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2022-04-05 Application WSP
PLANNING DEPARTMENT Community&Economic Development Division Special Permit — Watershed Permit Application Please type or print clearly. 1. Petitioner: Robert + Eugenia Hatch Petitioner's Address: 2.29 Bra Telephone number&email: 2.Owners of the Land: Robert + Eugenia Hatch Address: 229 Brentwood Circle NA Number of years of ownership: 6 years 3.Year lot was created: Aug. 1963 4. Is the lot currently on septic or sewer? On Sewer If on sewer, please provide date the sewer connection was completed: Sewer connection mate unknown per DPW 5. Description of Proposed Project: Construction of a single story addition outside the 100 footnon- ----BitLWba-nrp 6.Description of Premises: Single Family Residence 7.Address of Property Being Affected: 229 Brentwood Circle Zoning District: R1 Assessors Map: 64 Lot#: 46 Registry of Deeds: Book M 14809 Page#:_ 326 8. Existing Lot: Lot Area(Sq. FQ. 47,700 Building Height: < 35 ft Street Frontage; 150 .ft Side Setbacks: 31.7 ft Front Setback: 141 ft Rear Setback: 107 ft Floor Area Ratio: nla Lot Coverage: nla 9.Proposed Lot(if applicable): Lot Area(Sq.Ft): Building Height: Street Frontage: Side Setbacks: Page 1 of 2 120 Main Street, Planning Dept., North Andover, Massachusetts 01845 Phone 978.688,9535 Fax 978.688,9542 Web www.northandoyerma.goy i i Front Setback: I Rear Setback: Floor Area Ratio: Lot Coverage: � i 10.Requ!red Lot(as required y Zoning Bylaw): Lot Area(Sq,Ft j: 1 1120 Building Weight: 35 ft max i Street Frontage: 11 ,1'75 ft Side Setbacks: 30 ft Front Setback: 30 ft Rear Setback: 30 ft Floor Area Ratio: Lot Coverage: nla i � 3 11,Existing Building(if appl'icp la): i Ground Floor(sq1 ltj,;t,�: #of Floors: I Total Sq.Ft.: Weight: Use: i Type of Construction: i 12. Proposed Building: : 1 Ground Floor(Sq.et.),: 660 #of Floors: 1 ''` I ' _ Type of Construction Total Sq. Ft. Height: 1 story( Use: ;' ' wood frame 13.Has there been a previo 's application for a Special Permit from the Planning Board on these premises? no I if so,when and for what type of construction? 14.Section of Zoning Bylaw t at Special Permit Is Being Requested i 1 15.Petitioner and Landowner na ur s�g t e :( ) Every application for,a,Speclal Permit shall be made on this form, which is the official form of the Planning Hoard. Ev ry application shall be filed with the Town Clerk's office. It shall be the responslbllity of the at€tioner to furnish all supporting documentation with this application. The dated[copy of this appi cation received by the Town Clerk or Planning Office does not absolve the applicant from this�r$,s a sib lity. The petitioner shall be responsible for all expenses for filing and . legal hotificatiom F�il r to;comply with application requirements, as cited herein and in the Planning Board Rulps;and Regulations may result in a dismissal by the Planning oard of this application as incol letg, ( VU� � �.� Petitioner's Si atdue: j � Print or type name here:_ � B Vl.IG 6:6�,t' O ner's Signature: i s t n�AL Print or type name here: 2 1& av)fd i 16. Please list title of plans n�documents you will be attaching to this application. Site Plan - 229 1�3re fiwoad Circle prepared by Sullivan Engineering dated 2/24/22 Letter'to Aceom6�y Watershed Special Permit —�r-ain�ge r�n�ly ;si • ... Certified Au ers L Is 1 i Page 2 of 2 i 120 Main Is rgef,Plunning Dept,,North Andover, Massachusetts 01845 Phone 978.6d&,9 35 i Fax 978.688.9542 Web www.northandoyerma.gov j E 3 I i j li I ' PLANNING DEPARTMENT Building Conservation Health Planning Stevens Estate Zoning Certification of P ymept of Municipal Taxes, Fees, Assessments, Better exits and Other Municipal Charges The Town of North Andoverlderi'eral Bylaw Chapter 129-1, provides that any application for a , permit or license may be dep i�d suspended or revolted if the holder thereof has failed or I refused to pay any taxes, fes, assessments, betterments or other municipal charges. By signing this application, the Opplicant represents that he or she has paid all such taxes and fees, 'Ali i. Q � � L, Z' , certify under the penalties of perjury that to the best of-my knb*16dge and li,eliefi I:have not neglected or refused to pay any municipal taxes, i fees, assessments, bettermdrits'pr any other municipal charge including amounts assessed i under the provisions of sect�oq twenty-one D, or am not applying for a license or permit with p respect to any activity, event or other matter which is the subject of such license or permit and which activity, event or matter is carried out or exercised or is to be carried out or exercised on or abut real estate whose ju ger,has neglected or refused to pay any local taxes, fees, assessments,` bettermentsl ;r a �other municipal charge. 11 i l CeV 1 Signed under oath: Dogs the Property Owner okl a additional property in North Andover (Yes or No)? !' 1! i {YIN). �I If yes, please list the propeltylIaddress of any additional property. Proparty Address: lII North Andover Tax Collector 1 nature Name �. ' Date { If Abutter to Abutter( ) Building Dept. ( } Conservation ( } Zoning ( } TOWN OF NORTH ANDOVER ABUTTER LIST E REQUIREMENT, MGL 40A,Section 11 states in part"Parties in interest as used in ibis chapter shall mean the petitioner, j abutters,owners of land directly opposite on any public or private way,and abutters to abutters within three hundred(300)feet of the property line of the pettltioner as they appear on the most recent applicable E tax list,not withstanding that the land of any such owner Is located In another city or burn,the planning board of the city or town,and the planning board of every abutting city or town." pg 9 of I E I SU13J1rCT1D LOCATION OWNER ADDRESS CITY STATE ZIP 064.0.0046-0000.0 229 BRENTWOOD CIRCLE ROBERT HATCH,111 229 BRENTWOOD CIRCLE NORTH ANDOVER MA 01846 PARCEL ID LOCATION OWNER ADDRESS CITY STATE ZIP 064.0-0004-0000.0 212 BRENTWOOD CIRCLE TERNULLO,JOHN 212 BRENTWOOD CIRCLE NORTH ANDOVER MA 01845 054.0-0006-0000.0 503 GREAT POND ROAD NORTH ANDOVER COUNTF 500 GREAT POND ROAD NORTH ANDOVER MA 01845 064.0-0043-0000,0 191 BRENTWOOD CIRCLE KOHALMI,ROBERT T. 191 BRENTWOOD CIRCLE NORTH ANDOVER MA 01645 064,0-0044-0000.0 205 BRENTWOOD CIRCLE AZZALINA,RICHARD A. 205 BRENTWOOD CIRCLE NORTH ANDOVER MA 01845 064.0.0045-0000.0 217 BRENTWOOD CIRCLE MODIGLIANI 2022 TRUST 217 BRENTWOOD CIRCLE NORTH ANDOVER MA 01845 064.0-0047-0000.0 245 BRENTWOOD CIRCLE BRENTWOOD CIRCLE REA 245 BRENTWOOD CIRCLE NORTH ANDOVER MA 01845 064.0-0048-0000.0 257 BRENTWOOD CIRCLE MCCARTHY,ARTHUR.R. 257 BRENTWOOD CIRCLE NORTH ANDOVER MA 01845 { 064.0-0051-0000.0 250 BRENTWOOD CIRCLE THERESA CONTE TRUST 98 EAST MAIN STREET MERRIMAC MA 01860 1 064.0-0052-0000.0 234 BRENTWOOD CIRCLE SCHWARTZ,SARA G. 234 BRENTWOOD CIRCLE NORTH ANDOVER MA 01845 064.0-0053-0000.0 222 BRENTWOOD CIRCLE DEHART,JR.WILLIAM K. 222 BRENTWOOD CIRCLE NORTH ANDOVER MA 0 18 4.5 064.0-0054-0000.0 200 BRENTWOOD CIRCLE MERSEREAU,LAUREN,D. 200 BRENTWOOD CIRCLE NORTH ANDOVER MA 01845 064.0-0055-0000.0 176 BRENTWOOD CIRCLE PETERSEN,ROBERT M 178 BRENTWOOD CIRCLE NORTH ANDOVER MA 01845 4 } T { i I Ti* ate IMN they tip f1<stY1e� records of the of I I I I I I I E I I I i I I i I E ;t i Sullivan. Engineering Group, LLC Civil Engineers&Land Development Consultants Watershed Special Permit Application 229 Brentwood Circle, North Andover To: North Andover Planning Board Froiw Jack Sullivan, P.E. Date: February 25, 2022 Subject: 229 Brentwood Circle,North Andover-T-Written Support for Project Planning Board Members: The following written surnnlary is prepared on behalf of the applicants, Robert& Gera Hatch, in support of construction of a I story addition (660 sf) within the Watershed District. The project is within the"Non- Discharge Zone". 1t should be noted that this lot was created in August 1963 (predating the watershed bylaw). The following items as outlined in the Watershed Special Permit requirements are listed below (responses to required items are in italic); 1. Encouraging the most appropriate use of land This site is zoned residential and the proposed site developrient items listed above are cippr•opriate for• this Marcel. The current owners have owned this parcel,for 6 yerir•s and seeking to make irrrprovements to the property to further enjoy their home. 2. Preventing overcrowding of land The proposed construclion activities (addition) complies with zoning setback requirements from all lot lines. 3. Conserving the value of land and buildings. The proposed site development will enhance surrounding building and land values, while being aestheticallypleasing No trees are to be cut as part of this project. An effort has been made to protect sur•roiiridir2g properties by limiting site disturbance. 4. Lessening congestion of traffic This project will not increase traffic congestion since this is rr single farraily dwelling with ]incited trips per da)�. There is no proposed increase in number 9f residents, therefore existing traf f1C f1DlV from the site will remain constant. 5. Preventing undue concentration of population This number Of curi-ent residents will increase by one with this addition. 6. Providing adequate light and air There will be no adverse impact to current background air and light levels. 7. Reducing the hazards from fine and other danger. There will he no increase in hazard levels froni,fire or other,daggers. P4 Boy: 2004 Woburn, MA 01888 781-854-8644 c-inaii:jacksuII53@eomcast.net f 1' 8. Assisting in the economical provisions of transportation, water, sewerage, schools, parks, and other public facilities. This project will not impact the above rioted public facilities and/or utilities. There will not be a negative impact to the economics of any public utility. 