SHEETTITLE: SIG-3 DMH-3 177.0D 170.35 17025 D10/CUS02 170.77(N);171.51(W) 170.67 D10/CU502 8` J (66)WSSC-740W/11CHAMBERSCHAMBERS 0 15 30' fi0' 90' DMH-10 175.00 -. 6 ROWS W111 CHAMBERS E0. - -- 170.98;TOP OF WEIR=171.55 170.BB D10/CU502 , INV.OF CHAMBERS 168.85 INV OF 8'OUTLETS=17068 SCALE V-30' DMH-9 174.88 �� 17129(NE):172AO(E);172.45(S) 171.19 D101CU502 PROJECT MANAGER CDP PROJECT NO: 15078.21 A DMH-it 175.98 A 171.75 HS/CUSD2 .. :tG .......'..,.'+,. FI-3 174.75 - AtE OF RECORD: MAF FIS 175.00 171.56 HS/CU502 t itrf,. ;+ ... ... DB-3 175.49 - 17249 Ds�CusD2 • ..... .....-...... JOB CAPTAIN: JLR C U 101 DRAWN BY: MAF 17270 HSICU502 n SMRTFILE CU101-15078 SHEETNO. _ F14 17s.4D - NOT FOR CONSTRUCTION 24x36 15 14 13 12 11 10 9 8 7 6 5 4 3 2 7 is 11 1 13 1 12 1 11 10 9It 3 7 6 5 d 1 3 1 2 1 t L FIBERGLASS REINFORCED / 3'-B' HPDE TRASH RACK y// DRAW INLET 3-3' 24.0 SOLID COVER STORM A r--------- - (-----r1 ------I-7------, .• a " ONGRIT SEPARATOR PROVIDE WOV PRETREATMENT I I I I I OUTLET VOLUME OF 317 CF IN FIRST CHAMBER l I ,._ � . K 12'KNOCKOUi(ttP.); �] I 1 SEE PIPE LOCATIONS ON UTILITY 3� PLANS FOR OUANM 8 LOCATIONS \ 1L 4.1 i I I I 1 I I I ; J 24'DLA.CLEANOUT(TYP.) I I 1 J I I I I I I I I sroROUTN WEIR WALL FIBERGLASS REINFORCED EELEV_1715 5 HPDE TRASH RACK L J —------J / PLAN A PLAN _ SECTION A-A H FRAME a DRAIN COVER,MIN.24 H5 DHM-9W/WEIR WALL H FINISHED GRADE OPENING(TYP.) .' CONCRETE COLLAR z,ry GRADE RING 8, - •, NONSHRINKGROUTALL _ a AROUND � REDUCER // \\ \\ 1T SCH 40 PVC INVERTED (( // ELBOW THROUGH BAFFLE ) G 12'INLET \\ % O, WALL h`I UNDISTURBED EARTH G KNOCKOUT 12.OUTLET LOCATIONS PER PLAN PIAN p KNOCKOUT(TYP.) LOCATIONS PER PLAN FIBERGLASS REINFORCED HDPE TRASH RACKCOMPACTED GRAVEL46"r_ BACKFILL TEE TEE(PLUGGED) BEND NOTES: REDUCER,11 1/4°&22 TEES&PLUGS BO'BEND 45°BEND&WYE 1/p BENDS F F Y•� y, STAINLESS STEEL 1.PRECAST CONCRETE STRUCTURE TO CONFORM 70 ASTM C-1227, SIZES MOUNTING BRACKETS5,000 PSI MINIMUM AFTER 28 DAYS. A B A B A B A B _- 2.ALL REINFORCEMENT PER ASTM C1227. 4' 1'-T 1'-2 1'-B` 1'-S 1'-8" 0'-70° 1'-T 0'-0' 61 Z-P 1'-11• 2'-5' Z-T 1'-101 1'-T 11-7 0'-10' 1T COMPACTED 3.DESIGNED FOR 1440 LOADING. = ""RUSHSTONE 8' ZS• 2.6' 3'4• 3'-0' Zfi• Z-11 1'd' 1'-i' t``=/j/ ��I// �\ \/ ���///�\-1 // • - -'""` SSHB M.2.01.4 ED 4.TONGUE AND GROOVE JOINT SEALED WITH BUTYL RESIN. 10' 3'-0' 3'-3' 4'-0' 3'-10' 3'-0' Z-B' Z-2' 1.11' 17 4'-0' 3'-1 D" 11' 4'-B° 3'4B' 13' Z-T 5' Z-3' 14° -S 3'•10° Gfi' 4'-1 1' 4'-B' 3'-S 3'S' Z-S E CONCRETE BAFFLE(TYP.) 1. DIMENSIONS ARE BASED ON 150 PSI WATER PRESSURE AND 2000 PSF SOIL BEARING CAPACITY. 1 RE-ISSUED FOR PERMITTING 09-30-16 E SECTION 2.WRAP ALL FITTINGS WITH POLYETHYLENE 3.GRIP-RING PIPE RESTRAINERS TO BE USED IN CONJUNCTION WITH THRUST BLOCKS. - 0 ISSUED FOR PERMITTING OB•19-16 4.ALL BLOCKING PER TOWN OF NORTH ANDOVER WATER&SEWER DEPARTMENT STANDARDS. REV DESCRIPTION DATE �101L/GRIT SEPARATOR THRUST BLOCK RE-ISSUED FOR PERMITTING V IJ NOT TO SCALE 05 NOTTO SCALE 9-30-16 CURRENT ISSUE STATUS: D FRAME&COVER PER SEWER DISTRICT STANDARDS 12'MIN. PE D SAW CUT BIT.CONCRETE PAVED AREAS NONJ AVED AREAS 4'LOAM&SEED FINISHED GRADE-SEE PLAN PAVEMENT T-0•NON. RESTORE flNISHED GRADE TO MATCH EKISTING MORTAR e e 1/Z THICK MORTAR PARSING 1�tY'�t' i•'^;�. .•'�. 