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Home My WebLink About2010/11/29 - Revised Notice of Intent (NOI) - 1801 Turnpike Street r / r / r /oD r r i i/ ri r r ro /i o� �/lrii✓rrr/D��%rrr%i'�f�iiii/%//i�/'// r%%ia /////��r/��ii of r�/i✓i�//% ii�/%// %//////j /�i r rrrr// � rrrr orr�D/ /l%a r�/ rGrrr �/ ' riU/////%�// �%r'�' /rr r✓iii'%/ r rar o/i Do rji r r I� /i ✓r%��%/��iir//r a iooi rl rr%%r//iir% //// ////r ur/rr �i%%i/iii//�%/ ! • � � M' r r/r%%� //i%/fir///riii�� rO/i//iiii/%i � � � •. iiiG D/ roi /rrroo% rii r ///A// 1 fi October 29,2010 North Andover Conservation Commission 1600 Osgood Street,Building 20, Suite 2-36 North Andover,MA 01845 Subject: Sutton Hill Center,Notice of Intent Dear Commission Members, On behalf of our client,Genesis Health Ventures,Inc. we hereby submit this Notice of Intent for your consideration. Please note that no work is proposed in areas that are within the jurisdiction of the Wetlands Protection Act.The purpose of this filing is to demonstrate this projects full compliance with the North Andover Wetlands Protection Bylaw and the Wetlands Protection Regulations. Therefore,this application is being filed with the Commission only. The applicant proposes to expand the existing Sutton Hill Center skilled nursing facility located at 1801 Turnpike Street. This project includes a 2,834 ft2 addition to the existing building and construction of a 13 space parking area at the end of the existing driveway turn around.This proposal places the parking area,retaining wall,point source discharge, and grading within the buffer zone to an Isolated Vegetated Wetland located on the northwesterly comer of the property. Land Planning,Inc.has designated the depression at the northwesterly comer of the property as an"Isolated Vegetated Wetland"based upon our drainage analysis,soil tests, and field observations. However,we have not observed this area during the spring and can not definitively state that this area does not function as an"Ephemeral Pool". We have laid out this site in consideration of this,and we believe the proposed project conforms to the performance standards for an Ephemeral Pool. If you have any questions or require additional information,please contact this office. Sincerely, Land Planning,Inc. Norman G. Hill,P.E.,P.L.S. President Massachusetts Department of Environmental Protection Prawded by lvlasso�P: Bureau of Resource Protection -Wetlands MassoP File.Number WPA Form 3 Notice of intent .......... Document:Transaction Num er; Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 North Andover City/Town Important: A. General Information When filling out forms on the computer,use 1• project Location(Note: electronic filers will click on button to locate project site): only the tab key to move your 1801 Turn ike 5t. N.Andover 01810 cursor-do not a.Street Address b.CitylTown c.Zip Code use the return key, 42°3$' 10" 71°04'38" Latitude and Longitude. d.Latitude e.Longitude f107.8 0080 f.Assessors Map/Plat Number g.Parcel lLot Number AW 2. Applicant: a.First Name b.Last Name Note: Genesis Health Ventures Inc. Before c.Organization completing this form consult 200 Brickstone Square your local d.Street Address Conservation Andover Ma. 01810 Commission e,City/Town f.State g.Zip Code regarding any 978 474 7500 municipal bylaw or ordinance. h.Phone Number i.Fax Number j.Email Address 3. Property owner(required if different from applicant): ❑ Check if more than one owner a.First Name b.Last Name Nursing and Retirement Center of the Andovers, Inc. c.Organization 200 Brickstone S uare d.Street Address Andover MA 01810 e.City/Town f.State g.Zip Code 978-474-7500 h.Phone Number i.Fax Number j.Email address 4. Representative(if any): Norman Hill a.First Name b.Last Name Land Planning q C.Company u 214 Worcester St. d.Street Address tl N. Grafton Ma. 01536 e.City/Town f.State g.Zip Code u 5088399526 508 839 9528 nhill@lqpdplanninginc.com h.Phone Number i.Fax Number j.Email address a 5. Total WPA Fee Paid(from NOl Wetland Fee Transmittal Form): a.Total Fee Paid b.State Fee Paid c.City/Town Fee Paid q: s' u.. 1:= P r w aform3.doc rev.11/16/09 Page 1 of 8 7 ,. Massachusetts Department of Environmental Protection Provid....ed by MassDEP Bureau of Resource Protection -Wetlands M..................... assDEP File Number WPA Form 3 Notice of Intent Document Transaction Number. Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 North Andover Cityrrown A. General Information (continued) 6. General Project Description: Construction of a 2,900 s .ft.addition to existing skilled nursing facility 7a. Project Type Checklist: 1. ❑ Single Family Home 2. ❑ Residential Subdivision 3. ❑ Limited Project Driveway Crossing 4. Commercial/Industrial 5. ❑ Dock/Pier 6. ❑ Utilities 7. ❑ Coastal Engineering Structure 8. ❑ Agriculture(e.g.,cranberries,forestry) 9. ❑ Transportation 10. ❑ Other 7b. Is any portion of the proposed activity eligible to be treated as a limited project subject to 310 CMR 10.24(coastal)or 310 CMR 10.53(inland)? i,El Yes ER No If yes,describe which limited project applies to this project: 2,Limited Project 8, Property recorded at the Registry of Deeds for: Essex a.County b.Certificate#(if registered land) 4871 157 c.Book d.Page Number 0 B. Buffer Zone & Resource Area Impacts (temporary& permanent) 1. ® Buffer Zone Only--Check if the project is located only in the Buffer Zone of a Bordering } Vegetated Wetland, Inland Bank, or Coastal Resource Area. 2. ❑ Inland Resource Areas(see 310 CMR 10.54-10.58; if not applicable,go to Section B.3, Coastal Resource Areas). Check all that apply below.Attach narrative and any supporting documentation describing how the project will meet all performance standards for each of the resource areas altered, including standards requiring consideration of alternative project design or location. For all projects affecting other Resource Area Size of Proposed Alteration Proposed Replacement_�if an Resource Areas, please attach a narrat ive a. ❑ Bank 1.linear feet 2.linear feet i explaining how b.❑ Bordering Vegetated the resource 1.square feet area was Wetland 2,square feet delineated. c. ❑ Land Under 1.square feet 2,square feet Waterbodies and Waterways 3.cubic yards dredged Page 2 of S wpaform3.doc•rev.11/16/09 Massachusetts Department of Environmental Protection Provided by MassDEP:....' Bureau of Resource Protection -Wetlands Massl]EP File Number Form WPA 3 Notice of Intent ocumen, ran5a6 Eon um er: Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 North Andover Cityrrown B. Buffer lone & Resource Area Impacts (temporary & permanent) (cont'd) Resource Area Size of Pro osed Alteration Pro used Replacement if an d. ❑ Bordering Land Subject to Flooding 1.square feet 2.square feet 3.cubic feet of flood storage lost 4.cubic feet replaced e. Elisolated Land Subject to Flooding 1.square feet 2.cubic feet of flood storage lost 3.cubic feet replaced f. ❑ Riverfront Area 1.Name of Waterway(if available) 2.Width of Riverfront Area(check one): ❑ 25 ft.-Designated Densely Developed Areas only ❑ 100 ft. New agricultural projects only [� 249 ft.-All other projects 3.Total area of Riverfront Area on the site of the proposed project: square feet 4. Proposed alteration of the Riverfront Area: a.total square feet b.square feet within 100 ft. c.square feet between 100 ft,and 200 ft. 5. Has an alternatives analysis been done and is it attached to this NOI? ❑ Yes❑ No 6.Was the lot where the activity is proposed created prior to August 1, 1 995? ❑ Yes® No 3. ❑ Coastal Resource Areas: (See 310 CMR 1 g.25- g.35) Check all that apply below. Attach narrative and supporting documentation describing how the project will meet all performance standards for each of the resource areas altered, including standards requiring consideration of alternative project design or location. Online Users: Include your Resource Area Size of Proposed Alteration Proposed Re lacement if an document transaction a,❑ Designated Port Areas Indicate size under Land Under the Ocean,below number (provided on your receipt b.❑ Land Under the ocean 0 1.square feet page)with all supplementary information you 2.cubic yards dredged B. submit to the Department. e,❑ Barrier Beach Indicate size under Coastal Beaches and/or Coastal Dunes below d. ❑ Coastal Beaches 1.square feet 2.cubic yards beach nourishment dl; 3 e. ❑ Coastal Dunes 1,square feet 2.cubic yards dune nourishment wpaform1doc•rev.11/16/09 Page 3 of 8 Massachusetts Department of Environmental Protection PrQVided..............by MassDEP; .... ......... Bureau of Resource Protection -Wetlands MassDE...............File N P um ber WPA Form 3 Notice of Intent Document Transaction Number North Andov Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 er City/Town B. Buffer ?one & Resource Area Impacts (temporary& permanent) (cont'd) Size of Proposed Alteration ,Proposed Replacement(if any f. ❑ Coastal Banks ,linear feet g. ❑ Rocky Intertidal Shores 1.square feet h.❑ Salt Marshes square feet 2.sq ft restoration,rehab.,creation i. ❑ Land Under Salt Ponds 1.square feet 2.cubic yards dredged j. ❑ Land Containing Shellfish 1.square feet k.❑ Fish Runs Indicate size under Coastal Banks, inland Bank, Land Under the Ocean,and/or Inland Land Under Waterbodies and Waterways, above 1.cubic yards dredged 1.❑ Land Subject to Coastal Storm Flowage 1.square feet 4. ❑ Restoration/Enhancement If the project is for the purpose of restoring or enhancing a wetland resource area in addition to the square footage that has been entered in Section B.2.b or B.3.h above, please enter the additional amount here. a.square feet of BVW b.square feet of Salt Marsh s 5. ❑ Project Involves Stream Crossings a.number of new stream crossings b.number of replacement stream crossings C. other Applicable Standards and Requirements Streamlined Massachusetts Endangered Species Act/Wetlands Protection Act Review rt 1. is any portion of the proposed project located in Estimated Habitat of Rare Wildlife as indicated on u: the most recent Estimated Habitat Map of State-Listed Rare Wetland Wildlife published by the Natural Heritage and Endangered Species Program (NHESP)?To view habitat maps,see the Massachusetts Natural Heritage Atlas or go to htt :/Iwww.mass. ov/dfwele/dfw/nhes /re ulato review/ riorit habitat/online viewer.htm. a. Yes No If yes, include proof of mailing or hand delivery of Nol to: Natural Heritage and Endangered Species Program Division of Fisheries and Wildlife 2008 Route 135,North Drive b.Date of map Westborough,MA 01581 Page 4 of 8 wpaform3.doc rev.11/1 s/09 Massachusetts Department of Environmental Protection Providedy MassoEP; as Bureau of Resource Protection -Wetlands MassDEP File Number WPA Form 3 _ Notice of Intent ocurnent ,ransactivn u mb er Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 North Andover Cityffown C. other Applicable Standards and Requirements (cont'd) If yes,the project is also subject to Massachusetts Endangered Species Act(MESA)review(321 CMR 19.18).To qualify for a streamlined, 30-day, MESA/Wetlands Protection Act review, please complete Section C.1.C,and include requested materials with this Notice of Intent(NO I}; OR complete Section C.1.d, if applicable. if MESA supplemental information is not included with the NOI, by completing Section 1 of this form, the NHESP will require a separate MESA filing which may take up to 90 days to review(unless noted exceptions in Section 2 apply, see below). 1. c. Submit Supplemental Information for Endangered Species Review* 1. ❑ Percentagelacreage of property to be altered: (a)within wetland Resource Area percentagelacreage (b)outside Resource Area percentage/acreage 2. ❑ Assessor's Map or right-of-way plan of site 3. ❑ Project plans for entire project site,including wetland resource areas and areas outside of wetlands jurisdiction,showing existing and proposed conditions,existing and proposed tree/vegetation clearing line,and clearly demarcated limits of work** (a)❑ Project description(including description of impacts outside of wetland resource area & buffer zone) (b)❑ Photographs representative of the site (c)❑ MESA filing fee(fee information available at: http://www.mass... ovldfwele/dfwlnhes Ire ulaty review/mesa/mesa fee schedule.htm). Make check payable to"Commonwealth of Massachusetts-NHESP"and rnaY to NHESP at above address Projects altering 10 or more acres of land,also submit. (d)❑ Vegetation cover type map of site d u (e)D Project plans showing Priority&Estimated Habitat boundaries d. OR Check One of the Following 1.El Project is exempt from MESA review. Attach applicant letter indicating which MESA exemption applies. (See 321 CMR 10.14, http://www.mass. ovldfweleldfwlnhes ire ulato review/mesa/mesa exem tions.htm; the NOl must still be sent to NHESP if the project is within estimated habitat pursuant to 319 CMR 19.37 and 10.59.) 2.[] Separate MESA review ongoing, a.NHESP Tracking# b.Date submitted to NHESP c *Some projects not in Estimated Habitat may be located in Priority Habitat,and require NHESP review(see http://www.mass.,qov/dfwele/dfw/nheqp/nhesp.htm,regulatory review tab). Priority Habitat includes habitat for state listed plants and strictly upland species not protected by the Wetlands Protection Act. * MESA projects may not be segmented(321 CMR 16.16).The applicant must disclose full development plans even if such plans are not required as part of the Notice of Intent process. wpaform3.doc•rev.11/16/09 Page 5 of 8 e Massachusetts Department of Environmental Protection ' P rovided by MassDEP. Bureau of Resource Protection -Wetlands MassDEP.File.Number WPA Form 3 Notice of Intent ........ Document Transaction Number w Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 North Andover City/Town C. Other Applicable Standards and Requirements (cont'd) 3.[] Separate MESA review completed. Include copy of NHESP no Take"determination or valid Conservation&Management Permit with approved plan. 2. For coastal projects only, is any portion of the proposed project located below the mean high water line or in a fish run? a.® Not applicable_project is in inland resource area only b.❑ Yes ❑ No If yes, include proof of mailing or hand delivery of NOI to either: South Shore-Cohasset to Rhode North Shore-Hull to New Hampshire: Island,and the Cape&Islands: Division of Marine Fisheries w Division of Marine Fisheries- Southeast Marine Fisheries Station North Shore Office Attn:Environmental Reviewer Attn:Environmental Reviewer 1213 Purchase Street—3rd Floor 30 Emerson Avenue New Bedford,MA 02740-6694 Gloucester,MA 01930 Also if yes,the project may require a Chapter 91 license. For coastal towns in the Northeast Region, please contact MassDEP's Boston Office. For coastal towns in the Southeast Region, please contact MassDEP's Southeast Regional Office. 3. Is any portion of the proposed project within an Area of Critical Environmental Concern(ACEC)? Online Users: a. ❑ Yes ® No 1f yes, provide name of ACEC see instructions to WPA Form 3 or MassDEP Include your Website for ACEC locations). Note:electronic filers click on Website. document transaction b.ACEC number (provided on 4. Is any portion of the proposed project within an area designated as an Outstanding Resource Water your receipt (ORW)as designated in the Massachusetts Surface Water Quality Standards, 314 CMR 4.00? page)with all supplementary a.❑ Yes No information you submit to the 5. Is any portion of the site subject to a Wetlands Restriction Order under the Inland Wetlands Department. Restriction Act(M.G.L. c. 131,§40A)or the Coastal Wetlands Restriction Act(M.G.L.c. 130, § 105)? a.❑ Yes No 5. Is this project subject to provisions of the MassDEP Stormwater Management Standards? a. Yes.Attach a copy of the Stormwater Report as required by the Stormwater Management Standards per 310 CMR 10.05(5)(k)-(q)and check if: .❑ Applying for Low Impact Development(LID)site design credits(as described in Stormwater Management Handbook Vol.2, Chapter 3) 2.❑ A portion of the site constitutes redevelopment 3.® Proprietary BMPs are included in the Stormwater Management System. b.❑ No. Check why the project is exempt: .E] Single-family house wpaform3.doc rev.1 1 11 6199 Page 6 of 8 Massachusetts Department of Environmental Protection Provided by MassQI�P. Bureau of Resource Protection -Wetlands MassDEP File Number WPA Fo rm 3 -- Notice of Intent Document Transaction Nurnber Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 North Andover w City[Town C. other Applicable Standards and Requirements (cont'd) 2.❑ Emergency road repair 3.❑ Small Residential Subdivision (less than or equal to 4 single-family houses or less than or equal t0 4 units in multi-family housing project)with no discharge to Critical Areas. D. Additional Information Applicants must include the following with this Notice of Intent(NOI).See instructions for details. Online Users:Attach the document transaction number(provided on your receipt page)for any of the following information you submit to the Department. 1.® USGS or other map of the area(along with a narrative description,if necessary)containing sufficient information for the Conservation Commission and the Department to locate the site. (Electronic filers may omit this item.) 2.® Plans identifying the location of proposed activities(including activities proposed to serve as a Bordering Vegetated Wetland [BVW]replication area or other mitigating measure)relative to the boundaries of each affected resource area. 3.❑ Identify the method for BVW and other resource area boundary delineations(MassDEP BVW Field Data Forms), Determination of Applicability,Order of Resource Area Delineation,etc.), and attach documentation of the methodology. 4.0 List the titles and dates for all plans and other materials submitted with this NOI. Site Develo ment Plan for Facility Expansion of Sutton Hill Center a.Plan Title Land Planning Inc. Norman Hill P.E. b.Prepared By c.Signed and Stamped by October 13,2010 1 20' d.Final Revision Date e.Scale f.Additional Plan or Document Title g.Date 5.❑ If there is more than one property owner, please attach a list of these property owners not fisted on this form. 6,❑ Attach proof of mailing for Natural Heritage and Endangered Species Program, if needed. T.[] Attach proof of mailing for Massachusetts Division of Marine Fisheries, if needed. 3 8.® Attach NOI Wetland Fee Transmittal Form z 9. Attach Stormwater Report, if needed. e u: x Page 7 of 8 wpaform3.doc-rev.11/16/09 i Massachusetts Department of Environmental Protection Pravfded by MassDEP; Bureau of Resource Protection -Wetlands MassDEP File Number WPA Form 3 Notice of Intent bocument Transaction.Number; Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 North Andover City/Town E. Fees 1. ❑ Fee Exempt; No filing fee shall be assessed for projects of any city,town,county,or district of the Commonwealth,federally recognized Indian tribe housing authority,municipal housing authority,or the Massachusetts Bay Transportation Authority. Applicants must submit the following information (in addition to pages 1 and 2 of the NOI Wetland Fee Transmittal Form)to confirm fee payment: 2.Municipal Check Number 3.Check date 4.State Check Number 5.Check date 6.Payor name on check:First Name 7.Payor name on check:Last Name F. Signatures and submittal Requirements I hereby certify under the penalties of perjury that the foregoing Notice of Intent and accompanying plans, documents,and supporting data are true and complete to the best of my knowledge. I understand that the Conservation Commission will place notification of this Notice in a local newspaper at the expense of the applicant in accordance with the wetlands regulations, 310 CMR 10.05(5)(a). I further certify under penalties of perjury that all abutters were notified of this application,pursuant to the requirements of M.G.L.c. 131,§40. Notice must be made by Certificate of Mailing or in writing by hand delivery or certified mail(return receipt requested)to all abutters within 100 feet of the property line of the project location. 1.Signature of Applicant 2.Date 3.Signature of Property Owner(if different) 4.Date 5.Signature of Representative(if any) 6.Date For Conservation Commission: Two copies of the completed Notice of Intent(Form 3), including supporting plans and documents,two copies of the NGI Wetland Fee Transmittal Form, and the city/town fee payment,to the Conservation Commission by certified mail or hand delivery. For MassDEP: One co of the completed Notice of Intent Form 3 including supporting plans and documents,one copy p ( }� � g PP g copy of the Not Wetland Fee Transmittal Form, and a copy of the state fee payment to the MassDEP Regional Office(see Instructions)by certified mail or hand delivery. Other: If the applicant has checked the"yes" box in any part of Section C, Item 3,above,refer to that section and the Instructions for additional submittal requirements. d The original and copies must be sent simultaneously. Failure by the applicant to send copies in a timely manner may result in dismissal of the Notice of Intent, 4 Page 8 of 8 wpaform3.doc-rev.11/16/09 Massachusetts Department of Environmental Protection Bureau of Resource Protection Wetlands N01 Wetland Fee Transmittal Form Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 Importa nt: A. Applicant Information When filling out forms on the 1. Applicant: computer,use only the tab key to move your a.First Name b.Last Name cursor-do not use the return Genesis Health Ventures Inc. key. c.organization 200 Brickstone Square Q d.Mailing Address Andover Ma. 01845-6322 e.CitylTown f.State g.Zip Code 978 474 7500 h.Phone Number 1.Fax Number j.Email Address 2. Property owner(if different): a.First Name b.Last Name c.organization d.Mailing Address e.CitylTown f.State g.Zip Code h.Phone Number i.Fax Number j.Email Address 3. Project Location: 1801 Turnpike St. N.Andover a.Street Address b.CitylTown 4 To calculate B. Fees filing fees,refer to the category The fee should be calculated using the following six-step process and worksheet. Please see fee list and examples in the Instructions before filling out worksheet. instructions for filling out WPA Step 1/Type of Activity: Describe each type of activity that will occur in wetland resource area and Form 3(Notice of Intent). buffer zone, Step 21Number of Activities: Identify the number of each type of activity. Step 3/individual Activity Fee: Identify each activity fee from the six project categories listed in the instructions. Step 4/Subtotal Activity Fee: Multiply the number of activities(identified in Step 2)times the fee per category(identified in Step 3)to reach a subtotal fee amount. Note: if any of these activities are in a g Riverfront Area in addition to another Resource Area or the Buffer Zone,the fee per activity should be multiplied by 1.5 and then added to the subtotal amount. Step 5/Total Project Fee: Determine the total project fee by adding the subtotal amounts from Step 4. Step 61Fee Payments: To calculate the state share of the fee,divide the total fee in half and subtract $12.50,To calculate the city/town share of the fee,divide the total fee in half and add $12.50. Wpafcrm3.doc•Wetland Fee Transmittal Form•rev.2/21/08 Page I of 2 Massachusetts Department of Environmental Protection Bureau of Resource Protection -Wetlands N01 Wetland Fee Transmittal Form Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 B. Fees (continued) Step I/Type of Activity Step 21Number Step Step 4/Subtotal Activity of Activities Undividual Fee Activity Fee 2(b)...Parking lot 'I 300.00 300.00 Point source dischar a 'I 300.00 300.00 Step 51Total Project Fee: 600.00 Step 6/Fee Payments: 600.00 Total Project Fee: a.Total Fee from Step 5 $0(local bylaw only) State share of filing Fee: b.112 Total Fee less$12.50 600.00 City/Town share of filling Fee: c,112 Total Fee plus$12.50 C. Submittal Requirements a.) Complete pages 1 and 2 and send with a check or money order for the state share of the fee,payable to the Commonwealth of Massachusetts. Department of Environmental Protection Box 4062 Boston,MA 02211 b.) To the Conservation Commission.Send the Notice of Intent or Abbreviated Notice of Intent;a copy of this form;and the city/town fee payment. To MassDEP Regional office(see Instructions):Send a copy of the Notice of Intent or Abbreviated Notice of Intent;a copy of this form;and a copy of the state fee payment.