9. Controlling the use of bodies of water, including watercourses: This project does not directly abut the Lake and will not have a negative impact on present uses of the Lake or tributaries Memo, 10. Reducing the probability of losses resulting from floods: This property is not located within a designated Flood Plain as shower as the latest FIRM maps. The proposed construction will utilize drainage mitigation to collect & r'echaige stornrwater runoff back to the groundwater table. There will be no increase of'stormwater r•unofffr•oln this site. There will be no increase in flooding probability due to the development of the property. 11. Reserving and increasing the amenities of the Town This project will increase the amenities of the Town through art iniprovelnent to the property and additional tax revenue due to the new construction assessment. The Planning Board, in reviewing this application; will note that all threshold requirements for granting the Special Permit are met and/or exceeded. Further written documentation is provided Below(responses to required items are in italics) 1. Written certification by a Registered Professional Engineer, or other scientist educated in and possessing extensive experience in the science of hydrology and hydrogeology, stating that there will not be any significant degradation of the quality or quantity or water in or entering Labe Cochichewick. 1) No pesticides, f rngicides, cheinicals, or non-organic fertilizers will be used in lawn cal"e ol" inaintenance. Presently, there are no lirrritations on the type or quantity Of fertilizers. 2) Siltation controls are proposed at the limit of work during construction and until the site is final stabilized by landscaped means to protect the lake and strr•rornrdirrg properties from any potential rruraff impacts. 3) Stor inwater mitigation has been provided to account,for increases in ilrrper°vious areas. A proposed' drainage infiltration field consisting of cultec units and crushed stone has been designed to collect runoff from the proposed addition roof and a portion of the existing house roof. The drainage facility is sized to handle the 100 year rain event(8.60"per NOAA's National Weather Service) 4) The existing dwelling IS connected to the municipal sewer system; therefore there will be no potential increase in nitrogen levels over the existing background levels at the property. 5) This site does not directly abut the lake. Additionally, natural wooded buffers will be retained within to the inaximurrr extent feasible. 6) Carefully planning went into the addition location to litnit site grading changes and to match the existing topography. By limiting the grading changes onsite, existing drainage watercourses will continue to frrrretion as in the undeveloped state. 2. Proof that there is no reasonable alternative location outside the Non-Disturbance and/or Non-Dischhrge Buffer Zones,whichever is applicable, for any discharge, structure, or activity, associated with the proposed use to occur. The entire lot is within the "Non-dischar:e zone". The proposed addition could not be constructed outside the non-discharge zone due to violation Of zoning setbacks. 3. Evidence of approval by Mass DEP of any industrial waste water treatment or disposal system or any waste water treatment of system 15,000 GPD capacity. This item does not apply to this site. PO Box 2004 Woburn, MA 01888 781-854-8644 c-mail:jackstilIS3@comcast.net comcast.net 4. Evidence that all on-site operations including, but not limited to,construction,water water disposal, fertilizer applications,and septic systems will not create concentrations of Nitrogen in groundwater, greater than the federal limit at the downgradient property boundary. The existing dwelling IS connected to the municipal server system and the deed restriction only allowing organic or slow-release nitrogen,phosphorus_ -ee produce for•fertilizer use will insure that background nitrogen levels in the groundwater table will not be increased. 5. Projections of downgradient concentrations of nitrogen,phosphorus,and other relevant chemicals at property boundaries and other locations deemed pertinent by the SPGA. There will be no downgradient concentration of'the above referenced chemicals as outlined in the response to Item 4 above. If you should have ax questions or require,aOdifional information please feel free to contact me. Very T Your , Jack Sul 'vat Sul No. Attachments (as noted) as �G, Cc: Robert&Gena Hatch PO Box 2004 Woburn,MA 01888 781-854-8644 e-mail:jacksu1153@comcast.net Sullivan Engineering Group, LLC Civil Engineers& Land Dcwelopment Consultants February 25, 2022 Town of North Andover Planning Dept, 120 North Main Street North Andover, MA 01845 Re: 229 Brentwood Circle, North Andover Watershed Special Permit— Addition - DRAINAGE SUMMARY Planning Dept; The owner/applicant is proposing a single story addition within the 325 foot Non-Discharge Zone, but outside the 100' Non-Disturbance zone with the Watershed Protection District within the Town of North Andover. As such, a Watershed Special Permit is required and the applicant has provided drainage mitigation and erosion control protection. Soil testing was conducted onsite by John D. Sullivan III (Soil Evaluator Lic#: 2378) and the soil testhole location and soil log are provided on the Site Plan. A drainage infiltration system is proposed to collect the entire roof area of the proposed addition and a portion of the existing house roof. Roof runoff will be collected.by gutters and 4 inch HPDE roof drains and conveyed to a drainage infiltration field consisting of cultee recharger units and washed crushed stone. The drainage field has been sized to store/infiltrate the 2, 10, 25, and 100 year storm event. An emergency overflow device has been provided from the field in,the form of a NDS pop-up emitter to allow a controlled release of larger storm events to a grassed area. Tlie infiltration field is sited 2 feet above the seasaonal high groundwater table. An exfiltration rate of 1.02 in/hr has been used in the HydroCAD model to reflect a "Sandy Loam" soil which was present onsite. The 2,10, 25, & 100 year rainfall amounts were taken from the NRCC Atlas of Precipitation Extremes for the Northeastern United States, A HydroCAD analysis is included for the predevelopment and postdevelopment watershed area for the site. The following afe the results of the Predeveloprnent vs. Postdevelopment analysis: Design Point 1 Piedeveloprnent (cfs) Volume (of) Postdevelopment (cfs) Volume (cf) Storm Event 1/2 Storm Event: 0.00 0 0.00 0 2 Year 0,51 1595 0.48 1514 10 Year 1.22 3612 1.17 3450 25 Year 1.93 5361 1.74 5165 100 Year 3.22 9519 3.14 9288 PO Sox 2004 Woburn, MA 01888 (781) 854-8644 e-mail:jacksul153@corrieast.net Standard 3: The drawdown calculation for infiltration chambers is: Peale water elevation: 95.85' (100 yr storm) Bottom of cultec chamber: 95.00 Difference is 0.85' or 10.25.......using 1.02 in/hr for recharge rate...the total drawdown time is 10.04 hours < 72 hrs (meets standard) Groundwater Recharge For B soils require a volume to recharge of 0.35 inches Total impervious area: 660 s.f. (addition) Total site volume required to be recharged = 660 s.f. x l"/12 x 0.35 20 cf Site volume recharge provided: 384 of(100 year storm) > 20 cf (meets standard) Slawk-it`14: A TSS removal worksheet is attached which shows 80% TSS removal>= 80% TSS removal required. Water Quality Volume calculations for V event. Required volume: 660 s.f. x 1"/12= 55 of Provided vohime: 256 of> 55 cf(meets standard) Construction Se uq ence: The following is a general construction sequence. At the time of the preconstruction meeting with the Town Planner onsite, the builder will provide contract information and a detailed construction schedule. 1) Install Erosion Control Barriers 2) Strip/Stockpile loam from work area 3) Excavate for foundation 4) Install footings 5) Install poured concrete frost walls 6) Backfrll foundation 7) Framing for new addition 8) Install drainage system 9) Loarrdseed disturbed areas PO Box 2004 Woburn, MA 01888 (781) 854-8644 e-mail:jacksull53 a comcast.net Erosion and Sediment control narrative: The owner has shown erosion control to be established in the work area and construction access points. A construction detail has been added to the plan to provide the contractor guidance for installation. A proposed soil stockpile area is shown, but most likely will not be needed since excavated soil for the addition will be trucked directly from the site. All disturbed areas shall be stabilized as quickly as possible with grass seed. In the event that the site is disturbed over winter months there straw mulch shall be spread over the disturbed areas until the growing season returns. Erosion control shall be inspected weekly by the contractor and homeowner to mare sure it is fumetioning properly. In the event silt buildup is high on the barrier it shall be removed, Erosion control shall be replaced if any signs of failure are noted. A drainage Operation • d Mair�te anc provided for this project signed by the owner. N F o" Very Tru le s U No. 415M John (J zc ) llivan III, PE Attachments; - TSS Removal Worksheet - Predevelopment Drainage Plan w/subcatchments shown - Predevelopment HydroCAD analysis Postdevehopment Drainage Plan w/subeatchments shown _ Postdevelopment HydroCAD analysis NRCS Soil Maps O&M Drainage Plan Cc: Gena Hatch, Owner PO Box 2004 Woburn, MA 01888 (781) 854-8644 e-mail:jacksu1153@comeast.net v INSTRUCTIONS: version 1,Automated:Mar.4.2008 i. In BMP Column, click on Blue Cell to Activate Drop Down Menu 2. Select BMP from Drop Down Menu 3.After BMt' is selected, TSS Removal and other Colulrins are automatically completed. Location:11229 Brentwood Circle, North Andover B C D B P TSS Removal Staring TSS Amount Remaining _ BMP Rate' Load* Removed (C*D) Load D-B 0.00 1.00 0.00 1.00 Subsurface Infiltration Structure 0.80 1.00 0.80 0.20 0.00 0.20 0.00 0.20 O.fl0 0.20 0.00 0.20 0.00 0.20 0.00 0.20 Separate Form Needs to be Completed for Each Dotal TSS Removal = 80% Cutlet or BMP Train Project: Prepared By: JDS *Equals remaining load from previous BMP (E) Date: 2I2512022 which enters the BMP Non-automated TSS Calculation Sheet must be used if Proprietary BMP Proposed 1.From MassDEP Stormwater Handbook Vol.1 Mass.Dept,of Environmental Protection VENf,LVARK GUARTi LOT INFORMA RM TAX UAP 64 LOT 6 LEGEND, 1 CWAT I=hom THIS LOT WAS CREATEO PRIOR TO,014,00' DESCRIPMW I ANDOVM 00MM CLIO OCTOBER 24, 1994. (AUGUST 1963) Eop EDGE OF PAWIM AM 94.46, A Ex OWTOW ASSUMED OATIJU as 1 %q FIX7 AX SPOF WADE wsWlov *7-00-9 N2r,',34'4O*W ,3.60 30.m 132.05 BIT. &RABYgFS Ix TR&%AW LOY AREA AL NETLAAV RESOURCE AREA 47,700 S.F, -tZ()IA KITTLAND FLAG hVH9ER A FFE FIRST FLOOR ELEVA YW SEINER WAN" 0— GAS MAW s— SEINER MAN w— WATER MM WILS WEQR&M 1701V; Pdhi I MST PIT WAS PEW019MEV BY JOHN 0. SVUJVAN R,PX,0SJE. 6 W WFFM Z06E 6" ON 1127122 MST Fy?, W-1 ELEV-M4'.