7"aF'"'^' t'(� ....: y �• : AGGREGATE BASE&SUBASE •;i- ° o °o KN ABLE EXCAVATED MATERIAL TRENCH WALLS MAY SLOPED o 0000°pO 1' GRAVEL PER TYPICAL PAVEMENT ' '`� A $ BACK PER OSHA oo uo 00000°p SMRT Architects and En ears �� BRICK TO GRADE-MIN.I COURSE,MAXO BECRON ^•t' a` REQUIREMENTS IN UNPAVED ° oo One Dundee Park,Suite4 COURSES - :%'%-'�,ti:S;a < o ° 0o gin AREAS ONLY oO0000°°o°p ° 0 COMPACTED GRAVEL BACKFILL WITH SUITABLE ^'`tet ° Andwer,Massachusetts 01810 3: C PROVIDE MIN.4'OF COVER o 0 0 0 0°°°00 EXCAVATED MATERULL OR DLFJW ii `"'1i�- •r - -t •r• W ENTIRE LENGTH OF SEWER UNE o 00 0 °° 1.877.700.7678 w o ,. ! POLY FROST BARRIER MIN.OF 4 FILL,AS DIRECTED - 0 wswa.smrt nccom 0 0000000°0 ° auat r„e xemrve rua•a� wrzwoas EaEwr LAYERS,6 MILS PER LAYER TO T47• BY ENGINEER U .DETECTABLE WARNING TAPE, 1 DEPTH(iYP) .aa�rt WARNING TAPE - •�• z - 000°o°Oo0°oo° "CENTER ON PIPE EDGEWOOD RETIREMENT COMMUNITY 2 STRIPS 7.0 BUTYL RUBBER Z-0'ABOVE FORCE MAIN b S•MIN. SEALANT(TYP.FACHJOINT) SEE NOTE SMALL HOME PROJECT 00oo0o°po0oo _ft n o0°po0o0°OpOo 17 MIN - ' PIPE BEDDING it _ - _ 8°CLASS 52 DI PIPE POND PASTURE LANE AT THE REAR OF 575 OSGOOD STREET NORTH ANDOVER MA PRECAST CONCRETE RINGS L _ B SHEETING,SHORING&BRACINGii FOR PVC USE3/4•CRUSHED b SITE UTILITY DETAILS B PEROSHA REQUIREMENTS STONE,FOR OTHER PIPE USE MIN.4'-0`ID _ NOTES: a GRANULAR MATERIAL ']MIN.F BED&SURROUND UTILITY ! 1. INSULATE GRAVITY SEWER WHERE COVER n _ BEDDING SAND BRICK INVERT ?2. 15 LESS THAN FIVE FEET.USE 2 LAYERS OF ii - SHEETTIT.E: T THICK RIGID STYROFOAM INSULATION ii ? NOTE:PROVIDE DROP PIPE FOR ALL ii - == INVERT DIFFERENTIALS GREATER FOR FULL WIDTH OFTRENCH,W/JOINTS IN THAN TWO(2)FEET STAGGERED. 2 PROVIDE DUCTILE IRONSLEEVE FOR 10'ON MIN. MIN. 12'COMPACTED 3/4"CRUSHED EITHER SIDE OF SEWER MAIN WHENEVER 3'-0"MIN. 1-0 MIN. MIN. SCALE AS NOTED A STONE(M2.01.4) FORCE MAIN CROSSES WATER UNE PROJECT MANAGER: CDP PROJECT NO: 75078.03 A A/E OF RECORD: MAF SEWER MANHOLE �1 SEWER/FORCE MAIN TRENCH WATER LINE TRENCH JOB CAPTAIN: JLR �. 0 U 501 A15 _,,ff MIL, N4'-1,-0. A5 3'4'=T4 DRAWN BY: MAF SMRT FILE: CUB 01-15078 SHEET No. om..wmam.a+�m 24aas 1s 14 13 1 12 1 11 1 10 1 9 1 8 1 7 1 6 1 5 1 4 1 3 12 1 NOT FOR CONSTRUCTION ,5 14 1 13 1 12 11 110 9 6 7 6 5 4 3 2 7 FOUNDATION WALL,FOOTING&SLABS, L RE STRUCTURAL CATCH BASIN FRAME&GRATE L EXTERIOR INTERIOR •° GROUT(DO NOT EXTEND BEYOND EXTERIOR OF BASIN) DOWNSPOUT RE ARCHITECTURAL •y'' .. .n; ADJUST TO GRADE Wl2 TO 5 COURSES OF BRICK ° OR PRECAST CONCRETE SPACERS(TRIM OVERLAP BOOT CLEANOUT TO ALLOW GROUT PARSING AS REOUIRED K FINISHED GRADE <�.UCTURAL Fl� e•n K g00D PSI CONCRETE,REINFORCE W/4'.12'419 W WM STAINLESS STEEL m 5TAUCNRAL FILL DOWNSPOUT BOOT PIEDMONTUT B1,OR APPROVED EQUAL / TO PIPE(SEE PLAN FOR SIZE&INVERT ELEVATION) RE ARCHITECTURAL FOR COLOR&FINISH / FERNOO FLEXIBLE PIPE COUPLING OR APPROVED EQUAL •S. 4 3 J S SOLID STDRMWATER DRAM PIPE —�1 •° t2 J S PERFORATED SDR-35 PIPE W/MIN.12'CRUSHED STONE SURROUND 3:1 TRANSITION @ SLABS- MIRAR 16ON FILTER FABRIC,OR EQUAL EXTEND 4.5'BEYOND SLAB EDGE ; DOWNSPOUT CONNECTION �1 FOUNDATION DRAIN (�FIELD INLET H IIID 314-.1-4r=1'd I I,V yy.n I'd 1 IJ ya'=1'd H SIORETENTION NOTES 1-S.MAX S FRAME&DRAIN COVER,MIK 30'OPENING 8' ADJUST TO GRADE W/BRICK ENGINEERING SOIL MIX FOR BIORETEMIION SYSTEMS DESIGNED TO FINISHED GRADE 24•I.D.CATCH BASIN FRAME&GRATED -'�0 COURSE MIN,3 COURSES MAX) EXFlLTRATE COVER(SEE NOTE) 1. THE SOIL MIXFOR BIORETENRON AREAS SHALL BE A MIXTURE OF SAND COMPOSTANDSOIL -, CONCRETE COLLAR I CONCENTRIC CONE SECTION SHOWN- 0.40%SAND - M 72� DOING ECCENTRIC CONE OR SLAB MAY BE 30'PLANING SOIL B.2D,30%TOPSOIL, > GRADE RING C.3D-00%COMPOST. CEMENT MORTAR USW IF APPROVED BY THE OWNERS 2'-3'MULCH 1"'_"�....