(EWfilers of Notices of Intent may submit these electronically.) 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'�.fir.«S ^-• : .'¢ ;A. ,max .. .«'e•"." -+�-..._.9a- i ° ! 4 ,e�M�a ... w�'d <°":- �...;+ /`r•c :.� Figure 1 — USGS Map 214 Worcester Street 167 Hartford Avenue 1115 Main Street N.Grafton,MA 01536 Bellingham,MA 02019 Hanson,MA 42338 ..- Tel:548-839-9526 Tel:508-966-4130 Tel:781-294-4144 Fax:50$-839-9528 Fax:508-966-5054 Fax:781-293-4111 2 y. 4 T""L PLANN . I1T1� I � Civil Engineers • Land Surveyors 9 Environmental Consultants 11N. 1. a, cit.. : Y r. t II W Ik i ail' 7 yl.. �r Legend EOT-OTP Roads Names EQT-OTP Roads LknAod Ay 1ulti-13"a 1twy,Not OMAad Ass Othor Numb*rod Ilwy Surround!ng'States Labels Surrounding Status NHESP 2008 Priority r Hat tat .of Rare-species :and also Estimatod Habitats of Rare Wdlifa y:x NHESP 008 MA Priority Habitats of Rare C es Color Orthoos 2005 1 Figure — NHESP Habitat Map 214 Worcester Street 167 Hartford Avenue 1115 Main Street N.Grafton,MA 01536 Bellingham,MA 02019 Hanson,MA 02338 Tel:508-839-9526 Tel:508-966-4130 Tel:781-294w4144 -293-4111 Fax:508-839-9528 Fax:508-966-5054 Fax:781 LANDINCe Civil Engineers • Land Surveyors • Environmental Consultants .. IJA tu 41 AIL Ak 0.7 0 U$. •k ". A •`K µki Y i n�.".�l ''!"r i'if"r x:.:o'.w"P- i�i n,,.k..,, '+"* k �i .3,�,j • w, ' ter' q ww aW1 w _AZ ..48i $1L. ';LU . ' s r. !M i 'ABM ! .,• /h 4dr .. � M W � []f�':y �k Mom. 'N � i �� •/. .�F. .� Ju ls DEP Water Supply Prate�on Areas Map Lege�rd Protection Ateas, drography Features EOT�oTP Reds l utface' e#er L 'ed 5 Highway Zom A Ieerrafr Milene Highway. K Not Um4ed Access t� ?y�y �- done Wetlands ether Numbered Highwayi1 "r* q att Wetlands zone Major Road-Connector C . r ()toundwater =;R Cranberry Bog 9nor Slreit,Road or Romp Zone II Fle , h fircl� €� Trail <.f Rivers, treads end Shoreline. Track s i r. WPA : + ` ER ..4. Solid Waste perennial Trek 1. ndf11 �' h�' l�r�+ `rnsmlion Line Major In o d r l,t r��n ter Pipeline �._. Manmade Shore e M cip6l Boundary Powedine s County BounderYen Train Contour lnter\ml i$meter 3 reeler lug-, Figure 3—Water Supply Protection Areas flap 214'Worcester Street 167 Hartford Avenue 1115 Main Street N.Grafton,MA 01536 Bellingham,MA 02019 Hanson,MA 02338 Tel:508-839-9526 Tel:508-966-413D Tel;781-294-4144 Fax:508-839-9528 Fax:508-966-5054 Fax:781-293-4111 a ¢ INC I1 Al\TD PLANNING � #4 Civil Engineers • Land Surveyors • Environmental Consultants f, �G C{ i� �n Y 114 Harold Parker State Forest y NATIONAL FLOOD INSURANCE PROGRAM ZONE x 2 o r FIRM Harold Parker FLOOQ 1NSIRANCE RATE MAP State Fores Locus TOWN OF NORTH ANDOVER, MASSACHUSETTS E 5r R ET ESSEX COUNTY PANEL 15 4F 15 ;::o:T; s Q. (SEE MAP INOE C FOR PANELS NOT PRINTED) t.a. isr �• s Forest _a 16 F. PANEL LOCATION COMMUNITY-PANEL NUMBER 259098 0015.0 u: MAP REVISED: JUNE 2,1993 APPROXIMATE SCALE aoo o =soa FEET O O Federal Emergency Management Agency Figure 4--FIRM Map 214 Worcester Street 167 Hartford Avenue 1115 Main Street N.Grafton,MA 01536 Bellingham,MA 02019 Hanson,MA 02338 Tel:508-839-9526 Tel:508-966-4130 Tel:781-294-4144 Fax:508w839-9528 Fax:508-966-5054 Fax:781-293-4111 in Streamstats Ungaged Site Report Date:Thu Oct 212010 08:42:38 Mountain Daylight~Time Site Location:Massachusetts NAD27 Latitude:42.6366(42 38 12) NAD27 Longitude:-71.0781(-7104 41) NAD83 latitude:42.6367(42 38 12) NAD83 Longitude;-71.0776(-7104 39) Reach Code:01090001017209 Measure:25.15 Drainage Area:0.26 m12 Low Flows Basin Characteristics 100%Statewide Low Flow 0.26 m12 Parameter Value Regression Equation Valid Rang Min Drainage Area(square miles) FO,26(below min value 1,61) 1.61 14 Mean Basin Slope from 250K DEM(percent) 2.35 0.3 [ 24. Strati0ed Drift per Stream Length(square mile per mile) 0.002661 1 2 Massachusetts Region(dmensionless) 0 Warning;Some parameters are outside the suggested range. Estimates will be extrapolations with unknown errors. LP.robabllity of Perennial Flow Basin Characteristics 100%Perenrial Flow Probabili 0.26 mi2 Parameter _Vale€] Equation Valid Rang u [Regression Min Max Drainage Area(square miles) D.26 0.D1 1.9 ................ Percent Underlain By Sand And Gravel(percent} 0.53 10 Percent Forest{percent} 93.07 F 1U [- Massachusetts Region(climensionless) Low Flows Streamflow Statistics Equivalent ' terva Maxdm -Percent Prediction In tatistic Flow(ftals Prediction Error(percent years of record M1nimum um D50 0.24L- I -7 D60 0.14 7 1= D70 L--D.0637 D75 E- 0.0444[ D80 0.0296 D85 0.0194 D90 0.0114 ❑95 L0-00575 D9$ 0,00345 JE1 D99 0.00227 , F IL................... 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I i:r•:' V f y_. •I:Tv w ,�:.. d(, � 4 .e .X: 1 <..a r ✓„1 4� JI� �T 3\: 'y -.['./`.f`J� t C r'f,r 5 fj x - NQRTf{ A CHU APPLICATION CHEClvI.IST_ �1Totice of.intent General Requirements--Wetland Protection B haw: Please check the following boxes indicating that you have read&now understand the applicable rule and/or regulation: Section 178.2(page 2) -This section identifies the Town's wetland resource areas. © Section 178.4(page 3)--This section pertains to permit application types. (Note:All applications shall be accepted as complete before all permits,variances,and approvals required by the Bylaws of the Town with respect to the proposed activity,at the time of such Notice,have been applied for or obtained"). ® Section 178.5 page 4)_This section pertains to public hearings and the burden of proof placed on an applicant. ® Section 178.8(page 7)-This section pertains to responsibility for compliance. General Requirements--wetland Protection Re rations: Section 1.0. page 1)-This section pertains to general provisions FX1 Nine9)copies of the Notice of Intent,plans and appurtenant data(including 2 original stamped and � p . signed plans)must be delivered by hand,or by certified mail,and received by the NACC office at least nine(9)business days prior to the scheduled hearing. s ® List of Abutters within 300' of the parcel(s)where work is proposed as certified by the Town Assessor's Office. NOTE: This certified list shall not be more than 30 days old at the time of filing.) El Notification made to abutters by certified mail not less than seven(7)calendar days prior to the public hearing and roof of mailingresented at that hearin in the form of"white slips" or si ed" een cards." Elp g Notification of ublic hearin made in the Lawrence Eagle Tribune at the applicant's expense not less than seven(7)calendar days prior to the public hearing. "North Andover Riverfront s Map " (Appendix B)examined to determine if activity or resource area is located within the designated 200 foot Riverfront Area. © The most recent"Estimated Habitat of Rare Wetlands wildlife Map&Certified Vernal Pools"map published by NHESP has been reviewed. El State Filing Fee sent to the DEP Lock Box. Town portion of state filing fee and the local Wetland Bylaw fee has been included with this application(Section 1.4). © x 11" copy of the 2 81/ " portion of the USGS topographic map depicting the project location has been included with this application. © A written narrative description of the proposed project and potential impacts to all wetland resource areas has been included. Effective 10/1 1/06 ❑ A description of observed valuable and/or unique wildlife habitat characteristic s has been Included. ❑ Where applicable,a"wildlife Habitat Evaluation"performed bqualified p y a Wetland/wildlife Biologist has been Incl. (Section 6.2). 0 All resource area flags and associated numberingare resent and easily 'p y readable in the field as of the date of this application. ❑ A waiver Request Form(Appendix pp ,if D� applicable. ❑ An Alternatives Analysis(Section pp ,if 5.U� applicable. Stormwater Management Requirements Section Z0 FXI The project is in compliance with the"Nine(9)North Andover State Star " / Stormwater Standards. 0 The"DEP Stormwater Management Form"has been submitted with the Nonce of Intent and signed/stamped accordingly(Appendix H). Hydrologic/hydraulic calculations showingthe full flow capacity and ' p y velocity of all water courses,open and only sometimes closed channels,and storm drains flowing into,on and out of the parcel,including g engineering calculations for compensatory flood storage areas have been incl. (Refer to Section 7.0). } Erosion&Sedimentation Control Requirements Section 4.3 0 Narrative erosion control plan and/or p report provided for an proposed alteration p y p p of wetland resource areas,including the buffer zone. ❑ Construction schedule and sequence provided for any work within a wetland resource area i ncluding specifications for temporary and permanent ground cover. P an Requirements Section 4.3 A title that includes the name of the project,location and names of the person(s)s `p l p ( }preparing the drawings and the date prepared including any revision dates. Drawings must be stamped and signed b Registered Professional Civil Engineer� y ae g g Weer of the Commonwealth &/or Registered Professional Land Surveyor of the Commonwealth(whichever is applicable). } All existin condition plans shall include,at a minimum,the following information FX1 All wetland resource areas within 100'of the proposed work and within 200' of ' p p R�verfront Area delineated by a professional wetland scientist not more than 3 years from the application submission date. • Delineated by: Norman G. Hill, on(date): August 2010 Land Planning, Inc OR • Formally approved delineation on (date): DEP File# X All property boundaries,existing lot lines and abutters from most recent information 'available at the Assessor's office. X "Watershed Protection District Boundaries",surface water supplies,wells, ,and septic systems within 100■ of proposed work. 19 Existing contours at not less than 2'intervals and datum source. Effective 10/11/06 2 All existing natural and man-made features including tree lines,rock outcrops,stone walls,fence lines,cart roads,foot paths,overhead and underground utilities and drainage structures. [�. Elevations of all natural and man-made drainage structures,waterways,and wetlands. ® 100-y ear flood elevations of all natural and/or man-made waterways and waterbodies as determined by FEMA or engineering calculations. Subdivision plans shall be submitted at an appropriate scale to accurately depict existing and proposed conditions (typ.111 =40'}. Individual parcels of land within the Subdivision and under the Wetlands Protection Act and North Andover Bylaw shall be submitted at an appropriate scale(typ.1" =20'). All developed condition plans shall include,at a minimum,the following information(p.24): © Location of proposed work. All p proposed manmade features including roads,driveways,parking areas,structures,buildings, overhead and underground utilities. Subsurface sewage disposal systems. 0 Proposed grading and changes in elevation depicted with 2'contours and spot grades. All surface and subsurface drainage structures including the location,cross section,slope and surface treatment of all drainage channels. 0 The inverts,slope,pipe materials,catch basins,manholes,and end treatment of all storm drains discharging within 100' of any wetland resource area. ❑X Location and detail of all temporary erosion control devices,diversions,terraces,silt fences,hay bales barriers,sedimentation basins,and soil stockpile locations on the project site. © Location and nature of all proposed alterations to wetland resource areas. Date: cant's RepresentativeSi Signature o.f_ �piicant or Appli __---__-__-_ __.____ ___ --------- (To�v USE ONLY) ❑ COMPLETE APPLICATION--It appears as though your application meets minimum submittal re uirements,as such,a public hearing will be scheduled before the NACC withi p n 21 days upon receipt of this application. El INCOMPLETE AI'I'LICA�[]iV-The following sections of the Wetland Protection Bylaw 8�/or Regulations have not been complied with and as a result this Department is rejecting this incom fete (2)a lication w in two business days from the date of receipt (Section 178.4 North Andover Wetland / Protection B law . You ma pick up this application and supporting plans at the Conservation Office and y } y re-file a complete Notice of Intent. Wetland Bylaw -Sections Wetland Regulations-Section s Signature of Agent: Date: � g Effective 14/l]/06 3 Effective 1 n/11/06 4 NOTIFICATION TO ABUTTERS Under the Massachusetts Wetlands Protection Act The North Andover Wetlands Protection Bylaw In accordance with the Massachusetts General Laws,Chapter 131,Section 40,as amended,and the North Andover Wetlands Protection Bylaw,(Chapter 178),you are hereby notified of the following: The name of the applicant is Genesis Health Ventures, Inc. The applicant has filed a Notice of Intent with the North Andover (application) Conservation Commission(NACC)for the purposes of Expansion of the Sutton Hill Center skilled nursing facility (project description) at 1801 Turnpike Street, North Andover, MA (site address) The North Andover Conservation Commission will hold a public hearing on WEDNESDAY, December 1,2010 at 8:00 P.M. at the Town Hall,120 Main (date) Street,2na Floor Conference Room,North Andover,MA 01845. Copies of the Notice of Intent may be examined or obtained for a fee from: (application) (check all boxes that apply): ❑ Applicant at Representative at Land Planning, Inc.214 Worcester St., North Grafton, MA sgood Street,Building 20,Suite 2-36,North ]� Conservation Department, 1600 O Andover, MA 01845 Monday through Friday, 8:30 a.m.to 4:30 p.m.Please call the Conservation Department at 978.688.9530 beforehand to verify arrangements.Copies may be available for a fee. Further information regarding the hearing,or the Wetlands Protection Act,may be obtained from the Conservation Department at 978.688.9530. NOTE:Notice of the public hearing,including its date,time,and place will be published in the Lawrence Eagle-Tribune at least five(5)business days in prior to the public hearing date. NOTE:Notice of the public hearing,including its date,time,and place will be posted in Town Hall, 120 Main Street,North Andover,MA 01845 at least 48 hours prior to the public hearing date. NOTE:You may also contact the Conservation Department or the Northeast Regional Department of Environmental Protection Office for more information about this application or the MA Wetlands Protection Act.To contact the Northeast Regional Department of Environmental Protection Office,call 617.654,6500. Stormwater Report Sutton Hill C enter 1801 Turnpike Street � North Andover, Massachusetts t' Prepared for Genesis Health Ventures, Inc. 200 Brickstone Square Andover, Massachusetts October 29, 2010 Massachusetts Department of Environmental Protection Bureau of Resource Protection -Wetlands Program Checklolst Stormwater Report A. Introduction Important: A Stormwater Report must be submitted with the Notice of Intent permit application to document When filling out compliance with the Stormwater Management Standards.The following checklist is NOT a substitute for farms on the � � � � ' forms computer,use the Stormwater Report(which should provide more substantive and detailed information)but is offered only the tab key here as a tool to help the applicant organize their Stormwater Management documentation for their to move your Report and for the reviewer to assess this information in a consistent format.As noted in the Checklist, cursor-do not the Stormwater Report must contain the engineering computations and supporting information set forth in use the return Volume 3 of the Massachusetts Stormwater Handbook.The Stormwater Report must be prepared and key. certified by a Registered Professional Engineer(RPE)licensed in the Commonwealth. The Stormwater Report must include: • The Stormwater Checklist completed and stamped by a Registered Professional Engineer(see page 2)that certifies that the Stormwater Report contains all required submittals.' This Checklist is to be used as the cover for the completed Stormwater Report. • Applicant/Project Name • Project Address Name of Firm and Registered Professional Engineer that prepared the Report • Long-Term Pollution Prevention Plan required by Standards 4-6 Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan required by Standard S • Operation and Maintenance Plan required by Standard 9 In addition to all plans and supporting information,the Stormwater Report must include a brief narrative describing stormwater management practices, including environmentally sensitive site design and LID techniques, along with a diagram depicting runoff through the proposed BMP treatment train. Plans are required to show existing and proposed conditions, identify all wetland resource areas, NRCS soil types, critical areas, Land Uses with Higher Potential Pollutant Loads(LUHPPL), and any areas on the site where infiltration rate is greater than 2.4 inches per hour. The Plans shall identify the drainage areas for �l both existing and proposed conditions at a scale that enables verification of supporting calculations. As noted in the Checklist, the Stormwater Management Report shall document compliance with each of the Stormwater Management Standards as provided in the Massachusetts Stormwater Handbook. The soils evaluation and calculations shall be done using the methodologies set forth in Volume 3 of the Massachusetts Stormwater Handbook. To ensure that the Stormwater Report is complete, applicants are required to fill in the Stormwater Report Checklist by checking the box to indicate that the specified information has been included in the Stormwater Report. If any of the information specified in the checklist has not been submitted,the a licant must provide an explanation. The completed Stormwater Report Checklist and Cert ification pp must be submitted with the Stormwater Report. 'The Stormwater Report may also include the Illicit Discharge Compliance Statement required by Standard 10. If not included in the Stormwater Report,the Illicit Discharge Compliance Statement must be submitted prior to the discharge of stormwater runoff to the pest-construction best management practices. For some complex projects,it may not be possible to include the Construction Period Erosion and Sedimentation Control Plan in the Stormwater Report. In that event,the issuing authority has the discretion to issue an Order of Conditions that approves the project and includes a condition requiring the proponent to submit the Construction Period Erosion and Sedimentation Control Plan before commencing any land disturbance activity on the site. swcheck.doc•04/01/08 Stormwater Report Checklist Page 1 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection -Wetlands Program Checki"Ist for or water Report 13, Stormwater Checklist and Certification The following checklist is intended to serve as a guide for applicants as to the elements that ordinarily need to be addressed in a complete Stormwater Report.The checklist is also intended to provide conservation commissions and other reviewing authorities with a summary of the components necessary for a comprehensive Stormwater Report that addresses the ten Stormwater Standards. Note: Because stormwater requirements vary from project to project, it is possible that a complete Stormwater Report may not include information on some of the subjects specified in the Checklist. If it is determined that a specific item does not apply to the project under review, please note that the item is not applicable(N.A.)and provide the reasons for that determination. A complete checklist must include the Certification set forth below signed by the Registered Professional Engineer who prepared the Stormwater Report. Registered Professional Engineer's Certification I have reviewed the Stormwater Report, including the soil evaluation,computations, Long-term Pollution Prevention Plan,the Construction Period Erosion and Sedimentation Control Plan(if included),the Long- term Post-Construction Operation and Maintenance Plan,the Illicit Discharge Compliance Statement(if included)and the plans showing the stormwater management system,and have determined that they have been prepared in accordance with the requirements of the Stormwater Management Standards as further elaborated by the Massachusetts Stormwater Handbook. I have also determined that the information presented in the Stormwater Checklist is accurate and that the information presented in the Stormwater Report accurately reflects conditions at the site as of the date of this permit application. Registered Professional Engineer Block and Signature H NORMAN G. HILL N CIVIL 0. 37887 011100 IKII, Signat6re7 and'-Date Checklist Project Type: Is the application for new development, redevelopment,or a mix of new and redevelopment? 