+ IR-1 O�r I=.A FSL 10 W J/j (D 70 8'--J0' Hoa Vw FSL to W 6/18 JO*--N" C-LAVER 51. Z5 Y 0/4 MOTTLES V 48-(aEV-924' -04 - ----- WATER KEEPM 0 0 ZDWNr&, WEQRMA 770N. ZONING DiSTRtCT.* RIO WAN WATERSHED DISTRICT UIR BLDG.SMACK& FRONT: JO FEET SIDE W FEET REAR JO FEET 41r. ASW-,5M REFERENCE, , ASSESSOR MAP 64 PARCEL 46 Frr at--Y vis% 00YERIAPPLICANT, Elk WwdLk-,r ROSMT&GINA HATCH 220 BRMr#"CIRCLE NORTH ANDOMER,MA 0190 QFE0 REFERENCE, ft". 14M PAGED 325 to 14.4 A& AMR UFfM N1tt!&reW0ZXVToMW WI N 3"VAN vk�x��a 4wup,LUL 2 Rgr LALI-47XVI OF&L tqXOVV~UWW$S"IAI AKE APAVK1M7f F, -"r.W Cf Aw [AM WON A PAROUL raD WW/AM Cav 02 Aswt% 9 - 010r wz"Y011a;IxRzT= wA7mW? OT A1 m W A �WMWM' W�a&WXN TAIL TI& - aV drs SAFe AT tm r,,w,.,,Y WE06R=CO WMM C4$an P&S FUN CO&In u H MY OW.A AF4=tMV AM OX)RD0 AYTIM-t W 9=RFO Ai -Uja AMEX"TO WWOH WWMn DOSI fl, V me Evvmis r�a4�v Lmt kv ASW�A. )V, MiS V.&"DW r:D A FLOG)MC AS Vffwno S2�10N-E U1 FX tA)Z.T FLOW &A Y�tu PL 117.4a: I s Lwu-Nwi�Lg gal=E�,..4 A,S_Mob BRENTWOOD CIRCLE ffAMUbM INEORAIA 770AL ......—-—-—- THE ENTIRE LOT IS LOGATM MTHW THE NON-DISCHARGE ZONE SCALE 1-20' FEET 20 D p 20 40 229 DREAWOOD CIRCLE PLOT PLAN OP LAND LOVAno 11IT NORTH ANDOVER, MASSACHUSETTS OMM CORTHMWDMW0T� PR EDEVELOPMENT UNM- N0 PWAM FOR ' GMU JVATM DRAINAGE sa4W. 1'-.70' hers Fes. W. ROM WAE�tI TERSHED IN RED pm SULLIVAK ENGINEER11VO GROUP, LW j .MIT&W AKMW MURK AfA OFOU rF&)M4-M44 BRENT .Qtq BENCHMARK CHARS: LOT INFORMA71W, TAX_ END: aa1aFATgFCUWeao THIS LOT WAS CREATED PRIOR TO Blrt DESCRrPrrav ELEI! H/F I H Ar...LtA,.p7,B OCTOBER 24. 1994. (AUGUST 1983) EUP EvgE t*PA1E39a1T 0 SUT�a1 04.44• :r 1, __.. EK cavrDuv •AS',A UCO OATUL4 N23'35'ID'W N&7b4fi0�Yd N25'39'40'W vlItT IX SPOT GTADE 132.00' SS. 30,88' O1T: FM1rJ1�70US '----•-" '�3wu+:�:�.=i.�bE:33i�3v3.H�-�nc�.x1LSE+aaa_x .......L�i.2� - ',. o� e-r�f Tim / rww� fJU TREIllSE LOT AREA - 47.700 S.F.f ._..___.__' _ --....-.__...... .- WD1 �D1A HE'ILAFLO FLIO hlA[BER FM R45T FLOOR Er2YAMW sElow AMR" —0— GAS UAW s— SE%M MAW w WA Tin MAN!yam•y CP+ E� m".L x KOLT12A aw 11GN Wop..,4"N09 Pop-� ', �Es r (y.e 4!??J _1 t (a�, SOILS INFORMARON.- �. • �`" �� � °P , 'r TEST PIT WAS F'EHFQRILED BY JOHN P. SULLIVAN N,PX,C.SE Rvw Fw Too'> z Rzaw ON f/77/12 0 ` Wop.1R"14,IM nor ` F1EV-M43 a c4, t [� 7 0;0 HM A FA 10}R 3/3 Llst Wim:JXB' I - 0E� 76 0-m ROR Bev FSL TO TR SA e,arA 1 Gti O'-"' V-LASER 5L Z6Y5/4 c�eW�Uw. MOTTLES 0 48'(EL,EVF924) MUTER H¢awc®nra�E e uP taa EMU) F1l7d 4�� rtry FFY 1pJ.i ZONING MIFORAIA ' EX 1 1 1 -70MINO DISTRICT Rif c o '+1 aYa P�� f a0 IQ 9 •W1W WATERSHED DISTRICT :� W P0a"'T - 1..: 1 ,E3's al �- ^*7� 't, .( ION. BLDF SETBACKS' cr" 1 En I FRONT: 30 FEET J•F r''r' =n'•, 'A SIDE: 30 FEET 'µ t �.{11S•'0.1)••I n s.�ifL _.'., REAR: 30 FEET C,Y -�s•'' py PLAN vsw ���• 1. i s ¢v.�w -'3' a i C ASSESSOR REFERENCE' 7Y aFo,i E3 a \� rTc.la.5" _ J _: t1. C�lw y� Z ASSESSOIR MAP 84 PARCH 46 1 p0• ; OMEM s'r`3� ram'cwu3 Z 1fs Wa4ra I j < RRC&MT&GE AIHATCH' ae L cFlw 1 7 1 229 BR04TMW CRUE rwa ..� •1 / / NORTH ANDDLER,MA 0180 • :. °° R�4" al DEED REFERENCE: 9°JC 0"l" 0€z{_ •.,•�u.: J E 1 r:es ' //� xR HOW 14809 PAGE 328 It{n1 ucnu o aecss samm EROSION CONTROL OARRIER I 1 IM TO SCLU DFp)RFS7Rlf:S3f)NS u_^a 1 S 1 !THE L41LV FmIllu 7'w^ALLfriED FUR M. 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Q rZF f:-'VA IFCf,!F V&TCF}D!U°E W VOW lUtW L014 A.N t%tAM VATIU 1 I H EZ Lf 215'h7.GP.}iY 8Wt LCVA7%D Y,snl f.0 nfm 1041 AS Virefo ctr{r LATV(ft60 R:;V:7SJ.E An> ut_A _. 17. E691 FIMf.'ED G, .9r. PIL YER rf,lJ,ti G FLfPAF7[-GJ TO Fl.'fYLlt;Yrpw f MET F SS B',f6L'(J1•. , l 1 r 2I 4�7as•ulYr-a'n{uiG`T zfE'G 0 ��°r 26 1 � it-pa.46' •�• 33 ` pJ .:1y� �syE,s•moe, a srw WtA5)ED STIUZ�% 1NF064k1AT10hL• $ BRENTWOOD CIRCLE Q ,o,p° ! 1w..EL-M50• —j_.—.—.—-—•—-—. w THE ERPRE LOT FS LOCAM SNTHIN THE RON-DISCHARGE ZONE. a?AS:ASF;�STD.V.. --� a A lYiY7Y6d V�3Y o SS00' -ve w 1..1h.L-a — Mrs MT WuaN�3 SCALE'1-20• 11arss o-u�cr I x 071ZW S",r-DAsw 0 0 10 20 �40 u,. L::�LDFAi F:AJFraZbx[d0° POSTDEVELOP kL e 1 EV Ff.'b J:"S&�WLI PTf�T ES'TBdATEJ 5TASgVAL EEEY 024' 1i17iiw.tf371 3f.'E DUTIO:P GF l��[+FV54'Y7 5Y[vw 6FdbJ+10 '. play cRoomwo YAm?TA(AE >rw A},a Ra!V-0111.MOO M,00;-i In?rAWZ R29 BREMWOOD CIRCLE -SM50YEA CE 0T2 n,,my - Coss sfon lWor W WALE) hOF 4 PLOT PLAN OF LAND LOCAM DV HLty 2 UNtTS/How NORTH ANDOVER, AMSSACHUSETT3 VOL , ow=COUNTY- Arom m DGSFRTCT) -WLt_0 CQ'{YMiR:311Nk7 Na,41Er4 tl �xL v PREPARED FOR LY 4°up�v4,Ems r`�t,htc 4AYA FIA11Cff W, DA1E7 FSB. 83• SOze 4r1iar9 F[r cRom 7�.• F3°'�' xw6 I°NRP•FRISD DY I Ya' s, pm SULLIVAN ENGINEERING CROUP, LW vgxruITKW Eau. 7.5'x 4ao"IY/12 COTS 4• g 'S 1 R0.BOS am 51 E 1IIFAGF INF71.TOAZION SY.SrEld E ro o T 5 1°(YSO1r'1 s$4 OF44 i (L»r TD sCRI£) Szmv No. t of J 25_1P Addition R of/Portion Ex. Hot ise Roof L L 1P Design Point 1 (Pre) Cultec Infrltr Lion Field 2S 2P Design Paint 1 (Post) OSubcat Reach Pon Link Drainage Diagram for 229 Brentwood Circle_Postdevelopment Prepared by Sullivan Engineering Group, LLC 212512022 HydroCAD®7.00 sin 001433 ©19BB-2003 Applied Microcomputer Systems 229 Brentwood Circle Postdevelopnnent Type 11124-hr 2 yr Rainfall=3.20" Prepared by Sullivan Engineering Group, LLC Page 2 HydroCAD®7.00 sln 001433 ©1986-2003 Applied Microcomputer Systems 2/25/2022 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 SUhCatchment IS : Runoff Area=23,931 sf Runoff Depth=0.79" Tc=6.0 min CN=71 Runoff=0.51 cfs 1,585 cf Suubcatchment 2 S_1 P: Addition Roof/Portion Ex. Mouse Roof Runoff Area=1,073 sf Runoff Depth=2.77" Tc=6.0 min CN=98 Runoff=0.07 cfs 248 cf Subcatchment 2SW2P: Runoff Area=22,858 sf Runoff Depth=0.79" Tc=6.0 min CN=71 Runoff=0.48 cfs 1,514 cf Fond IP: Cultec Infiltration rield Peak Elev=95.12' Storage=87 cf Inflow=0.07 cfs 248 cf Discarded=0.01 cfs 248 cf Primary=0.00 cfs 0 cf Outflow=0.01 cfs 248 of Link 1 L: Design Point 1 (Pro) Inflow=0.51 cfs 1,585 cf Primary=0.51 cfs 1,585 cf Link 2L: Design Point 1 (Post) Inflow=0.48 cfs 1,514 cf Primary=0.48 cfs 1,514 cf Total Runoff Area =47,862 sf Runoff Volume = 3,347 cf Average Runoff Depth = 0.84" 229 Brentwood Circle Postdevelopment Type 11124-hr 2 yr Rainfall=3.20" Prepared by Sullivan Engineering Group, LLC Page 3 HydroCADO 7.00 sln 001433 © 1986-2003 A lied Microcom uter Systems 2/25/2022 ubcatchment 1 S E: Runoff - 0.51 cfs @ 12.10 hrs, Volume= 1,585 cf, Depth= 0.79" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20,00 hrs, dt= 0.05 hrs Type III 24-hr 2 yr Rainfall=3.20" Area (sf) CN Description 1,714 98 Ex. House Roof 288 98 Ex.Porches Roof 28 98 Roofed Bulkhead 4,782 98 Driveway (paved) 26 98 Platform/Step 435 98 Walkway 3,860 55 Woods, Good, HSG B 12,798 61 >75% Grass cover, Good HSG B 23,931 71 Weighted Average Tc Length Slope Velocity Capacity Description (min) ftlft ftlsec cfs 6.0 Direct Entry, direct ubcatchment 1 S E: Hydrograph 0.55 Runoff a.51 cfs a.5 `hype lil 24®hr 2 Syr 045 Rainfall=3.20" 0.4 Runoff Area=23,931;sf 0.35 Runoff Volume=1,585cf 0.3 Runoff Depth=0.1:9 0.25- Tc=6.0 min 0.2- CN=71 0.15- 0.1- 0.05_ 0- . . ... . . . . . . 5 6 7 £s 9 10 11 12 13 14 15 18 17 18 19 20 Time (hours) 229 Brentwood Circle Postdevelopment Type 11124-hr 2 yr Rainfall=3.20" Prepared by Sullivan Engineering Group, LLC Page 4 hl droCADO 7.00 s/n 001433 ©1986-2003 Applied Microcomputer Systems 2/25/2022 Subcatchrnent 2S 1 P: Addition Roof/Portion Ex. House Roof Runoff 0.07 cfs @ 12.09 hrs, Volume= 248 cf, Depth= 2.77" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2 yr Rainfall=3.20" Area sf CN Description 660 98 Roof Area of Addition 413 98 Portion of Ex. Roof - - - - 1,073 98 Weighted Average Tc Length Slope Velocity Capacity Description min feet ft/ft fuser cfs 6.0 Direct Entry, Direct Subcatchment 2S 1 P: Addition Roof/Portion Ex. House Roof Hydrograph ' Runoff a.as 0.07 cfs 0.075 0.07- Type 111 24-hr 2 ;yr 0.065= Rainfall=3.2b"' OM- Runoff Area= 1,073 sf 0.055 0,05 Runoff Volume=248 !0 0.045 Runoff Depth=2.77" 0.04 c u 0.035: Tc=6.0 min 0.03 0.025' CN®98 0.02: 0,o% 1101 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) i 229 Brentwood Circlo Postdevrelopment Type 1/124-hr 2 yr Rainfall=3.20" Prepared by Sullivan Engineering Group, LLC Page 5 HydroCADO 7.00 sin 001433 O 1986-2003 Applied Microcomputer Systems 2/25/2022 Subcatchment 2S 2P: Runoff = 0.48 cfs @ 12.10 hrs, Volume= 1,514 cf, Depth= 0.79" Runoff by SCS TR-20 Method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2 yr Rainfall=3.20" Area (sf_) CN Description 1,301 98 Ex. House hoof(exclude 413 sf to be infiltrated) 288 98 Bx.Porches Roof 28 98 Roofed Bulkhead 4,782 98 Driveway (paved) 26 98 Platform/Step 4.35 98 Walkway 3,860 55 Woods, Good, HSG B 12,138 61 >75% Grass cover, Good, HSG B 22,858 71 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet (fUftc Usec (cfs) 6.0 Direct Entry, direct Subcatchment 2S-2P: Hydrograph 0.5- 0.48 cfs Runofr Type III 24-hr Zyr 0.45- Rainfall=3.20°° 0.4 Runoff Area=22,85&M 0.35 Runoff Volume=1,514 0 0.3 Runoff ®epfh=0.19°° o 0.25 Tc=6.0 m i n 0.2, C N=,71 0.1- 0.05 0 . 