-:'••..,:•y.:s REPRESENTATNE G 2. THE SOIL MIX MUST BE UNIFORM,FREE OF STONES,STUMPS,ROOTS OR PRECAST CONCRETE SECTIONS TO SIMILAR OBJECTS LARGER THAN 2 INCHES.CLAY CONTENT SHOULD % - :t. CONFORM TO ASTM-478,CONCRETE PRECAST BARREL SECTION 0 REFER TO PLANS 4'-0'I.D. NOT EXCEED 5%. OF 4,000 PSI @ 28 DAYS AS REQUIRED 3. SOIL pH SHOULD GENERALLY BE BETWEEN 5.5 63,A RANGE THAT IS '1'x UNLESS OTHERWISE NOTED �12 OPTIMAL FOR MICROBIAL ACTIVITY AND ADSORPTION OF NITROGEN, � COMPACTED GRAVEL PHOSPHORUS,AND OTHER POLLUTANTS. i), h 4. USE SOILS WITH 1.5%TO 3%ORGANIC CONTENT AND MAXIMUM 50D-PPM `' ,t " MASTIC GASKET,TVP.ALL MANHOLE ..;s:,::,.:..:�:'r JO wBLEBALTs. INTS:FILL LIFTING JOINTS W/ So i i qi p pi 5. THE BAND COMPONENT SHOULD BE GRAVELLY SAND THAT MEETS ASTM t :_ r' : CONCRETE D 422: � .._...._+OUIDEDOF PIPE SIEVE SIZE PERCENT PASSING JOINT SEALANT 7CLEARANCEMIN. 1SAUMINUM OR REINFORCED2-INCH 100 PLASTIC RUNGS 12.O.C. ......... — ................. F 3/4-INCH 70-100 NON-SHRIKMORTARAOUNDAR F 1/4-INCH 50-80 \\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\ f U.S,N0.40 15-40 SHELF TO BE BRICKS LAID FLAT NOTE: PROVIDE CATCH BASIN HOOD- `O\\Q\`O\`\`\`Q I mT U.S.NO.200 0-3 @SLOPE=1'/FT STANDARD GRATES SHALL \LEBARON CATALOGUE N0.L302 }i BE NEENAH R32M(TYPE HJ, OR APPROVED EQUAL TO MATCH 6. THE TOPSOIL COMPONENT SHALL BE A SANDY LOAM,LOAMY SAND OR OR APPROVED EQUAL DIMENSION OF OUTFLOW PIPE LOAM MIXTURE ,a - BRICK INVERT 7. THE COMPOST COMPONENT MUST BE PROCESSED FROM YARD WASTE IN 72°COMPACTED 3/4 _.• _ PRECAST REINFORCED CONCRETE ACCORDANCE WITH MasaDEP GUIDEUNES(SEE CRUSHED STONE - CONCRETE INFILL 5. 5• SECTIONS TO CONFORM TO ASTM S PERFORATED UNDERDRAIN hdp7/wwr,'.mass.gov/dep/recycie/reduce/leafguiQtloc).THE COMPOST SSHB;M2.01 4 8RETE OF 4000 PSI _ «,- SHALL NOT CONTAIN BIOSOLIDS. 1 I IN 28 7r C e. COVER THE SOIL WITH 2 TO 3 INCHES OF FINE-SHREDDED HARDWOOD _ .y NOTE: b E CLEAN,CRUSHED ANGULARMULCH. 1'-0"(MIN.)3l4•CRUSHED E STONE(M2.01.1) 9. THE PLANTING PLAN SHALL INCLUDE A MIX OF HERBACEOUS PERENNIALS -,`!I�� =,_ 1�..i.- -'1\ -_�I _ PROVIDE DROP PIPE FOR ALLINVERT STONE BEDDING AND SHRUBS. - '�I'�'� DIFFERENTIALS GREATER THAN 2.0 FT. (M2.01.4) 0 ISSUED FOR PERMITTING D8-1416 REV DESCRIPTION DATE BIOR_ETENTION AREA D DRAIN MANHOLE �„1 DEEP SUMP CATCH BASIN ISSUED FOR PERMITTING vlQ 3W VV vIU ya=,.d vv ��=rd 08-19-16 CURRENT ISSUE STATUS: D D SLOPE TO MEET '- - • CHANNEL GRADE f ' A A PAVED AREAS NON-PAVEDAREAS FLAT �hx�-a==° �` 12'MIN �F$x'::�' 3 _ � q'LOAM SEED ,�,ij SAW CUT BRUMINOUS CONCRETE PAVEMENT TRENCH WALLS MAY BE SLOPED BACK - PER OSHA REQUIREMENTS SMRS Amhltects and Engineers C .r• IN UNPAVED AREAS ONLY x ,a One Dundee Pa Sulte 4 AGGREGATE BASE&SUBASE •J�x'1��- Andover,Massachusetts 01310 C CULVERT PIPE •.✓'C` eti•iv PLAN r;SD. 'e'.< (SIZE AS NOTED ON PLANS) GRAVEL PER TYPICAL •._1f -,�`.•. °' PAVEMENT SECTION �iL y=��; sm1.877.700.7676 rd—om L a•nureervu I snaxe¢uxc I ruuwxs I n _.I u+easr e^ SLS �� BACKFILL W/SUITABLE z •a=•= EDGEWOOD RETIREMENT COMMUNITY CULVERT PIPEg 11 OUTLET CHANNEL- EXCAVATED MATERIAL OR EDON CLEANFIU ASDIRECTEDBY SMALL HOME PROJECT �,�t`T'".;'''..-^,;:',SAF y• (SIZE.N.T PLANS) ` ENGINEER z7 POND PASTURE LANE AT THE REAR OF 575 OSGOOD STREET " -,;•,#,y^;;.y�,�a. NORTH ANDOVER,MA 3 A=^ A RIPRAP =D(AM= r SITE UTILITY DETAILS B 4 - - PIPE BEDDING 314'CRUSHED STONE DIAMETER L IN A Dm SHEETING,SHORING& GEOTEXTILE FABRIC- BRACING PER OSHA 12• 6' 4' 8' 3° MIRAM 700X OR APPROVED REQUIREMENTS �� 4V EQUIVALENT = SHEET TITLE: 18• 10 12 1S S I rd vAr46s ra 24' 12 14' 15' S 3'G MIN. SCALE AS NOTED A PROJECT MANAGER: CDP PROJECT NO: 15078.03 A NE OF RECORD: _MAF] * RIP RAP OUTLET STORM PIPE TRENCH JOB CAPTAIN: JLR CU5�2 A15 3w.l. A10 yq=,d A5 1R'=Pd DRAWN BY: MAF 24x36 ,5 1 14 1 13 1 1211 p 9 6 T SMRT FILE CU502-15078 BHEET No. 1mmr�nnna.r 6 1 5 1 4 3 1 2 1 1 NOT FOR CONSTRUCTION 15 14 1 13 1 12 11 10 9 11 8 ) 6 5 4 3 2 1 ANGLED 205120'TRASH 12'0, OPENING, RACK RE HMCU503 IIS--�11 L L 20 4.0'0 PRECAST OLlfLEf WEIR WALL STRUCTURE W/24'0 SOLID COVER STORM MANIFOLD