0 New development 171 Redevelopment 171 Mix of New Development and Redevelopment swcheckdoc Stormwater Report Checklist-Page 2 of 8 -04/01/08 tr e Massachusetts Department of Environmental Protection Bureau of Resource Protection -Wetlands Program Checklmist Stor water Report Checklist (continued) LID Measures: Stormwater Standards require LID measures to be considered. Document what environmentally sensitive design and LID Techniques were considered during the planning and design of the project: No disturbance to any Wetland Resource Areas ❑ Site Design Practices(e.g. clustered development, reduced frontage setbacks) ❑ Reduced Impervious Area(Redevelopment Only) ® Minimizing disturbance to existing trees and shrubs ❑ LID Site Design Credit Requested: ❑ Credit 1 ❑ Credit 2 ❑ Credit 3 ❑ Use of"country drainage"versus curb and gutter conveyance and pipe ❑ Bioretention Cells(includes Rain Gardens) [] Constructed Stormwater Wetlands(includes Gravel Wetlands designs) s ❑ Treebox Filter p ❑ Water Quality Swale ❑ Grass Channel ❑ Green Roof ❑ Other(describe): Standard 1: No New Untreated Discharges ® No new untreated discharges ® Outlets have been designed so there is no erosion or scour to wetlands and waters of the Commonwealth Supporting calculations specified in Volume 3 of the Massachusetts Stormwater Handbook included. swcheck.doc•04101148 Stormwater Report Checklist Page 3 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection -Wetlands Program Checkl"Ist Stor water Report Checklist (continued) Standard 2: Peak Rate Attenuation ❑ Standard 2 waiver requested because the project is located in land subject to coastal storm flowage and Stormwater discharge is to a wetland subject to coastal flooding. ElEvaluation provided to determine whether off-site flooding increases during the 100-year 24-hour storm. Calculations provided to show that post-development peak discharge rates do not exceed pre- development rates for the 2-year and 10-year 24-hour storms. If evaluation shows that off site flooding increases during the 100-year 24-hour storm,calculations are also provided to show that post-development peak discharge rates do not exceed pre-development rates for the 100-year 24- hour storm. Standard 3: Recharge Soil Analysis provided. Required Recharge Volume calculation provided. ElRequired Recharge volume reduced through use of the LID site Design Credits. ® Sizing the infiltration, BMPs is based on the following method: Check the method used. Static ❑ Simple Dynamic ❑ Dynamic Field' f ® Runoff from all impervious areas at the site discharging to the infiltration BMP. ❑ Runoff from all impervious areas at the site is not discharging to the infiltration BMP and calculations are provided showing that the drainage area contributing runoff to the infiltration BMPs is sufficient to generate the required recharge volume. ® Recharge BMPs have been sized to infiltrate the Required Recharge Volume. El Recharge BMPs have been sized to infiltrate the Required Recharge Volume only to the maximum extent practicable for the following reason; El Site is comprised solely of C and D soils and/or bedrock at the land surface ❑ M.G.L.c.21 E sites pursuant.to 310 CMR 40.0000 ❑ Solid Waste Landfill pursuant to 310 CMR 19.000 ❑ Project is otherwise subject to Stormwater Management Standards only to the maximum extent practicable. ® Calculations showing that the infiltration BMPs will drain in 72 hours are provided. ❑ Property includes a M.G.L. c.21 E site or a solid waste landfill and a mounding analysis is included. p Y '80%TSS removal is required prior to discharge to infiltration BMP if Dynamic Field method is used. swcheck.doc 04101/08 Stormwater Report Checklist Page 4 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection Wetlands Program ist for Stormwater Report Checklist (continued) Standard 3: Recharge(continued) ❑ The infiltration BMP is used to attenuate peak flows during storms greater than or equal to the 10- year 24-hour storm and separation to seasonal high groundwater is less than 4 feet and a mounding analysis is provided. ® Documentation is provided showing that infiltration BMPs do not adversely impact nearby wetland resource areas. Standard 4:Water Quality The LongJerm Pollution Prevention Plan typically includes the following: • Good housekeeping practices; • Provisions for storing materials and waste products inside or under cover; • Vehicle washing controls; • Requirements for routine inspections and maintenance of stormwater BMPs; • Spill prevention and response plans; Provisions for maintenance of lawns,gardens, and other landscaped areas; • Requirements for storage and use of fertilizers,herbicides, and pesticides; • Pet waste management provisions; Provisions for operation and management of septic systems; • Provisions for solid waste management; • Snow disposal and plowing plans relative to Wetland Resource Areas; • Winter Road Salt and/or Sand Use and Storage restrictions; • Street sweeping schedules; • Provisions for prevention of illicit discharges to the stormwater management system; • Documentation that Stormwater BMPs are designed to provide for shutdown and containment in the event of a spill or discharges to or near critical areas or from LUHPPL; • Training for staff or personnel involved with implementing Long-Term Pollution Prevention Plan; • List of Emergency contacts for implementing Long-Term Pollution Prevention Plan. A Long-Term Pollution Prevention Plan is attached to Stormwater Report and is included as an attachment to the Wetlands Notice of intent. s ❑ Treatment BMPs subject to the 44%TSS removal pretreatment requirement and the one inch rule for calculating the water quality volume are included,and discharge: ❑ is within the Zone Il or Interim Wellhead Protection Area ❑ is near or to other critical areas Elis within soils with a rapid infiltration rate (greater than 2.4 inches per hour) ❑ involves runoff from land uses with higher potential pollutant loads. The Required Water Quality Volume is reduced through use of the LID site Design Credits. Calculations documenting that the treatment train meets the 80%TSS removal requirement and,if � � requirement, are rovided, applicable,the 44/o TSS removal pretreatment requlreme p swcheck.doc•04141108 Stormwater Report Checklist•Page 5 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection -Wetlands Program Checklmist Stor Report Checklist (continued) Standard 4:Water Quality(continued) ® The BMP is sized (and calculations provided)based on: The 1/2 or 1"Water Quality Volume or ❑ The equivalent flow rate associated with the Water Quality Volume and documentation is provided showing that the BMP treats the required water quality volume. � The applicant proposes to use proprietary BMPs, and documentation supporting use of proprietary Pp BMP and proposed TSS removal rate is provided. This documentation may be in the form of the propriety BMP checklist found in Volume 2, Chapter 4 of the Massachusetts Stormwater Handbook and submitting n copies of the TARP Report, STEP Report,and/or other third part y studies verifying performance of the proprietary BMPs. ❑ A TMDL exists that indicates a need to reduce pollutants other than TSS and documentation showing that the BMPs selected are consistent with the TMDL is provided. Standard 5: Land Uses With Higher Potential Pollutant Loads(LUHPPLs) ❑ The NPDES Multi-Sector General Permit covers the land use and the Stormwater Pollution Prevention Plan(SWPPP)has been included with the Stormwater Report. The NPDES Multi-Sector General Permit covers the land use and the SWPPP will be submitted prier El ormwater BMPs, to the discharge of stormwater to the post�constructlon st El The NPDES Multi-Sector General Permit does not cover the land use. LUHPPLs are located at the site and industry specific source control and pollution prevention measures have been proposed to reduce or eliminate the exposure of LUHPPLs to rain, snow,snow melt and runoff,and been included in the long term Pollution Prevention Plan. ❑ All exposure has been eliminated. El All exposure has not been eliminated and all BMPs selected are on MassDEP LUHPPL list. The LUHPPL has the potential to generate runoff with moderate to higher concentrations of oil and p da grease e.g.all parking lots with>1 000 vehicle taps pery)and the treatment train includes an oil grit separator, a filtering bioretention area, a sand filter or equivalent. Standard 5: Critical Areas El The discharge is near or to a critical area and the treatment train includes only BMPs that MassDEP has a roved for stormwater discharges to or near that particular class of critical area. Pp ❑ Critical areas and BMPs are identified in the Stormwater Report. swcheck.doc•g410'1108 Stormwater Report Checklist•Page fi v#8 Massachusetts Department of Environmental Protection Bureau of Resource Protection Wetlands Program Checklist Stormwater Checklist (continued) Standard 7: Redevelopments and other Projects Subject to the Standards only to the maximum extent practicable ❑ The project is subject to the Stormwater Management Standards only to the maximum Extent Practicable as a: ❑ Limited Project ❑ Small Residential Projects: 5-9 single family houses or 5-9 units in a multi-family development provided there is no discharge that may potentially affect a critical area. ❑ Small Residential Projects: -4 single family houses or Z-4 units in a multi..family development with a discharge to a critical area ❑ Marina and/or boatyard provided the hull painting,service and maintenance areas are protected from exposure to rain, snow, snow melt and runoff ❑ Bike Path and/or Foot Path ❑ Redevelopment Project ® Redevelopment portion of mix of new and redevelopment. ❑ Certain standards are not fully met(Standard No. 1,S, 9, and 10 must always be fully met)and an explanation of why these standards are not met is contained in the Stormwater Report. ❑ The project involves redevelopment and a description of all measures that have been taken to improve existing conditions is provided in the Stormwater Report. The redevelopment checklist found in Volume Z Chapter 3 of the Massachusetts Stormwater Handbook may be used to document that the proposed stormwater management system (a)complies with Standards Z,3 and the pretreatment and structural BMP requirements of Standards 4-5 to the maximum extent practicable and(b) improves existing conditions. Standard 8: Construction Period Pollution Prevention and Erosion and Sedimentation Control A Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan must include the fallowing information: • Narrative; • Construction Period operation and Maintenance Plan; • Names of Persons or Entity Responsible for Plan Compliance; • Construction Period Pollution Prevention Measures; u • Erosion and Sedimentation Control Plan Drawings; • Detail drawings and specifications for erosion control BMPs, including sizing calculations; • Vegetation Planning; • Site Development Plan; • Construction Sequencing Plan; s Sequencing of Erosion and Sedimentation Controls; • Operation and Maintenance of Erosion and Sedimentation Controls; Inspection Schedule; • Maintenance Schedule; • Inspection and Maintenance Log Form. ® A Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan containing the information set forth above has been included in the Stormwater Report. swcheck.doc•04/o1roa Stormwater Report Checklist Page 7 of S Massachusetts Department of Environmental Protection Bureau of Resource Protection Wetlands Program "Ist for Stormwater Report Checklist(continued) Standard 8. Construction Period Pollution Prevention and Erosion and Sedimentation Control (continued) ❑ The project is highly complex and information is included in the Stormwater Report that explains why it is not possible to submit the Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan with the application.A Construction Period Pollution Prevention and Erosion and Sedimentation Control has not been included in the Stormwater Report but will be submitted before land disturbance begins. 0 The project is not covered by a NPDES Construction General Permit. [l The project is covered by a NPDES Construction General Permit and a copy of the SWPPP is in the Stormwater Report. project is covered by a NPDES Construction General Permit but no SWPPP been submitt Thero1 ped. ❑ The SWPPP will be submitted BEFORE land disturbance begins. Standard 9: operation and Maintenance Plan The Post Construction C] eration and Maintenance Plan is included in the Stormwater Report and ® p includes the following information; Name of the stormwater management system owners; Party responsible for operation and maintenance; ® Schedule for implementation of routine and non-routine maintenance tasks; Plan showing the location of all stormwater BMPs maintenance access areas; Description and delineation of public safety features; ❑ Estimated operation and maintenance budget; and Operation and Maintenance Log Form. is not the owner of the parcel where the BMP is located and the Stormwate The responsible art r ❑ p party Report includes the following submissions: 0 of the legal instrument deed, homeowner's association, utility trust or other legal entity) ❑ A copy g � that establishes the terms of and legal responsibility for the operation and maintenance of the project site stormwater BMPs; p❑ A Ian and easement deed that allows site access for the legal entity to operate and maintain BMP functions. Standard 10: Prohibition of illicit Discharges ❑ The Long-Term Pollution Prevention Plan includes measures to prevent illicit discharges;g An Illicit Discharge Compliance Statement is attached; El NO Illicit Discharge Compliance Statement is attached but will be submitted prior to the discharge of P any stormwater to post-construction BMPs. swcheck.doc■D4101108 Stormwater Report Checklist Page 8 of 8 $ . LAND PLANNING , INC * . Environmental Consultants i W. Civil Engineers Land Surveyors Environme onsuants t Standard 1: No New Untreated Discharges Supporting Calculations Riprap Sizing Calculations: Riprap at 12" flared end Full flow velocity of 12" pipe a 0.010 ft/ft- 5.90 ft/sec Calculate shear stress on channel bed: Assume depth of flow - pipe diameter= 1.00 ft Td=?, DS = (62.4 lblft3)(1.00 ft)(0.010 ft/ft) = 0.62 lblft2 Calculate riprap size: Dso=Td/Kv = 0.62 lblft2/4 = 0.15 ft Use 6" Do riprap at flared end d { 214 Worcester Street 167 Hartford Avenue 1115 Main Street N.Grafton,MA 01536 Bellingham,MA 02019 Hanson,MA 02338 Tel:508-839-9526 Tel:508-966-4130 Tel:781-294-4144 Fax:508-839-9528 Fax;508-966-5054 Fax;781-293-4111 _ LAND PLANNIN * Civil Engineers • Land Surveyors ors • Environmental Consultants Standard 2: Peak Rate Attenuation 214 Worcester Street 167 Hartford Avenue 1115 Main Street N.Grafton,MA 01536 Bellingham,MA 02019 Hanson,MA 02338 Tel:508-839-9526 Tel:508-966-4130 Tel:781-294w4144 -293-41 i 1 Fax:508-839�-9528 Fax:508-966-5054 Fax:781 JOWA 1 OF Drainage Analysis For Facility Expansion Located at 1801 Turnpike Street North Andover, MA By Land Planning, Inc. 214 Worcester Street N. Grafton, Massachusetts 01536 October 29, 2010 1.0 INTRODUCTION Land Planning Inc. has evaluated the hydrologic impacts for the proposed expansion of the property located at 1801 Turnpike Street in North Andover, Massachusetts. Included in this report is the proposed method to mitigate any additional runoff from the proposed development. The supporting hydrologic calculations are at the end of this report. Used in the preparation of this hydrologic model were the following: Soil Conservation Service (SCS)Technical Release 55 (for Times of Concentration and Curve Numbers); NRCS soil survey data, results of soil tests performed by Land Planning, Inc., a topographic survey, images provided by Mass GIS, and HydroCAD software. The existing and proposed site conditions were analyzed for the 2, 10, and 100- year storms for the hydrologic analysis. The following are the rainfall intensities used for each storm event. Storm Events Storm Event 24 Hour Rainfall (Inches, 2 year 3.20 10 year 4.70 100 year 6.70 Table 1 2.0 EXISTING CONDITIONS The property is 4.18 acres in area containing an existing 4 story nursing home with it's associated parking and driveway areas. The property is located on the southerly side of Turnpike Street in North Andover, Massachusetts. Approximately 43% of the existing site is impervious. The remainder of the site is a mix of turf grass, plantings, and woodland. The site is bounded on the north by Turnpike Street, on the east by a residential development, on the south by the Harold Parker State Forest, and on the west by a wetland and intermittent a stream. t f If The site exists in two watersheds. The existing developed portion of the site slopes north and easterly to the drainage system within Turnpike Street. The remainder of the site, west of the building, slopes northerly and westerly toward a wetland adjacent to an intermittent stream. The soils within the area of analysis include Canton fine sandy loam and a small area of Freetown muck located in the wetland area. The Canton soil belongs to hydrologic soil group B and the Freetown soil belongs to hydrologic soil group D. Soil testing by Land Planning, p 5': Inc. found the parent material to be an extremely stony loamy fine sand with a depth to groundwater exceeding 9 feet. 3.0 PROPOSED CONDITIONS The development proposal for the property is to expand the existing building by 2,834 ft2. An additional parking area of 13 spaces is also ro osed. As a result of there � � pp development, 47/o of the site will be rendered impervious. Runoff from the proposed roof and parking area will be collected and discharged to a 1,046 ft2 infiltration system to be constructed of Cultec chambers. The runoff from the pavement area will be pretreated through a Stormceptor inlet prior to entering the infiltration system. Permanent structural BMP's provided within the drainage system include: a Stormceptor 450i catch basin and an infiltration system. 4.0 ANALYSIS: The area of the proposed new development lies to the west of the existing development. This proposed expansion area is located within a different watershed from the existing development and it's drainage system. This analysis is confined to the westerly watershed containing the expansion. This watershed has been divided into 2 subcatchments; S1 and S2. Subcatchment 51 is the area tributary to an old borrow pit designated as an g Isolated Vegetated Wetland. Subcatchment S2 is the remaining area tributary to an existing culvert that crosses Turnpike Street northwest of the site. The stormwater management standards, relative to flooding and runoff rates, are different for the two subcatchments, we have determined that the borrow pit at the bottom of subcatchment S1 is capable of storing all runoff for all storm events up to and including the 100 year storm. Therefore, because there is no discharge from the borrow pit, the standard for subcatchment S1 is limited to ensuring that there is no increased potential for flooding. Total runoff volume controls the stormwater management system design in subcatchment S1, while peak runoff rates control the system design in subcatchment S2. The goal of the stormwater management system proposed is to ensure that there is no increase in peak runoff rates, no increase in flooding potential, and no degradation of stormwater quality downstream of the site. These goals are achieved by directing the site runoff from the proposed impervious areas to an infiltration system. The stormwater management system has been sized to attenuate flow rates for all storm events up to and including the 100 year storm. 5.0 SUMMARY: Storm Events 2 Year Storm 10 Year Storm 100 Year Storm Subcatchment Pre Post Pre Post Pre Post S 1 p borrow it� 0.18 cfs 0.13 cfs 0.97 cfs 0.74 cfs 2.40 cfs 2.32 cfs (to S2 to culvert 0.12 cfs 0.11 cfs 0.41 cfs 0.39 cfs 0.90 cfs 0.86 cfs Table 2 5.0 CONCLUSION. From this analysis we conclude that the development of this site will not increase s peak runoff rates or increase flooding potential within the resource areas for the 2 year, 10 year, and 100 year storms. The proposed drainage system as designed complies with all Standards of the Stormwater Management requirements of the Wetland Protection Act. u Pre Development Drainage Analysis P •^ r � s T ry.• I To 6 s x t r De ressionTo Culvert 7 Y S 6 a Depression .......... Drainage Diagram for pre development ub teach and Llnk b Land Planning Inc. 01512010 Prepared y g x' EHydrocCADO 7.00 sln 001661 1986-2003 Applied Microcomputer Systems IL �. r A C guilders / 4 / Grou \,Y' tn�I --" "" �. ---• Sit S2 VnTo outvert)--,112 --- \ o \ N �, 1J I 00 1064 fr l ' box be relo ate Ask nI{ I t C rnmon alth of Massachusel Harold ricer State Forest 6.4 N � [E Sheer heer .,. o a Q Existing E 4 St< E Nursing & Retirf I Io"Ing loading Existing Refuse Storage Area Pre Development Drainage Areas October 13, 2016 Scale; 1"=66' re development Type III 24-hr 2 year Rainfa11=3.20" Prepared by Land Planning Inc. H droCAD@ 7.00 sln 001661 @ 1986-2003 Ap d Microcomputer Systems 101512010 Time span=5.00-20.00 hrs,dt=-0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment S'l:To Depression Runoff Area=47,302 sf Runoff Depth=0.29" Flow Length=285' Tc=8.3 min CN=58 Runoff=0.18 cfs 0.025 of Subcatchment S2:To Culvert Runoff Area=13,083 sf Runoff Depth=0.42" Flow Length=160' Tc=4.6 min CN=62 Runoff=-0.12 cfs 0.011 of Pond P1:Depression Peak Elev=94.85' Storage=1,014 cf Inflow=0.18 cfs 0.026 of Discarded=0.01 cfs 0.003 of Primary=0.00 cfs 0.000 of Outflow=0.01 cfs 0.003 of Total Runoff Area 1.386 ac Runoff Volume 0.037 of Average Runoff Depth 0.32" Y'. pre development Type 111 24-hr 2 year Rainfall=3.20" Y g Prepared b Land Planning Inc. Y H droCADO 7.00 sin 001661 41986-2003 Aeplied Microcomputer Systems 10/5/2010 Subcatchment SI: To Depression Runoff -- 0.18 cfs a@ 12.23 hrs, Volume= 0.026 af, Depth= 0.29" Runoff by SCS TR-20 method, UH=SCS,Time Span=5.00-20.00 hrs,dt=0.05 hrs Type III 24-hr 2 year Rainfall=3.20" Area sf CN Description 30,525 55 Woods, Good, HSG B 957 98 Paved parking&roofs 15,820 61 >75% Grass cover, Good HSG B 47,302 58 Weighted Average Tc Length Slope Velocity Capacity Description min feet ftlft ftlsec cfs 6.3 85 0.1100 0.2 Sheet Flow, Grass: Dense n=0.240 P2=3.20" 2.0 200 0.1100 1.7 Shallow Concentrated Flow, Woodland Kv=5.0 fps 8.3 285 Total Subcatchment S1: To Depression Hydrograph µ 0.2. i... f 0.19 018 c _ —Runoff ........... ............ ......- ............ ............. 0.18-: :...... _.....-..................-. 1_.........,. -.. ,.. . ...... ........ .- _.___......... : ......0.17 IV f Type. IICI 4�h r yoar 016 ... Ra'"' : l 1' -21"0, 015 � ..... 0 14. .. fnoIr�� '.3 s tt 0.13- -------------- R .................. .. .: i -...- I no .... Rurtoffof. e=o �._....-.� 261--afa.11 ... ..._.... ........ ..._..... ......... . . .......... i ,........ i -------- 0,291th Ru of D U. 0.09� ....... 008.:............................. ;......... .........-- -285. E r. ----- ....... .. Flow 0,07w ....... ...... 0 os' ....... �................3 ...... }. 8 in......... f 0.05 M _ E 0.04 - k58 ' 0.03-: .... ' r 0.02 .......... .....................F..............._... :.. .......---.............................. - o.a1. : , .......................................... S.................................................. 1 1 1 1 5 fi 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) pre development Type 11124-hr 2 year Rainfall=3.20" Prepared by Land Planning Inc. H droCAD@ 7.00 sln 001661 1986-2003 A lied Microcom uter Systems 10/5/2010 Subcatchment S2: To Culvert Runoff = 0.12 cfs @ 12.10 hrs, Volume= 0.011 af, Depth= 0.42" Runoff by SCS TR-20 method, U H=SCS,Time Span=5.00-20.00 hrs,dt=0.05 hrs Type lil 24-hr 2 year Rainfali=3,20" Area sf CN Description 79132 55 Woods, Good, HSG B 11737 77 Woods, Good, HSG D 704 98 Paved parking &roofs 31260 61 >75%Grass cover, Good, HSG B 250 80 >75%Grass cover, Good, HSG D 13,083 62 Weighted Average Tc Length Slope Velocity Capacity Description min feet ft/ft ftlsec cfs 3.6 40 0.1000 0.2 Sheet Flow, Grass:Dense n=0,240 P2=3.20" 1.0 120 0.1600 2.0 Shallow Concentrated Flaw, Woodland Kv=5,0 fps 4.6 160 Total Subcatchment S2: To Culvert Hydrograph P 0.13M 0.12 cfS 0.12w 4. i i � i v.11 ;... -yie]1-1,.24 r r..... Y 0 _ I 1 Il l 0.1 infall.............. 3 .... ..:... 0.09. n o �1 a,.: �. 83:S. 'e 0.08 4.........._..--------- ----- N Rur�off Io ume=�.D�I'I a .,.. 0.07-........................... Runoff, Depth=0.42' ... ........ . .................... LL a0! V :.........._....F �rvs.L . ............ ............... ................................... 0.05 0.04 ......... ------------- ................. ...... ...... .............................. T n.......... i Ih i 0.03 ......... ................................................................ 4. 2, N ............... _I WAR U.a1 . o- 5 6 7 8 9 10 11 12 13 14 15 16 17 1B 19 Za Time (hours) pre development Type 11124-hr 2 year Rainfall=3.20" Prepared by Land Planning Inc. H droCAD@ 7.00 sln 001661 Q 1986-2003Applied Microcomputer Systems 1015/2010 Pond PI: Depression Inflow Area 1.086 ac, Inflow Depth= 0.29" for 2 year event Inflow _ 0.18 cfs @ 12.23 hrs, Volume= 0.026 of Outflow 0.01 cfs @ 20.00 hrs, Volume= 0.003 af, Atten= 97%, Lag=466.2 min Discarded -- 0.01 cfs a@ 20.00 hrs, Volume= 0.003 of Primary -- 0.00 cfs a@ 5.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span=5.00-20.00 hrs,dt=0.05 hrs Peak Elev=94.85'@a 20.00 hrs Surf.Area= 1,011 sf Storage= 1,014 cf Plug-Flow detention time=265.0 min calculated for 0.003 of(12%of inflow) Center-of-Mass det.time= 125.5 min (997.2-871.7) # Invert Avail.Stora a Storage Description 1 93.70' 9,191 cf Custom Stage Data(Prismatic)Listed below Elevation Surf.Area Inc.Store Cum.Store feet s -ft cubic-feet cubic-feet 93.70 20 0 0 94.00 188 31 31 96.00 21135 21323 29354 98.00 41702 61837 91191 # Routing Invert Outlet Devices 1 Primary 97,60' 176.0 deg x 25.0'long Sharp-Crested Veef Trap Weir C=2.46 2 Discarded 0.00' 0.000375 fpm Exfiltration over entire Surface area Discarded OutFlow Max=0.01 cfs a@ 20.00 hrs HW=94.85' (Free Discharge) 1�-2=Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=0.00 cfs a@ 5.00 hrs HW=93.70' (Free Discharge) t- l' Sharp-Crested VeelTrap Weir Controls 0.00 cfs A pre development Type 11124-hr 2 year Rainfall=3.20 Prepared by Land Planning Inc. H droCAD@ 7.00 sin 001661 Q 1986-2003 A lied Microcom uter S stems '4I5124'I U Pond PI: Depression Hydrograph D 2 w �... ..... __ ...,. .. _.................. inflow 0.19 :..............,.......,.......,,.............,............................................. .......- 0.18�f o w : ... S Discarded ...................... ... Primary`Q•18 WArOa tno 0.17 0.1 fi- .. `. .. akElev= 4.85' i.. 9. , eoy1 5 Q 14� _{ . . Storage .....................:..:�...-....._..._.._........,.,.. ..i.. ..e.... ..a- -- 4 0.13............ ............ .. ------------ ..................f........................ • I L 011-.................................. ._ .. - 7 ...........i 3 0.1 .................. .. C 0 i • �. o.os ; 0.08 { _. ....... ....... ............... ... 0 07 .. o•06- r-• •� i 0.05 o.D4 1 7.. } : f { 7 s D.o � O.Q1 cfs 2 } { o.ao.Gfs: D= 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) pre development T e 11124-hr 90 e Prepared b Land Planning � y� year Rainfall �.