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) i 229 Brentwood Girc:le Po tdevelopment Type III 24-hr 2 yr Rainfall=3.20" Prepared by Sullivan Engineering Group, LLC Page 6 HydroCAD_O.7.00 shi 001433 ® 1986-2003 Applied Microcomputer Systems 2/25/2022 Pond 1 P: Cultec Infiltration Field Rawls Rate = 1.02 inlhr Inflow Area = 1,073 sf, Inflow Depth = 2.77" for 2 yr event Inflow - 0.07 cfs @ 12.09 hrs, Volume= 248 cf Outflow = 0.01 cfs @ 11.55 hrs, Volume= 248 cf, Atten= 89%, Lag= 0.0 min Discarded = 0.01 cfs @ 11.55 hrs, Volume= 248 cf Primary - 0.00 cfs @ 5.00 hrs, Volume= 0 cf Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 95.12' @ 12.77 hrs Surf.Area= 345 sf Storage= 87 cf Plug-Flow detention time= 77.4 min calculated for 247 cf(100% of inflow) Center-of-Mass det. time= 76.4 min (815.0 - 738.6 ) # Invert Avail.Stora e Storage Description 1 94.50' 241 of 7.50'W x 46.00'L x 1.79'H Prismatoid 618 cf Overall - 16 cf Embedded = 602 cf x 40.0% Voids 2 95.00, 16 cf 3.0"W x 12.5"H x 7.501 Parabolic Arch x 12 Inside#1 256 cf Total Available Storage Routing Invert Outlet Devices 1 Discarded 0.00' 0.001416 fpm Exfiltration ove,.r entire Surface area•-2 Primary 95.70' 4.0" Horiz. Ovifice/Grate Limited to weir flow C= 0.600 f' is€:arded Outflow Max=0.01 cfs @ 11.55 hrs HW=94.52' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=94.50' (Free Discharge) '�-2=Orifice/Grate ( Controls 0.00 cfs) 229 Brentwood Circle Postdovoloprnent Type 11124-hr 2 yr Rainfall=3.20" Prepared by Sullivan Engineering Group, LLC Page 7 HydroCAD®7,00 sln 001433 ® 1986-2003 A lied Microcam uter S stems 2/25/2022 Pond 1 P: Cultec Infiltration Field Hydrograph 0.07 CfS Inflow f_1 Outflow Inflow Area=1,®73 Sf Prmarded ry D,08: 0.075 Peak Elev=95.12' ° 0.065 Storage=87 cf 0.045 0 0.04 u 0.035 0.03 0.025 0.02 0.015: 0.01 Cfsrr 0.017 r/r r ' iy ` 0.00 Cfs 0= ' 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 7fine (hours) j 229 Brentvvood Circle Postdovelopment Type 11124-hr 2 yr Rainfall=3.20" Prepared by Sullivan Engineering Group, LLC Page 8 I IydroCAD®7.00 s/n 001433 ©9936-2003 A 2125I2022_plied Microcomputer Systerns Link 1L: Design Point 1 (Pre) Inflow Area = 23,931 sf, inflow Depth = 0.79" for 2 yr event Inflow = 0.51 cfs @ 12.10 hrs, Volume= 1,585 cf Primary = 0.51 cfs @ 12.10 hrs, Volume= 1,585 cf, Atten= 0%, Lag=0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link 1 L: Design Point 1 (Pre) Hydrograph Inflow 0.55- 0.51 cfs Primary 016. Inflow Area=23,931 sf 0.45 0.4- 0.35- D.3-- y 0.25 0.2- 0.15. 0.1- 0.o5- ON 5 6 7 8 9 10 11 12 13 14 15 If, 17 18 19 20 Time (hours) 229 Brentwood Circle Postclevelopment Type Ill 24-hr 2 yr Rainfall=3.24" Prepared by Sullivan Engineering gaup, LLC Page 9 H droCADO 7.00 s/n 001433 ©1986-2003 Applied Microcomputer Systems 2/25/2022 Link 2L: Design Point 1 (Post) Inflow Area 23,931 sf, Inflow Depth = 0.76" for 2 yr event Inflow = 0.48 cfs @ 12.10 hrs, Volume= 1,514 cf Primary = 0.48 cfs @ 12.10 hrs, Volume= 1,514 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link 2L: Design Point 1 (Post) Hydrograph Inflow Primary 0.5 0.48 cfs Inflow Area=23,931 sf 0.45- 0-4-- 0.35`. 0.3 0 0.25- 0.2.: 0.15- 0.1- 0.05 0- 6 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 229 Brentwood Circle Postdevelopment Type 11124-hr 10 yr Ralnfall=4.80" Prepared by Sullivan Engineering Group, LLC Page 10 H droCADO 7.00 sln 001433 © 1986-2003 Applied Microcomputer Systems 2/25/2022 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 Star-Ind method Subcatchment 1S—E: Runoff Area=23,931 sf Runoff Depth=1.81" Tc=6.0 min CN=71 Runoff=1.22 cfs 3,612 cf SUbcatchment 2S 1 P., Addition Roof/Portion Ex. House Roof Runoff Area=1,073 sf Runoff Depth=4.24" Tc=6.0 min CN=98 Runoff=0.11 cfs 379 cf Subcatchment 2SW2P: Runoff Area=22,858 sf Runoff Depth=1.81" Tc=6.0 min CN=71 Runoff=1.17 cfs 3,450 cf Porid 1P: Cuitec Infiltration Field Peak Elev=95.59' Storage=157 cf Inflow=0.11 cfs 379 cf Discarded=0.01 cfs 337 cf Primary=0.00 cfs 0 cf Outflow=0.01 cis 337 cf Link 1L:.: Design Point 1 (Pre) Inflow=1.22 cfs 3,612 cf Primary=1.22 cfs 3,612 cf Link 2f..: Design Point 1 (Post) Inflow=1.17 cfs 3,450 cf Primary=1.17 cfs 3,450 cf Total Runoff Area a 47,662 sf Runoff Volume 7,441 cf Average Runoff Depth = 1.87" 229 Brentwood Circle Po tdevelopment Type H/ 24-hr 10 yr Rainfall=4.80" Prepared by Sullivan Engineering Group, LLC Page 11 Fi droCADO 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 2/25/2022 Subcatchment 1 S E: Runoff = 1.22 cfs @ 12.10 hrs, Volume= 3,612 cf, Depth= 1.81" Runoff by SCS T R-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10 yr Rainfall=4.80" Area (sf) CN Description 1,714 98 Ex. House Roof 288 98 Ex.Porches Roof 28 98 Roofed Bulkhead 4,782 98 Driveway (paved) . 26 98 Platform/Step 435 98 Walkway 3,860 55 Woods, Good, HSG B 12,798 61 >75% Grass cover, Good, HSG B 23,931 71 Weighted Average Tc Length Slope Velocity Capacity Description _(min) _ _ (feet)_._ (ft/Ft)._ (ft/sec) (cfs) 6A Direct Entry, direct Subcatchment 1 E: Hydrograph Runoff 1.22 cfs Type III 24-hr 1O;yr Rainfall=4.30" 1. Runoff Area=23,931 sf Runoff Volume=3,61 Z cf Runoff Depth=1.91" Tc=6.0 ruin C N=.71 i f I 1 Q- r 5 6 7 8 9 10 11 12 13 14 1s 16 17 18 19 20 Time (hours) 229 Brentwood Circle Postdovelopment Type 11124-hr 10 yr Rainfall=4.80" Prepared by Sullivan Engineering Group, LLC Page 12 H droCAD®7.00 sln 001433 © 1986-2003 Applied Microcom uter S sterns 2/25/2022 Sul catchment 2 1 P, Addition Roof/Portion Ex. House Roof Runoff = 0.11 cfs @ 12.09 hrs, Volume= 379 cf, Depth= 4.24" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10 yr Rainfall=4.80" Area (sf) CN Description 660 98 Roof Area of Addition 413 98 Portion of Ex. Roof 1,073 98 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ftlft) (ftlsec) M cfs 6.0 Direct Entry, Direct Subceltchment 2 1 P: Addition Roof/Portion Ex. House Roof Hydrograph 0.125• Runoil 0-12 0.11 cfs 0.11 Type Ill 24-hr 10 'yr 0.105•: alnfall= .30" 0.095_ fla85 Runoff Area=1 ,073 sf o.oa= :y0075 Runoff Volume=379 'd L 0.07'_ n.n65 Runoff ®epfh=4. 4" u.0.056.0.05= I Tc®_ 6.0 fain 0.045 0.04 C N®98 0.035�. 0.025_, 0.02- km 0.01 0.005 5 6 7 8 9 10 11 12 13 14 15 16 17 16 19 20 Time (Hours) 229 Urenty ood Circle Postdevelopment Type ili 24-hr 10 yr Rainfall=4.80" Prepared by Sullivan Engineering Group, LLC Page 13 H droCADO 7.00 sln 001433 Co 1986-2003 Applied Microcomputer Systems 2/25/2022 Subcatchment 2S 2P: Runoff = 1.17 cfs @ 12.10 hrs, Volume= 3,450 cf, Depth= 1.81" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-•hr 10 yr Rainfall=4.80" Area (sf) CN Descri tiara 1,301 98 Ex. House Roof(exclude 413 sf to be infiltrated) 288 98 Bx.Porches Roof 28 98 Roofed Bulkhead 4,782 98 Driveway (paved) 26 98 Platform/Step 435 98 Walkway 3,860 55 Woods, Good, HSG B 12,138 61 >75% Grass cover, Good HSG B ---- -- 22,858 71 Weighted Average -Fc Length Slope Velocity Capacity Description min _(feet) (ftlft (fUsec) (cfs 6.0 Direct Entry, direct uhcatchment 2S 2P: Hydrograph Runoff ' 1.17 cfs Type III 24-h r 10;yr Rainfall=4.80" Runoff Area=22,658,sf Runoff Volume=3,450:Cf Runoff Depth=1.01" Tc=6.0 il�i n CN=71 ; ; 0- 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 229 l rGntwaod Circle Posideveloprnent Type III 24-hr 10 yr Rainfall=4.80" Prepared by Sullivan Engineering Group, LLC Page 14 H droCADO 7.00 s/n 001433 OO 1986-2003 Applied Microcomputer Systems 2/25/2022 Pond 1 P: Cultec Infiltration Field Rawls Rate = 1.02 in/hr Inflow Area = 1,073 sf, Inflow Depth = 4.24" for 10 yr event Inflow = 0.11 cfs @ 12.09 Iirs, Volume= 379 of Outflow 0.01 cfs @ 11.05 17rs, Volume= 337 of, Atten= 93%, Lag= 0.0 min Discarded = 0.01 cfs @ 11.05 lirs, Volume= 337 of Primary - 0.00 cfs @ 5.00 hrs, Volume= 0 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 95.59' @ '13.28 hrs Surf.Area= 345 sf Storage= 157 of Plug-Flow detention time= 146.8 min calculated for 336 cf(89% of inflow) Center-of-Mass det. time= 110.3 min ( 845.6 - 735.4 ) # Invert Avail.Stora e Storage Descri tion 1 94.50' 241 cf 7.50'W x 46.00'L x 1.79'H Prismatoid 618 cf Overall - 16 of Embedded = 602 of x 40.0% Voids 2 95.00, 16 of 3.0"W x 12.5"H x 7.501 Parabolic Archx 12 Inside#1 256 cf Total Available Storage #_ Routing Invert Outlet Devices 1 Discarded 0.00' 0,001416 fpm Exfiltratlon over entire Surface area 2E Primary 95.70' 4,0" Horix, Orifice/Crate Limited to weir flow C= 0.600 Miscarded C9}�t1°low Max=0.01 cfs @ 11.05 hrs HW=94.52' (Free Discharge) 1 Exfiitrafion (Exfiltratlon Controls 0.01 cfs) Pririnary 0UtFlc�w Max=0.00 cfs @ 5.00 hrs HW=94.50' (Free Discharge) Z2�=C.� flc�/Grate ( Controls 0.00 cfs) I 229 Brentwood Circle Postdorrolop went Type M 24-hr 90 yr Rainfall=4.80° Prepared by Sullivan Engineering Group, i_LC Wage 15 H droCAOO 7.00 sln 001433 © 1986-2003 Applied Microcomputer Systems 2/25/2022 Pond I P: Cultec Infiltration Field Hydrograph 0.11 CfS Inflow 1A Outflow Inflow Area=1,073 sf ' PrimaryDiscarded 0.12 Peak lev=95.59' 0.11 0.1 Storage=157 cf 0.09- 0.0&- 0.07- LL 0.05- 0.04.:: 0.03- 0.01 cfs 0.00 ofs o .. ..... .. ... .. 5 6 17 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 229 Brentwood Circle Postdevelopment Type 11124-hr 10 yr Rainfall=4.80" Prepared by Sullivan Engineering Croup, LLC Page 16 Fly droCAD®7.00 sln 001433 0 1986-2003 Applied Microcomputer Systems _T 2/25/2022 Link 'i L: Design Point 1 (Pre) Inflow Area = 23,931 sf, Inflow Depth = 1.81" for 10 yr event Inflow = 1.22 cfs @ 12.10 hrs, Volume= 3,612 cf Primary 1.22 cfs @ 12.10 hrs, Volume= 3,612 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link 1 L: Design Point 1 (Pre) Hydrograph inflow Primary 1.22 cfs Inflow Area=23,931 sf 0 5 6 7 6 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 1 229 Brentwood Circle Postdovelopment Type i!1 24-hr 10 yr Rainfall=4.80" Prepared by Sullivan Engineering Group, LLC Page 17 Hydr4CADO 7.00 s/n 001433 cO 1986-2003 Applied Microcomputer Systems 2/25/2022 Link 2L: Design Point 1 (Post) Inflow Area = 23,931 sf, Inflow Depth = 1.73" for 10 yr event Inflow - 1.17 cfs @ 12.10 hrs, Volume= 3,450 cf Primary = 1.17 cfs @ 12.10 hrs, Volume= 3,450 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Limn 2L: design Point 1 (Post) Hydrograph EM Inflow Primary 1.17 cfs Inflow Area= 3,931 sf ii ON 3 a 0. 