INLET 420 PRECAST OUTLET WELD TO OTHER ROWS WEIR WALL STRUCTURE W/24.0 SOLID COVER 45' _L NOTES: DRAIN INLET 1200PENING RIM ELEV=17425 1. MATERIALS:1(20 HR ROUND STEEL BARS _ {-•' — @ 4'O.C.EACH WAY. TRASH ROCK PROTECTION, STALL TEEL 5i 2 RACK TO BE HOT-DIP GALVANIZED. t RE:H4/CLJ503 WEIR WALL SO ORIFICE ELEV.173.75 AROUND a K •••� 3'0 ORIFICE IN WEIR WALL, WEIR WALL 20MA"TRASH ELEV.169.40 a RACK STAINLESS STEEL 3/8'0 CONCRETE K ELEV=170.68 § TOP VIEW RE H4/CU503 ANCHOR(TYP.4 PLACES) q ¢ MANIFOLD IN ISOLATOR 3 RATE�N TOP STEEL 120 OPENING GRATE ON TOP,BOTTOM, 27• TO OTHER ROWS ROW INLET ELEV.169.50 &SIDES ELEV=. LE:TL ELEV=16885 20' 12'0 HDPE OUTLET PIPE - INVERT ELEV.169.40 1/2'0 HOLES @ 24'D.C.MAX(TYP.) 4'O.C.EACH OPEN ORIFICE WAY(NP.) SIDE ISOLATOR 5v7jb J ROW INLET 24'0 SOLID DOVERA 11 11 A TRASH RACK PROTECTION WELD 1'15£1/8' 24'0 SOLID COVER ANGLE OVER 120 OUT FOR LOW-FLOW ORIFICE ALL EDGES PLAN SECTION PLAN SECTION TRASH RACK PROTECTION FOR LOW-FLOW ORIFICE FRONT VIEW SIDE VIEW Y TYP. i1 ISOLATOR ROW INLET STRUCTURE(IRIS-3) DRY POND OUTLET TRASH RACK H I11J 1f[=1.41 IIIV iI=,:-0. H4 ,._p-0. H INCMING LS;T�O_ZAIN DMH-1LATOR ROW ISOLATOR ROW CESSANLET 3/4'TO 2"EMBEDMENT STONE TURE ( E NO ) CULVERT D ,. T IPE 8°DIA. SE TE 4 15°DIA.OUTLET OUTLET P O .::,_.; _ .,--:: -i .,:._� ..w Nva S" z"'v"`z-.,z,e,<x•_y,. x'.g� , 6 OUTLET MANIFOLD 15'DIA.OUTLET To. _..:. ..:.. _..:_..:_... _......._ .........., ._..._ _..,_. ,..._..,_. ,....:_. .,.._ _ _ MANIFOLD 3°DIA, OUTLET PIPE E , ............... .. ._....., _ .. _. .. ......._ ......._ ._.._,. ,..._ ..,... ,. _.... „.., �ti INCOMING • � STORM DRAIN ' /f ...as..,� :t-.✓..a...,F ,i ...:::... „h :f.3'.,n,. c:3-,h^.J .n.,�.:/..,n. .,::.,:,� n..F...i. ,F 0x_' 3/4'TO 2'EMBEDMENT STONE J DMH-la (SEE NOTE 4) 3 RE-ISSUED FOR PERMITTING 10-25-16 E DMH-7 INCOMING 2 RE-ISSUED FOR PERMITTING 10-17.16 E STORM DRAIN 1 REJSSUED FOR PERMITTING 0330.16 (FROM ROOF 0 ISSUED FOR PERMITTING 08.1316 DRAIN) REV DESCRIPTION DATE 1 B°DIA OUTLET I�SUBSURFACE INFILTRATION GALLERY(SIG-3) CULVERT pp SUBSURFACE INFILTRATION GALLERY(SIG-1) RE-ISSUED FOR PERMITTING UIJ NOTTO SCALE DO NDTTOSCALE 10-25-16 CURRENT ISSUE STATUS: 0 S LOAM&SEED D AASHTO M288 CLASS 2 - NON-WOVEN GEOTEKTLLE CLEAN BACKFILL ( AROUND SIDES&TOP OF TRENCH )o SMRTchltec and Engineers One Ar C 12 MIN. INLET And,—,vaSs huseM 01910 L COVER IN LAWN AREA PIPE 1.87700 Nn—nn o e J rn 0 9 OUTLET nxoarz Oo C H o PIPE EDGEWOOD RETIREMENT COMMUNITY EXISTING OO '6 DEPTHATSIG-3 SMALL HOME PROJECT SUBGRADE 1 B'DEPTH AT SIG 1 POND PASTURE LANE AT THE REAR OF 575 OSGOOD STREET NORTH ANDOVER,MA B 9-740 SITE UTILITY DETAILS B ENDCAP SECTION SIDE VIEW INFILTRATION GALLERY NOTES 4'.T 1'-0' 1. THE STORMWATER CHAMBER SHALL BE A STORMTECH SC-740 OR EQUIVALENT SUBSURFACE STORAGE CHAMBER SHEET TREE: SC-740 CHAMBER(CHAMBERS SHALL MEET ASTM F APPROVED BY THE ENGINEER 241E-09'STANDARD SPECIFICATION FOR S DEEP FILTEfl LAYER OF 2• THE ENTIRE SUBSURFACE SYSTEM,INCLUDING THE CRUSHED STONE STORAGE VOLUME,THE FILTER MEDLA,AND POLYPROPYLENE(PP)CORgEGATED WALL EXISTING BANKRUN GRAVEL: UNDERDRAIN MATERIALS,SHALL BE WRAPPED IN A NON-WOVEN GEOTE)CnLE FABRIC(MIRAFI 14ON OR EQUIVALENT). SUBGRADE MASSDOT M7,03.0 3. A NON-WOVEN AASHTO M288 CLASS 2 GEOTE)MLE(MIRAFl 16ON OR EQUIVALENT)SHALL BE DRAPED OVER THE ENTIRE SCALE:AS NOTED S70RMWATER COLLECTION CHAMBERS) LENGTH OF THE CHAMBERS.THIS FABRIC WILL TRAP SEDIMENTS AND PROVIDE SEPARATION BETWEEN THE CHAMBERS GRAVEL BORROW-TYPES AND SURROUNDING STONE PROJECT MANAGER: CDP PROJECT NO: 15078.03 A SECTION-END VIEW 4. THE EMBEDMENT STONE SURROUNDING THE CHAMBERS SHALL BE A WASHED,ANGULAR STONE WITH THE MAJORITY OF A PARTICLES