�� H dro R Y g Inc. CAD@ 7.00 s/n 001661 O 1986-2003 Applied Microcomputer Systems 1 oi5/2o1 o Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment S1:To Depression Runoff Area=47,302 sf Runoff De pth-0.90 Flow Length=285' Tc=8.3 min CN=58 Runoff--0.97 cfs 0.081 of Subcatchment S2.To Culvert Runoff Area=13,083 sf Runoff D epth=1.14 Flow Length=160' Tc=4.6 min CN=62 Runoff-0.41 cfs 0.028 of Pond P1. Depression Peak Elev=96.24' Stora a=3 168 g cf Inflow-0.97 cfs 0.081 of Discarded=0.02 cfs 0.009 of Primary=0.00 cfs 0.000 of Outflow=0.02 cfs 0.009 of Total Runoff Area=1.386 ac Runoff Volume=0.110 of Average = Runoff Depth 0.95 Type 1l!24-hr 10 year Rainfall=4.70" pre development Prepared by Land Planning Inc. 1015/2010 H droCAD@?'.40 sin 001661 1986-2003 A lied Microcomputer Systems Subcatchment S'I: To Depression Runoff 0.97 cfs a@ 12.14 hrs, Volume= 0.081 af, Depths 0.90" Runoff by SCS TR-20 method, UH=SCS,Time Span=5.00-20.00 hrs, dt=0.05 hrs Type 111 24-hr 10 year Rainfall=4.70" Area sf CN Description 30,525 55 Woods, Good, HSG B 957 98 Paved parking&roofs 15,g20 51 >75%Grass cover, Good, HSG B 47,302 58 Weighted Average Tc Length Slope Velocity Capacity Description min feet ftlft ftlsec cfs 6.3 85 0,1140 0.2 Sheet Flow, Grass: Dense n=0.240 P2=3.20" 2.0 200 0.1100 1.7 Shallow Concentrated Flow, Woodland Kv=5.0 fps 8.3 285 Total Subcatchment S' : To Depression Hydrograph Runoff `.. ............ ..................... ........ ............... :0.97 .... ............a........................ 1 -- TE y III 1.24whr 10yearp E Rainfall 'ohm 4.70 I Airea=4?,302 sf Ru' noff E : i0. 8'I =of Runoff Volume i RunoffDepth -0.9O U. �u Legth=285'F l o n I't i Tc83 min CN=58 i s i � s i 3 I I s f i 0- 51 fi 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) pre development T e 11124-fir _ ►► Prepared b Land Planning Y� ��year Rainfall-�4.7a Y g Inc. H droCADO 7.00 sin 001661 @ 1986-2003 A lied Microcomputer S stems 0/5/2010 Subcatchment S2; To Culvert Runoff - 0.41 cfs a@ 12.08 hrs, Volume= 0.028 af, Dep th= 1.14" Runoff by SCS TR-20 method, UH=SCS,Time Span=5.00-20.00 hrs, dt=0.05 hrs Type III 24-hr 10 year Rainfall=4.70" Area sf CN Description 71132 55 Woods, Good, HSG B 11737 77 Woods, Good, HSG D 704 98 Paved parking &roofs 31260 61 >75%Grass cover, Good, HSG B 250 80 >75%Grass cover, Good, HSG D 13,083 62 Weighted Average Tc Length Slope Velocity Capacity Description min feet ftlft ftlsec iqfs- 3.6 40 0.1000 0.2 Sheet Flow Grass; Dense n=0.240 P2=3.20" 1.0 120 0.1600 2.0 Shallow Concentrated Flow, Woodland Kv=5.0 fps 4.6 160 Total Subcatchment S2: To Culvert Hydrograph ❑.44 0.42. ................._............_m_.-._... ..... _..... - r.........-. 0.41 cfs s ono 0.41 E i 3 0.38 ..-�o 0.36- _. year...... 0.34 ...... . ........ ....................... ................. fall 4.0.32 n70"0.3 ... ..... 0.28_:... ....... R no Ar� 8 sf ue a '1 Q 2fi- ij........... ............ ......... .......... .... u n off VOl1jMO!=O,M-....... 0.24 3 0,22 offs De'o Ruth.2m.... ' 4 .rt........... L o.1s:.., .............. Flow..-` e .......... 1 o 12 ,_.............,... ............. T -4 6 m n 0.08 :.:.:.::.::.:.:::::. N 2 t. s ... 0,os�.. ............ ..--.... T- : .... ....................... ..._. ' i ; �.q�........�.......... f .......�i.. ............................1..�...,...... ....-i.._., f V.o2_ ........................................................................:............. ........... ...:.................. ....... f 5 fi 7 8 9 10 11 12 13 14 15 16 17 18 19 2 Time (hours) o pre development Type 11124-hr 10 year Rainfall-4.70" Prepared by Land Planning Inc. H droCAD 7.00 sln 001661 1986-2003 Ap d Microcomputer Systems 1015/2010 Pond Pl: Depression Inflow Area= 1.086 ac, Inflow Depth =� 0.90" for 0 year event Inflow _ 0.97 cfs @ 12.14 hrs, Volume= 0.081 of Outflow 0.02 cfs a@ 20.00 hrs, Volume= 0.009 af, Atten=98%, Lag=471.3 min Discarded = 0.02 cfs a[, 20.00 hrs, Volume= 0.009 of Primary = 0.00 cfs a@ 5.00 hrs, Volume= 0.000 of Routing by Star-Ind method,Time Span=5.00-20.00 hrs,dt 0,05 hrs Peak Elev=96.24' a@ 20.00 hrs Surf.Area=2,441 sf Storage=3,168 cf Plug-Flow detention time=262.0 min calculated for 0.009 of(11% of inflow) Center-of-Mass det.time= 145.4 min (983.8-838.4} # Invert Avail.Stora a Stora a Descri Lion 1 93.70' 9,191 cf Custom Stage Data(Prismatic)Listed below Elevation Surf.Area Inc.Store Cum.Store F .......... ------feet s -ft cubic-feet cubic-feet s 93.70 20 0 0 94.00 188 31 31 96.00 21135 21323 21354 98.00 41702 61837 9,191 # Routi n Invert Outlet Devices 1 Primary97.60' '176.0 deg x 25.0'long Sharp �Crested VeefTrap weir C=2.46 ' 0.000375 f m Exfiltration over entire Surface area 2 Discarded 0.00 p Discarded OutFlow Max=0.02 cfs @ 20.00 hrs HW=96.24' (Free Discharge) t--2=Exfiltration (Exfiltration Controls 0.02 cfs) Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=93.70' (Free Discharge) -Sharp-Crested Ve IT p weir '�- e ra I Controls 0.00 cfs) pre development Type 1i124-hr 74 year Rai = " Prepared b Land Planning Inc. y nfal� �'T� Y g H droCAD@ 7.00 sin 001661 @ 1986-2003 Applied Microcomputer Systems 1 015/2010 Pond PI: Depression Hydrograph i = 3 _... ❑97:Ci8 ? �_....... � � �._..�_.--. ........... .........:.............__.._....�..................... ......-----•--•• ----.............., ......._...._._.. Inflow t Outflow f Discarded r Infl : w - --Prima i 3 e ' 0086 ae ry s ! e ak Ele' =96-24' i t = Sto ra �3 3 e _ cf E E i w ; f i s j i V i f 0 ` 3 s i i 1 E i i i E i i r i � t j j E i 0,00 cfs F :? 0.02�c 0 f s - ` ........... A 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) development Type!!!24 -hr 100 year Rainfall=6.70" pre p Prepared by Land Planning Inc. H droCAD 7.04 sln 401661 '�986-2003 Applied Microcomputer Systems 14/5/2010 Time span=5.00-20.00 hrs,dt=0.05 hrs, 301 points -20 method, UH=SCS Runoff by SCS TR Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment S1.To Depression Runoff Area=47,302 sf Runoff Depth=2.01" Flow Length=285' Tc=8.3 min CN=58 Runof2.40 cfs 0.182 of Subcatchment S2;To Culvert Runoff Area=13,083 sf Runoff Depth=2.37" Flow Length=160' Tc=4.6 min CN=62 Runoff cfs 0.059 of Pond P1: Depression Peak Elev=97.45' Storage=7,294 cf lnflow=2.40 cfs 0.182 of Discarded=0.02 cfs 0.015 of Primary=0.00 cfs 0.000 of Outflow=0.02 cfs 0.015 of Total Runoff Area=1.386 ac Runoff Volume 0.242 of Average Runoff Depth=2.09" 4 w 1 f. P 4' tl. pre development Type Ill 24-hr 100 year Rainfall=6.70" Prepared by Land Planning Inc. H droCAD@ 7.00 sln 001661 41986-2003 Applied Microcomputer Systems 10/5/2010 Subcatchment S'I: To Depression Runoff - 2.40 cfs a@ 12.13 hrs, Volume= 0.182 af, Dep th= 2.01" Runoff by SCS TR-20 method, UH=SCS,Time Span= 5.00-20.00 hrs,dt=0.05 hrs Type Ill 24-hr 100 year Rainfall=6.70" Area sf CN Description 30,525 55 Woods, Good, HSG B 957 98 Paved parking&roofs 15,820 61 >75%Grass cover, Good, HSG B 47,302 58 Weighted Average Tc Length Slope Velocity Capacity Description min feet ftlft ft/sec cfs 6.3 85 0.1100 D.2 Sheet Flow, Grass; Dense n=0.240 P2=3.20" 2.0 200 0.1100 1.7 Shallow Concentrated Flow, Woodland Kv=5.0 fps 8.3 285 Total Subcatchment Sl: To Depression Hydrograph i 3 3 i , € 2.40 dfs. _ Runoff i E j I Type 111 24-h: 100 . 3 ...-... .............. ._... e I r _. .Rvim n�f &-70" T T Run off Ar-ea=47,302=sf Runoff Volume--4.182'of 3 3 Runoff Depth2.01 f i ............. . ... ...... DWLength-285'........... E T6=813 m i n I I i fI CN=58 ? 3 0- r 5 fi T 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) i pre development Type 1�!2�-hr 160 year Rainfall=6.70" Prepared by Land Planning Inc. H droCAD�7.00 sln 001661 U 1986-2003 A Pied Microcvm computer System s 10/512010 Subcatchment S2: To Culvert Runoff 0.90 cfs @ 12.08 hrs, Volume= 0.059 af, Depth= 2.37" Runoff by SCS TR-20 method, UH=SCS,Time Span=5.00-20.00 hrs,dt=0.05 hrs. Type III 24-hr 100 year Rainfall=6.70" Area sf CN Description 71132 55 Woods, Good, HSG B 11737 77 Woods, Good, HSG D 704 98 Paved parking &roofs 31260 61 >75%Grass cover, Good, HSG B 250 80 >75%Grass cover, Go vd HSG D 13,083 62 Weighted Average Tc Length Slope Velocity Capacity Description min feet ftlft ftlsec cfs 3.6 40 0.1000 0,2 Sheet Flow, Grass: Dense n=0.240 P2=3.20" 1.4 120 0,1600 2.0 Shallow Concentrated Flow, Woodland Kv=5.0 fps 4.6 160 Total Subcatchment S2: To Culvert Hydrograph 1 _ F Runof# Type'lll 24wht 100 Rainfall 6.70' Runoff Area u off Vol' me-8.059af 3 Runoff Dep' th .37 v ; LL Flov�r Le' gthl=1 60 T06=4."'6 rain ti 1 E t CN- 62 i i f r I t f I 5 7 8 9 14 11 12 13 14 15 1S 1? '{8 19 2� Time (hours) pre development Type 11124-hr 100 year Rain faf 6•70Prepared by Land Planning Inc. H droCADO 7.00 sln 001661 @ 1986-2003 Applied Microcom uter S stems 1015 12010 Pond P'l: Depression Inflow Area = 1.086 ac, Inflow Depth = 2.01" for 100 year event Inflow - 2.40 cfs @ 12.13 hrs, Volume= 0.182 of Outflow 0.02 cfs @ 20.00 hrs, Volume= 0.015 af, Atten= 99%, La =472.2 min Discarded - 0.02 cfs @ 20.00 hrs, Volume= 0.015 a f g Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span=5.00-20.00 hrs,dt=0.05 hrs Peak Elev=97.45'@ 20.00 hrs Surf.Area=3,990 sf Storage=7,294 cf Plug-Flow detention time=272.8 min calculated for 0.015 of(8%of inflow) Center-of-Mass det.time= 156.6 min (976.0 W 819.3} # Invert Avail-Storage Stora a Description 1 93.70' 9,191 cf Custom Stage Data(Prismatic) Listed below Elevation Surf.Area Inc-Store Cum.Store feet s -ft cubic-feet cubic-feet 93.70 20 0 0 94.00 188 31 31 96.00 21135 21323 21354 98.00 41702 61837 9,191 # Routing Invert Outlet Devices 1 Primary 97.60' 176.0 deg x 25.0'long Sharp-Crested Vee/Tra Weir C=2.46 2 Discarded 0.00' 0.000375 f m Exfiltration over entire p p e Surface area Discarded OutFlow Max=0.02 cfs @ 20.00 hrs HW=97.45' Free Discharge) t2Exfiltration E � xffltrativn Controls 0.02 cfs} Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=93.70' (Free Discharge t-1=Shar Crested Vee/Tra Weir }p p �Controls 0.00 cfs} pre development Type -6.70" 24-hr 100 year Rainfall Prepared by Land Planning Inc. HydroCAD@ 7.00 s/n 001661 @ 1986-2003 Applied Microcom uter S stems 10/5/2010 Pond Pl: Depression Hydrograph Inflow [2.40 ofs Outflow Discarded Infl bw Are a=1 .086 a Primary ........ --- t............... .......... .............. -a' 2. ...............— -Pe' ...-EleV=9?.4.5k ... +cf mow NNW -St ' 90A orage ........... .......... ..............---------------------- -------- -----------.......------ t C :.0.00 ds. 0 .. 1 5 9 10 11 12 13 14 15 16 17 18 19 20 6 7 8 Time (hours) Pos t Development Drainage Analysis r 11 i 1J "M .............. �1. I k k 4 2 L r h u ..a ... To Depression (n e w u b c a t) To Culvert P 1 Depression Infiltration .......... ............ Drainage Diagram for post development Reach vnd Link b Land Planning Inc. 10/14/2010 Prepared y g x...` HydroCAD@ 7.00 sln 001fifi'I ©1986-2003 Applied Microcomputer Systems r AL �- AL L127)) Its AL \ � � Dpte �° w � t e to AK \ in iltratior� \ IOU 104 ' h LA ., \ +C) ^"gyp°"`''a°p`Its ! F. -i 27.39 \ I � .:ktEnw nr box to i f n/ C,orrmon filth of Massoctwaeltsl Horold ricer 5tote For, ` h N � ghee Existing E 4 St( Nursing & Retir( i E kXwInq loading Existing Refuse Storage Area Post Development Drainage Areas October 13, 2010 Scale: 1"=6U' ...... ...... .3 .... - .. .-. ..H - Infiltration System Storage Calculations Length of chambers 46.67 Length of field 48.67 Width of field 21.50 total area inc.vol.of inc.vol.of inc.vol.of total system elevation area of area of number of interior incremental storage stone chamber of rows chambers stone chambers end stone volume volume bottom of stone 114.00 0.00 0.00 4 0.00 0.00 0.00 0.00 0.00 0.00 bottom of chambers 114.50 10.75 0.00 4 0.00 200.68 0.00 8.60 209.28 209.28 115.00 2.43 2.08 4 8.32 45.36 388.29 8.60 442.26 651.54 115.50 2.83 1.98 4 7.92 52.83 369.63 8.60 431.06 1082.60 116.00 3.35 1.85 4 7.40 62.54 345.36 8.60 416.50 1499.09 116.50 4.19 1.64 4 6.56 78.22 306.16 8.60 392.97 1892.07 117.00 5.99 1.19 4 4.76 111.82 222.15 8.60 342.57 2234.64 top of chambers 117.33 6.29 0.20 4 0.80 117.52 37.34 5.68 160.53 2395.16 top of stone 117.83 10.75 0.00 41 0.00 200.68 0.00 8.601 209.28 2604.44 9r is 5 � a v I �. V I V S` i:' To Depression ubcat )(new To culvert S i Depression Infiltration ................ ............... ................... Drainage Diagram for post development revl s is Reach on Link b Land Planning Inc. 11191Z0'10 Prepared y g HydroGADO 7.00 sln 001661 Q 198fi-2003 Applied Microcomputer Systems post development revl Type 11124-hr 2 year Ralnfall=3.20" Prepared by Land Planning Inc. H droCADU 7.00 sln 001661 ©1986-2003 A lied Microcom uter Systems 1 1912010 Time span=0.00-16.00 hrs, dt=0.01 hrs, 1601 points -20 method, UH=SCS Runoff by SCS TR Reach routing by Stor-lnd+Trans method - Pond routing by Stor�lnd method Subcatchment S1 a; To Depression Runoff Area=39,118 sf Runoff Depth=0.20" Flow Length=285' Tc=8.3 min CN=57 Runoff=0.13 cfs 0.015 of Subcatchment S1 b: (new Subcat) Runoff Area=9,132 sf Runoff Depth=2.39" Flow Length=147' Tc=2.5 min CN=96 Runoff=0.71 cfs 0.042 of Subcatchment S2:To Culvert Runoff Area=11,883 sf Runoff Depth=0.33" Flaw Length=161' Tc=3.6 min CN=62 Runoff=0.11 cfs 0.008 of Po nd PI: Depression Peak Elev=94.48' Storage=594 cf Inflow=0.13 cfs 0.015 of Discarded=0.00 cfs 0.001 of Primary=0.00 cfs 0.000 of Outflow=0.00 cfs 0.001 of Pond P2: Infiltration Peak Elev=115.11' Storage=746 cf Inflow=0.71 cfs 0.042 of Discarded=0.06 cfs 0.032 of Primary=0.00 cfs 0.000 of Outflow=0.06 cfs 0.032 of Total Runoff Area='1.38o ac Runoff Volume 0.064 of Average Runoff Depth=o.56 4. y 3 s 4 V'. post development rev1 Type III 24-hr 2 year Rainfall=3.20" Y g Prepared b Land Planning Inc. y H droCADO 7.00 sln 001661 U 1986-2003 Applied Microcomputer Systems 11 1912010 Subcatchment S1 a: To Depression Runoff 0.13 cfs @ 12.31 hrs, Volume= 0.015 af, Depth= 0.20" Runoff by SCS TR-20 method, UH=SCS, Time Span=0.00-16.00 hrs, dt=0.01 hrs Type III 24-hr 2 year Rainfall=3.20" Area sf CN Description 28,123 55 Woods, Good, HSG B 469 98 Paved parking &roofs 10,526 61 >75% Grass cover, Good, HSG B 39,118 57 Weighted Average Tc Length Slope Velocity Capacity Description min feet ft/ft ftlsec cfs 6.3 85 0.1100 0.2 Sheet Flow, Grass: Dense n= 0.240 P2=3.20" 2•0 200 0.1100 1.7 Shallow Concentrated Flow, 8,3 285 Total Woodland Kv=5.0 fps Subcatchment Sl a: To Depression Hydrograph ❑. f 0.13- cfs --Run 01 2ype-111.T _. _ _- -------- I 0.11-: R � ._ : .._ a of a l ..........._�.......................-_______--_-:-__-............... 0.1 .............. R-unoff641"''39, 1; 8 s _Ar s ............ ...........,_. 0.09 3 RU: noff Vol ume=0.015 of o.oa j R1ndff-..Depth=0....20; -0.07- : ....................... 0.06� HOWLeh gth=285' 0.05 TC=814 min 0.04_. CN-57 0.03� 0.02 0.01 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 Time (hours) post development re vl Type!I!24-hr 2 year Ralrrfall~3.24" Prepared by Land Planning Inc. H droCAD®7.00 sln DD'661 U 1986-2003 A Iled Mlcrocom puter S stems 11/9/2010 Subcatchment S1 b: (new Subcat) Runoff 0.71 cfs a@ 12.04 hrs, Volume= 0.042 af, Depth= 2.39" Runoff by SCS TR-20 method, UHSCS, Time Span=0.00-16.00 hrs, dt=0.01 hrs -hr 2 year Rainfall=3.20" Type 11124 Area sf CN Description 8,612 98 Paved parking &roofs 520 61 >75% Grass cover, Good HSG B 91132 96 Weighted Average Tc Length Slope Velocity Capacity Description min) (feet) (ft/ft ftlsecL (cfs 1.6 10 0.0500 0.1 Sheet Flow, Grass: Dense n= 0.240 P2= 3.20" 0.8 92 0.0100 2.0 Shallow concentrated Flow, Paved Kv=20.3 fps 0.1 45 8.0 Direct Ent 2.5 147 Total Subcatchment Srlb: (new Subcat) Hydrograph 0.75. � -�Runoff cfs i ---... - _.. - - 0 - 0 T e I1.24hr-.2...0.s5E 0.6- R infall", --- 0.5 ----n 05 ---------------------- --------------- ............ Sf ----------........ u T • 0.45� _...... Ranoff..lJoune= 0421�f....................k___.. j-...--------------- ----------- ............. ._-.....-....-.- 3 ------------------ ---------- .............. 0.4RRunoff9 p 0.35' t 0.3 Fl --__ ........ ...........................------- �..._.- 0.25- Tc=2.;5 n1 n ........... ---------- ............... ............._........................... ................ .............. 0.2. ............. .......... ............................... ........ ............. 0.1 .......... ............... ........----------- ......... .. .................... ......... 0.05. ....................................... 0 0 1 2 3 4 5 fi 7 8 9 10 11 12 13 14 15 16 Time (hours) post development re►vl Type H/ 24-hr 2 year Rainfall=3.12Q" Y g Prepared b Land Planning Inc, y H droCADQ 7.00 sln 001661 D 1986-2003 Applied Microcomputer Systems 1 1 19120 1 0 Subcatchment S2: To Culvert Runoff -- 0.11 cfs @ 12.08 hrs, Volume= 0.008 af, Depth= 0.33" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-16.00 hrs, dt=0.01 hrs Type Ill 24-hr 2 year Rainfall=3.20" Area Isf) CN Description 61225 55 Woods, Good, HSG B 11737 77 Woods, Good, HSG D 370 98 Paved parking&roofs 31301 61 >75% Grass cover, Good, HSG B 250 80 >75% Grass cover, Good, HSG D 11,883 62 Weighted Average Tc Length Slope Velocity Capacity Description min feet (ft/ft) ftlsec cfs 2.4 36 0.2200 0.2 Sheet Flow, Grass; Dense n= 0.240 P2= 3.20" 1.2 125 0.1300 1.8 Shallow concentrated Flow, Woodland Kv=5.0 f s 3.6 161 Total Subcatchment S2: To Culvert Hydrograph a 125Z 0.12 0.115 0�'�-cfs Run I D5w,_-Type.: -......... 0.1 ---......_.. --- ,.111.14 .......... 0.1' ' r..... ear E -Ra n f a 1 3 ._._.__._.. -.... -- .........- ---,.. 0.09_�...... E ........ --------- --- ..... ......... ............... .......................................................... ° ........... ogM Runoff Area '1.' . 88 -sf...... ....... t_.__..... _.. ................ _ ..-.....___ ........... 0. 0.075: AUnoff.Volul' emi-O 0 0.07�� 08.mom ............. of ..... --0.065 Ru noff Uepth-033" ; . ......... ....... 0 ... ........ D.Ofi o.a55-- .................. E f i - - h �� i0.05 -Fo'llll L.en9t l.: 6 .......... 0.035 0.04 Tc=16Min ..e.................. - .. f__._.._.-.__...... y ~ ............... CN-62 ...... .. ._I_......... _... - - ....._..--- E t W_ a.D2.A .._......_-- }.._.__....... �_......------ -- _........ ........... - _. ...............__4....-.-....__-___... _ _ ....«.......................___.. 0.015..:.... f 0.01 -- -- __.._------ -- k �.. 0,005- I . D 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 Time (hours) post development rev1 Type H1 24-hr 2 year Rainfall=3.20" Prepared by Land Planning Inc. H droCAD@ 7.00 sin 001661 a 1986-2003 A lied Microcomputer S sterns 1119/2010 Pond Pal: Depression Inflow Area = 1.108 ac, Inflow Depth = 0.16" for 2 year event Inflow = 0.13 cfs a@ 12.31 hrs, Volume= 0.015 of Outflow 0.00 cfs a@ 16.00 hrs, Volume= 0.001 af, Aften= 97%, Lag= 221.2 min Discarded = 0.00 cfs a@ 16.00 hrs, Volume= 0.001 of Primary = 0.00 cfs a@ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 0.00-16.00 hrs, dt=0.01 hrs Peak Elev=94.48' a 16.00 hrs Surf.Area=660 sf Storage=594 cf Plug-Flow detention time= 131.5 min calculated for 0.001 of(7%of inflow) Center-of-Mass det.time= 50.7 min 860.4-809.7 } # invert Avail.Stora a Storage Description 1 93.70' 9,191 cf Custom Stage Data(Prismatic) Listed below Elevation Surf.Area Inc.Store Cum.Store feet s -ft cubic-feet cubic-feet 93.70 20 0 0 94.00 188 31 31 96.00 21135 21323 21354 98.00 41702 63837 91191 # Routin2. Invert Outlet Devices 1 Prima 97.60' 176.0 deg x 25.0'long Sharp-Crested Vee/Trap Weir C=2.46 0375 f m Exfiltration 2 Discarded 0.00 0.00 0.52 inlhr over entire Surface area p � Discarded outFlow Max=0.00 cfs @ 16.00 hrs HV=94.48' (Free Discharge) t -Exfiltration a@ 0.52 in/hr (Exfiltration Controls 0.00 cfs) Prima C]utFlow Max=0.00 cfs a[7 0.00 hrs HW=93.70' Free Discharge} t-1�Sharp-Crested V 1T p Weir �ee ra Controls 0.00 cfs) post development rev1 Type Ill 24-hr 2 year Rainf = " Prepared b Land Planning Inc. Y all 3.24 H dr � Y g oCADO 7.60 sln 061661 @ 1986-2003 Applied Microcomputer Systems 1 1191201 D Pond P'l: Depression Hydrograph 0.14.. ...... i-_. ...;..-. , 0.13 cfs inflow Ou------------- tflow ry -r'f - _�....__..1�__ _-..._.. 0.1�- [)W-i4 '�""' .......- •--Discarded 8 8.._0 c } , -------- _ � - .................-----��._..-------...... Prima 0.11............P ak EIevmom 948 ...... ..-_ _ ......... E 0.1 ----------- . . .......... 0.09' orage 594---2cf-] E i ' E 0,0sµ f 3 0,07- ......._.... i o _ - :.......... _.. _.... -- --...---._._._..-... r- — r _ 0.05- ................. 0.04-' ................... ........... .............................. ......- . .......................... ...._-------.. .....- - ...... ..........- __.. E E E 0.02- w ' 3 ' 0.00 cfs 0.00 c#s 0 0 1 2 3 4 5 fi 7 8 9 10 11 12 13 14 15 16 Time (hours) post development rev' Type !!!24-fir 2 year Rainfall=3.20" v: Prepared by Land Planning Inc. H droCADC]7.40 sln 40166'I 986-2443 Applied Microco uter Systems 11/9/201 Pond P2: Infiltration Inflow Area = 0.210 ac, Inflow Depth = 2.39" for 2 year event Inflow _ 0.71 cfs @ 12.04 hrs, Volume= 0.042 of Outflow 0.06 cfs @ 11.42 hrs, Volume= 0.032 af, Atten=92%, Lag=0.0 min Discarded = 0.06 cfs @ 11.42 hrs, Volume= 0.032 of Primary - 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method,Time Span= 0.00-�16.00 hrs, dt=0.01 hrs Peak Elev= 115.11' @ 12.84 hrs Surf.Area=0 sf Storage=746 cf Plug-Flow detention time=73.4 min calculated for 0.032 of(77%of inflow) Center-of-Mass det.time= 35.7 min 747.6-711.9} # Invert Avail.Stora a Storage Description 1 114.00' 2,605 cf Custom Stage Data Listed below Elevation lnc.Store Cum.Store feet cubic-feet cubic-feet 114.00 0 0 114.50 209 209 115.00 442 651 115.50 431 11082 116.00 417 1149 116.50 393 1,892 117.00 343 21235 117.33 161 21396 117.83 209 21605 # Routing Invert Outlet Devices 1 Discarded 0.00' 0.06 cfs ExHltration @ 2.41 inlhr at all elevations 2 Primary 115.58' 12.0" x 4.0'long culvert CPP, square edge headwall, Ke=0.500 Outlet Invert= 115.54' S=0.0100 T n=0,010 Cc=0.900 piscarded OutFlow Max=0.06 cfs a 11.42 hrs HW=114.04' (Free Discharge) 1=Exfiltration a 2.41 inlhr (Exfiltration Controls 0.06 cfs) Primary OutFlow Max=0.00 cfs a�0.00 hrs HW=114.00' (Free Discharge) t- 0.00 cfs 2 Culvert �Controls } post development rev1 Type 11124-hr year Rainfall== Y g Prepared b Land Planning Inc. y H droCAD4 7.00 sln 001661 Q 1986-2003 Applied Microcomputer Systems 11/9/2010 Pond P2; Infiltration Hydrograph i 0.75- 0.71 cfs --Inflow 0.7" - - f ' QufflOW 0.�5-._.._... r�flo ..Ara- �.� _. _ ..r, -------- Discarded isc -_ --Primary - ----------------------- 0.fi- Peak Elev:! 115oll 0.55-' 1- _..................... - _--------- 0.5- Storage: =74cff v.45- E 0.4- _.. �................_.... _...........-.... ..........._- f. ........... E M 0.35- r 0.3- ........ :. 0.25w f ............ 0.15 ------------ F - 0.11 w .. ...................... 1 OM cf3. .. ............ ................ ----------------` 0.00 c� ,.................................. - --- ........... .............. 0 0 1 2 3 4 5 fi 7 8 9 10 11 12 13 14 15 16 Time (hours) ost develo meat rev'i Type I!! �-hr 10 year Rainfall=4.70" p p Prepared by Land Planning Inc. H droCAD@ 7.00 sin 001661 @ 1986-2003 A lied Microcomputer Systems 1 1 19120'10 Time span=0.00-16.00 hrs,dt=0.01 hrs, 1601 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor Ind method Subcatchment S1a:To Depression Runoff Area=39,118 sf Runoff Depth=0.68" Flow Length=285' Tc=8.3 min CN=57 Runoff=0.74 cfs 0.051 of Subcatchment S1 b: (new Subcat) Runoff Area=9,132 sf Runoff Depth=3.70" Flow Length=147' Tc=2.5 min CN=96 Runoff=1.07 cfs 0.065 of Subcatchment S2:To Culvert Runoff Area=11,883 sf Runoff Depth=0.95" Flaw Length=161' Tc=3.6 rain CN=62 Runoff=0.40 cfs 0.022 of Pond P1: Depression Peak Elev=95.90' Storage=2,243 cf Inflow=0.74 cfs 0.055 of Discarded=0.01 cfs 0.003 of Primary=0.00 cfs 0.000 of Outflow=0.01 cfs 0.003 of Pond P2: Infiltration Peak Elev=115.69' Storage=1,244 cf lnflow=1.07 cfs 0.065 of Discarded=0.06 cfs 0.038 of Primary=0.05 cfs 0.004 of Outflow=0.11 cfs 0.042 of Total Runoff Area 1.380 ac Runoff Volume:0.137 of Average Runoff Depth 1.19" 9. i s s p.: 0. ul. u post development real Type///24-hr 70 year Rainfa11=4.70" Prepared by Land Planning Inc. H droCAD@ 7.00 sln 001661 01986-2003 Applied Microcomputer Systems 1 1/91201 0 Subcatchment S1a: To Depression Runoff - 0.74 cfs a@ 12.14 hrs, Volume= 0.051 af, Depth= 0.68" Runoff by SCS TR-20 method, UH=SCS, Time Span=0.00-16.00 hrs, dt= 0.01 hrs Type III 24-hr 10 year Rainfall4.70" Area sf CN Description 28,123 55 Woods, Good, HSG B 469 98 Paved parking&roofs 10,526 61 >75% Grass cover, Good, HSG B 39,118 57 Weighted Average Tc Length Slope Velocity Capacity Description min feet ftM ftlsec cfs 6.3 85 0.1100 0.2 Sheet Flow, Grass; Dense n= 0.240 P2= 3.20" 2.0 200 0.1100 1.7 Shallow Concentrated Flow, Woodland Kv= 5.0!ps 8.3 285 Total Subcatchment S1 a: To Depression Hydrograph va ......l -----............