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 26 Time (hours) i i i 229 Brentwood Circle Postdeveloj)ment Type 11124-hr 25 yr Rainfall=6.00" Prepared by Sullivan Engineering Group, LLC Page 18 H droCADO 7.00 sln 001433 ©1986-2003 Applied Microcomputer Systems 2/25/2022 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 1Su : Runoff Area=23,931 sf Runoff Depth=2.69" Tc=6.0 min CN=71 Runoff=1.83 cfs 5,361 cf Subcatchment 2S—IP: Addition Roof/Portion Ex. Douse Roof Runoff Area.-1,073 sf Runoff Depth=5,33" Tc=6.0 min CN=98 Runoff=0.14 cfs 477 cf Subcatchment 2SW2P, Runoff Area=22,858 sf Runoff Depth=2,69" Tc=6.0 min CN=71 Runoff=1.74 cfs 5,120 of Fond 1 P: CulteC Infiltration Field Peak Elev=95.75' Storage=180 cf Inflow=0.14 cfs 477 cf Discarded=0.01 cfs 355 cf Primary=0.04 cfs 44 cf Outflow=0.04 cfs 400 cf Link IL: Design Point 1 (lore) Inflow=1.83 cfs 5,361 cf Primary=1.83 cfs 5,361 of Link 2L: Design Point 1 (Post) Inflow=1.74 cfs 5,165 cf Primary=1.74 cfs 5,165 cf Total Runoff-Avea = 47,862 sf Runoff Volume = 10,958 cf Average Runoff Depth =2.75" 229 Brentwood Circle Postdevelopment Type 11124-hr 25 yr Rainfall=6.00" Prepared by Sullivan Engineering Group, LLC Page 19 HydroCAD@ 7.00 s/n 001433 ©1986-2003 Applied Microcomputer Systems 2/25/2022 ubcatchment 1S E: Runoff = 1.83 cfs @ 12.09 hrs, Volume= 5,361 cf, Depth= 2.69" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 25 yr Rainfall=6.00" Area (sf) CN Description 1,714 98 Ex. House: Roof 288 98 Ex.Porches Roof 28 98 Roofed Bulkhead 4,782 98 Driveway (paved) 26 98 Platform/Step 435 98 Walkway 3,860 55 Woods, Good, HSG B 12,798 61 >75% Grass cover, Good, HSG B 23,931 71 Weighted Average Tc Length Slope Velocity Capacity Description - (min) --(feel ftlft) (ft/sec cfs 6.0 Direct Entry, direct Subcatchment 1S E: Hydrocgraph 2 Runoff 1.83 cfs ; Type Ill 24®hr 25;yr Rainfall=6.00" Runoff Area=23,9311 sf Runoff Volume=5,361 cf Runoff ®epfh=2.09 U. Tc=6.0 min N=71 1 1 1 1 V` 5 G 7 8 9 10 11 12 13 1A 16 16 17 18 19 20 Time (hours) 229 Brentwood Circle Postdeveloprnent Type III 24-hr 25 yr Rainfall=6.00" Prepared by Sullivan Engineering Group, LLC Page 20 Hi droCAD©7.00 sln 001433 O 1986-2003 Applied Microcomputer Systems 2125/2022 Subcatchment 2S `IP: Addition Roof/Portion Ex. House Roof Runoff = 0.14 cfs @ 12.09 hrs, VOlrlme= 477 cf, Depth= 5.33" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 25 yr Rainfall=6.00" Area (sf) CN Description 660 98 Roof Area of Addition 413 98 Portion of Ex. Roof 1,073 98 Weighted Average Tc Length Slope Velocity Capacity Description _ tfit) . ._(ftlsec) (cfs) 6.0 Direct Entry, Direct S"bcatcbrrten't 2 1 P: Addition Roof/Portion Ex. House Roof Hydrograph Runoff 015 0.14 cfs 0.14 Type III 24-hr 25 yr 0.13 0.12- Rainfall=6.00rr 0.11Runoff Area=1 ,073 Isf 91 Runoff Volume=4r77 ;cf 0.08: l iRunoff epth=5.33rr w 0.07': o.0s-: Tc=6.0 min 0.05: N=98 0.04- 0.03- 0.02-. 0.01- 0 �r�mrr=sd� ,- 5 6 7 6 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) i 229 k rentu oodl Gircle Postdevellopment Type /II 24-hr 25 yr Rainfall=6.00" Prepared by Sullivan Engineering Group, LLC Page 21 HydroCADO.7.00_ sln 001433 @ 1986-2003 Applied Microcomputer Systems 2/25/2022 Slabcatchment 2S 2P: Runoff 1.74. cfs @ 12.09 hrs, Volume= 5,120 cf, Depth= 2.69" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 25 yr Rainfall=6.00" Area s(,_i:) M CN _ Description 1,301 98 Ex. House Roof(exclude 413 sf to be infiltrated) 288 98 Ex.Porches Roof 28 98 Roofed Bulkhead 4,782 98 Driveway (paved) 26 98 Platform/Step 435 98 Walkway 3,860 55 Woods, Good, HSG B 12,138 61 >75% Grass cover, Good, HSG B 22,858 71 Weighted Average Tc Length Slope Velocity Capacity Description (min)- _(feet) (ftlft) (ftlsec) (cfs} 6.0 [direct Entry, direct S"bcatchment 2S 2P: Hydrograph 1.74 cfs Runoff Type III 24-hr 25,yr Rainfall=6.00" Runoff Area=22,850 sf Runoff Volume=5,12G O 1 Runoff ®epfh=2.6,9 LL TC=6.0 rn i n CN=71 5 6 7 t3 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 229 Brentwood Circle Postdevelopment Type l!1 24-hr 25 yr Rainfall=6.00" Prepared by Sullivan Engineering Group, LLC Page 22 HydroCAD.O 7.00 sin 001433 @ 1986-2003 Applied Microcomputer Systems 2/25/2022 Pond 1P: Cultec Infiltration Field Rawls Date = 1.02 inlhr Inflow Area = 1,073 sf, Inflow Depth = 5.33" for 25 yr event Inflow 0.14 cfs @ 12.09 hrs, Volume= 477 cf OUtflOW = 0.04 cfs @ 12.42 hrs, Volume= 400 cf, Atten= 69%, Lag= 19.9 min Discarded = 0.01 cfs @ 10.50 hrs, Volume= 365 cf Primary = 0.04 cfs @ 12.42 hrs, Volume= 44 cf Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 95.75' @ 12.42 hrs Surf.Area= 345 sf Storage= 180 cf Plug-Clow detention time= 134.1 min calculated for 398 cf(84% of inflow) Center-of-Mass det. time= 86.8 min ( 821.0 - 734.2 ) ## invert Avail.Stora e Storage Description_ 1- - 94.50' 241 cf 7.50`W x 46.00'L x 1.79'H Prismatoid 618 cf Overall - 16 cf Embedded =602 cf x 40.0% Voids 2 95.00, 16 cf 3.0"W x 12.5"H x 7.50'L Parabolic Arch x 12 Inside#1 -- - 256 cf Total Available Storage ## Routing Invert Outlet Devices 1 Discarded 0.00' 0.001416 fpm Exfiltration over entire Surface area 2 Prirntary 95.70' 4.0" Horiz. Orifice/Grate Limited to weir flow C= 0.600 tcarded OutFlow Max=0.01 cfs @ 10.50 hrs HW=94.52' (Free Discharge) 1=EA11tration (Exfiltration Controls 0.01 cfs) Primary outP ow Max=0A3 cfs @ 12.42 hrs HW=95.76' (Free Discharge) --2-€�rii'icrultrie� (Weir Controls 0.03 cfs @ 0.7 fps) i i 229 Brentwood Girclo Postderrelopment Type 111 24-hr 25 yr Rainfall=6.00" Prepared by Sullivan Engineering Group, LLC Page 23 Hydro--AD@)7.00 sln 001433 © 1986-2003 Ap plied Microcomputer Systems 2/25/2022 Pond 1 P: Cuitec Infiltration Field Hydrograph f7 IN Inflow 0.14 c CJ Outflow Inflow Area=1,073 Sf Pumaryed k lev=95.75' 0.14-f Pea 0.13 Storage=l 80 cf 0.12 0.11: 0.1= 0 0.08' 0.07 0.04 cfs 0.06: 0-05- 0.04 0.04 cfs 0.03 0.01 cfs ` 5 6 7 8 9 10 11 12 13 14 15 16 17 1B 19 20 Time (hours) 229 Brentwood Circle Postdevelopment Type 1If 24-hr 25 yr Rainfall=6.00" Prepared by Sullivan Engineering Group, LLC Page 24 H dro3AD®7.00 s/n 001433 ©1986--2003 Applied Microcomputer Systems 2/25/2022 Link 1 L: Design Point 1 (Pre) Inflow Area = 23,931 sf, Inflow Depth = 2.69" for 25 yr event Inflow = 1.83 cfs @ 12.09 hrs, Volume= 5,361 cf Primary — 1.83 cfs @ 12.09 hrs, Volume= 5,361 cf, Men= 0%, Lag=0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link I L: Design Point 1 (Pre) Hydrograph Inflow z 1.83 cfs �n ow Area=23,931 sf III Primary 3 1 IV LOON-an 1 7"7 MW o ti 0 5 6 7 8 9 10 11 12 13 14 15 1G 17 18 19 20 Time (hours) i i i 229 Brentwood Circle Posidevelopment Type Iil 24-hr 25 yr Rainfall=6.00" Prepared by Sullivan Engineering Group, LLC Page 25 H ydro-AD@ 7.00 sln 001433 ©1986-2003 A lied Microcomputer Systems 2/25/2022 Link 2L: Design Point 1 (Post) Inflow Area = 23,931 sf, Inflow Depth = 2.59" for 25 yr event Inflow = 1.74 cfs @ 12.09 hrs, Volume= 5,165 cf Primary 1.74 cfs @ 12.09 hrs, Volume= 5,165 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link 2L: Design Point 1 (Post) Hydrocgraph In@ow 8q Primary 1.74 cfs Inflow Alrea=23,931 sf 3 Q r 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) I i i i i 229 Brentwood Circle Postdeveloprnent Type 11124-hr 100 yr Rainfall=8.60" Prepared by Sullivan Engineering Group, LLC Page 26 HydroCADO 7.00 sln 001433 ©1986-2003 Applied Microcomputer Systems 212512022 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 Subcatcl'ment IS E, Runoff Area=23,931 sf Runoff Depth=4.77" Tc=6.0 min CN=71 Runoff=3.22 cfs 9,519 cf Suhcatchment 2S_1 ': Addition Roof/Portion Ex. House Roof Runoff Area=1,073 sf Runoff Depth=7.69" Tc=6.0 min CN=98 Runoff=0.20 cfs 687 cf Subcatchment 2S_2P: Runoff Area=22,858 sf Runoff Dopth=4.77" Tc=6.0 min CN=71 Runoff=3.07 cfs 9,092 cf Pond IP- Gultec ffifiltratlon Field Peak Elev=95.85' Storage=195 cf Inflow=0.20 cfs 687 cf Discarded=0.01 cfs 384 cf Primary=0.17 cfs 196 cf Outflow=0.17 cfs 581 cf Link IL: Design Point 1 (Pro) Inflow=3.22 cfs 9,519 cf Primary=3.22 cfs 9,519 cf Link 2L: Design Point 1 (Post) Inflow=3.14 cfs 9,288 cf Primary=3.14 cfs 9,288 cf Total Runoff Area = 47,862 sf Runoff Volume = 19,298 cf Average Runoff Depth =4.84" 29 Brentwood Circle Postdevelopment Type I!i 24-hr 100 yr Rainfall=8.60" Prepared by Sullivan Engineering Group, LLC Page 27 H droCADO 7.00 sln 001433 ©1986-2003 Applied,Microcomputer Systems 2/25/2022 Subeatchrnent 1 E: RI_inoff - 3.22 cfs @ 12.09 hrs, Volume= 9,519 cf, Depth= 4.77" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100 yr Rainfall=8.60" Area (sf) CN Description 1,714 98 Ex. House Roof 288 98 Ex.Porches Roof 28 98 Roofed Bulkhead 4,782 98 Driveway(paved) 26 98 Platform/Step 435 98 Walkway 3,860 55 Woods, Good, HSG B 12,798 61 >75% Grass cover, Good, HSG B 23,931 71 Weighted Average Tic Length Slope Velocity Capacity Description min (feet) (ftlft) (ftlsec) (cfs) 6,0 Direct Entry, direct Subcatchrnent 1 E: Hydrograph Runoff 3.22 cfs Type 11124 rhr° 100;yr 3- Rainfall=8.60" Runoff Area=23,931;sf Runoff Volume=9,519;cf Runoff Depth=4.