BETWEEN 3/41NCH AND 21NCH.THE BOTTOM 121NCH LAYER OF STONE THAT ACTS AS THE FOUNDATION A✓E OF RECORD: MAF �11NFILTRATION CHAMBER SECTION&NOTES BELDWTHECHAMBERSSHALLBECOMPACTEDTOACHIEVEA95%STANDARDPROCTORDENSITY. JOB CAPTAIN: JLR CU503 DRAWN BY: MAF SMRT FILE: CUS03.15078 SHEET N0. _A11 2406 15 14 13 1 12 1 11 1 10 1 9 16 7 1 6 15 4 3 1 2 1 1 NOT FOR CONSTRUCTION 15 14 1 13 1 12 11 to 1 9 11 8 7 6 5 4 3 2 1 L L K K J CONTROL PANEL BOX(NFPA 70 RATED) J ACCESS HATCH H - FINISHED GRADE H 6'MINIMUM ELEV-=TBD CONDUIT OUT TO PUMP CONTROL PANEL G LIFTING HAILS G STRUCTURE TO HAVE 4'HDPE DR11 WATERPROOF COATING FORCE MAIN INVERT OUT=TB PROVIDE%PE BOOTS @ ALL OPENINGS F 6'0 SDR 35 PVC PIPE INVERT M-TBD F HIGH LEVEL ALARM ON ELEV.=TBD LAG PUMP ON ELEV.=TBD r, E (2)SEWER PUMPS;SIZE LEAD PUMP ON ELEV.=TBD E AND TYPE TBD FILLET BOTTOM PUMPS OFF ELEV.=TBD i REISSUED FOR PERMITTING 0330-16 I.0 Fi EDGES @ 1:7 0 ISSUED FOR PERMITTING 08-1316 REV DESCRIPTION DATE 12 BOTTOM ELEV. TBD ' + RE-ISSUED FOR PERMITTING 7 9-30-16 _ - BASE ELEV.=TBD CURRENT ISSUE STATUS: D - ^sifsi�Z:1: r r iZ z EXTENDED BASE D 12'COMPACTED 3/4'CRUSHED STONE PUMP STATION NOTES: 1. CONTRACTOR SHALL PROVIDE SHOP DRAWINGS FOR THE PUMP STATION AND CONTROL SYSTEM FOR APPROVAL BY THE PROJECT ENGINEER. SPAT Architects and Engineers 2. IN ADDITION TO EXTERNAL AUDIBLE ALARM AND UGHT,ALARM SHALL REPORT TO BUILDING MECHANICAL One Dundee Park Suite 4 D ROOM. Andover,Massachusetts 01810 C 3. PUMP STATION DEPTH MAY EXTEND INTO BEDROCK 1.877.700.7678 .smrti—mm 4. LEVEL ALARM SWITCH SHALL BE SEALED IN SOLID POLYURETHANE FLOAT BALL ALL CONTROLS SHALL BE nmurzE I Ex w I vun I wrtnrou I n MOUNTED SO THEY CAN BE CLEANED OR REPLACED WITHOUT DISTURBING PUMP OR PIPING. EDGEWOOD RETIREMENT COMMUNITY 5. CONTROL PANEL AND ALARM SHALL BE MOUNTED INANEMA 4X ENCLOSURE AND SHALLINCLUDE AN ALARM AND EXTERNAL LIGHT TO ACTIVATE WHEN THE HIGH WATER FLOAT SWITCH OPERATES.MOUNT IN A VISIBLE SMALL HOME PROJECT LOCATION AS APPROVED BY OWNER POND PASTURE LANE AT THE REAR OF 575 OSGOOD STREET 6. ALARM PANEL SHALL REGISTER ALARMS FOR POWER FAILURE,PUMP FAILURE AND HIGH WATER LEVEL ATA NORTH ANDOVER,NIA B MINIMUM. SITE UTILITY DETAILS B 7. PROVIDE DRY CONTACT FOR REMOTE MONITORING CONNECTION. B. ALL DESIGNS SHALL BE REVIEWED AND APPROVED BY THE PROJECT ENGINEER. 9. ALL PUMP STATION EQUIPMENT SHALL BE PROVIDED TO THE OWNER WITH A MINIMUM I-YEAR PARTS AND SHEET TITLE: LABOR WARRANTY. 1 D.DESIGN IS BASED ON AN ESTIMATED AVERAGE DAILY FLOW OF 2,40D GPD. 11.SCREENED VENT SHALL EXTEND A MINIMUM OF THREE FEET ABOVE ADJACENT GRADE. SCALE AS NOTED A PROJECT MANAGER CDP PROJECTNO: 15078.03 A A1E OF RECORD: MAF SEWER PUMP STATION-SCHEMATIC PLAN JOB CAPTAIN: JL C U504 A6 112'=7'-0' DRAWN BY: MAF 24x36 15 14 13 12 11 10 9 8 SMRT FILE C 1504-15078 SHEET ND. Cm.w».snam_ 6 5 4 3 1 2 1 1 NOT FOR CONSTRUCTION 16 14 13 12 11 10 9 g 7 6 5 4 3 1 2 1 1 r \ I - `y , r , -r 1500, \ NON —400•p' 100.p':r — \ = 5 CNARGE �: 'wETl�q -" . .._ - ._.... _..... f,. ZONE r NO �5 0_1:5 0 ND BUFFER ZONA K ;v i N Dl ...... _"-- �� rUR6" ZONE. CONS —75.0' To "0p, ATIpN Z p CCRC 4 / / ON ` RV ERI ETER SETBq OA �' s / CK / i' 1 as :. .. ._..; \ • Y . r i : 1 � E c H H MP UA -0J; 4 PS / cc ' z _ ua 1'�.rvl . .:,, a_. ,- •_ Pi '�;:4, r CP"• I 4 \ WILDFLOWER SEED MN SEE .. .. -..... -�. - rs P T SPEC R IFlCATECONS F i k 1 .,I,t .5 fi• �` 7 SOD' .G`i .AA /' 10 i \ F } — „T aloLE�TErrnoNA�a \ ) .. NTINGsjAISBPa01) -PLA �. n 1 1a .a..='. , I . ' r 41Q C. � � IGC '. I \ ,- 1 \ CC SEE DRAWING LP401 FOR COURTYARD'AGARDEN S G7 401 PLANTING ( ) se \ ' I ,6 ,• ,,�, .%;,.,. ._, ._ .. , _ _V. B .C. 11 C 5 •• r' E RING 6ISSUENTNG O -0REV DESCRIPTION DATE SEE DRAWINPFOR f;a r• _ Jv Gc 3 cs RE-ISSUED FOR PERMITTING s .: ..