_ .....__.............._.............._..---.._..........._...............� ................ 0.75. E � .................... ............. ................ ..............- - 1 0.74 cfs Runoff 0.7. T:: a._111-24 ----_.._..__ h y�a.r_._. __------------- 0.65 _ ; /'��a Rainfall- 4.70�� 0.0 —.....-.........—e-...................s......._.............' -- Area-391---11-8, �0.55- Runoff... f. .s. -...._. -_-............. ._._ -_._-___-_ N ............------ ...........7.......- ... ........... 1�11y� ......:......... . .--...... f0 051 oRenofVtlure= .............. ...................�_. - Ru: no;ff-.Dp U. 0.35-- 0.3 Now Le :n 0.25,z- Tc=83 tin , 3 ' i I 0 2...._..•_-• .-. ..�.. ....-- -.e....-•--------- ........................... ...-.•.._.......... CN7 _ __.... _ --.... 0.15_: .._........ E ......................I------ E � I 0.1- ..__... ........................... E I .......................� —-----—---..._-— f ❑.05. t I I s : 44 0" 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 Time (hours) post development reel Type Ill 24-hr 10 year Rainfall 4.70" Prepared by Land Planning Inc. H draCADO 7.04 sln 001661 @ 1986-2003 Ap lied Microcom uter S stems 11/9/2010 Subcatchment S1 b: (new Subcat) Runoff - 1.07 cfs a 12.04 hrs, Volume= 0.065 af, Depth 3.70" -20 method, UH=SCS,Time Span=0.00-16.00 hrs, dt= 0.01 hrs Runoff by SC5 TR Type 111 24-hr 10 year Rainfall=4.70" Area sf CN Description 81612 98 Paved parking &roofs 520 61 >75%Grass cover, Good HSG B 91132 96 Weighted Average Tc Length Slope Velocity Capacity Description min feet ft/ft ft/sec Lcfs) 1.6 10 0.0500 0.1 Sheet Flow, Grass: Dense n=0.240 P2= 3.20" 0.8 92 0.0100 2.0 Shallow Concentrated Flow, Paved Kv=20.3 fps 0.1 45 8.0 Direct Ent 2.5 147 Total Subcatchment S1b: (new Subcat) Hydrograph f —Runoff s } 1:0.`cfs - Y - 4w year__._..- --------- --------------- f- o Rainfa: 11-4.70" Runoff Area� 9 1 32 1Sf �- Volu' n e=0.065 f Runoff w ff Depth=3.70; oRuno, F1oW ,Len:gth=147� Td-2.5 min C N=96 0-1 p 1 2 3 4 5 fi 7 8 9 10 11 12 13 14 15 16 Time (hours) post development rev1 Type 11124-hr 70 year Rainfall=4,70" Prepared by Land Planning Inc. y H droCAD�7.00 s In 001661 @ 1986-2003 Applied Microcomputer systems 111912r' 010 Subcatchment S2: To Culvert Runoff _ 0.40 cfs @ 12.06 hrs, Volume= 0.022 af, Depth= 0.95" Runoff by SCS TR-20 method, UH=SCS, Time Spam 0,00-16.00 hrs, dt= 0,01 hrs Type III 24-hr 10 year Rainfall=4.70" Area sf CN Description 61225 55 Woods, Good, HSG B 11737 77 Woods, Good, HSG D 370 98 Paved parking &roofs 31301 61 >75% Grass cover, Good, HSG B 250 80 >75% Grass cover, Good, HSG D 11,883 62 Weighted Average Tc Length Slope Velocity Capacity Description min feet fVft ftlsec cfs 2.4 36 0.2200 0.2 Sheet Flow, Grass; Dense n= 0.240 P2=3,20" 1.2 125 0.1300 1.8 Shallow Concentrated Flow, Woodland Kv=5.0!P--S 3,6 161 Total Subcatchment S2: To Culvert Hydrograph ;._------------------ 0 42= - -----------------_.._.__... _- ---- -- ;- --- -- 3 -: ---:----------- r- . 0.4a cfs [;.-Runoff 0.3s- e_. _ 24m r '� ��p_o.3s- o ear 0,34;_. r------.. --------- 0.3a- R n f a - 4 ?o ................................�--........._.._...._._ .------- ...._._�_..-... ------ 0.3-: AreA=1-1 0.2$ u_n-off... ;883-sf .........._ - _......._ - _.... . 0.zs�. Rbn-dff----------- .:. -Vo u'Me=4�022-af f. -...- ... ....... - -- --.... --......... 3 0.zz� Runoff Depth0D r9�: � ..,, 11 LL 0.18w FlowLength=161`---- r 0. 4 TC=' r6n'...... ................. .......... 0,1z- 0. �— ---------................... N2 -- -------_ { ..-- .. ............ ........ ----------- -� ... .... 0.0$ t :............. ............ 0.06" j 4.04- ---------- ............ j......................:' . - --- .......... 0.0z-: 0LM- 0 6 7 8 9 10 1� 12 13 14 15 16 Time hours) post development rev l Type 11124-hr 10 year Rainfall=4.70" Prepared by Land Planning Inc. H droCAD@ 7.00 sin 001661 @ 1986-2003 Applied Microcomputer Systems 11/9/2010 Pond Pl: Depression Inflow Area = 1.108 ac, Inflow Depth = 0.59" for 10 year event Inflow 0.74 cfs @ 12.14 hrs, Volume= 0.055 of Outflow - 0.01 cfs @ 16.00 hrs, Volume= 0.003 af, Atten=98%, Lag= 231.7 min Discarded = 0.01 cfs @ 16.00 hrs, Volume= 0.003 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span=0.00-16.00 hrs, dt= 0.01 hrs Peak Elev=95,90' @ 16.00 hrs Surf.Area=2,042 sf Storage=2,243 cf Plug-Flow detention time= 139.1 min calculated for 0.003 of(6%of inflow) Center-of-Mass det.time= 70.4 min ( 857.8-787.3 } # Invert Avail.Stora a Storage Descri tion 1 93.70' 9,191 cf Custom Stage Data(Prismatic) Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) s -ft cubic-feet cubic-feet 93.70 20 0 0 94.00 188 31 31 96.00 21135 21323 21354 98.00 41702 61837 %191 # Routing Invert Outlet Devices 1 Primary 97.60' 176.0 deg x 25.0' long Sharp-Crested Veerfrap Weir C=2.46 2 Discarded 0.00' 0.000375 fpm Exfiltration @ 0.52 inlhr over entire Surface area Discarded OutFlow Max=0.01 cfs @ 16.00 hrs HW=95.90' (Free Discharge) 6 t-2=Exfiltration @ 0.52 injhr (Exfiltration controls 0.01 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=93.70' Free Discharge) 1�-1=Sharp-Crested Vee/Trap Weir Controls 0.00 cfs} q V 4:. 6 post development rev1 Type 11124-hr 70 year Rainfa11=4.70" Prepared by Land Planning Inc. H droCAD@ 7.00 sln 001661 D 1986-2003 Applied Microcomputer Systems 11/9/201 U Pond PI: Depression Hydrograph 0.8- ....................... .......... ........... .... ..-...... - 0.75............__-...... - - - _............. -- - - - -- -- --- c s ---Inflow Outflow 0,7- .... ..,,,, 0 f nflow Area 8 c iscarded '-"�' Primary O.fi5 ........... ....... .......... 0.6 Peak Elev9590' 0.55= f __......._. 4 _-._.-..._...._........-._ ..._.....i'...............__._- - ... -._._. .---.-._. -------................ .........a. e Stdr: 43of -..._..___ .......... -------- ........... 0.5 t j ~ ................ o.45LL... 0.4- ........... 0.35 3 0,3- I ; 0.25 i 0.2 ..._.------- :_ 0.15- -- -. -..... ...........:.... i 0.1 _....... _;....._...-_..... _. ........ ;...__._....... t....._...... ' • f S � I 0.00 cf . f o.o Gfs 0 0 1 2 3 4 5 6 7 8 9 1a 11 12 13 14 15 16 Time (hours) post development revs Type/1/24-hr 10 year Rainfall=4.74" Prepared by Land Planning Inc. H droCAD8 7.00 sin 001661 @ 1986-2003 A lied Microcomputer Systems 11/9/2010 Pond P2: Infiltration Inflow Area = 0.210 ac, Inflow Depth = 3.70" for o year event Inflow _ 1.07 cfs a@ 12.04 hrs, Volume= 0.065 of Outflow = 0.11 cfs a@ 12.64 hrs, Volume= 0,042 af, Atten=90%, Lag= 35.9 min Discarded = 0.06 cfs @ 10.83 hrs, Volume= 0.038 of Primary 0.05 cfs @_ 12.64 hrs, Volume= 0.004 of Routing by Stor-Ind method, Time Span= 0.00-16.00 hrs, dt= 0.01 hrs Peak Elev= 115.69' a� 12.64 hrs Surf.Area=0 sf Storage= 1,244 cf Plug-Flow detention time= 66.7 min calculated for 0.041 of(64% of inflow) Center-of-Mass det.time= 12.8 min 715.7-702.9} # Invert Avail.Stora a Stora a Description__ 1 114.00' 2,605 cf Custom Stage Data Listed below Elevation Inc.Store Cum.Store feet cubic-feet cubic-feet 114.00 a a 114.50 209 209 115.00 442 651 115.50 431 11082 116.00 417 1,499 116.50 393 11892 117.00 343 21235 117.33 161 2,396 2 605 117,83 209 , S # Routing Invert Outlet Devices 1 Discarded 0,00' 0.06 cfs Exfiltration a 2.41 inlhr at all elevations 2 Primary 115.58' 12.0" x 4.0'long Culvert CPP, square edge headwall, Ke=0.500 Outlet Invert- 115.54' S= 0.0100'1' n=0.010 Cc= 0.900 p Discarded outflow Max=0.06 cfs @ 10.83 hrs HW=114.04' (Free Discharge) t-1=Exflltration a@ 2.41 inlhr (Exfiltration Controls 0.06 cfs) Primary outflow Max=0.05 cfs a 12.64 hrs HW=115.69' Free Discharge) t-- ; Controls 0.05 cfs 1.5 fps) 2 Culvert Barrel Contr � p ) post development reel Type 11124-hr 10 year Rainfall=4.7a" Prepared by Land Planning Inc. y H droCAD®7,00 s !n 001661 @ 1986-2003 Applied Microcomputer Systems 11/9/2010 Pond P2: Infiltration Hydrograph '• 1.0 cf8 ""'Inflow Outflow . ..........t C1 fW-Are"ammON-21-0--ac- ._..... - .."wn --Discarded o —Primary P.e: ak Eewl1'5n69' r V 244 StoraQg I of w 3 0 � 11. E j i f i i f (l.1 c#s jcf:s 0.05 cfs 2 3 4 5 fi 7 8 9 10 11 12 13 14 15 16 Time (hours) post developm ent rev1 Type 11124-hr 166 year Rainfall-6.7n" Prepared by Land Planning Inc. H droCAD@ 7.00 sln 001661 @ 1986-2003 A lied Microcorn uter Systems 1 1912010 Time span=0.00-16.00 hrs, dt=0.01 hrs, 1601 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment S1a:To Depression Runoff Area=39,118 sf Runoff Depth1.62" Flow Length=285' Tc=8.3 min CN=57 Runoff=1.93 cfs 0.122 of Subcatchment S1b: (new Subcat) Runoff Area=9,132 sf Runoff Depth=5.46" Flow Length=147' Tc=2.5 min CN=96 Runoff=1.55 cfs 0.095 of Subcatchment S2:To Culvert Runoff Area=11,883 sf Runoff Depth=2.04" Flow Length=161' Tc=3.6 min CN=62 Runoff=0.88 cfs 0.046 of Pond P1: Depression Peak Elev=97.10' Storage=6,114 cf Inflow=2.32 cfs 0.147 of Discarded=0.02 cfs 0.006 of Primary=0.00 cfs 0.000 of Outflow=0.02 cfs 0.006 of Pond P2: Infiltration Peak Elev=115.99' Storage=1,487 cf Inflow=1.55 cfs 0.095 of Discarded=0.06 cfs 0.044 of Primary=0.48 cfs 0.025 of Outflow=0.54 cfs 0.070 of Total Runoff Area-1.380 ac Runoff Volume-0.263 of Average Runoff Depth=2.29" a post development reef Type 11124-nr 100 year Rain all=6.70" Prepared by Land Planning Inc. H drocAD®7.00 sln 001661 Q 1986-2003 MOW Microcomputer Systems 11/912010 Subcatchment S1a: To Depression Runoff- 1.93 cfs @a 12.13 hrs, Volume= 0.122 af, Depth= 1.62" Runoff by SCS TR-20 method, UH=SCS, Time Span=0.00-16.00 hrs, dt=0.01 hrs Type III 24-hr 100 year Rainfall=-6.70" Area sf CN Description 28,123 55 Woods, Good, HSG B 469 98 Paved parking &roofs 10,526 61 >75% Crass cover Good, HSG B 39,118 57 Weighted Average Tc Length Slope Velocity Capacity Description min (feet) ftlft fUsec cfs 6.3 85 0.1100 0.2 Sheet Flow, Grass: Dense n= 0.240 P2=3.20" 2.0 200 0.1100 1.7 Shallow concentrated Flow, Woodland Kv=5.0 fps 8.3 285 Total Subcatchment Sl a: To depression Hydrograph 3 ..........I 2_.._............-. . ....-,- ., -111,...1-1- ....... 'I.93 Cfs. -....-.-......_. Runoff Tar e '11124-h'r 10D yeYp Rainfall 6.70' " f Runoff Area': 39,1 sf: Runoff Volume= wl�2 of 0 ano 3 _ ._ - --_............... _......__ ............. -................. FlowLen;gth=285� 1`6=&1:3 rri i n CN=57 o .......... - 1 1 1 1 j I. , I I IMF 1 U 2 3 4 5 6 7 8 9 14 11 12 13 14 15 16 Time (hours) post development rev1 Type 1112 4-hr 100 year Rainfall=6.70„ Prepared by Land Planning Inc. H droCAD@ 7.00 sin 001661 O 1986-2003 Apelied Microcom uter Systems 11/9/2010 Subcatchment Sib: (new Subcat) Runoff 1.55 cfs a@ 12.04 hrs, Volume= 0.095 af, Depths 5.46" Runoff by SCS TR-20 method, UH=SCS,Time Span=0.00-16.00 hrs, dt=0.01 hrs Type l!l 24-hr 100 year Rainfall=6.70" Area sfj CN Description 81612 98 Paved parking &roofs 520 61 >75% Grass cover, Good HSG B %132 96 Weighted Average Tc Length Slope Velocity Capacity Description min feet ftlft) (ftlsec) (cfs 1.6 10 0.0500 0.1 Sheet Flow, Grass: Dense n= 0.240 P2= 3.20" 0.8 92 0.0100 2.0 Shallow Concentrated Flow, Paved Kv=20.3 fps 0,1 45 8.0 Direct Entry, 2.5 147 Total Subcatchment S1b: (new Subcat) Hydrograph 1.55 dfs --Runoff Type 111 24=h r 100 year 11 Rainfall 610 Runoff Area: 9,1321:sf -- Munol f Volu'ne=00095 of Runoff Depth=5.46" LL Flow Lengtha-147" T c 2.5 M in CN=9t6 0- 0 1 2 3 4 5 fi 7 8 9 10 11 12 13 14 15 16 Time (hours) post development rev1 Type 11124-hr 100 year Rainfall=0.701' Prepared by Land Punning Inc. H droCAD@ 7.00 sln 001661 Q 1986-2003 Applied Microcomputer Systems 11/9/2010 Subcatchrnent S2: To Culvert Runoff = 0.88 cfs a@ 12.06 hrs, Volume= 0.046 af, Depth= 2.04" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-16.00 hrs, dt=0.01 hrs Type III 24-hr 100 year Rainfall=6.70" Area sf CN Description 61225 55 Woods, Good, HSG B 11737 77 Woods, Good, HSG D 370 98 Paved parking &roofs 31301 61 >75% Grass cover, Good, HSG B 250 80 >75% Grass cover, Good, HSG D 11,883 62 Weighted Average Tc Length Slope Velocity Capacity Description min feet ft/ft ftlsec cfs 2.4 36 0.2200 0.2 Sheet Flow, Grass: Dense n= 0.240 P2=3.20" 1.2 125 0.1300 1.8 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 3.6 161 Total Subcatchment S2: To Culvert Hydrograph 0.95 0.9- -- - 0.88 ofs Runoff 3 i 0.85 0.8- Ype-4ear ---------- 0.75- Ra: infall 1610 0.7- : D.65 - _. Runoff Area-'�'I 8 8 s-f. _............... __ o.s- -....._:..__. ' _ f-- - -- ------- .._...._.._... ........... _- ---------- .. ............ - 0.5.:.._.... ..... 3 ............... ............. .......... RUno ..............ff.Deh=2 . 0.45- t i o.4w FlowLergth-1 6'I'0.35. .__....._ ................- ........., 0.3 Tc=3-,,6....rr in...._.1....................- -... _.._.._.._. - - ..... -. ?._._._...... _ F..........----.. -_. - -.... ............ 0.25� ..__._. I ....... .........."" ..... ....... ......... �7 CN-62 . 2.. ....o- .............. 1 0.15 0. 0.05 ---------------- - 0 z 3 4 5 6 7 8 9 10123 14 95 16 Time (hours) post development revl Type H/24-hr 100 year Rainfall=6.70" Prepared by Land Planning Inc. H droCAD@ 7.00 sin 001661 @ 1986-2003 Applied Microcomputer Systems 1119/2010 Pond P'l: Depression Inflow Area = 1.108 ac, Inflow Depth= 1.59" for 100 year event Inflow = 2.32 cfs @ 12.14 hrs, Volume= 0.147 of Outflow 0.02 cfs @ 16.00 hrs, Volume= 0.006 af, Atten=99%, Lag=231.7 min Discarded = 0.02 cfs @ 16.00 hrs, Volume= 0.006 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method,Time Span= 0.00-16.00 hrs, dt=0.01 hrs Peak Elev=97.10' @ 16.00 hrs Surf.Area= 3,547 sf Storage=6,114 cf Plug-Flow detention time= 150.0 min calculated for 0.006 of(4%of inflow) Center-of-Mass det.time=75.2 min (848.0-772.8 } # Invert Avail.Stora a Storage Description 1 93.70' 91191 cf Custom Stage Data(Prismatic) Listed below Elevation Surf.Area Inc.Store Cum.Store feet s -ft cubic-feet cubic-feet 93.70 20 0 0 94.00 188 31 31 96.00 23135 21323 21354 98.00 41702 61837 93191 # Routing Invert Cutlet Devices 1 Primary 97.60' 176.0 deg x 25.0'long Sharp-Crested VeelTrap Weir C=2.46 2 Discarded 0.00' 0.000375 fprn Exfiltra#ion @ 0.52 inlhr over entire Surface area i Discarded outFlow Max=0.02 cfs a 16.00 hrs HW=97.10' (Free Discharge) t-2=Exfiltration a@ 0.52 in/hr (Exfiltration Controls 0.02 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=93.70' (Free Discharge) -'l-Sharp-Crested Vee/Trap Weir Controls 0.00 cfs} y:. 4 rt post development rev1 Type 11124-hr 100 year Rainfall=6.7U" Prepared by Land Planning Inc. H droCAD@ 7.00 sln 001661 @'986-2003 Applied Microcomputer Systems 111912010 Pond Pl: Depression Hydrograph Z32:cN --Inflow f Outflow --Discarded Inflow Area=1 .1 08 a —Primary 2 Peak97.10' StO ra d=g81 114 cf U. ............. ---------------- o 1 .............. .............. ........ i 7 0.00 cf 0;02 cis 0- 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 Time (hours) post development revl Type 11124-hr 100 year Rainfall-6.70" Prepared by Land Planning Inc. H droCAD®7.00 sin 001661 Q 1986-2003 Ap lied Microcom uter Sy stems 11/912010 Pond P2: Infiltration Inflow Area 0.210 ac, Inflow Depth 5.46" for 00 year event Inflow = 1.55 cfs @ 12.04 hrs, Volume= 0.095 of Outflow -- 0.54 cfs @ 12.24 hrs, Volume= 0.070 af, Atten=65%, Lag= 12.1 min Discarded = 0.06 cfs a 9.84 hrs, Volume= 0,044 of Primary = 0.48 cfs c. 12.24 hrs, Volume= 0.025 of Routing by Star-Ind method,Time Span= 0.00-16.00 hrs, dt=0,01 hrs Peak Elev= 115.99' @ 12.24 hrs Surf.Area=0 sf Storage= 1,487 cf Plug-Flow detention time=53.3 min calculated for 0.070 of(73%of inflow) Center-of-Mass det.time=8.1 min 703.6-695.5 } # Invert Avail.Stora a Storage Description 1 114.00' 2,605 cf Custom Stage Data Listed below Elevation Inc.Store Cum.Store feet cubic-feet cubic-feet 114.00 0 0 114.50 209 209 115,00 442 651 115.50 431 11082 116.00 417 11499 116.50 393 11892 117.00 343 2235. i 117.33 161 21396 117.83 209 21605 # Routing Invert Outlet Devices 1 Discarded 0.00' 0.06 cfs Exfiltration @ 2.41 in/hr at all elevations 2 Primary 115.58' 12.0" x 4.0`long Culvert CPP, square edge headwall, Ke=0.500 Outlet Invert= 115.54' S=0.0100'1' n=0.010 Cc=0.900 Discarded outFlow Max=0.06 cfs @ 9.84 hrs HW=114.04' (Free Discharge) 't-1Exfiltration @ 2.41 inlhr (Exfiltration Controls 0.06 cfs) Primary ou#Flow Max=0.48 cfs @ 12.24 hrs HW=115.99' (Free Discharge) t---2=Culvert (Barrel Controls 0.48 cfs @ 2.4 fps) post development rev 1 Type H/24-hr 100 year Rainfall=6.70" Prepared by Land Planning Inc. H droCADO 7.00 sin 001661 @ 1986-2003 Applied Microcomputer Systems 11/9/2010 Pond P2: Infiltration Hydrograph : 1 , 1.55 ON. Inflow Outflow —Discarded Inflow Are'a=0.21 --Primary ry 3 peak Elev=, l15.99' Storage: Now 1 Cf o ML i 0.54 cfs 0.48 ds i I I E 0.06 cfS , 0 i 0 1 2 3 4 5 s 7 8 9 10 11 12 13 14 15 16 Time (hours) ........... ......a. ; r..aPLANNING �: :.—;3... I A N L INC * Civil engineers • Land Surveyors • EnvironTnental Consultants Standard 3: Recharge Supporting Calculations Calculate required recharge volume: ` F (inches) Im envious AreaR� (ft')Hydrologic Soil p Type_ A 0.60 0 0 ft, 0.35 9 451 ft' 276 ft3 B , C. 0.25 0 0 ft3 D 0.10 0 0 ft3 Total Recharge Volume 276 ft' Determine recharge volume provided, Static Method: Infiltration system recharge volume - 1,288 ft3 (Storage volume below outlet elevation of 115.58) 1,288 ft' > 276 ft3 Recharge volume is adequate Calculate infiltration basin drawdown time: 0 Infiltration basin bottom area=756 ft K=2.41 i nlh r s Dt=Rv1((K)(Bottom area)} Dt=801 ft3/((2.41 inlhr)(1 ft112 in)(756 ft2}} = 5.28 hrs 5.28 hrs < 72 hrs Drawdown time is adequate s Capture Area Adjustment. ment impervious area to wetland = 1,661 ft� Pre develop p 2 Post development impervious area to wetland - 9,451 ft ' us area to be treated = 994 51 ft�— 1,661 ft2 = 7,790 ft Impervio us ervious area to infiltrations stem = 8,612 ft2 . Imp y 8 612 ft2 > 7,790 ftZ No adjustment necessary 214 Worcester Street 167 Hartford Avenue 1115 Main Street N.Grafton,MA 01536 Bellingham,MA 02019 Hanson,MA 02338 Tel:508-839-9526 Tel:508-966-4130 Tel:781-294-4144 Fax:508-839-9528 Fax:508-966-5054 Fax;781-293-411 l am ■ Report USDA, United States A product of the National Custom Soil Resource i Department of Cooperative Soil Survey, Agriculture a joint effort of the United Report for States Department of NRCS Agriculture and other Federal agencies, State Essex Natural agencies including the Resources Agricultural Experiment Massachusetts, Conservation Stations, and local Service participants Northern < , t 4a M� M�> I /✓. F ` n e.� " 11 i I ` A llN 5 pin - y r 4.. J� I. September 22,200 Preface ........... Soil surveys contain information that affects land use planning in survey areas.They highlight soil limitations that affect various land uses and provide information about the properties of the soils in the survey areas. Soil surveys are designed for many different users, including farmers,ranchers,foresters, agronomists, urban planners, community officials,engineers,developers, builders, and home buyers.Also, conservationists,teachers, students, and specialists in recreation,waste disposal, and pollution control can use the surveys to help them understand,protect,or enhance the environment. Various land use regulations of Federal,State, and local governments may impose special restrictions on land use or land treatment,Soil surveys identify soil properties � that are used in making various land use or land treatment decisions.The information is intended to help the land users identify and reduce the effects of soil limitations on various land uses.The landowner or user is responsible for identifying and complying with existing laws and regulations. Although soil survey information can be used for general farm, local, and wider area lanning,onsite investigation is needed to supplement this information in some cases. p Examples include soil quality assessments(http:llsoils.usda.govlsgi]}and certain conservation and engineering applications. For more detailed information,contact your local USDA Service Center(hftp,//offices.sc.egov,usda.gov/locator/app? } =nres a enc or your MRCS State Soil Scientist(http://soils,usda.gov/contact/ g Y state_officesl). Great differences in soil properties can occur within short distances, Some soils are seasonally wet or subject to flooding. Some are too unstable to be used as a foundation for buildings or roads.Clayey or wet soils are poorly suited to use as septic tank absorption fields.A high water table makes a soil poorly suited to basements or underground installations. The National Cooperative Soil Survey is a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Ex eriment Stations, and local agencies.The Natural Resources Conservation p Service NRCS has leadership for the Federal part of the National Cooperative Soil Survey. Information about soils is updated periodically. Updated information is available through the NRCS Soil Data Mart Web site or the NRCS Web Soil Survey.The Soil Data Mart is the data storage site for the official soil survey information. The U.S.Department of Agriculture(USDA)prohibits discrimination in all its programs and activities on the basis of race,color, national origin, age, disability,and where applicable, sex, marital status,familial status, parental status, religion, sexual orientation,genetic information,political beliefs,reprisal,or because all or a part of an individual's income is derived from any public assistance program.(Not all prohibited bases apply to all programs.)Persons with disabilities who require alternative means 2 for communication of program information(Braille, large print,audiotape,etc.)should contact USDA's TARGET Center at(202)720-2600(voice and TDD). To file a complaint of discrimination,write to USDA, Director, Office of Civil Rights, 1400 Independence Avenue, S.W.,Washington, D.C. 20250-9410 or call (800)795-3272 (voice) or(202)720-6382 (TDD). USDA is an equal opportunity provider and employer. 3 Contents ............. ............ Preface..................s..,...s...rr....r..r......rrr.•.......,•r.....s.................ss...............................2 SoilMap................................................................................................................ Legend.................................................................................................................. Map Unit Legend............................... Map Unit Descriptions............... Essex County, Massachusetts, Northern Part................................................10 1—Water.....................................................................................................10 10 38A Pipestone loamy sand, 0 to 3 percent slopes.................................... 51A--Swansea muck, 0 to 1 percent slopes............................................... 11 52A---Freetown muck, 0 to 1 percent slopes.............................................. 12 25313—Hinckley loamy sand, 3 to 8 percent slopes..................................••13 14 253C—Hinckley loamy sand, 8 to 15 percent slopes..............................r... 250A--Sudbury fine sandy loam, 0 to 3 percent slopes............................ 421 B----Canton fine sandy loam, 3 to 8 percent slopes,very stony.............16 71OE—Canton and Charlton fine sandy foams,steep, extremely stony.....17 711 C--Charlton-Rock outcrop-Hollis complex, 8 to 15 percent slopes......19 711 D--Charlton-Rock outcrop-Hollis complex, 15 to 25 percent slopes....21 Soil information for All Uses...............................................................................24 .,24 ` Soil Properties and Qualities....................... Soil Qualities and Features......................... 