�7"' . Tc=6.0 m i n l C N=71 1.l 3 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 1 29 Brentwood Circle—Postdovelopment Type Ill 24-hr 100 yr Rainfall=8.60" Prepared by Sullivan Engineering Group, LLC Page 28 HydroCAD®7.00 sln 001433 ©1986-2003 A lied Microcom uter S stems 2/25/2022 Suboatc;hment 2 1P: Addition Roof/Portion Ex. House Roof Runoff - 0.20 cfs @ 12.09 hrs, Volume= 687 cf, Depth= 7.69" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs type Ill 24-hr 100 yr Rainfall=8.60" Area sf C11 Description 660 98 Roof Area of Addition 413 98 Portion of Ex. Roof 1,073 98 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ftlft) (ftlsec) cfs 6.0 Direct Entry, Direct SUbo tchmenf 2S IP: Addition Roof/Portion Ex. House Roof Hydrograph 0.22 Runoff 0.21- 0.20 cfs 0.2 Type III 24-hr 100 yr 0.19 0.18 Rainfall=6.60" 0.16- Runoff Area=1 ,073 ;Sf 0.1 Runoff V®lume=607 ;Cf 0,13` p:11:; Runoff epfh=7.69" o.os Te=6.0 m'i n o D� 007, 0.06 0.05 0.04-. OA3 O.D1- 6 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 229 Brentwood Circle Postclevelopment Type 111 24-hr 100 yr Rainfall=8.60" Prepared by Sullivan Engineering Group, LLC Page 29 HydroCADO 7.00 s/n 001433 ©1986-2003 Applied Microcomputer Systems 2/25/2022 Subcatchment 2S 2P: Runoff _ 3.07 cfs @ 12.09 hrs, Volume= 9,092 cf, Depth= 4.77" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100 yr Rainfall=8.60" Area sf CN Description 1,301 98 Ex. House Roof(exclude 413 sf to be infiltrated) 288 98 Ex.Porches Roof 28 98 Roofed Bulkhead 4,782 98 Driveway (paved) 26 98 Platform/Step 4.35 98 Walkway 3,860 55 Woods, Good, HSG B 12,138 61 >75% Grass cover, Good HSG B 22,858 71 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (fgsec) (cfs) 6.0 Direct Entry, direct Stabcatchment 2S 2P: Hydrograph Runoff 3.07 cfs 3- Type III 24®hr 100',yr Rainfall=8.60" Runoff Area=22,858,O Runoff Volume=9,092;cf Runoff Depth=4.77"° Tc=6.0 m i n C N=71 1- 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) P 229 Brentwood Gircle Postdevelopment Type Ill 24-hr 100 yr Rainfall=8.60" Prepared by Sullivan Engineering Group, LLC Page 30 HydroCADO 7.00 sin 001433 ©1986-2003 Ap lied Microcomputer S stems 212 512 0 2 2 Pond 9 P: Cultee Infiltration Field Rawls Rate = 1.02 inlhr Inflow Area = 1,073 sf, Inflow Depth = 7.69" for 100 yr event Inflow = 0.20 cfs @ 12.09 hrs, Volume= 687 cf Outflow - 0.17 cfs c? 12.17 hrs, Volume= 581 cf, Atten= 15%, Lag= 4.7 min Discarded = 0.01 cfs @ 9.30 hrs, Volume= 384 of Primary 0.17 cfs c@ 12.17 hrs, Volume= 196 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 95.86' @ 12.16 hrs Surf.Area= 345 sf Storage= 195 cf Plug-Flow detention time= 98.3 min calculated for 578 of(84% of inflow) Center-oaf-Mass det. time= 52.1 min ( 784.9 - 732.8 ) # Invert Avail.Stora e Storage Description 1 94.50' 241 cf 7.50`W x 46.00'L x 1.79'H Prismatoid 618 of Overall - 16 of Embedded = 602 of x 40.0% Voids 2 95.00' 16 of 3.0"W x 12.5"H x 7.50'L Parabolic Arch x 12 Inside#1 256 of Total Available Storage # Routing Invert_OUtiet Devices Discarded 0.00' 0,001416 fpm Exfiltration over entire Surface area 2 Primary 95.70' 4,0" Horiz. Orifice/Grate Limited to weir flow C= 0.600 Discarded OutFlow Max=0.01 cfs @ 9.30 hrs HW=94.52' (Free Discharge) `�-1=Exfriliration (Exfiltration Controls 0.01 cfs) tMary Out Iow'Max=0.16 cfs @ 12.17 hrs HW=95.84' (Free Discharge) Orific6lGrate (Orifice Controls 0.16 cfs @ 1.8 fps) is i 3 I i � 229 Brentwood Circle Postdevolopment Type 11124-hr 100 yr Rainfall=8.60" Prepared by Sullivan Engineering Group, LLC Page 31 HydroCA00 7.00 sln 001433 © 1986-2003 Applied Microcomputer Systems 2/25/2022 Pond 1Pe Cultee Infiltration Field Hydrograph 0.20 cfs Inflaw C�Outflow Inflow Area®1,073 sf Prin,arye� 0.22 9. 0.21 ; j 0.17 cfs I Peak lev=95.85r 18 0.18. 0.17 cfs Storage=195 of , 0.17 0,16 0.15; 0.14 v 0.120.1 n 0.09-i 005 0 04•: 0.03-; 0.01 cfs x 0.02;. Elm ii 0-01 Q . 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) i 229 Brentwood Circle Postdevelopment Type 11124-hr 100 yr Rainfall=8.60" Prepared by Sullivan Engineering Group, LLC Page 32 HydroCAD0..7.00 s/n 001433 0 1986-2003,Ap plied Microcomputer Systems 2/25/2022 Link 1 L: Design Point 1 (Pre) Inflow Area = 23,931 sf, Inflow Depth = 4.77" for 100 yr event Inflow - 3.22 cfs @ 12.09 hrs, Volume= 9,519 cf Primary 3.22 cfs @ 12.09 hrs, Volume= 9,519 cf, Men= 0%, Lag= 0.0 rain Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link 1 L: Design Point 9 (Pre) Hydrograph Primary 3.22 cfs Inflow Area=23,931 sf 3 _ 2 3 U 1l.. 1- 0` 5 G 7 S 9 10 11 12 13 14 16 16 17 19 19 20 Time (hours) 229 Brentwood Circle Postdevelopment Type If! 24-hr 100 yr Rainfall=8.60" Prepared by Sullivan Engineering Group, LLC Page 33 I-IydroCADO 7.00 s/n 001433 a 1986-2003 Appliod Microcomputer Systems 2/25/2022 Link 2L: Design Point 1 (Post) Inflow Area = 23,931 sf, Inflow Depth = 4.66" for 100 yr event Inflow 3.14 cfs @ 12.10 hrs, Volume= 9,288 cf Primary - 3.14 cfs @ 12.10 hrs, Volume= 9,288 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link 2L: Design Point 1 (Post) Hydrograph Inflow Primary 3.14 cfs Inflow Area®2 ,931 sf 3- �i 2.. } 0 0... 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Three (hours) i 229 Brentwood Circle Postdeveiopment Type 11124-hr half inch event Rainfall=0.50" Prepared by Sullivan Engineering Group, LLC Page 34 H droCADO 7.00 sln 001433 © 1986-2003 Applied Microcomputer Systems 2/25/2022 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UN=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchrnent IS E: Runoff Area=23,931 sf Runoff Depth=0.00" Tc=6.0 min CN=71 Runoff=0.00 cfs 0 cf Subcatchment 2S 1 P: Addition Roof/Portion Ex. Douse Roof Runoff Area=1,073 sf Runoff Depth=0.30" Tc=6.0 min CN=98 Runoff=0.01 cfs 27 cf Subcatchment 2S 213: Runoff Area=22,858 sf Runoff Depth=0.00" Tc=6.0 min CN=71 Runoff=0.00 cfs 0 cf Pond I P� Cultec Infiltration Field Peak Elev=94.52' Storage=2 cf Inflow=0.01 cfs 27 cf Discarded=0.01 cfs 27 cf Primary=0.00 cfs 0 cf Outflow=0.01 cfs 27 of Link 1 L: Design Paint 1 (fire) Inflow=0.00 cfs 0 cf Primary=0.00 cfs 0 cf Link 2L: Design Point 1 (Post) Inflow=0.00 cfs 0 cf Primary=0.00 cfs 0 cf Total Runoff Area =47,862 sf Runoff Volume = 27 cf ,overage Runoff Depth = 0,01" i i 229 Brentwood Circle Postdevelopment Type /// 24-hr half inch event Rainfall=0.50" Prepared by Sullivan Engineering Group, LLC Page 35 H droCAD®7.00 sln 001433 © 1986-2003 A lied Microcom uter Systems 2/25/2022 Subcatchment 1 S E: Runoff - 0.00 cfs @ 5.00 hrs, Volume= 0 cf, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr half inch event Rainfall=0.50" Area_(sf) CN Description 1,714 98 Ex. House Roof 288 98 Ex.Porches Roof 28 98 Roofed Bulkhead 4,782 98 Driveway (paved) 26 98 Platform/Step 435 98 Walkway 3,860 55 Woods, Good, HSG B 12,798 61 >75% Grass cover, Good, HSG B 23,931 71 Weighted Average Tc Length Slope Velocity Capacity Description min (feet)_ ,_ ft/ft ftlsec cfs 6.0 Direct Entry, direct Subcatchment 1 S_E; Hydrograph i Runoff Type III 24-hr half inch event Rainfall=0.4' Runoff Area=23,931 sf Runoff Volume=O cf Runoff Depth=0.00" Tcm6.0 min CN=71 3 0,00 cfs 0- 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) I 229 Brentwood Circle Postdevelopment Type It124-hr half inch event Rainfall=0.50" Prepared by Sullivan Engineering Group, LLC Page 36 HydroCADO 7.00 sln 001433 ©1986-2003 Applied Microcomputer Systems 2/25/2022 Subcafchment 2S IP: Addition Roof/Portion Ex. House Roof Runoff 0.01 cfs @ 12.09 hrs, Volume= 27 cf, Depth= 0.30" Runoff by SCS -I-iZ-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type Ill 24-hr half inch event Rainfall=0.50" Area sf CN Description 660 98 Roof Area of Addition 413 98 Portion of Ex. Roof 1,073 98 Weighted Average Tc Length Slope Velocity Capacity Description min feet ft/ft ftl8ec cfs 6.0 Direct Entry, Direct S-ub .atchrrient 2 1P: Addition Roof/Portion Ex. House Roof Hydrograph O.nn9: Runoff 0.01 cfs 0.009_ Type III 24-hr half inch event 0.0081 0.00 Rainfall-0.k'- 0.0a7= Runoff Area=1,07$ sf 0.007 Runoff Volume=27 cf Runoff Depth=0.30" o.005 T"c-6.0 ruin 0.005 0.004. C N;98 0,004' 0.ao3 i a.003= " 0.002 0.002- 0.001 MIN iiiii n,pn1 omo 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) I I i I I 228 Brentmrood Circle Posidevelepment Type /// 24-hr half inch event Rainfall=0.50" Prepared by Sullivan Engineering Group, LLC Page 37 OyddroCAD©7.00 sln 001433 01986-2003 Applied Microcomputer Systems 2/25/2022 Subcatchment 2S 2P: Runoff 0.00 cfs @ 5.00 hrs, Volume= 0 cf, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type Ill 24-hr half inch event Rainfall=0.50" Area {sf CN Descri pjjon 1,301 98 Ex. House Roof(exclude 413 sf to be infiltrated) 288 98 Ex.Porches Roof 28 98 Roofed Bulkhead 4,782 98 Driveway (paved) 26 98 Platform/Step 435 98 Walkway 3,860 55 Woods, Good, HSG B 12,138 61 >75% Grass cover Good, HSG B 2.2,858 71 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ftlsec) (cfs) 6,0 Direct Entry, direct ubcatchment 2S 2P: Hydrocgraph 1 ' Runoff Type III 24-hr half inch event Rainfall=0.50" Runoff Area=22,858 sf Runoff Volume=0 cf Runoff Depth=0.00" Tc=6.0 rinin Q _ 3 CN=71 1 1 i 1 0.00 cfs 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 229 Brentwood Circle Postdevelopment Type 11124-hr half inch event Rainfall=0.50" Prepared by Sullivan Engineering Group, LLC Page 38 H droCADO 7.00 sln 001433 © 1986-2003 A plied Microcomputer Systems 2/25/2022 Pond IP- Cultec Infiltration Field Rawls Date = 1.02 inlhr Inflow Area = 1,073 sf, Inflow Depth = 0.30" for half inch event event Inflow = 0.01 cfs @ 12.09 hrs, Volume= 27 of Outflow — 0.01 cfs @ 12.15 hrs, Volume= 27 of, Atten= 18%, Lag= 3.8 min Discarded = 0.01 cfs @ 12.15 hrs, Volume= 27 of Primary — 0.00 cfs @ 5.00 hrs, Volume= 0 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 94.52' @ 12.15 hrs Surf.Area= 345 sf Storage= 2 of Plug-Flow detention time= 5.0 min calculated for 27 cf(100% of inflow) Center-of-Mass det. time 4.3 min ( 784.3 - 780.0 ) # Invert Avail.Storage Storage Description 1 94.50' 241 of 7.50'W)c 46.00'L x 1.79'H Prismatoid 618 cf Overall - 16 of Embedded = 602 cf x 40.0% Voids 2 95.00' 16 cf 3.0"W x 12.5"H x 7.50'L Parabolic Arch x 12 Inside#1 256 of Total Available Storage ## Routinq Inved Outlet Devices 1 Discarded 0.00' 0.001416 fpm Exfiltration over entire Surface area 2 Primary 95.70' 4.0" Horiz. Orifice/(gate Limited to weir flow C= 0.600 Discarded OutFlow Max=0.01 cfs @ 12.15 hrs HW=94.52' (Free Discharge) 1xfil4ratir�n (Exfiltration Controls 0.01 cfs) Primary 0utt ow'Max=0.00 cfs @ 5.00 hrs HW=94.50' (Free Discharge) t-2;0rificelGrate { Controls 0.00 cfs) 229 Brentwood Circle Postdevelopment Type Ill 24-hr half inch event Rainfall=O.50" Prepared by Sullivan Engineering Group, LLC Page 39 HydroCADO 7.00 s1n 001433 © 1986-2003 Ap pjied Microcomputer Systems 2/25/2022 Pored 1 Po Cultec Infiltration Field Hydrograph 0.01 Cfs in0o4v iw7 Ouiitow Inflow Area=1�®73 sf discarded Primary 0.009 Peak EIev=94.52$ o.00a Q.01 cfs 0.008- torage®2 cf 0.007 a.aa7s y�: 0.006 0.005 ' v 0.005 ✓'. n 0.004-: s w 0.004 " 0.003._ 0.003 0.002- 0.002- 0.a01•� �;, 0.00 cfs 5 6 7 $ 9 10 11 12 13 14 16 16 17 18 19 20 Time (hours) P i i h r ,y,° a a ; c � . ��c '�4��r�r nf� Type 11124-hr half inch event Rainfall=0.501' �G L.