__. . COURTYARD'B GARDEN e)i 1 \ \ - .C. .C. : PIANTING$D(G10/LP401) \ 40 93016 3'-0.C. ' r - o-` CURRENT ISSUE STATUS: SEE DRAWING LP401 FOR D j®�'" COURTYARD LANTINGS(C,SM401)� i 0 g SEEDED LA1ND1 SOD o� PROJECT NORTH: 1. SMRT Architects and Engineers 0 \ _ One Dundee Park,Suite4 _':\ � -•, Andover,Massachusetts 01810 t C 1.877.700.7678 fit` sm ncmm www rt "" - \ � r Qees�meooeoaeeeaeo EDGEWOOD RETIREMENTCOMMUNITY \ ' SMALL HOME PROJECT POND PASTURE LANE AT THE REAR OF 575 OSGOOD STREET \ NORTH ANDOVER,MA B SITE PLANTING PLAN B ffi SHEET TITLE: , ^ P 317 60' 99 A ' - PROJECT MANAGER: CDP PROJECT NO: 15078.03 A f �� .. AfEO OF RECORD: KDC JUR '.. ..... _. DRAWNBY:IN: JSM LP101 SMRT FILE: LP101-15078 SHEET No. 24136 15 1 14 1 13 1 12 11 1 10 9 B 7 1 6 5 1 4 1 3 1 2 1 1 NOT FOR CONSTRUCTION 7 14 13 12 7 1a 9 1g 6 q 1 3 1 2 1 1 L L K K SEE PLANS FOR SET CROWN ABOVE SURROUNDING MATERIAL SURROUNDING GRADE REMOVE CONTAINERS& LOOSEN ROOTS AS REQUIRED 17 •uva:>'s,ja' '.{';_r-^3'b;;.,r„a 3'MULCH J PLANTING SOIL(1B'DEPTH) SCARIFY SUBGRADE TYPICAL GRASS PLANTING H H5 316•=,'-0' H REMOVE ALL LABELS,TAGS.OR OTHER FOREIGN MATERIALS G G FIND&EXPOSE ROOT FLARE.SET FLARE Z'ABOVE SURROUNDING GRADE 0 w BARK MULCH(3"DEPni);HOLD BACK u✓ FROM PLANT BASE REMOVE ALL METAL OR ROPE BINDINGS 8 UNWRAP FROM TOP);OF ROOT BALL MARK SCIENTIFIC NAME I COMMON NAME CALIPER MIN.SIZE HEIGHT ROOT REMARKS 6'TEMPORARY EARTH SAUCER PLANTING SOIL F TREES F u' AA Amelanchier arborea/Downy Ser ioeberry 2.5" B'-10' B&BC'"s^ AR Acer rubrum'Red Sunset'/Red Maple 3"-3 5" 14.-1t. B&B y':G Kia EXISTING SOIL 4..+ AS I Acer saccharum I Sugar Maple 3"-3.5" 14'-16' B&B CAL Cornus allemifolia/Pagoda Dogwood 2.5' 8-10' B&B PUHr rn CC Ceras canadensis/Eastern Redbud 2.5" 8.10' B&B NOTES: FG Fagus grandiforia/American Beech 3'-3.5' 14'-16' B&B 1.SHRUB TO BESET PLUMB JV Juniperus virginiana/Eastern Redcedar - 10'-12' B&B FEMALE VARIETY ONLY E PS Pinus strobus/White Pine 10-12• B&B 2.SECURE SHRUB AS MAYBE REQUIRED ACCORDING TO SIZE,LOCATION,&WIND(WEATHER CONDITIONS E OA Ouercus alba/White Oak3"-3.5" 14'-16' B 8 B 3.IF USING ROOTBALL STABILIZATION,FOLLOW MANUFACTURERS RECOMMENDATIONS. 1 REISSUED FOR PERMITTING 09-30.16 TO Thuja occidentalis'Nigra'/Dark American Arborvitae 1 P-1Y B&B 0 ISSUED FOR PERMII-PING OB-19-16 REV DESCRIPTION DATE UA Ulmusamericana/AmericenElm 3"-3.5 14'-16 B&B TYPICAL SHRUB PLANTING RE-ISSUED FOR PERMITTING SHRUBS D5 3 +'� 9-30-16 CA Clethra aln'dolia/Summersweet Clethra 92 3'4' Cont CURRENT ISSUE STATUS: 0 CP Comptonia peregrina I Sweeffem #2 3'4 ConL CONTAINER SPECIMENS ONLY CS Comus serices/Redosier Dogwood 92 3'4 Cont REMOVE ALL LABELS,TAGS,OR IGC Ilex glabra'Compaca'/Inkberry #2 34' Cent OTHER FOREIGN MATERIALS IV bee virginim I Virginia Sweetspire #2 3'4' Cont IVT Ilex verticillata l Winterberry Holly #2 3'4 ConL TRIM&REMOVE DEAD OR BROKEN BRANCHES JC Jumpers mmmunis'Compressa'I Common Juniper #2 3'4 CDnL KL Kalmia latifofia I Mountainlaurel #2 3'4 Cont. LB Undera benzoin/Spicebush #2 3'4 Cont. FIND&EXPOSE ROOT FLARE;SET FLARE SMRT Architects and Engineers C MP Myrica pennsylvanica/Northern Bayberry 92 3'4 Cont Y ABOVE SURROUNDING GRADE One Dundee Park,Suite 4 \` REMOVE ALL METAL OR ROPE BINDINGS Andover,Massachusetts 01810 C VC Vacdnium cerymbosuml Highbush Blueberry #2 3'4' Cont &WRAP FROM TOPY OF ROOT BALL i.B77.700.7678 VD Viburnum dentatum/Arrow-wood #2 3'4' Cont BARK MULCH I3'DEPTM;HOLD VT Viburnum bilobum I Amedcan Hi hbush Cranberry Vmw.smrtincmm 9 rrY #2 3'4' Cont BACK FROM PLANT BASE cxarzsnunr I exvxru xc I rwxxixa I nnmioas I exExer 6'TEMPORARY EARTH SAUCER PLANTING SOIL