7 ' Hydrologic Soil Group...................................r..............s..,...........................2 References.......................... .. ...........29 i'. 4 Soil The soil map section includes the soil map for the defined area of interest,a list of soil map units on the map and extent of each map unit, and cartographic symbols displayed on the map.Also presented are various metadata about data used to produce the map,and a description of each soil map unit. 5 ........ ...... Custom Soil Resource Report Soil Map N N Y 0 r o n r 329400 329470 329540 329610 329680 329750 329820 329890 329960 330030 420 38'15' 42"38'15" ; ti' V ,v li Vy � SOMEONEEMI I I II I II _: I;� w II F Q 04 A' II I I II I it ,I II ti n � x - '_ 4 e i�. S �I f , I I I I 'I,I I C) aa �V 04 Ird 04 17 �I I II i II s I I�I1' II I� IIII t •cL..:..�� J Z - - II I II I yl a t tic l� - •t �. 3.. I�I c� s p IIII I I Ir �II+,IIII I I r x n < 11 I I III I! S� I , � q (� 5. O C-i A 1 04 z. ~at 0 p N �► N If N ' � 42°38'1" 42°38`1" 329400 329470 329540 329610 329680 329750 329820 329890 329960 330030 Map Sale:1:3,090 if printed on A size(8.5"x 11"y sheet. N Meters - i N 0 40 80 160 240 Feet 0 150 300 600 900 ............ ...... .. ...,.....:......... .: J --:i E .... .... Custom Soil Resource Report MAP LEGEND MAP INFORMATION Area of Interest=ADIj M Very Stony Spot Map Scale:1:3,090 if printed on A size(8.5"x 11"}sheet. Area of Interest{Aol} Wet Spot The soil surveys that comprise your A41 were mapped at 1:15,840. Soils Other soil Map Units Special Line Features Please rely on the bar scale on each map sheet for accurate map Special Point Features ; Gully measurements. E; Blowout Short Steep Slope Source of Map: Natural Resources Conservation Service ® Borrow Pit Web Soil Survey URL: http:/Avebsoilsurvey.nres.usda.gov -"-; other Clay Spot Coordinate System: UTM Zone 19N NAD83 .v:, _ Political Features Closed Depression Cities This product is generated from the USDA-NRCS certified data as of X Gravel Pit Water Features the version date(s)listed below. Gravelly Spot oceans Soil Survey Area: Essex County,Massachusetts,Northern Part Landfill ;., Streams and Canals Survey Area Data: Version S,Aug 11,2008 Lava Flow Transportation Rails Marsh or swamp Date(s)aerial images were photographed: 7/10/2003 Mine or Quarry +' Interstate Highways The orthophoto or other base map on which the soil lines were US Routes compiled and digitized probably differs from the background Miscellaneous Water imagery displayed on these maps.As a result,some minor shifting Perennial Water n_.. Mayor Roads of map unit boundaries may be evident. Rock outcrop Local Roads -� Saline Spot .• Sandy Spot Severely Eroded Spot Sinkhole Slide or Slip jg Sodic Spot Spoil Area Stony Spot Custom Soil Resource Report Legend Na Unit E s x Coun. Massachusetts' Nvrti ern Part(M..606 : : _Map Untt 5ymhol Map Unit Name Acres In Aol Pendent of Aql 1 water 0.3 0.6°/Q 38A Pipestone loamy sand,0 to 3 percent slopes 3.0 7.5°/a 51 A Swansea muck,0 to 1 percent slopes 1.8 4.6% 52A Freetown muck,0 to 1 percent slopes 7•9 20.1°/� 253B Hinckley loamy sand,3 to 8 percent slopes 0.3 0.8% 253C Hinckley loamy sand,8 to 15 percent slopes 0.2 0.6% 260A Sudbury fine sandy loam,0 to 3 percent 8.7 22.2% slopes 421 B Canton fine sandy loam,3 to 8 percent 2.5 6.4% slopes,very stony 71pE Canton and Charlton fine sandy loams, 3•5 9.0°�0 steep,extremely stony 711 C Charlton-Rack outcrop-Hollis complex,8 to 5.1 13.0°/0 15 percent slopes I 711 D Charlton-Rock outcrop-Hollis complex,15 to 6.0 15.3°/0 25 percent slopes Totals for Area of Interest 39.4 108.4°/p Map Unit Descriptions Y' The ma units delineated on the detailed soil maps in a soil sury p ey represent the soils or miscellaneous areas in the survey area.The map unit descriptions, along with the maps, can be used to determine the composition and properties of a unit. A map unit delineation on a soil map represents an area dominated by one or more major kinds of soil or miscellaneous areas.A map unit is identified and named according to the taxonomic classification of the dominant soils.Within a taxonomic class there are precisely defined limits for the properties of the soils.On the landscape, however,the soils are natural phenomena,and they have the characteristic variability of all natural phenomena.Thus, the range of some observed properties may extend beyond the limits defined for a taxonomic class.Areas of soils of a single taxonomic class rarely, if ever,can be mapped without including areas of other taxonomic classes.Consequently,every map unit is made up of the soils or miscellaneous areas for which it is named and some minor components that belong to taxonomic classes other than those of the major soils. Most minor soils have properties similar to those of the dominant soil or soils in the map unit, and thus they do not affect use and management.These are called noncontrasting,or similar, components.They may or may not be mentioned in a particular map unit description. Other minor components, however, have properties and behavioral characteristics divergent enough to affect use or to require different management.These are called contrasting,or dissimilar,components.They generally 8 Custom Soil Resource Report are in small areas and could not be mapped separately because of the scale used. Some small areas of strongly contrasting soils or miscellaneous areas are identified by a special symbol on the maps. If included in the database for a given area,the contrasting minor components are identified in the map unit descriptions along with some characteristics of each.A few areas of minor components may not have been observed, and consequently they are not mentioned in the descriptions, especially where the pattern was so complex that it was impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The objective of mapping is not to delineate pure taxonomic classes but rather to separate the landscape into landforms or landform segments that have similar use and management requirements. The delineation of such segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, however, onsite investigation is needed to define and locate the soils and miscellaneous areas. An identifying symbol precedes the map unit name in the map unit descriptions.Each description includes general facts about the unit and gives important soil properties and qualities. Soils that have profiles that are almost alike make up a soil series. Except for differences in texture of the surface layer,all the soils of a series have major horizons that are similar in composition,thickness, and arrangement. Soils of one series can differ in texture of the surface layer,slope, stoniness, salinity degree of erosion,and other characteristics that affect their use.On the basis of such differences, a soil series is divided into soil phases. Most of the areas shown on the detailed soil maps are phases of soil series. The name of a soil phase commonly indicates a feature that affects use or management. For example,Alpha silt loam o to 2 percent slopes, is a phase of the Alpha series. Some map units are made up of two or more major soils or miscellaneous areas. These map units are complexes, associations, or undifferentiated groups. A complex consists of two or more soils or miscellaneous areas in such an intricate pattern or in such small areas that they cannot be shown separately on the maps.The pattern and proportion of the soils or miscellaneous areas are somewhat similar in all areas.Alpha-Beta complex, D to 6 percent slopes, is an example. An association is made up of two or more geographically associated soils or miscellaneous areas that are shown as one unit on the maps. Because of present or anticipated uses of the map units in the survey area, it was not considered practical or necessary to map the soils or miscellaneous areas separately. The pattern and relative proportion of the soils or miscellaneous areas are somewhat similar.Alpha- Beta association, o to 2 percent slopes, is an example. An undifferentiated group is made up of two or more soils or miscellaneous areas that could be mapped individually but are mapped as one unit because similar interpretations can be made for use and management.The pattern and proportion of the soils or miscellaneous areas in a mapped area are not uniform.An area can be made up of only one of the major soils or miscellaneous areas, or it can be made up of all of them.Alpha and Beta soils, 6 to 2 percent slopes, is an example. Some surveys include miscellaneous areas.Such areas have little or no soil material and support little or no vegetation. Rock outcrop is an example. 9 Custom Soil Resource Report Essex County, Massachusetts, Northern Part 1—Water Map Unit Setting Frost-free period: 25 to 65 days Map Unit Composition Water.' 100 percent 38A --Pipestone foamy sand, 4 to 3 percent slopes Map Unit Setting Elevation:600 to 1,000 feet Mean annual precipitation:45 to 54 inches Mean annual air temperature:43 to 54 degrees F Frost free period: 45 to 240 days Map Unit Composition K Pipestone and similar soils:80 percent Minor components:20 percent Description of Pipestone Setting Landform:Terraces Landform position two Toeslope Landform position (three-dimensional):Tread Down-slope shape:Concave Across-slope shape:Concave Parent material:Loose sandy glaciofluvial deposits Properties and qualities Slope:0 to 3 percent Depth to restrictive feature:More than 80 inches Drainage class:Poorly drained Capacity of the most limiting layer to transmit water{Ksat}:High to very high (6.00 to 20.00 inlhr) Depth to wafer table:About 18 to 41 inches Frequency of flooding:None Frequency of ponding:None Available water capacity. Low(about 4.2 inches) Interpretive groups Land capability(non irrigated):4w Typical profile 0 to 3 inches:Muck 3 to II inches:Loamy sand 7 I to 24 inches:Loamy sand 24 to 60 inches:Stratified sand to fine sand 10 Custom Soil Resource Report Minor Components Wareham Percent of map unit: 10 percent Landform.•Terraces Scarboro Percent of map unit:7 percent Landform:Terraces Deerfield Percent of map unit:3 percent 51A-•-Swansea muck, o to 1 percent slopes Map Unit Setting Mean annual precipitation:45 to 54 inches Mean annual air temperature:43 to 54 degrees F Frost-free period. 145 to 240 days Map Unit Composition Medisaprists, shallow and similar soils:80 percent Minor components:20 percent Description of Medisaprists, Shallow Setting Landform: Bogs, drainageways Landform positron(two-dimensional):Toeslope Landform position(three-dimensional):Dip Down-slope shape:Concave Across-slope shape:Concave Parent material Highly-decomposed herbaceous organic material over loose loamy glaciofluvial deposits and/or firm sandy basal till Properties and qualities Slope:0 to 1 percent Depth to restrictive feature:More than 80 inches Drainage class:Very poorly drained Capacity of the most limiting layer to transmit water(Ksat):Moderately high to high (0.60 to 6.00 inlhr) Depth to wafer table:About 0 to 12 inches Frequency of flooding:None Frequency of ponding:None Available water capacity. High (about 9.0 inches) Interpretive groups Land capability(nonirrigated):5w Typical profile 0 to 9 inches:Muck 11 Custom Soil Resource Report 9 to 26 inches:Muck 26 to 60 inches:Muck Minor Components Freetown Percent of map unit: 10 percent Landform:Bogs Whitman Percent of map unit:5 percent Landform:Depressions Scarboro Percent of map unit:3 percent Landform:Terraces Birdsall Percent of map unit:2 percent Landform:Depressions 52A—Freetown muck, o to 1 percent slopes Map Unit Setting Mean annual precipitation:45 to 54 inches Mean annual air temperature:43 to 54 degrees F Frost-free period: 145 to 240 days Map Unit Composition Medisaprists, deep and similar soils:80 percent Minor components:20 percent Description of Medisaprists, Deep g Setting g g Landform:Bogs, drainageways Landform position two Toeslope Landform position(three-dimensional:Dip Down-slope shape:Concave Across-slope shape:Concave Parent material:Highly-decomposed herbaceous organic material Properties and qualities Slope:0 to 1 percent Depth to restrictive feature:More than 80 inches Drainage class:Very poorly drained Capacity of the most limiting layer to transmit water(Ksat):Moderately high to high (0,60 to 6.00 inlhr) Depth to water table:About 0 to 12 inches Frequency of flooding:None Frequency of ponding:None Available water capacity:Very high (about 22.2 inches) 12 Custom Soil Resource Report Interpretive groups Land capability(nonirrigaled):5w ' Typical profile 4 to 5 inches: Muck 5 to 60 inches:Muck Minor Components Swansea Percent of map unit: 10 percent Landform:Bogs Whitman Percent of map unit:5 percent Landform:Depressions Scarboro Percent of map unit:3 percent Landform:Terraces Birdsall Percent of map unit:2 percent Landform:Depressions 253B—Hinckley loamy sand, 3 to 8 percent slopes Map Unit setting Elevation:0 to 1,000 feet Mean annual precipitation:45 to 54 inches Mean annual air temperature:43 to 54 degrees F Frost-free period: 145 to 240 days Map Unit Composition Hinckley and similar soils:80 percent Minor components:20 percent Description of Hinckley Setting Landform:Deltas on terraces,outwash plains on terraces Landform positron(two-dimensional):Shoulder,footslope Landform position(three-dimensional):Tread Down-slope shape: Convex Across-slope shape:Convex Parent material:Loose sandy and gravelly glaciofluvial deposits Properties and qualities Slope:3 to 8 percent Depth to restrictive feature:More than 80 inches Drainage class:Excessively drained 13 Custom Soil Resource Report Capacity of the most limiting layer to transmit water(Ksat):High to very high(6.00 to 20.00 inlhr) Depth to water fable:More than 80 inches Frequency of flooding:None Frequency of ponding: None Available water capacity.Low(about 3.1 inches) Interpretive groups Land capability(nonirrigated):3s Typical profile 0 to 1 inches:Muck I to 8 inches:Loamy sand 8 to 20 inches:Very gravelly loamy sand 20 to 60 inches:Stratified cobbly coarse sand to very gravelly loamy fine sand Minor Components Windsor Percent of map unit. 12 percent Sudbury Percent of map unit:3 percent i Carver Percent of map unit:2 percent j Wareham Percent of map unit.2 percent Landform:Terraces Swansea Percent of map unit. 1 percent Landform:Bogs 53C 2 ---Hinckley loamy sand, 8 to 15 percent slopes Map Unit Setting Elevation:0 to 1,000 feet Mean annual precipitation:45 to 54 inches Mean annual air temperature.43 to 54 degrees F Frost-free period. 145 to 240 days Map Unit Composition Hinckley and similar sails:80 percent Minor components:20 percent Description of Hinckley Setting Landform:Drainageways, kames,terraces Landform position{two-dimensional}.Backslope Landform position(three-dimensional):Side slope, riser 14 Custom Soil Resource Report Down-slope shape:Linear Across-slope shape:Convex Parent material:Loose sandy and gravelly glaciofluvial deposits Properties and qualities Slope:8 to 15 percent Depth to restrictive feature:More than 80 inches Drainage class:Excessively drained Capacity of the most limiting layer to transmit water(Ksaf):High to very high(6.00 to 20.00 inlhr) Depth to water table:More than 80 inches Frequency of flooding.None Frequency of ponding: None Available water capacity:Low(about 3.1 inches) Interpretive groups Land capability(nonirrigated):4s Typical profile 0 to I inches:Muck I to 8 inches: Loamy sand 8 to 20 inches:Very gravelly loamy sand 20 to 60 inches:Stratified cobbly coarse sand to very gravelly loamy fine sand Minor Components Windsor Percent of map unit: 15 percent Carver Percent of map unit.2 percent Sudbury Percent of map unit. 1 percent Swansea Percent of map unit. 1 percent Landform:Bogs Wareham Percent of map unit: 1 percent Landform:Terraces .260A—Sudbury fine sandy loam, 0 to 3 percent slopes Map Unit Setting Elevation:0 to 2,100 feet Mean annual precipitation:45 to 54 inches Mean annual air temperature:43 to 54 degrees F Frost-free period: 145 to 240 days Map Unit Composition Sudbury and similar soils:80 percent 15 Custom Soil Resource Report Minor components:20 percent Description of Sudbury Setting Landform:Flats Landform positron two -di'mensional):Footslope Landform position(three-dimensional): Rise Down-slope shape:Concave Across-slope shape:Concave Parent material.Friable loamy eolian deposits over loose sandy glaciofluvial deposits derived from granite and gneiss Properties and qualities Slope:0 to 3 percent Depth to restrictive feature: More than 80 inches Drainage class:Moderately well drained Capacity of the most limiting layer to transmit water(Ksat):High (2.00 to 6.00 inlhr) Depth to water table:About 18 to 36 inches Frequency of flooding:None Frequency ofponding:None Available water capacity:Low(about 4.7 inches) Interpretive groups Land capability(nonirrigated):2w Typical profile 0 to I inches: Muck I to 5 inches: Fine sandy loam 5 to 21 inches:Sandy loam 21 to 27 inches:Loamy sand 27 to 60 inches:Error s Minor Components { Merrimac Percent of map unit: 15 percent Walpole Percent of map unit:5 percent Landform:Terraces 2 421 B- Canton fine sandy loam, 3 to S percent slopes, very stony Map Unit Setting Elevation:0 to 1,000 feet Mean annual precipitation:45 to 54 inches Mean annual air temperature:43 to 54 degrees F Frost free period: 145 to 240 days Map Unit Composition Canton and similar soils:80 percent 16 Custom Soil Resource Report Minor components:20 percent Description of Canton Setting Landform:Hills Landform position(two-dimensional):Footslope Landform position(three-dimensional): Base slope Down-slope shape:Convex Across-slope shape: Convex Parent material:Friable coarse-loamy eolian deposits over friable sandy and gravelly basal till derived from granite and gneiss Properties and qualities Slope:3 to 8 percent Surface area covered with cobbles, stones or boulders: 1.6 percent Depth to restrictive feature: 18 to 36 inches to strongly contrasting textural stratification Drainage class:Well drained Capacity of the most limiting layer to transmit water(Ksat):High (2.00 to 6.00 in/hr) Depth to water table:More than 80 inches Frequency of flooding: None Frequency of ponding:None Available water capacity:Low(about 4.5 inches) Interpretive groups Land capability(nonirrigated):5s Typical profile 0 to 6 inches:Fine sandy loam 5 to 33 inches: Fine sandy loam 33 to 60 inches:Gravelly loamy sand Minor Components Scituate Percent of reap unit. 15 percent Swansea Percent of map unit:5 percent Landform:Bogs 710E Canton and Chariton fine sandy Ioams, steep, extremely stony Map Unit Setting Elevation:0 to 1,000 feet Mean annual precipitation:45 to 54 inches Mean annual air temperature:43 to 54 degrees F Frost-free period: 145 to 240 days Map Unit Composition Canton and similar soils:60 percent 17 Custom Soil Resource Report Charlton and similar soils:20 percent Minor components:20 percent Description of Canton Setting Landform: Hills Landform position(two-dimensional):Backslope Landform position(three-dimensional):Side slope Down-slope shape:Linear Across-slope shape:Convex Parentmaterial.Friable coarse-loamy eolian deposits overfriable sandy and gravelly basal till derived from granite and gneiss Properties and qualities Slope:25 to 35 percent Surface area covered with cobbles, stones or boulders:9.0 percent Depth to restrictive feature: 18 to 36 inches to strongly contrasting textural stratification Drainage class:Well drained Capacity of the most limiting layer to transmit water(Ksat):High (2.00 to 6.00 inlhr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Available water capacity:Low(about 4.4 inches) Interpretive groups Land capability(nonrrrigated):7s Typical profile 0 to 3 inches:Fine sandy loam 3 to 33 inches:Fine sandy loam 33 to 60 inches:Gravelly loamy sand Description of Charlton Setting Landform:Hills Landform position (two-dimensional):Backslope Landform position (three-dimensional):Side slope Down-slope shape:Linear Across-slope shape:Convex Parent material:Friable coarse-loamy eolian deposits over friable coarse-loamy basal till derived from granite and gneiss Properties and qualities Slope:25 to 35 percent Surface area covered with cobbles, stones or boulders:9.0 percent Depth to restrictive feature:More than 80 inches Drainage class:Well drained Capacity of the most limiting layer to transmit water(Ksat):Moderately high to high (0.60 to 6.00 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Available water capacity.Moderate(about 7.5 inches) 4. J P 18 Custom Soil Resource Report Interpretive groups Land capability(nonirrigated):7s Typical profile 0 to 4 inches:Fine sandy loam 4 to 28 inches:Gravelly fine sandy loam 28 to 60 inches:Gravelly fine sandy loam Minor Components Paxton Percent of map unit: 10 percent Hollis Percent of map unit.,7 percent Woodbridge Percent of map unit.3 percent 711 C--Charlton-Rock outcrop-Hollis complex, 8 to 15 percent slopes Map Unit Setting Mean annual precipitation:45 to 54 inches Mean annual air temperature:43 to 54 degrees F Frost-free period. 125 to 240 days Map Unit Composition Charlton and similar soils:60 percent Rock outcrop: 16 percent Hollis and similar soils: 15 percent Minor components:9 percent Description of Charlton Setting Landform:Ridges, hills Landform position(two-dimensional):Backslope Landform position(three-dimensional):Side slope Down-slope shape:Linear Across-slope shape:Convex Parent material:Friable coarse-loamy eolian deposits over friable coarse-loamy basal till derived from granite and gneiss Properties and qualities Slope:8 to 15 percent Surface area covered with cobbles, stones or boulders: 1.6 percent Depth to restrictive feature:More than 80 inches Drainage class:Well drained Capacity of the most limiting layer to transmit water(Ksat):Moderately high to high (0.60 to 6.00 inlhr) 19 j Custom Soil Resource Report Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Available water capacity: Moderate(about 7.5 inches) Interpretive groups Land capability(nonirrigated).6s Typical profile 4 to 4 inches:Fine sandy loam 4 to 28 inches:Gravelly fine sandy loam 28 to 60 inches:Gravelly fine sandy loam Description of Rock Outcrop Setting Parent material:Granite and gneiss Properties and qualities Slope:8 to 15 percent Depth to restrictive feature:0 inches to lithic bedrock Interpretive groups Land capability(nonirrigated): 8s Description of Hollis Setting Landform:Ridges,hills Landform position(two-dimensional):Backslope Landform position(three-dimensional):Side slope Down-slope shape:Linear Across-slope shape:Convex Parent material:Shallow,friable loamy basal till derived from granite and gneiss over granite and gneiss Properties and qualities Slope:8 to 15 percent Depth to restrictive feature: 10 to 60 inches to lithic bedrock Drainage class:Somewhat excessively drained Capacity of the most limiting layer to transmit wafer(Ksat):Very low(0.00 to 0.04 in/ hr) Depth to water table: More than 80 inches Frequency of flooding:None Frequency of ponding:None Available water capacity.Very low(about 2.1 inches) Interpretive groups u Land capability(nonirrigated):4e Typical profile 0 to I inches: Muck 7 to 6 inches:Fine sandy loam 6 to 17 inches:Gravelly fine sandy loam 17 to 20 inches:Unweathered bedrock 0 20 Custom Soil Resource Report Minor Components Woodbridge Percent of map unit:5 percent Ridgebury Percent of map unit:4 percent Landform: depressions 711 D--Charlton-Rock outcrop-Hollis complex, 15 to 25 percent slopes Map Unit Setting Mean annual precipitation:45 to 54 inches Mean annual air temperature:43 to 54 degrees F Frost-free period. 