�lfcla'� �'� il ' c,� a f' page40 c�� repaired by $Ul it►an r�r��fiY�ea�lri�� v LLG 21�512022 jgAD@ /n() slrj 00143`'� Niicracom uter 5 stems -�L. Design Point I (Pro) `:3,M ;;f, lvAlmw DgYih = 0,00" for half inch event went lrFrl�it,� 0,00 d: L@ 5.00 hY8, Volume= 0 cf Primary 0.00 cf8 ( 6,00 1'1'c's, Volume= 0 cf, Men=0%, L.ag= 0.0 min oudlow 15.00w20.00 ire, dt= 0.06 hrs IL. Design Point II (Pro) HVdragraph ', � Primary i Mfiaw Area-- 3g 1 sf �. E r it t� ;I I� 0.0 Of 0 15 6 7 8 1) 10 11 12 13 14 15 16 17 18 19 20 "rir�i� (h9ues) I i I Type / / 24-hr half inch event harnfafl=0.;50" a r 5'h'� I�1 ;;),• �. !if' µ;' `' �s��'L�11•p!r {�� {:� ?); ; �lV��� �C�rDr � Page41 i'. i �l7 �liop �re�d by Sullivan �.n� jrtc.srlrl�a� Group, �i�� 2125/2022 l~i+;circa l U l.f} lit�Jt!' Applied Microcom uterS stems L'Enk 2LI : DaNgn Point I (Post) IrrEll,ti,�.�'•�r� : w. ,::}Lt i t"", inflow :"eVtF'! = 0.001, for half inch event event Itrr lea}•r� 0,01)d"I 5.00 hro" Volume= 0 of 5.w �Ers, Volume= 0 cf, Men=0%, Lag= 0.0 mite tt.00 C.j's 1�11�411 °rit°m iry P;Ltttii� r .� InIlk"I"ly, i.M-•20.00 hrs, dt- 0.05 hra IivLi�3j ��'=o DoMgn Point I (Post) Hydro®raph Inflow i.•!f i,f,; ATW1 23,931 Sf I � i I � !t. �I fay •5 is py �� �"1 F9 7 £s J 10 11 14 16 1S 17 1$ 19 20 7lr 4 (hours) 3 C��,!If�!i• C7/.f!{y USA{��i• 0°kd7�b O�It�.Lb U'+�'BZLb 0"otiBTlb l;fi 44 MS5,4 oll x 3 y �1 s lF to kar U 2 a I � �1 I.I sXr j arc �� IImp MAT s oxc OneZdb' 0`r88Z�b I I i c. 4 ff,�cc, rise v k-Ail%we maps at _... . -:rea.o�•t�erevc;::Cri} r p�l�:r� •�= Q Arp-4of[ntsrest(AOI) $:tS;8013. a warriag:So;i f,.ge:,S may riot tee trralfd at this scale. � dory SEc�'s S�f _ Sell Mrap 1,3ratt Polygons I i=rilargerneni of I;eEpe bc~fanc the s=-[e of mapging can cause Solt Map Unit Lines I iGtsE��� �? _- "tie 's r z �7inQ a,IQ 2�t�r�Y Cf 3-i � t Qflxx limFe r 2G�: Fe�€. ! "C msa�G d ,s 'kr IfiW,Sm ll am as of 5D"A4a?;.}Rk pPIESiS 3 ' rli"C FSl fiv^oG�iF t to 4C"I-.`(G '<.c;: L'E`L?SS�i eiR"t at P-IllQre!�2f 4'` .3trea�rt:,and Canals rl c;as'se ref On l�'v V4r.'si�.`alc an '4��mzp�sheei for ri a sorrow Pit � rneasurerrtFnts- �'ra�ssrsortatior� Clay Spoi hails Source o Map: lratural Resources Conservation ScrOce Closed Depression Vkela So Survey�r Wit:Interstate ffiohtvajs Coordinate Systaln: Web fVtercator(EPSG:3857) Gravel Pat US Routes Maps from the Web Soil Survey are based on the Web Mercator Gravelly spot Major Roads projection,which preserves direction and shape but distorts distance and area.A projection that preserves area,such as the Landfill Local Roads Albers equal-area conic projection,should be used if more Lava Flaw accurate calculations of distance or area are required- Background Aerial Photography This product is generated from the USDA-MRCS coed data as IiRarsh-or swamp T" of the version date(s)fisted below- Mine or Quarry Soii Survey Area: Essex County,Massachusetts,Northern Part Ntisceflaneous water Survey Area Bata: Version 17,Sep 2,2021 ti Perenrriai water Soil map units are labeled(as space allows)for map scales Rock Outcrop 1:50,000 or larger. Wine Spot Date(s)aerial images were photographed: Aug 13,2020--Oct 18,2020 Sandy Spot . The orthcpftoto or other base map on which the soil lines were Severely Eroded Spot compiled and digitized probably differs from the background imagery displayed on these maps.As a result,some minor G: Sinkhole shifting of map unit boundaries may be evident Slide or Slip Sodic Spot USDa Nagurral Resources Web Soil Survey w212412022 i Soil Map--Essex County,rV)p£sachusefts,Ido0hern NA 1 �� I �14jJ iV3�[ a a �eYaenk nt A®IUrL ribSI ; 52A !'r reotovdn rrrucic,0 to 1 percent 3.3 11.0% Yloi�:s 0-sa 'on pine candy foam,3 to 7,0 23.2% 8 percc-,nt slot)sa,very stony AIM Sutton;ir,a sandy loam,3 to 8 1.7 5.7% perumt slopas 411 B Sutton fine sandy loam,0 to 8 17.1 56.6% percuni slopes,very stony 'uitort 4'a saandy loam,8 to 15 0.0 0.0% percBrrt,-lopvs,very stony 7116D RldgoburV and I_elceater fine u � _ � — 1.1 � 3.6% Sandy loamy,3 to 8 percent 83oprs,extremely stony 'bl aftils for Area n1 trltt-mM 30.1 �000 �5":awral R089=0s Web Soil Survey 2/24/2022 Gunservatlon Service National Cooperative Soli Survey Page 3 of 3 ,Sullivan Engineering Group, L.L,C: Civil Engineers&Land Development Consultant itI r : Long-Term Stormwater ,i Operation & Maintenance Plan 229 Brentwood Circle, North Andover k Beginning with the construction of the drainage system, and continuing in perpetuity thereafter,the owner(s) of the site shall maintain in accordance with the following schedule: a. pavement and walkways, shall be swept in the early spring immediately after snow melt b. hoof drain inlets, downspouts, and roof drain pipes - All components of the roof drain collection system shall be inspected at least 2 times per year. Sediments and debris shall be removed and disposed of in accordance with all applicable federal, state, and local laws. Any components that become damaged shall be repaired or,relplaced immediately upon discovery to assure proper k`' conveyance of stormwater ranoff into the drywell systems. c. Infiltration Chambers---The level of water in the infiltration chambers shall be monitored during and after heavy rain storms at least 2 times per year during the first year of operation and at least twice mivally thereafter for evidence of clogging or other problems. If water does not leave the chambers ` within 72 hours after the storm, or if water breaks out on the surface above the system, or,if the-roo f . collection system begins to overflow frequently (,for the 10 year storm intensity or less intense storms),Ii the infiltration bed is likely clogged. The infiltration bed shall be cleaned and repaired or replaced as 'l needed to maintain proper functioning. d. Vegetation shall be maintained in healthy condition to prevent erosion and sedimentation in the drainage system and-,wetland resource areas. 2-25-2022 Owner: Date I Grena Hatch : �f iA f� i , Ii ;L P.C. Dox 2004 Wobum, 1V A 01888 (781) 854-8644 e-mail:jacksu1153@comcast;net I; - PROJECT SCOPE: - —� NEW 1-STORY ADDITION SQUARE FOOTAGE. m _ EXISTING BA5EMENT UNFINISHED? %" - - _...:LEVELA.n1400SF(FAMILYIGARAGEJSUNROOM ESTIMATED},--- LEVEL 2-900SF TOTAL EXISTING 2300SF _ PROPOSED LEVEL 1.650SF - DINING ALT_90SF LEVEL 2 NIA TOTAL NEW(INCL.ALT)740SF I `� NE_Y1f-TOTAL_ {INCL.ALT)3040SF - w - s — aE ID<WING OPEN3NG(N0 CMPNGE7 CFIl.ING L[GHT SHEC I so SMOKE o aoR --NGLI.- NUMBER SHEET NAME LIGHT SWITCHI WAIJ SCANCE G000 COVER SHEET 3.AY SWITCH! F4 �nWucx coneo G110 EXISTING PLAN&ELEVATIONS naneRswrrcr+ ® GEIEJNGFAN A110 PROPOSED FLOOR&ROOF PLANS ill - ENLARGED FURNITURE PLAN .... .. w � OEIFLET � SHOw ER HE4G - - PAN SHOWER McAo A201 PROPOSED ELEVATIONS ' P WentN�aaooFGm�r A11O.B ALT DINING ROOM ADDITION c � o a 9 16� y4 CH{ SCENCE-:229 BREN W00B C1R N:ANDOVER MA °` 14 NQV mz1 5 N] YFare itects vY4.:6w[[.w .: _. COVER SHEET GOOD LAGRASSEYANOWITZ&FEYL � � .. .. .. One Elm 59aarc I Andover[Mp 101810 CONSTRUCTION DOCUMENTS - {97 7 oa7 _ - 0.367>I www,LYFarchitectzmm . . ......... ....... ..... . _ _ — �RnowTOR oo� ® ITCHEN LIVING y eL. - - -- 10 -6 _ DINING c 0 a; U_LU 7=7771M LEVEL �0 RAD� OLEVEL _ -- - O FRONT y --- ---._ _ — — _ - - RQOF ". 1 g' - - LEVEL VL ............ ...... nose a _r, LEVEL 1 ' ELECTRIC METER? _ 2 _ ._ GRADE -01 VENT — w 3 LEFT - - O BACK 118"=T-0" 0 k' 8' 16' Name:... .- .. . .- -. O.ve. HATCI `•RESIDENCE-229BRENTW{}ODCIR fV.ANDOVERMA :..: ?tNovzaz, _rLYFarchlteC$5 EXISTING PLAN&ELEVATIONS' LAGRASSE YANOWITZ&FEYL caaA ,�raMxx,.•rs�wanxe:.�,.: ...__ ...._ .,�..... argm vlu;r; .. 7eb Na -. One Elm Square l Andover I MA 101810 CONSTRUCTION DQCCIMENTS 3oa, ,..:.., ._ ....�.,., i978)4703675�www.LYFarchiaec�s.com --- - SEE ROOF PLAN FOR CONNECTION REQUIREMENTS [ - CEILING JOIST` LU D HANGER 0 DETAIL A.._'- 1,2"=T-0" PEN TO EXTO FOUNDATION I _WITH 24 24&4RS@ 8"O-Q. I 7 EPDXY EMBED S'INTO EXrG WALL ON SHEE7rITI7NOTE - 2X6 f2"FOAMFOUNDATION PLATE SILL SEAL........,., _ - -.. .,.rnc•c c._.. _..... ..... SLAB OVER 6ML POLYVAPO _ _ .�i•___. - -d'CONORLZ�E E R " 94RRIFR S 6'COMPACTED GRAVEL PILL L 2.4 _ �.. e I ... ..... ___.._ ...__.... - _ GRADE Y BASEMENT .... VARIES jI = REMOVE EXTO BASEMENT WINDOW:MODIFY I— i— -~' AS OPENING TO NEW WFMENT SPACE WATERPROOFING OF _ n I 2'RE ULArEON RIMET[IR iR191 Dry 16'X16'Xi2'FOOTING FOUNDATION DDRAIN- --- SURROUNCEDWf FILTER FABRIC AND a STONE I RUN TO SLMP Par ca pro ioa�pI I i as o LAL r W TH SADDLE Gw _ II ;II III ��LF"yQ/ 10 CONTROL GAP a'cONORETE SLAB —� V.LF.DEPTH OF EKfG FIREPLACE—�� E BARRIER AND T GRAVEL&COMPACTED FILL _ «t AI ATTACHED _SEE CET AIL SHEETS ACHED � i D-1 GENERAL NOTES. - �" COVER - _.. LVr&DECKLEDGER CONNECITORS-` - _.. _. "�- -- _. _ ,,,,. _. �r .,�.r.- ..�..� .->-.- .:•r--':�—'T-----..�_� _i-I ice. _ .. — T� _.. EY2 FOUNDATION NOTES&OFTAELS _ -I- —20"i RI Da WALL BRACING DI 3 4 II 1' s __._.........,., _ _ -19 s - Imo: OFOUNDATION DETAIL — aI°lcnw�nc, � D.,N -'"•HY�TCH'RESIDENCE=229 BEtENNJOOD C I R, N:ANDOVER MA.. .__ _�1 yauzvz� _ LYFarChlteC .,- '.�"� " FOUNDATION PLAN&0I ....-- AsindicatedSloo : _1eb N -.• One Elm Square I Andover I MA{04810 CONSTRUCTION DOCUMENTS •.+�o��o�°nv w.�-c.n�,. ,_........ _,.�_..._. . .. - .- 3041 [978 70.'675}a , I www.LVFarc3litrcumm'-'-"-- 2+_o. .. 20•_o. -. - - - ALL EJ(TMOR W AUS TO -- - - --- .. - BEMETHODCS,WSP - - - - - - ' 2XBLOCKBETWEEN SEE DETAIL SHEET DJ I ' RAFTERS W"34d 7]1 TOE NAILS.TYP_ -- —.�2%S CEILING JOISTS TY➢ � .� I S. I CEI ING JOIST 70 RAF7'1:11a EACM [[ CJ - - - - _ - D.C.qkFTERSe TYP.2X12OFFb=7FSOE .g a FLOORJOISTS 9I6-C.C. TYPICPL HEADER I 1:. _ _... - 75JcLVL ATTIC HEPM HURRICANE CUPS ENO UNCESSOTHER WISE - �I- F E4 - NOTED:{212XA 1J I _ .. _ .. .E -_.. - SLOPE AT HEAftlNG NOTEHOM1kOF CLG - IE 1•.8ROW SHEATKINO ENDS€�! JOI TO$EAMAX OF STS _ EQ :EQ: .._-EQ--. EQ EQ EQ I izaovE wAu.PLATE . (ROWS BLOCKING f _ . _ L; ..