EDGEWOOD RETIREMENT COMMUNITY GROUNDCOVERS 8 SCARIFY SIDES OF PLANTING PR SMALL HOME PROJECT GRASSER .t POND PASTURE LANE AT THE REAR OF 575 OSGOOD STREET Cy F:e EXISTING SOIL NORTH ANDOVER,MA B AUU Arcostaphylosuva-ursi/Bearberry 1,5' Cont x w `' SITE PLANTING DETAILS B DC Deschampsia cespftosa I Tufted Hairgrass - 1.5 Cont GP GaultheriapmcumbensICreeping Wintergreen - 1.5' Cont FxcAYA,E�HrPR &SCHEDULE JH Juniperus horizontalis l Creeping Juniper 1,5' ContNOTESuAooT auLowNe�a : SHEET TITLE: PV Panicum virgatum'Praire Fire'/Red Switchgrass - 1.6 Cont 7.TREETO BE SEiPWNID. PHS Phlax stolon"dere I Creeping Phlox - 1,9 Cont VA Vaoanium angustifolium/Lowbush Blueberry - 1.5' Coni 2 SECURE TREE AS MAYBE REQUIRED ACCORDING TO TREE Ste,LOCATION,8 WINDM'FATHER CONDITIONS. VL Viola labradorica I Labrador Violet - 1.5' Cont 3.IF USING ROOTBALL STABILIZATION,FOLLOW MANUFACTURERS RECOMMENDATIONS. PROJECT MANAGER CDP PROJECT NO: 15078.03 A A NE OF RECORD: KDC A15 PLANTING SCHEDULE A5 TYPICAL TREE PLANTING JOB CAPTAIN: JLR LP501 yB'=1'-0' DRAWN BY: JSM SMRT FILE: LP501-15D78 SHEET No. ­­ 24xwi 15 14 1 13 1 12 „ 10 1 9 1 8 1 7 1 6 1 5 1 4 1 3 1 2 1 1 NOT FOR CONSTRUCTION 1 15 K 19 12 It 18 0 8 7 0 6 1 3 1 it SITE LUMINAIRE SCHEDULE TYPE DESCRIPTION MFR LAMPS MOUNTING NOTES L L t; - SITE LIGHT LED FIXTURE WITH DIE-('AST i= .......... ...... ALUMINUM HOUSING,TYPE 3 9OW LED i i SILL DISTRIBUTION, PSOOY-LE3-084L-NW 1C POLE _ .... ............---_-........._........__...._..... DISTRIBUTION,FULLCIIT'OFF OPTICS, 6500 LUMENS ..:.._—..._..,._..___...___...._._..._ _..._:_;_.- --' ACRYLIC LENS,AND S YR WARRANTY 1. SEE SHEET E-001 FOR LEGEND AND GENERAL NOTES SITE UGHT LED FIXTURE WITH DIE-CAST SL2 ALUMINUM HOUSING,TYPES LUMENPULSE P10GY-LES-ML-NW 9DW LED 12'POLE ! DISTRIBUTION,FULL CUTOFF OPTICS, 69DO LUMENS ACRYUC LENS,AND 5 YR WARRANTY �=INUMWO FIXTURE wrrHDI&USTKEYED NOTE: USING,TYPE3 LUMENPULSE PMY-1E3.056L-NW 9 � IT POLE K DISTRIBUTION,FULL CUTOFF OPTICS, 6500 LUMENS 1O K ACRYLIC LENS,AND 5 YR WARRANTY GENERAL NOTES: L THE PRODUCTS LISTED ABOVE ARE REPRESENTATIVE OF THE DESIRED TYPE AND FEATURES.ALTERNATIVES MAY BE ACCEPTABLE IF SUBMITTED WITH CUtSHEETS AND PHOTOMETRIC DATA DEMONSTRATING THEIR EQUNALENCE CABLE SCHEDULE: 2.CONTRACTOR SHALL INSTALL ALL NECESSARY SUPPORTS,FITTINGS,TRIMS,BRACKETS,AND ACCESSORIES TO MAKE A COMPLETE LIGHTING ASSEMBLY. 3.ALL DOERIOR FIXTURES SHALL HAVE MIN 70 CRI,4000K COLOR TEMPERATURE,AND L70 OF SOK HRS. O td'C UTILITY PRIMARY VOLTAGE Id•SPARE O24•C SECONDARY POWER J 1d'C SPARE J O2d'C POWER 1,2•CAUXPOWER 1d•C SPARE 1d•C COMM t-1'C SPARE H SLI ....,. fes...... ..-.,,-._.... G SL2 G SLI SL3 DP-1 I Fes.>-, I F SL3 O ., ... ................................. ........_. ._ SL3 _ .......... � R ;� ?• �, F .... ,j EXISTING E.EC Pl1LLBOX TRANSFORMER D0.1 E .` „,:a^° ...... .. GENERATOR E ' `... - - 0 ISSUED FOR PERMOTING °8.18.15 / 2 �`. REVI DESCRIPTION I DATE ISSUED FOR PERMITTING 3 a __......... 08-18-16 CURRENT ISSUE STATUS: D • urr. n NO r ....._._. _ ..._........ _ � eurcrwuc -.--........ PROJECT NORTH: 0 SL3SNWAnhifects and EnglnSL3 One eers - LSt �Park,Suite 4 dM—achusetts 01810 ="`C Andwer, - 1.877.700.768 wwwsmtlncmm . ,,wmmuire�eaaraaaa�nuam+c�nriewrs�aura P. EDGEWOOD RETIREMENT COMMUNITY SMALL HOME PROJECT POND PASTURE LANE AT THE REAR OF 575 OSGOOD STREET NORTH ANDOVER MA B ELECTRICAL SITE PLAN g SHEET TITLE • D 9D 5D � _W4P A PROJECT MANAGER CDP PROJECT NO 15078.09 A SITE PLAN AM OF RECORD: JTW DRAWNY. Z ES101 24aSMRT FILE ES101_75M SHEETNn. 