125 to 240 days Map Unit Composition Charlton and similar soils:60 percent Rock outcrop: 16 percent Hollis and similar soils: 15 percent Minor components:9 percent Description of Charlton Setting Landform:Ridges, hills Landform position(two-dimensional):Backslope Landform position (three-dimensional):Side slope Down-slope shape:Linear Across-slope shape:Convex Parent material:Friable coarse-loamy eolian deposits over friable coarse-loamy basal till derived from granite and gneiss Properties and qualities Slope: 15 to 25 percent Surface area covered with cobbles, stones or boulders: 1.6 percent Depth to restrictive feature: More than 80 inches Drainage class:Well drained Capacity of the most limiting layer to transmit water(Ksat):Moderately high to high (0.60 to 6.00 inlhr) Depth to water table:More than 80 inches Frequency of flooding: None Frequency of ponding:None Available water capacity.Moderate(about 7.5 inches) Interpretive groups Land capability(non* * ated):6s 21 Custom Soil Resource Report Typical profile 0 to 4 inches:Fine sandy loam 4 to 28 inches:Gravelly fine sandy loam 28 to 60 inches:Gravelly tine sandy loam Description of Rock Outcrop Setting Parent material:Granite and gneiss Properties and qualities Slope: 15 to 25 percent Depth to restrictive feature:0 inches to lithic bedrock Interpretive groups Land capability(nonirrigated):8s Description of Hollis Setting Landform: Hills,ridges Landform position(two-dimensional):Backslope Landform position(three-dimensional):Side slope Down-slope shape:Linear Across-slope shape:Convex Parent material:Shallow,friable loamy basal till derived from granite and gneiss over granite and gneiss Properties and qualities Slope: 15 to 25 percent Depth to restrictive feature: 10 to 60 inches to lithic bedrock Drainage class:Somewhat excessively drained Capacity of the most limiting layer to transmit water(Ksat):Very low(0.00 to 0.00 in/ h r) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding: None Available water capacity:Very low(about 2.5 inches) Interpretive groups Land capability(nonirrigated):6e Typical profile 0 to I inches:Muck I to 6 inches:Fine sandy loam 2 to 17 inches:Gravelly fine sandy loam 17 to 20 inches:Unweathered bedrock o Minor Components Woodbridge Percent of map unit.7 percent Ridgebury Percent of map unit.2 percent Landform:Depressions 22 Custom Soil Resource Report 23 ofl Infor a ion for All Uses Soil Properties and Qualities The Soil Properties and Qualities section includes various soil properties and qualities displayed as thematic maps with a summary table for the soil map units in the selected area of interest.A single value or rating for each map unit is generated by aggregating the interpretive ratings of individual map unit components.This aggregation process is defined for each property or quality. Soil Qualities and Features Soil qualities are behavior and performance attributes that are not directly measured, but are inferred from observations of dynamic conditions and from soil properties. Example soil qualities include natural drainage, and frost action. Soil features are attributes that are not directly part of the soil. Example soil features include slope and depth to restrictive layer.These features can greatly impact the use and management of the soil. Hydrologic soil Group 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(AID, BID,and CID).The groups are defined as follows: tl' di 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. J p 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. 24 Custom Soil Resource Report 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 (AID, BID,or CID), 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. 25 .. ........ Custom Soil Resource Report Map—Hydrologic Soil Group K a N CV tR7 i? a a r fl- 329400 329470 329540 329610 329680 329750 329820 329890 329960 330030 42"38'1S` 42"38'15" C' to IN I � I z s CV CV m - f• t i 41 ICI u] d C14 04 — N tV - i - ty II+ be k_ l I ii 0 CD , - - - N i S M N i li li I II x v s pl } II CD I� I } ill iII I Q d Ciii N CV s9 3=' C] 10 i•] CM N 'Ia - 4 III Tr[+ C] ED IN N CV N h V illp 1�' Ili 42°391 42°38'1" 329400 329470 329540 329610 329680 329750 329820 329890 329960 330030 ,i; Map Scale:1:3,090 if printed on R size(8.5"x 11")sheet. ■ Meters N 0 40 80 160 240 Feet 0 ISO 300 600 900 Custom Soil Resource Report MAP LEGEND MAP INFORMATION Area of Interest(AOI) Map Scale:1:3,090 if printed on A size(8.5"X 11"}sheet. Area of Interest(AOI) The soil surveys that comprise your AOl were mapped at 1:15,840. Soils Soil Map Units Please rely on the bar scale on each map sheet for accurate map Soil Ratings measurements. A Source of Map: Natural Resources Conservation Service A/D Web Soil Survey URL: http://websoilsurvey.nres.usda.gov g Coordinate System: UTM Zone 19N NAD83 ED BA) This product is generated from the USDA-MRCS certified data as of 0 C the version date(s)listed below. cia Soil Survey Area: Essex County,Massachusetts,Northern Part 4: ❑ Survey Area Data: Version 8,Aug 11,2008 Not rated or not available -- Date(s)aerial images were photographed: 7/10/2003 Political Features Cities The orthophoto or other base map on which the soil lines were Water Features compiled and digitized probably differs from the background Oceans imagery displayed on these maps.As a result,some minor shifting of map unit boundaries may be evident. Streams and Canals Transportation Rails Interstate Highways US Routes e = Major Roads Local Roads i Custom Soil Resource Report Table—Hydrologic Soil Group -- hydriogtn SvI rQup--Sumnna b Map Unitsex County,> assachusettsrthern Part"':; Map unit syrrbal Map unit name Rating Acres inAQi Percen#of Aol Water 0.3 0.6% 38A Pipestone loamy sand,0 to 3 B 3.0 7.5°/4 percent slopes 51A Swansea muck,0 to 1 percent D 1.8 4.6% slopes 52A Freetown muck,0 to 1 percent D 7.9 20•1% slopes 253B Hinckley loamy sand,3 to 8 percent A 0.3 0.8% slopes 253C Hinckley loamy sand,8 to 15 A 0.2 0.5% percent slopes 260A Sudbury fine sandy loam,0 to 3 B 8.7 22.2% percent slopes 421B Canton fine sandy loam,3 to 8 B 2.5 6.4% percent slopes,very stony 710E Canton and Charlton fine sandy B 3.5 9.0% foams,steep,extremely stony 711 C Charlton-Rock outcrop-Hollis B 5.1 13.0% complex,8 to 15 percent slopes 711 D Charlton-Rock outcrop-Hollis B 6.0 15•3°gyp complex,15 to 25 percent slopes Totals for Area of Interest 39.4 'IOO.D°/a Rating options--Hydrologic Soil Group Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie-break Buie: Lower Q 4 3 2 3 z Z k tl> B. 28 4 S I., References American Association of State Highway and Transportation Officials(AASHTO).2004. Standard specifications for transportation materials and methods of sampling and testing. 24th edition. American Society for Testing and Materials(ASTM).2005. Standard classification of soils for engineering purposes.ASTM Standard D2487-00. Cowardin, L.M.,V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of wetlands and deep-water habitats of the United States.U.S. Fish and Wildlife Service FWSIOBS-79131. Federal Register.July 13, 1994. Changes in hydric soils of the United States. Federal Register. September 18, 2002. Hydric soils of the United States. Hurt,G.W.,and L.M.Vasilas,editors.Version 6.0,2006.Field indicators of hydric soils in the United States, National Research Council. 1995.Wetlands: Characteristics and boundaries. Soil Survey Division Staff. 1993.Soil survey manual. Soil Conservation Service. U.S. Department of Agriculture Handbook 18. http://soils.usda.gov/ Soil Survey Staff. 1999.Soil taxonomy:A basic system of soil classification for making and interpreting soil surveys. 2nd edition. Natural Resources Conservation Service, U.S. Department of Agriculture Handbook 436. http://soils,usda.gov/ Soil Survey Staff. 2006. Keys to soil taxonomy. 10th edition. U.S. Department of Agriculture, Natural Resources Conservation Service. http://soils.usda.gov/ Tiner, R.W., Jr. 1985.Wetlands of Delaware, U.S. Fish and Wildlife Service and Delaware Department of Natural Resources and Environmental Control,Wetlands Section. United States Army Corps of Engineers, Environmental Laboratory. 1987. Corps of Engineers wetlands delineation manual.Waterways Experiment Station Technical Report Y-87-1. United States Department of Agriculture, Natural Resources Conservation Service. National forestry manual. http://soils.usda.gov/ United States Department of Agriculture, Natural Resources Conservation Service. National range and pasture handbook. httpa/www.glti.nres.usda.gov/ United States Department of Agriculture, Natural Resources Conservation Service. National soil survey handbook, title 430-VI. http://soils.usda.gov/ United States Department of Agriculture, Natural Resources Conservation Service, 2006. Land resource regions and major land resource areas of the United States,the Caribbean, and the Pacific Basin, U.S, Department of Agriculture Handbook 296. http://soils.usda,gov/ 29 Custom Soil Resource Report United States Department of Agriculture, Soil Conservation Service. 1961. Land capability classification. U.S. Department of Agriculture Handbook 210. i a u 'u u s i 5 30 y£ S pp4p p.' z r i ,R � Z k d k it>3E• s - - r'II I h � ��l�� i ri Sim 6 �•' _. _ .... .... ............. ...... .... .. .. .... ..... _.. _ ... ....<.. ..... .. ..... Infiltration Test a Sutton Hill Center, North Andover, MA Test: infiltration-1 Area Mariotte Tube Volume Test.Date: 24-Sep-10 Inner Ring: 28.97 1.7917 mllmm Tested By: Mark H.Gates,P.E. Annular Space: 62.39 4.4067 mllmm Calculations By: Mark H.Gates,P.E. Depth to Water Table: >-108" Water Temp(F): 720 Air Temp(F): 72° ----------- Flow Readings Infiltration Rates(Velocity) Elapsed Time Annular Between Inner Ring Space Inner Ring Annular observations Reading Mariotte Tube Reading Mariotte Tube Rate Space Rate Observation Time (min) (mm) Flow(ml) (mm) Flow(ml) (cmlhr) (cmlhr) Remarks 1 9:06:18 - 592 - 530 - 2 9:10:26 4.13 556 64.50 500 132.20 32.32 30.76 3 911:48 1.37 544 21.50 490 44.07 32.58 31.01 4 9:17:18 5.50 498 82.42 450 176.27 31.04 30.82 5 9:24:00 6.70 446 93.17 400 220.34 28.80 31.63 6 9:30:55 6.92 396 89.59 350 220.34 26.83 30.64 7 9:39:10 8.25 334 111.09 290 264.40 27.89 30.82 8 9:44:42 5.53 296 68.08 250 176.27 25.48 30.64 9 9:51:30 6.80 246 89.59 200 220.34 27.29 31.16 10 9:58:40 7.17 192 96.75 150 220.34 27.96 29.57 inner ring average infiltration rate=28.91 cmlhr= 11.38 inihr Annular space average infiltration rate=30.78 cmlhr= 12.12 inihr Note:For design purposes use 2.41 inihr to be consistent with DEP's reccornended infiltration rate for Loamy Sand i t..a....... INC SAND PLANNING , ` Civil Engineers • Land Surveyors • Environmental Consultants ti Standard 4: Water Quality Supporting Calculations Calculate required water quality treatment volume: To infiltration system: Aimp (Impervious area) = 71790 ft2 D,Nq (Water quality depth) - 0.50" V,,q=(Dwq/12 in/ft)(A;mp) Vqw =(0.50 in/12 in/ft}(7,790 ft�} = 325 ft3 Water quality volume = stora F capacity of infiltration system below outlet elevation of 115.58 - 1,288 ft 1,288 ft3 > 325 ft3 Water quality treatment volume is adequate n 5 j: 214 Worcester Street 167 Hartford Avenue 1115 Main Street N.Grafton,MA 01536 Bellingham,MA 02019 Hanson,MA 02338 Tel:508-839-9526 Tel:508-�966-4130 Tel:781-294-4144 Fax:508-839-9528 Fax:508-966-5054 Fax:781-293-4111 TSS Calculations TSS Removal Calculation Worksheet Project: Sutton Hill Center, North Andover, MA Date: 10/14/2010 Location: Discharge to Isolated Vegetated Wetland Prepared By: MHG A B C D E Amount Removed Remaining Load BMP TSS Removal Rate Starting TSS Load (BxC) (C-D) Stormce for STC 450i 52% 1.00 0.52 0.48 Infiltration S stem 80% 0.48 0.38 0.10 Total TSS Removal = 90% .' Y..� . i �3 ��.q•3 . � { . � LAND PLANNING , INC * s Civil Engineers Land Surveyors • Environmental Consultants Standard 5: Land Uses With Higher Potential Pollutant Loads This standard is not applicable to this project. B 3 E s 9 R o. 214 Worcester Street 167 Hartford Avenue 1115 Main Street N.Grafton,MA 01536 Bellingham,MA 02019 Hanson,MA 02338 Tel:548-839-9526 Tel:508-966-4130 Tel:781-294-4144 -293-4111 Fax:508-839-9528 Fax:508-966-5454 Fax:781 PLANTAT �J' LAND 1: :M �0 Civil Engineers • Land Surveyors • Environmental Consultants Standard 6: critical Areas This standard is not applicable to this project. 214 Worcester Street 167 Hartford Avenue 1115 Main Street N.Grafton,MA 01536 Bellingham,MA 02019 Hanson,MA 02338 Tel:508-839-9526 Tel:508-9664130 Tel:781-294-4144 Fax:508-839-9528 Fax:508-966-5054 Fax:781-293-41 11 . .......... :.:......y,.....rM.Y . LAND PLANNIN INC . .a...: mental Consultants Engineers Land Surveyors Environ Standard ?: Redevelopment Project This standard is not applicable to this project. 3 f f d a a: u: 9: Y' 214'Worcester Street 167 Hartford Avenue 1115 Main Street N.Grafton,MA 01536 Bellingham,MA 02019 Hanson,MA 02338 Tel:508-839-9526 Tel:508-966-4130 Tel:781w294-4144 Fax:508-839-9528 Fax:508-966-5054 Fax:781-2934111 r- f° ` G , INC . LAND PLANNIN ' " r civil En ineers • Land Surveyors * Environmental Consultants g Standard 8: Construction Period Pollution Prevention and Erosion Control The area of land disturbance associated with this project is below the 1 acre threshold and will not require the filing of a Notice of Intent under a NPDES Construction General Permit.A dedicated SWPPP plan is not warranted for the scope of this project. Please refer to the site development plans for all details of sediment and erosion control procedures for the construction phase.A brief narrative of the proposed sediment and erosion control procedures follows. Erosion Control Hay bales&Silt Fence: Straw hay bales and silt fence will be placed along the perimeter of the of the construction site closest to the wetland and at the proposed flared end pipe. Stockpiling: Stockpiles of fill material and gravel shall be surrounded with compost socks.Top soil stockpiles shall be surrounded with silt fence and, if not required for use within 14 days,stabilized with temporary seed and mulch.The recommended temporary seed is Rye(grain). Stabilization:All areas which will not be impacted by construction will be seeded. A permanent seed mix consisting of 20% Red Top, 50%Chewings Fescue and 20%Kentucky Bluegrass is recommended. Each area will be"Hydro-seeded"with high fiber content or mulched with 4,000 pounds per acre of straw. The straw mulch is to be tacked into place by a disk with blades set nearly straight. Diversion Berms:Throughout site grading activities,diversion berms will be placed at the direction of the general contractor to ensure runoff is directed toward the other construction BMPs for treatment. Sediment Control Stormceptor 450i:A Stormceptor hydrodynamic separator is provided to remove suspended solids prior to stormwater entering the infiltration system,The STC-450 structure will be fitted with a catch 3 basin filter bag that will be maintained as required throughout construction. s Infiltration System:While the infiltration system will be constructed early in the site development, s the contractor will ensure that no runoff enters the infiltration system until all building construction is completed and the proposed parking and driveway areas are paved. During this period,the pipe leading to the infiltration system from DMH-1 shall be plugged. Drainage inlet Filters:A filter shall be placed within the Stormceptor at the time the frame and grate are installed.The catch basin filters shall be maintained until all construction has been completed, and all graded areas have been stabilized with vegetation. p p.: its 214 Worcester Street 167 Hartford Avenue 1115 Main Street N.Grafton,MA 01536 Bellingham,MA 02019 Hanson,MA 02338 Tel:508-839-9526 Tel:508-966-4130 Tel:781-294-4144 -293-411 l Fax:508-839-9528 Fax:508-966-5054 Fax:781 Maintenance Tasks and. Schedule During Construction Storm Catch Catch Catch Ditches& Flared Diversion Tasks Sewer Basin Bann Basin Inlet Swales Hay Bales End& Berms Schedule System Filters Sums Castings gi ra Inspect for sediment x X X X x X Weekly accumulation Removal of sediment X X X X X As needed accumulation � � Inspect for floatables X x X Weekly and debris Cleaning of floatables X X x As needed and debris Ins ection for erosion X X X Weekly Re-establish permanent As needed vegetation on eroded slopes Replacement of X x As needed dama ed materials � Inspect system during x x x Annually and at wet weather completion Make adjustments as As needed determined by wet x X X x X X x x weather inspection r ........... LAND PLANNING , NC r Civil Engineers . Land Surveyors . Environmental Consultants .... %JA 00:€ Standard 9: operation and Maintenance Plan i 9 n 0. y LL N o. tl! i u. i:. c' V: fl 214 Worcester Street 167 Hartford Avenue 1115 Main Street Bellingham,MA 02019 Hanson,MA 02338 N.Grafton,MA 41536 Tel:508-839w9526 Tel:508-966-4130 Tel:7$1-294�4144 Fax:508-539-9528 Fax:508-966-5054 Fax:781--293-4111 1 Stormwater Management Operation & Maintenance Plan Sutton Hill Center North Andover, MA e : Z: Site Owner Nursing and Retirement Center of the Andovers, Inc. 200 Brickstone Square Andover, MA 0810 Site Operator Genesis Health Ventures, Inc. 200 Brickstone Square Andover, MA 0810 Prepared by: Land Planning, Inc. 214 Worcester Street N. Grafton, MA 01536 November 29, 2010 Site owner 1 operator: The owner of the site is Nursing and Retirement Center of the Andovers,Inc. The party responsible for the operation and maintenance is Genesis Health Ventures,Inc. Both company's offices are located at 200 Brickstone Square,Andover,MA. This Operation&Maintenance Plan is transferable to future property owners. Site Location: The development is located at 1801 Turnpike Street,North Andover,MA. The site is located on the proposed southerly side of the road,across from the Berry Street intersection. Stormwater Management System: acility on this site. The proposed stormwater management The property owner operates a skilled nursing f s stein is designed to treat runoff for the pollutants associated with this land use. Y Permanent stormwater BMPs to be installed and maintained on this site include: F • Stormce tors: A Stormce for 450i hydrodynamic separator is provided to remove suspended solids P p prior to the stormwater entering the infiltration system. z • Infiltration System: An infiltration system is provided to reduce the volume and rate of stormwater runoff and provide for groundwater recharge. Existing stormwater BMPs to be maintained on this site include: • Catch Basins, This C7 eration&Maintenance Plan shall apply to the existing catch basins on this site. p The locations of the devices are shown on the site development plans. Proper maintenance of both the proposed existin g and proposed stormwater management systems is critical for the protection of the aquifer and surface p water It is the responsibility of the property owners to inspect and maintain the stormwater management quality. system in accordance with the included maintenance schedule. This stormwater management system includes proprietary BMP technologies. Additional documentation, as rovided b the manufacturers, for the maintenance of the proprietary BMPs is provided. pY ... ....... ....... . ... :-. ..., ... ..... ....i. .... ... E .... .... Maintenance Tasks and Schedule"' Tasks Street Catch 5tormceptar Infiltration Flared End Schedule Cleaning Basins System &Riprap Inspect for sediment Xt� X�� X X Semi-annually accumulation Removal of sediment Xz2 Xrl X X As needed accumulation Inspect for foatables and X Annually debris Cleaning of floatables and X Annually as needed debris Inspection for X Annually erosion Clean parking and driveway X Semi-annually areas Make adjustments as determined by X X X X As needed wet weather inspection [1] All maintenance tasks shall be completed upon the completion of construction. 2] Catch basins to be inspected semi-annually and cleaned when the depth of deposits exceeds one-half the depth of the sump. [3] Stormceptor to be inspected semi-annually and cleaned when the depth of deposits exceeds 8"in depth.A vacuum truck is required for sediment removal. e General Maintenance and Housekeeping Requirements: The roe owners will be responsible for the maintenance of the property. The following specifications for property rty p maintenance and housekeeping activities are necessary to provide for long-term pollution prevention: • Snow Removal and Storage: Snow will be plowed to the edges of the parking areas. The paved areas are designed to be graded toward the stormwater management system components to ensure treatment of the snow melt. Snow shall not be plowed over the retaining wall. • Deicing Material Storage and Application: The outside storage of deicing materials on this property is Dec g g pp forbidden(MGL Chapter 85, Section 7A). The application of deicing materials should be kept to the minimum practicable quantities that ensure safe vehicular and pedestrian movement throughout the site. The use of alternative materials including sand and calcium chloride is recommended. * Landscape Maintenance: Leaves and yard trimmings shall be properly disposed of. If these materials are to be composted on-site,it shall be done outside of any wetland resource area or buffer zones. Pesticides and fertilizers shall be applied per the manufacturer's recommendations at the minimum effective application rates. • Material and Waste Product Storage: Materials and waste products g ,including vehicle fluids, pesticides herbicides fertilizers,paints and solvents,and hazardous chemicals,must be kept inside or f under cover. All materials shall be stored in clearly labeled containers. • Trash Disposal: A covered dum ster shall be provided for waste materials.The dumpster shall be p P emptied as needed. • Spill Res spills will be cleaned up immediately upon discovery. S Response: All p p P pills shall be reported to the North Andover Fire Department and the Mass DEP Emergency Response Section at 1-888-304--1 I33. S ills lar e enou h to reach the stormsy stem will be reported to the National Response Center at 1-800- p g g 424-8802. BMP Specifications i I I ra rain uar P Mutants From Entering KeepSedrlment And tether o The Water Sy stem With Ultra-DrainGuard Catch Basin Inserts 04-. 9 ak; 4�' .9 �- 'O k��l' H.c!v'' •' FGw• FK'rMrvWAf- f�.H;SMy�'W,,..x NeaurwN !1 I .,Cf;v1M'fYr �;'�'lx". . _ �: s `',� d � ,s` '3''"'�,, ,.r T vA. 'ti•',` .III .' ` ,..:,w a'!�+.:,'� �r . Orr .._, . .: .. 5 ♦.q'o J p ' Three groups r g. of x-TEx filter By-Pass Ports 1 � strips absorb (prevent flooding) 1' } y 1 $ J1 X, nil and grease � s as water flows oil&Sediment through the Plus Model {` (Part#9219) DrainGuard. F 'r• t9 r ? , 7.J r ,c''rkr wi Cyr _s.N V� Designed . ., Fo r E „ �f 4 Practical Use In: Industrial Facilities keep oil and other z p contaminants from entering storm drains, Construction Saes capture eroded soil Oil & Sediment Model Part # 9217 removes u to .87 gallons of and wind-blown debris. � } p hydrocarbons as well as dirt, sand and other contaminants. Parking Lots, "Drive- oil & Sediment Plus Model Part# 9219) the addition of X-Tex filter strips Up" Retail Facilities increases ail and grease absorption b .51 gallons, offering a total capacity of selected geotextiles 8 p y g � g p collect oil,fuel and 1.38 gallons of hydrocarbon removal. other contaminants that Trash & Debris Model (Part# 9227) designed specifically to catch larger dripfrom cars, g items and floatables like leaves, cigarette butts and paper goods. Helps comply with NPDES, 40 CFR 122.26 (1999). U.S.Patent No,5,372,714;5,575,925 ". ..... r.. ,.. ..,. ;^ -...:- m' ' .... -_ ...,.,.-.. '.J ... ...,C I. :.lam, ... ••. .: .. Part#: 9217 (1-Pack) 9219(1-Pack) 9227(1-Pack) 9218 (1 0-Pack) 9220(1 0-Pack) 9229 (1 0-Pack) Weight: 1 l b. 2 1 bs. 1 1 b. Dimensions: 48"L x 36"W x 18"H 48"L x 36"W x 18"H 48"L x 36"W x 18"H Performance: oil: Up to.87 gallons Oil:Up to 1.38 gallons 1 cu.ft. (before reaching Sediment: Up to 40 lbs, Sediment: Up to 40 lbs. bypass ports) Accessories: PopUp Capacity indicator(P/N 9236),Grate Lifter(P/N 9234), Grate Hook(P/N 9235), Retainers ON 9237 or 9238). Custom sizes are available. Did you know? -In the United States,approximately 500,000 tons of pollutants pour into lakes and rivers each day. MtraTech Ultra-DrainGuard Part#9217 1 9356 oil&Sediment Model,1-Pack Part#9376 Ultimate Model,1-Pack Part#9218 Oil&Sediment Model,10-Pack Park#9377 Ultimate Model,10-Pack Part#9219/9358 oil&Sediment Plus Model, 1-Pack Part#9378 Recycled Model,1-Pack Part#9220 Oil&Sediment Plus Model,10-Pack Part#9379 Recycled,10-Pack INSTALLATION AND MAINTENANCE INSTRUCTIONS Installation: `l. Remove catch basin grating 2. Clean dirt and debris from grating ledge 3. Insert DrainGuard 4. Reinstall grate. To insure maximum effectiveness, DrainGuard skirt should be secured(pinched) between grating and ledge. 5. Cut the excess fabric off with a blade or knife if desired. Installation with optional Ultra-DrainGuard Retainers M Follow steps I and 2 above. Insert Retainer through handling straps of DrainGuard. (Each Retainer should be holding two straps), 0 Insert DrainGuard,placing Retainers across basin opening so that flat plates lay on grating ledger ■ Follow steps 4 and 5 above. Maintenance and disposal: 1. The Ultra-DrainGuard filters are designed to be used for 3 to 6 months under normal conditions, Where heavy contamination is present the unit will have a reduced life expectancy.The accumulation of sediment can be determined by probing with a measuring stick or with the optional PopUp Capacity Indicator(pin 9236). When the unit has collected about 6 inches of sediment it is recommended that it be replaced. The unit should also be replaced if free oil can be seen floating and is not being absorbed.The Ultra-DrainGuards should be inspected on a regular basis. 2. Dispose of unit in accordance with applicable Federal, state and local environmental laws and regulations.The user is solely responsible for compliance with maintenance and disposal laws and regulations. The manufacturer or seller assumes no responsibility for proper or improper maintenance or disposal, Other Stormwater Management Products are available from UltraTech. Please call us at(800)353-1611 for a complete catalog or visit us on the web: www.stormwater-Products.com or for more information on our complete line of environmental containment, spill response,decors and facility protection products. Please visit us on the web: www.S illContainment,com dregwatar r In ti'Ll"Ajr.n'Sheer for .J�t ;ti.�� :)gat 10 27.05 lA�-SUM y YF y ! v �s.ce K wn�rti n M a 1 ti Pri r. G Net og gAlm I.' r r�r• inn•+ I x ry A I I , y� 7 �I► S'tor �vt°�.�o►w �ce��o�• per S��.� �Ve�re� �aI�o� �,a tens gve 1. Sta xnnceptor S 3 astern 0 rdentz ' Poxat on fzcatlon o 4 Storr c Stornnc �_poor ePt0x�aznt 4 enarzce .1 Recom Guidelines ended . 4., a�n yen .D,spos ance-'oce al of�,�,a dt�re .5, cc peed A ja o mended tel from S 6 '�a�e�.Y Pr '�°1'�ce Stogy °ceduxe Ptor .�ceptor s °ni tol'�ng p �� , 6.1 Po 0t-oc01 6 t�fan is � o be Afonzt •� �o oz cd n�t0'Ing Methodology List°'t ables Table I. Table Storrnce 2. Stol, pox�zne Table 3ceptor nslon s Table4. '�edzrne capaci tie l nz orjng Poll" nd ca l"�an tzng page � R �alre , List s e d Alazntena ° rigures nce 4 -"igure 1S Single e� et S Fig I /o sUl-e2, STC450r,r Cr �sc 9 let inseq I,)nnC@ptor � zn� StonlIce ptor 6 6 's "r"hei stir tncep#or#Co m Owner's Manual Wage 2 Thank You! We want to thank you for selecting the Stormceptor System to use in your efforts in protecting the environment. Stormceptor is one of the most effective and maintenance friendly storm water quality treatment devices available. If you have any questions regarding the operation and maintenance of the Stormceptor System,please call your local Rinker Materials representative,or the Stormceptor Information Line at(800) 909-7763. 1. The Stormceptor System is a water quality device used to remove total suspended solids (TSS) and free oil (TPH) from storm water run-off. Stormceptor takes the place of a conventional manhole or inlet structure within a storm drain system. Rinker Materials manufactures the Stormceptor System with precast concrete components and a fiberglass disc insert. A fiberglass Stormceptor can also be provided for special applications. The Stormceptor System product line consists of four patented designs: ■ The In-Line(Conventional) Stormceptor,available in eight model sizes ranging from 900 to 7200 gallon storage capacity, ■ An In-Line (Series) Stormceptor is available in three model sizes ranging from 11,000 to 16,000 gallon storage capacity. ■ The Submerged Stormceptor,an in-line system designed for oil and sediment removal in partially submerged pipes,available in all models sizes ranging from 4501 to 16,000 gallon storage capacity. ■ The Inlet Stormceptor is a 450 gallon unit designed for small drainage areas, Stormceptor removes free oil and suspended solids from storm water preventing hazardous spills and non-point source pollution from entering downstream lakes and rivers. Rinker Materials and its affiliates market and manufacture the Stormceptor System in the United States and Australia. Several thousand Stormceptor Systems have been installed in various locations throughout North America, Australia and the Caribbean since 1990. In the Stormceptor,a fiberglass insert separates the treatment chamber from the by-pass chamber. The different insert designs are illustrated in Figures 1 and 2. These designs are easily distinguishable from the surface once the cover has been removed. There are four versions of the in-line disc insert: single inlet/outlet,multiple inlet,in-line series insert and submerged designs. In the non-submerged"disc" design you will be able to see the inlet pipe,the drop pipe opening to the lower chamber,the weir,a 6" oil inspectionlcleanout pipe, a large 24" riser pipe opening offset on the outlet side of the structure,and the outlet pipe from the unit. The weir will be around the 24" outlet pipe on the multiple inlet disc insert and on large diameter pipe applications, The STC (series) Stormceptors consist of two chambers comprised of similar fiberglass inserts. These units also contain a 6" oil/inspection cleanout pipe and 24" outlet riser pipes. The submerged disc insert has a higher weir and a second inlet drop pipe. In the inlet design you will be able to see an inlet drop pipe and an outlet riser pipe as well as a central oil inspectionlcleanout port. Rinker Materials www.rinkerstormceptor.com Owner's Manual page 3 2. Stomceptow nt_Qpfration The Stormceptor consists of a lower treatment chamber,which is always full of water,and a by-pass chamber. Storm water flows into the by-pass chamber via the storm sewer pipe or grated inlet(Inlet Stormceptor), Normal flours are diverted by a weir and drop pipe arrangement into a treatment chamber, Water flows up through the submerged outlet pipe based on the head at the inlet weir and is discharged back into the by-pass chamber downstream of the weir. The treated storm water continues down stream via the storm sewer system. Oil and other liquids with a specific gravity less than water rise in the treatment chamber and become trapped under the fiberglass insert. Sediment will settle to the bottom of the chamber by gravity. The circular design of the treatment chamber is critical to prevent turbulent eddy currents and to promote settling. During infrequent high flow conditions,storm water will by-pass the weir and be conveyed to the outlet sewer directly. The by-pass is an,integral part of the Stormceptor since other oil/grit separators have been noted to scour during high flow conditions (Schueler and Shepp, 1993). For further details please refer to The Stormceptor System Technical Manual. The key benefits of Stormceptor include: • Capable of removing more than 80% of the total sediment load when properly applied as a source control for small drainage areas Removes free oil from storm water during normal flow conditions • will not scour or resuspend trapped pollutants 0 Ideal spill control device for commercial and industrial developments Vertical orientation facilitates maintenance and inspections Small foot print 3. ldenaftatiLoari r All In-Line(including Submerged) Stormceptors are provided with their own frame and cover. The cover has the name STORMCEPTOR clearly embossed on it to allow easy identification of the unit. The name Stormceptor is not embossed on the inlet models due to the variability of inlet grates used/approved across North America. You will be able to identify the Inlet Stormceptor by looking into the grate since the insert will be visible. Once you have located a unit,there still may be a question as to the size of the unit. Comparing the measured depth from the water level (bottom of insert) to the bottom of the tank with Table 1 should help determine the size of the unit. Rinker Materials www.rinkerstormceptor.com Owner's Manual Page 4 Table 1. Stormceptor Dimensions* Model Pipe Invert to Top of Base Slab 450i 60 rr 900 55" 1200 71 rr 1800 105" 2400 94 rr 3600 134" 4800 128" 6000 150'r 7200 134'r 11000s 128'r** 13000s 150"** 16000s 134"** * Depths are approximate ** Depths per structure Starting in 1996,a metal serial number tag has been affixed to the fiberglass insert. If the unit does not have a serial number,or if there is any uncertainty regarding the size of the Stormceptor using depth measurements,please contact the Rinker Materials Stormceptor information line at (800) 909-7763 for assistance. 4, Storincentor Maintenance Guidelines The performance of all storm water quality measures that rely on sedimentation decreases as they fill with sediment(See Table 2 for Stormceptor capacities). An estimate of performance loss can be made from the relationship between performance and storage volume. Rinker Materials recommends maintenance be performed when the sediment volume in the unit reaches 15% of the total storage. This recommendation is based on several factors: • Sediment removal is easier when removed on a regular basis (as sediment builds up it compacts and solidifies making maintenance more difficult). • Development of a routine maintenance interval helps ensure a regular maintenance schedule is followed. Although the frequency of maintenance will depend on site conditions,it is estimated that annual maintenance will be required for most applications; annual maintenance is a routine occurrence which is easy to plan for and remember. • A minimal performance degradation due to sediment build-up can occur. In the event of any hazardous material spill,Rinker Materials recommends maintenance be performed immediately. Maintenance should be performed by a licensed liquid waste hauler, You should also notify the appropriate regulatory agencies as required. Rinker Materials www.rinkerstormceptor.com Owner's Manual Page 5 Table 2. Stormceptor Capacities Model Sediment Capacity Oil Capacity Total Holding Capacity ft3 (L) US gal (L) US gal (L) 450i 45 (1276) 86 (326) 470 (1779) 900 75 (2135) 251 (950) 952 (3604) 1200 113 (3202) 251 (950) 1234 (4671) 1800 193 (5470) 251 (950) 1833 (6939) 2400 155 (4387) 840 (3180) 2462 (9320) 3600 323 (9134) 840 (3180) 3715 (14063) 4800 465 (13158) 909 (3441) 5059 (19150) 6000 609 (17235) 909 (3441) 6136 (23227) 7200 726 (20551) 1059 (4009) 7420 (28088) 11000s 942 (26687) 2797 (10588)* 11194 (42374) 13000s 1230 (34841) 2797 (10588)* 13348 (50528) 16000s 1470 (41632) 3055 (11564)* 15918 (60256) * Total both structures cotnbrned 4.1 Reconnnended Maintenance Procedure For the"disc" design,oil is removed through the 6" inspection/cleanout pipe and sediment is removed through the 24" diameter outlet riser pipe. Alternatively,oil could be removed from the 24" opening if water is removed from the treatment chamber,lowering the oil level below the drop pipes. The depth of sediment can be measured from the surface of the 5tormceptor with a dipstick tube equipped with a ball valve(Sludge Judge). It is recommended that maintenance be performed once the sediment depth exceeds the guideline values provided in Table 3 for the reasons noted in Section 4.0 Stormceptor Maintenance Guidelines. Table 3. Sediment Depths Indicating Required Maintenance Model Sediment Depth* 450i 8" (200 mm 900 8° (200 mm) 1200 10" (250 mm) 1800 15" (375 mm) 2400 12" (300 mm) 3600 17" (425 mm) 4800 15" (375 mm) 6000 18" (450 mm) 7200 15" 375 mm 11000s 17" 425 mm)** 13000s 20" 500 mm)** 16000s 17° (425 mm)** *Depths are approximate ** In each structure Rinker Materials www.riniterstormceptor.com Owner's Manual Page 6 No entry into the unit is required for routine maintenance of the Inlet Stormceptor or the smaller disc insert models of the In-Line Stormceptor, Entry to the level of the disc insert may be required for servicing the larger disc insert models. Any potential obstructions at the inlet can be observed from the surface. The fiberglass insert has been designed as a platform for authorized maintenance personnel in the event that an obstruction needs to be removed. Typically,maintenance is performed by the Vacuum Service Industry,a well established sector of the service industry that cleans underground tanks,sewers,and catch-basins. Costs to clean a Stormceptor will vary based on the size of the unit and transportation distances. If you need assistance for cleaning a Stormceptor unit,contact your local Rinker Materials representative, or the Stormceptor Information Line at (800) 909-7763. Figures I and 2 will help illustrate the access point for routine maintenance of Stormceptor. Sediment and oil Oil removal can be removal can be performed by vacuum truck performed by vacuums . ., -ry;: "� through the oil/inspection port lx 9' Disc Insert e YX Concrete Stormceptork FCA Figure I Single Inlet/Outlet"Disc"Insert In-Line Stormceptor Inlet Grate y i +ei�+irr:n.ik Oil Port y ;t _ ;�, Y Inlet Insert fi 1Af 4 ` Removable Tee Maintenance =' Figure 2 STC 450i Inlet Stormceptor Rinker Materials www.rinkerstormceptor.com Owner's Manual Page 7 4.2 Dispasal Qf TTr ' r__Q,UZ Stflimceptor The requirements for the disposal of material from Stormceptor are similar to that of any other Best Management Practices (BMP). Local guidelines should be consulted prior to disposal of the separator contents. In most areas the sediment,once dewatered,can be disposed of in a sanitary landfill. It is not anticipated that the sediment would be classified as hazardous waste. In some areas,mixing the water with the sediment will create a slurry that can be discharged into a trunk sanitary sewer. In all disposal options,approval from the disposal facility operator/agency is required. Petroleum waste products collected in Stormceptor(oil/chemical/fuel spills) should be removed by a licensed waste management company, '"'ghat if I see an oil rainbow or sheen at the Stormceptor outlet? With a steady influx of water with high concentrations of oil, a sheen may be noticeable at the Stormceptor outlet. This may occur because a rainbow or sheen can be seen at very small oil concen- trations (< 10 ppm). Stormceptor will remove over 95% of all free oil and the appearance of a sheen at the outlet with high influent oil concentrations does not mean that the unit is not working to this level of removal. In addition,if the influent oil is emulsified,the Stormceptor will not be able to remove it. The Stormceptor is designed for free oil removal and not emulsified or dissolved oil conditions, 5.0 Recommended.Sateo Procedures Rinker Materials strongly recommends that any person who enters a Stormceptor System follow all applicable OSHA regulations for entry in permit required confined spaces,as outlined in 29 CFR 1910.146. A permit required confined space consists of a space that: • Is large enough and so configured that an employee can bodily enter and perform assigned work. Has limited or restricted means for entry and exit. • Is not designed for continuous employee occupancy. Contains or has one of the following: - a potential to contain a hazardous atmosphere. - a material that has the potential for engulfing an entrant. - any other recognized serious safety hazard. Storm water and wastewater systems fall under OSHA guidelines for a permit required confined space. Failure to follow OSHA guidelines for entry and work in a permit required confined space can result in serious injury or death. Please exercise extreme caution and follow appropriate safety procedures when entering any confined space. TWo square pick holes in the cover vent the Stormceptor,allow for removal of the cover,and provide sampling ports for air quality monitoring before the cover is removed. If you must enter the Stormceptor,please note that if the disc insert inside is wet,it can be slippery. Rinker Materials www.rinkerstormceptor,corn Owner's Manual Page 8 Recognizing that every work site is different,the responsibility for safety falls on the contractor. The contractor must ensure that all employees and subcontractors follow established safety procedures and OSHA regulations for working in and around permit required confined spaces as well as for any other safety hazard that may be present on that particular site. 6*0 r . If monitoring of your Stormceptor System is required,we recommend you follow the procedures outlined below by the Rinker Materials Stormceptor office. If you have any questions regarding monitoring please contact the Rinker Materials Stormceptor Product Manager at(800) 909-7763. 6.1 Pollutants to be Monitored Table 4 indicates the pollutants to be monitored during the storm events and the minimum acceptable detection limit for each pollutant to be analyzed. Approved federal or state laboratory analysis methodologies are to be used for the analysis. The optional metals indicated in Table 4 refer to the Resource Conservation Recovery Act and may be covered by a generic metals scan. Bacteria monitoring will not be required unless explicitly requested elsewhere. Two sediment samples are to be extracted from the monitored Stormceptor at the end of the study and analyzed for the particle size distribution and water content. A minimum of 8 U.S.sieve sizes should be used to determine the particle size distribution. Sieves that are used must include,but are not limited to 35,60, 100, 140,200,270 and 400. Three clay particle sizes must be analyzed to denote particle sizes between 5 and 25 ym. The particle size distributions should be plotted on a standard grain size distribution graph. Rinker Materials wwwAnkerstormceptoncorn Owner's Manual page 9 Table 4. Monitoring Pollutants Pollutant Minimum Detection Limit (MDL) Total Suspended Solids (TSS) 5 m ll Total Phosphorus (P) 0.02 mgll Total jejeldahl Nitrogen TKN 0.1 m Il Copper(Cu) 0.001 mgll Cadmium (Cd) 0.005 m Il Lead (Pb) 0.05 m /l Zinc (Zn) 0.01 mg/l Chromium. (Cr) 0.01 mgll Total Petroleum Hydrocarbons (TPH) 1 mgll Conductivity 0,1 jc mholcm Fecal Coliform.* 11100 ml Additional Metals (optional) Arsenic (As) 0.005 mgll Barium (Ba) 0.01 mgll Mercury (Hg) 0.0005 mgll Selenium (Se) 0.005 mgll Silver (Ag) 0.01 rngll Only if explicitly requested in Terms of Reference 6.2 Monitoffflg The following monitoring protocol should be followed to ensure reasonable monitoring results and interpretation: • Monitoring protocols should conform to EPA 40 CFR Part 1.361, • The EPA guideline of 72 hours dry period prior to a monitoring event should be used. This will ensure that there is sufficient pollutant build-up available for wash-off during the monitored event. • Flow proportional monitoring must be conducted for the parameters indicated in Table 1. Samples should be analyzed separately for the first flush versus the remainder of the storm event. Monitoring need not extend longer than an 8-hour period after the start of the storm event (composite). • Sediment sampling (measuring the sediment depth in the unit at the beginning and end of the monitoring period) must be conducted. The water content of the sediment layer must be analyzed to determine the dry volume of suspended solids. Sediment depth sampling will indicate the rate of pollution accumulation in the unit,provide confirmation that the unit is not scouring and confirm the flow proportional monitoring results. A mass balance using the sediment sampling should be calculated to validate the flow proportional sampling. Rinker Materials www.rinkerstormceptor.com Owner's Manual .Page 10 • Grab sampling [dust taking samples at the inlet and outlet) is an unacceptable methodology for testing the performance of the Stormceptor during wet weather conditions unless it is flow weighted (flow weighted composite sample from numerous grab samples) over the entire storm. • The oil containment area underneath the insert should be inspected via the vent pipe for dry weather spills capture once a month during the monitoring period since the flow rate of a dry weather spill may not trigger the automated samplers. ■ A tipping bucket rain gauge should be installed on-site to record the distribution of storm intensities and rainfall volume during the monitored events. • Results that are within the laboratory error (both inlet and outlet) or are representative of relatively clean water should be discarded. Typical concentrations of pollutants in storm water are: TSS 100 mg/L Total P 0.33 mglL TKN 1.50 mg/L Total Cu 34 p gIL Total Pb 144 y gIL Total Zn 160 gIL A threshold first flush/composite TSS value of 50 mg/L at the inlet to the Stormceptor should be used as the lower limit of an acceptable storm for reporting event efficiency. Monitoring results where the influent TSS concentration is less than 50 mg/L should only be used in mass load removal calculations over the entire monitoring period with other storms where the influent concentration is greater than 50 mg/L. The results should not be analyzed if the influent TSS concentrations during all monitored storms are less than 50 mg/L. Storms where the influent TSS concentration is less than 10 mg/L should be discarded from all analyses. • A threshold storm event volume equal to 1.5 times the storage volume of the Stormceptor being monitored should be used as the lower limit of an acceptable storm for monitoring. * Sampling at the outlet of the Stormceptor should be conducted within the 24" outlet riser pipe to accurately define event performance. • The personnel monitoring the Stormceptor should record incidental information in a log file. Information such as weather, site conditions,inspection and maintenance information,monitoring equipment failure,etc.provide valuable information that can explain anomalous results. • Laboratory results of monitored samples should be analyzed within 10 days of being submitted to the lab. • weekly inspections of the sampling tubes,flow meter,rain gauge,and quality samplers should be conducted to ensure proper operation of the monitoring equipment. Debris and sediment that collects around the sampling intakes should be cleaned after each event. • During the installation of automated quality samplers,care should be exercised to ensure that representative samples will be extracted(placement of intakes,ensuring that tubing is not constricted or crimped). • Sampling should be conducted for a minimum of 6 storms. Ideally 15 storms should be sampled if the budget allows. Rinker Materials wwwAnkerstormceptnr.com Cali the Stormceptor Information Line (800-909-7763)for more detailed informa- tion and test results. TECHNICAL INFORMATION: * Stormceptor CD ROM • Stormceptor Technical Manual * Stormceptor Installation Guide • Stormceptor Brochure TEST RESULTS: * STEP Report (Independent Verification) * University of Coventry Study * ETV Canada(Federal Verification) s National Water Research Institute Test * Westwood,MA Field Monitoring Study Edmonton,Canada Field Monitoring Study ■ Seattle Field Monitoring * Como Park,MN Field Monitoring Study Florida Atlantic University Submerged Stormceptor Testing • Gil Removal Field Validation Sludge Analyses and Particle Size Analyses 4An� 6560 Langfield Rd.,Bldg.3 Houston,TX 77092 Phone; 832-590-5300 Fax; 832-590-5399 Toll Free; 800-909-7763 www.rinkerstormceptor.com 02006 Rinker Materials Corp. Rev,3/200 5 J INU * Civil Engineers Land Surveyors Envirom -nental Consultants Standard 1 : Prohibition of Illicit Discharges Illicit Discharge ►m lir ace Statement t 1 have inspected the site of the proposed development evidence of an existing illicit discharge located on the pr perty. Land Planning, Inc Norman G. Dill, P.E. t President i i l Y 1 i 14 Worcester Street 167 Hartford Avenue 1115 Main Street N.Grafton,MA 0 1536 ellingham,MA 02019 Hanson,MA 102338 "Tel: 08.839-9 2 "Tel.50 -9 6 41 "Tel:781r2 4-4144 Fax: 8-839-9 8 Fax:50 - - 054 Fax-, 1-2 3-41 1