27 NOT FOR CONSTRUCTION 1 14 1 13 V SITE LUMINAIRE SCHEDULE TYPE DESCRIPTION MFR LAMPS MOUNTING NOTES L SITE LIGHT LED FD[TURE WITH DIE-CASTii L SLI ALUMINUM HOUSING,TYPE 3 WMENPULSE PIM-LES-089E 90W LED 10 POLE NOTE: DISTRIBUTION,FULL CUTOFF OPTICS, 6500 LUMENS ACRYLIC LENS,AND 5 YR WARRANTY 1. SEE SHEET E401 FOR LEGEND AND GENERAL NOTE SITE LIGHT LED FXWRE WITH DIE-CAST ALUMINUM HOUSING,TYPES SL2 SOW LED 12'POLE DISTRIBUTION,FULL CUTOFF OFMCS, LUMENPULSE PINY-LES484L-NW 6900 LUMENS ACRYLIC LENS,AND S YR WARRANTY SITE UG1fr IS F=RE WITH DIE-CAST KEYED NOTE: ALUMINUM HOUSING,TYPES 9DW LED 12'POLE DISTRIBUTION,FULL CUTOFF OPTICS, LUMENPULSE PlWY-LE3-084L-NW DD LUMENS K ACRYLIC LENS,AND 5 YR WARRANTY F- 65 GENERAL NOTES: L THE PRODUCTS LISTED ABOVE ARE REPRESENTATIVE OF THE DESIRED TYPE AND FEATURES.ALTERNATIVES MAY BE ACCEPTABLE IF SUBMITTED WITH CUTSHEErS AND PHOTOMETRIC DATA DEMONSTRATING THEIR EQUIVALENCE. 2.CONTRACTOR SHAU.=AU.NECESSARY SUPPORTS,FITTINGS,TRIMS,BRACKETS,AND ACCESSORIES TO MAKE A COMPLETE LIGHTING ASSEMBLY. 3.ALL D(TERIOR FD(TURES SHALL HAVE MIN 70 CRI,40ODK COLOR TEMPERATURE,AND L70 OF SOK HRS. Qp 40 o' to 43 oe 2e '7 H to H SLI 7 BI .7 Q 0-o su -7 ol Sg zo 7. 7, pg 8-1 -2o 1.8 SL3 7 7, 7 7 7 �o O� 0 6 Q7................ i�o ....... • 6 F ol F ru �70 0 0 0, o 0p 0, $L3 to 07 to 7 tz O04 to B SL3 .......... 7O 7 j E ........ ... ..... ............... E 0 ISSUED FOR PERMITTING B-16 Q, OB 7 REV DESCRIPTION DATE ISSUED FOR PERMITTING 08-18-16 CURRENT ISSUE STATUS: D s. 7, PROJECT NORTH: SMRTA,hfta6-dEngln— SL3 One Park,Suite4 C SI.3 AndwerDundee,M—achusetts 01810 c L877.700.7678 .0 wwwsmrtincmn zb e I 7 EDGEWOOD RETIREMENT COMMUNITY SMALL HOME PROJECT POND PASTURE LANE ATTHE REAR OF 575 OSGOOD STREET NORTH ANDOVER,MA B 'ELECTRICAL SITE PLAN B PHOTOMETRIC CALCULATIONS w w w N pq_ W 6F A PROJECT MANAGER: CDP IPROJECT NO: 1507M A SITE PLAN AAE OF RECORD: JTW Al JOB CAPTAK- JLR DRAWN BY. CDS ES102 24a Is -T— 14 1 13 1 12 SMRT FLF-- ESI02-15078 SHEET No. 9 a 7 6 1 5 1 4 1 3 1 2 1 NOT FOR CONSTRUCTION 15 ,< 13 1Z 11 ,0 9 6 1 8 5 d 3 7 1 I L BRICK VENEER l CHMNEY RIDGE VENT ASPHALT SHINGLES GUTTER AND El 5DOVMSPOUTSLEVEL Sam ME ... ._.. __ .... ............................ .. ———_ ______ ___ _ _ _ _ WOOD SIDING I _ LEVEL 7 DOUBLE HUNG SLIDING DOORS COLUMNS'TYP a Y WINDOWS EXTERIOR ELEVATION-NORTH 1 J BRICK VENEER CHIMNEY H RIDGE VENT H ASPHALTSHINGLES GUTTER AND ................ ........... DOWNSPOUTS LEVEL 2 ...................................................... T.O.WALL 1 _ WOOD SIDING ..._...__.__._._._..._—......... ......................... s .. .._........ ...... - —..::_ .._._.._.._.____._.___._.. LEVEL 1 a-a DOUBLE-HUNG WINDOWS EXTERIOR ELEVATION-WEST 2 F F �1 BRICK VENEER CHIMNEY RIDGE VENT E - - ASPHALT SHINGLES :........... ..:-.......... ............. - _:::_::-._:: ....--:_:::_: DOWUTS NSPOLEVEL2 REV DESCRIPTION DATE ........... ..... ..........._........_.._.._.._._._..__.............................:...:._._......_:.._.........._........:.... .._._.. T.O.WALL 1 Ajt�� ISSUE FOR PERMITTING IEEE _—_ _ = WOOD SIDING 08-19-16 CURRENT ISSUE STATUS LEVEL 1 �t,RED ARCryI D DOUBLE-HUNG 4CO WINDOWS rely o= bi No.32231 y ANDOVER EXTERIOR ELEVATION-SOUTH MA SMRT Architects and Engineers c one Dundee Park,Suite 4 Andwer,Massachusetts 01810 c SIR CK VENEER @ CHIMNEY ux1 sxs w v:.re as —0.(us - RIDGE VENT EDGEWOOD RETIREMENT COMMUNITY F- I -- ASPHALTSHINGLES SMALL HOME PROJECT ......_._... 5 _ - -_ "- GUTTE EXTERIOR ELEVATIONS OVERALL DOWNS POUTS LEVEL2 e T.O.WALL 7 WDOD SIDING SHEET TITLE LEVEL t SCALE 1/76•=1'-O' A - PROJECT MANAGER: JLR PROJECT NO: 75078-23 A A/E OF RECORD: JLR JOB CAPTAIN: SOL AE200 EXTERIOR ELEVATION-EAST 4 DRAWN BY: SOL tdz361 15 I 74 13 13 11 10 9 0 7 6 5 / 3 1 Ins•=1'-T 1 SMRT FILE AEZ7675078-03 SHEETNo. mamnarseaem�. NOT FOR CONSTRUCTION