- ..... t - :I= ^•-• I HETA'EEN CEILING JOLS€$ SROWS ACROSS EVENLY (2)1.75107.25 LVl _ , [ I I ] j SPACED{C HEADER,iJ 1K I LU5216 HANGER GETWL A51 D0 11 UP UNDER OM ATTIC BEAMABOVE .. �➢ L'_________-__'"_________ __ ...__.._ .__...- .. MID SPAN BRIDGING.... {3)2Jf6 WRT{SiMPSON ECCOW SAS?5 CAP& - I NC SAT 2LIDGER-SEEOAITLER3I5 Ek END F ATTJCB`S O BEAM NOTFYA IFTt I ETA(L CANNOT BE ACCOMPLISHED-7 - OVERFRAh1E ... .,,.,. y. I 1 O i .11 >iy OF_fP 3 ' NZ Or tl 3 it 'r{yn I I C +Nry i yS d LALLY BELOWRAMDLD j Q I 2X8 CELING JQISTS.TYP JL7 I (2)2X4 z)2x+xBelow�I I DBL S I III I LUS 210.2 HANGERS N � I NAILS CE6.fNG OBL HDR(2)1.75>M 25 LVLS,SJ JOISTS TO RAFTERS (2)2'ta _ _ 9 EACH ENO,TYP- s 20'-6" _ 1 .,, k ROOF FRAMING PLAN z)zs -. - FLOOR FRAMING PLAN 2 - 2 — w 1/4" 1 0 _ _ " 114 1'0 . o, 9ticNp _ ;LYFarchitects Mwq FRAMING PLANS N.ANDOVER MA „Novzoz, OOD CIR; I a. ETCH-RESIDENCE-229 BRAN � -nu Sheet Nave Scaltr S 1 O LAGRASSE YAN -, .,.. ............. -?/4'�_"f•-0' ..,o.+�-s.a-�oP...,,,w.w.,�,�a,,.,-.-�.a. u a-w,wu.rn.x"-e,FmF. ♦mccr,tr+ta mavm��^.c•wa^ccuss __ Na CONSTRUCTION DOCUMENTS 501. (97e14m367are[AnCoveaj hae cwH . (97Sµ7d3675 mu<v.LvFarchilecC:cam. .... ... zo•-D' 4'-6" 5'-5" 6'-4" - BT rm M- ••••••• -�. ...- — REI�.... g;WNVFRTTO _.�.-.. POTENTIAL UPDATESTOHATH:rnm rrr: LFpN-:rr�M•, B � RLMNG ROOM _-' - REP.ACE_ALLFIXT INI URESFSHES- . _ - ifl NEW OPENING ® _ - — jT JOcAmmwKtTRl W1ND0w wAS REMOVED REPLACE EXTG WOOD NEW ROOFINGCVER Ati.E7aSTMG HOUSE '.. ..... .._.. ____FREPLACE.WITH GAS. -- -- - r - a 10 - P0TFML4L U DAPTES TO KITCHEN: n o` NEW C0UNTERS ND REFINSHEDDHEN CAMNETS ING ROOM n - o z. NEW BASEMENT BELOW; ... PROVIDE OPENING NTO NEW BASEMENT SPACE l; - WHERE ExTG BASEMENT WINDOW WAS REMOVED. pN e PRCVIOE NEW GENERATORAND LOCATE CENTRAL x AIR COMPONENTS IN NEW BASEMENT SPACE ... .. . �i J OPROPOSED LEVEL 1 O PROPOSED LEVEL 2 14 7. a "#iATCN RESIDENCE=229 BRENTWOOD CIR;N PNDOVER MA Dae. -11 N0V2021 s""". YFar[hltects cars,-t=n�-v+m mmw.c S INaT� PROPOSED FLOOR&ROOF PLANS A 110 SSE YANOWITZ&FEYL CONSTRUCTION DOcuMENTS attic o��msq�,� A��e�Mn�a�sTB �3041 1478,�70.3675 �ewwv.LYFarrhrteCts.com 20•_0- L-7 --------------- op e m .._. ..___•. _ _. .- .. — Q_.�.— PROVIDE OPENING INTO NEW BASEMENT SPACE .. , WHERE EDTG BASEMENT WINDOW WAS REMOVED. PROVIDE NEW GENEPA70R AND LOCATE CENTRAL -AIR COMPONENTS IN NEW BASEMENT SPACE 3'-8" Y a j NEW OPENING s � LOCATED WHERE WINDOW WAS REMOVED b 3 v oREPLACE E=WOOD FIREPLACE WRI{GAS »_ OL o _ .K.uv_ -._ ::.. ...:.... _.. ...... :. ..,r Pl,JW N:xne. ... -.ANDOVER MA _ i�Nov2oz� LYFdre ite0s-::. .... ENLARGED FURNITURE PLAN` Al 1 LAGMSSEYANOWffZ&.FEYL.. _-:-- Qn CONSTRUCTION DOCUMENTS Elm Square{Arxiover� C��rerynasr�c Fx.rn - : fR Plwx .. Laa No� e Ma.j OS81P cw-arn.wnsa.mc.no.r- .mo - -:- .. -. EM BEDROOM WIN0OW KeWoven _._----''-- - - -- _Y _ ROOF — — — — — — — — — — — — — 0° 1 — — — — — — --- -- ..� LEVEL 2�'1 .. _- - -- .. - — — — LE.......... .......-—.-- - N - — — — — —0 GRADE — -4 PROPOSE m SED LEFT - .... _ � O-FRONT =� - -_ - _ PROPO _ i -------------- F Ti} L--j Z 1 Z. w PROPOSED BACK K aor�� .. — _.. ate___ s�:No, _....yqT -RESIDENCE-. 229 BREf�TWOOD CIR N_-AN MA - u�vovzozl LYFarchl$@C$5 u ,N-(rurugvuo�e+rlJ V.tu ShCM NdmC S W e. PROPOSED ELEVATIONS _ _ A201 IAGRASSE YIW0WITz&FEYL c�v+�awcm+o a._r urwcrr� _ .. ... VmJca F3use - .... ..loe Na:.... 0''e FJm Square j Mdmer MA fl191� CONSTRUCTION DOCUMENTS 3oat g�aalo�6is(wwwlYFzralucGsom STRUCTURAL GENERAL NOTES: ......_.. ::. --. .19. WALL BRACING FORTMS PROJECT IS BASED ON SECTION WZ10 OF T11E 9�EDITION OF _.- .:.T33EMASSACHUSEEIS STATE BUILDING_CODE.FOR T&2 FAMILY DWELLINGS,IRC2M AND _-- I ALL LVL BEAMS$HALL BE BOISE CASCADE VERSA-LAM,OR APPROVEDEQUAL ALTERNATIVE DESIGNS AS INDICATED ON THE DRAWINGS.DO NOT MODIFY DOOR OR - -'WINDOW OPEXING STLFS AND LOCATIONS.OR EMIGSTS AND LENGTHS OF WALLS AS ALL I�MEND ATION TO BE PER THE CiRRENPM 4NUFACTURES - - REGOMMI�fDATIONSAAmSPECIk1C�CIIONS_�OW,'000,KLTb3100PSL �D T ON THE�VRALDRAWINGvSWiTAOUTAPPROVALOFTHE - t .......-. _.tNGI EERAS'ffiSMAYREMTINNON-CONFORMANCIEW[ri THE WALLRRAC1NG ALLCOLUMNSDFSIGNATEpONDRAWINGSASVFRSA=TJ4MTOBE BOISE RT:QUD2BMENT5OF7IIECODE - - CASCADE 1.7E2650 Ec,DO NOT KNO TLCROR CUT LVL BEAMS OR PENETRATE- 20. THESE GENERAL N07ES AND ALL=PROJEC'T DRAWINGS TO WHICH THEY ARE A PART OF ? o .. . ..__... -.'WITH ANY HOLES EXCEFf AS ALLO WED BY MANUFACTURER AREIMIINDED FOR THE SPECIFIC LOCATION AND PROJECT DMV CTED 2 ALL LVL INDIVIDUAL MEMBERS IN BUILT UP BEAMS OF THREE MEMBERS .. _. .DONOTDEVIATEFROM THE DETAIL3._DIM6N S SIONS AND MATERYL SPECIFIED WITHOUT _ ...__ -_ ... .._ LESS TO BE CONNECTED TOGETHER AS SHOWN ON DRAWINGS. APPROVALOFTHEtNOINETA ..3_ -ALI,LVLIIPPADUAL MEMBERS IN BUILT UP-BEAMS-or MORE THAN THREE.��-: .-- -21._ATTHE(C)AeETIONOPnMFkANgNGWORKTEELTCINSEDCONMIICTIONSIIPERVBOR MEMBERS TO BE BOLTED TOGETHERWITH 3 ROWS OF'r dig.BOLTS',-_. - - .. ....JSTOPROVIDEACEFaMCAnomTDTHEOWNERTHATALLWORKWASPWORMM "ACCO[iDDNG.7OTHE.DRAWINGS,DETAILS,NOTES,MANUFACTURES-INSTALLATION ANSUASMI.STANDARD B182I-i 4&1 F2"of STAGGER OR OFF SET I ACHROW RfiQ�_fxND TIE 9TM EDITION OF TTIE MASSACEIIiSET IS BUILDING CODE 1Mu�c BOLISSFLII.LBEPIr.®1NSNUGHOCFF$�717'Hik��DISTIKTICB'OF`--.-..._ r AND'VI STAN'E)ARD WASHERS AT BOLT HEAD ANDNUT.OR AS SHOWN ON DRAWING. FOR l&2 FAMILY RESIDENCES. o e --- . _ ... _ ALL LYL BEAMS TO BEAR ON BUILT UPPOSTOFAMII�II�IIJMASLISTEI3BEiOW2 � R�� �M �`��r Bb 4 �aF c�iCr1L i_65 27�0- o Rwr• U$�3"X3S".4LVLS USE 4S-X 3.5".5LVISUSE6'X3 IORON r POST AS DESIGNATED 4IN DRAWIN(aS OR ON STEEL AS SHOWN ON DRAWING. _ _ _3 BEARINGENDS OF ALL BEAMS[S TO BE BLOCXED 145 SOLID EACH SIDE .......:.... _....._..6._RlOQY'-5HEATSIIYQ TO BE ATTACHED TO FRAIwING WITH Sd NAILS�@ 6"OC.a[) - t __P ,.EDGES AND I2"OC.FOR ALL FRAM NG MEMBERS NOT AT PANEL EDGES. 7 WALL SfMAIIUKC TO BE ATTACH)D TOFRA"84IIdG V.TM Sd NAIIS- 6"OC. - •4u mom ROWS . ) 6u)s OF- _� V - y ..0` NOTE& PANELitDTI iIS- I2"OC.FORALL FRAMIOGE"THi R WITH ERS16D NOT-AT.PANELEDGES c��ert R �� A4GE�LEF )Sc�WSTO�sAS=XAS=n= O, CORNER STUDS WI Bb ATTACHED TOGETHER WITH 16D NAZIS(a�12 OC OR AS ..._ mw - SHOWNONURAWWGS _ - -- X(;5P0 LjWGTHOF-&=WArro I �I ,. Solt� -_;&�GL'PSUM-SOARD�'O BE ATTACHED TO FRAMING WEIR TYPE WOR TYPi S - - s) 1LVLSF�NrsToaAv�sCRltWs SCREWSIN ACOORDANCE WTIIi ASTTN CI002 Q L OC.AND SHALL PENETRATE 1 _. ..�. ::- .�•�, , . ......�...-E-vD G-C- - ----- -`3Y-suaa�MFRAMINGANMsLOF=- _� 9.®L�O�RA�hGTOBEPERIdE 9� EDTONOF•MASACH75FT "SFAE " wDsrzx�RMONavxaaru��L�cr Oime>:;try�Now ON>�aAwiNcs BUILDING CODE,MC2009.FRAMING LUMBER fb-rS psi.E=1.300.000 psi _mac[Q_RiM -SO/} p __-._. vsa MtW og S an& _ aTT JOLSTANDBEAM HANGERSTOBEBYSIMPSONSTRONC-TI'E;"-- -- -- US[TITUTEASCAPACIIYMAYD0X0 INSTALLATION AND NAILING TO BE PER MANUFACTURERS RECOMMENDATIONS. V E R I F`T ,DZQUAT -.--.__.. SPECIFIED-HARDWARE MAY REQUIRE SPECIAL ORDER ALLOVTrSUFRCIENT CONTRA CTOR'To.--Urz 2 4- Y -r,�i: 5)SCRXGM 1 a aIN Lvis 5 to 1 Lv1.61� LEAD TIME FOR DELIVERY. USE SIMPSON HURRICANE TIE AT THE SAVE END co"A.)ECUOtN __AIJ B E: )¢C C O M P L t 5 If£D 6) CoNNI=LZ Is u Id ORIM INIDEPTgwlTH OFEACH ROOFRAFTER OR TRUSS.ALL EXTERIOR HANGERS AND HARDWARE PRIOR TD PROCCE91NG- nJDTlf=Y 2 ROWS OFSCmMSATUjN oC TO HE CORROSION PROTECTED PER PRESSURE TREATED LUMBER 1I. $ gpqNormS tls-OC G Nfr1 AJE ER IF iT GTE N NOT rNaAx z�L i MANUFACTURES RECOMMENDATIONS AND SI 3`SON STRONG TIE RECOMMENDATIONS,oR STAINLESS STEEL- co f 7Iv c CT'Q R 5 3 %a` FASTe u f*1 y STD R,,` >sl AN I L THE CONTRACTOR SHALL BE RESPONSIBLE TO OBTAIN AND FOLLOW THE L F-P GE R I-O Y_ 42E F'E R To S"A 5TC H DETA.M OF CONNECTING MANUFACTURES LATEST INSTALLATION RECOMMENDATIONS AND MI A STrR 7M C H M ICI L E U4L ET 0 F p R LVL MEMBERS TOGE'I'IIER SPECMCATIONS FOR LVL BEAM DECI; LEDGER To RII`5 90ARD ITISTftjToN ptOCEE0u2Ej ArvD O-TT+ER REdLI�Rr�`;EUFy I2 ALL SUPPORTS UNDER BEAMS TO HAVE SUFFICIENT UNINTERUPTED SUPPORT D�G K L E p G�R G D N 1V GT7 Oni DETA;L ALL THE WAY DOWN TO THE FOUNDATION OR ONTO LVL BEAM 13, BRING ALL DISCREPANCIES,PROPOSED DEVIATIONS AND ACTUAL FIELD ---------------- CONDITIONS THAT ARE DEFERENT THAN DEPICTED TO THE ATTENTION OF THE ENGINNER PRIOR TO PROCEEDING WITH CONSTRUCTION_ .. - ORK-WITH3HIS DRA'VVITG'AND�,L�OTCiER PROJECT -- , DRAWINGS INCLUDING SHOP DRAWINGS. 1S-ALL STEEL COLUMNS.BEAMS ANDYLATES TO BE A-36STEEL. ----.-- --_16-41.1,aIGFOOTSYSTEMSTOHE-INSTAL'[EDI!ERINST.ALLEDPERBIGFOOT yµ�I - ----- - —- rc --- TNS'IALATTON MANUAL. �� IA= I l LOADS FIRST FLOOR LL 40 PSF.SECOND FLOOR 30 PSF.DL 15 PSF.ROOF GROUND l o[D M{ SNOW-LOAD 50 PSF.DECK-LL 40-PSFVgND LOAD I34 MPA_(uh)EXPOSCRtE B. 0 Z167 : IC r t C; '.� f $4 1 4 F F pC - ------18.FOUNDP.TION TO BE CARAIID DOVIrN TO U NDES rMr:D SO¢.HAVING A ip® 6a MINPAUM BEARINGCAPAcrryoF.1T'oNjsoFT .LAWRENCE EL OGDEN P.E _ GENERAL NOTES C" _- o•�_ - I�h7 _ 198 EAST MAIN STREET =w^ REn>TLWo I�GELF GEORGkTOWPI,MA f>1i3 No�� /}rv�a3u.0 n . ..gT� E vr,r a•-.: I k c 7 o c: L�!L - - _. ...- '" GEOR ET W ,MA. 1833 LVL CONNECTION DETAIL FOUNDATION NOTES FOUNDATHIN ANCHOR DOLTS.. _ .I 3N iIlY�L v2"DIAMITIM(A3$"l) Wn wAsM ' T'EIMBDMENZiN THE C IDNCRETIF I4faAC M Iany column cup ' _ IF"UEATIG�E - - 3%'MIN.12"MAR.FROM END OF EA[� - a R U ECRu�x 5 uc PLATE AND MA)L 6$-0 in O G t ` Is ersov - Lolly - ANCHOR BOLIS'SHALLBELOCATEII-IN .—. cotuma - tan bottom a s _ THE MIDDLE TFIIRD OFTIIE PLATE WIDTH OR/kS S1fQwNONT1IEDRAw1Nr,5 . b_ "I' ..• A -B - - .__- 'S/ITtR4q. cart=te Mob FOOTING RE N FORCMG CONTINUOUS-FOOTINGS304BARS — - -.---15"LA?HORIEONTAL. '. - - -7SiAP 1NDIYIDUALFVOTINGS - - MFORCM _ x►4 RARS.WTIH 5 in CQ�'ER EACH wAY awe I h ••'�'• . '# N - _ OR ASSHOV1*4ONTHILBRAVANGS- _ to - :. Lail Column Detai! _wA -: Y. - -' IHmvrnrtrNw�7;1,REnv>;xSRCRv�" �� goRrmrrrai _ 2#4 BARS TOP&bEMq ~-QF'WALL %TM 18 hL LAPAND is.cORNERSARS - •'' 60, t G" �PttN . 1S'FOUNDAIIONWALLSE 0MMDING THE BELOW LISTED CPXMUA MAY REQUIRE � ICLE REINRORC1NCw _. - s r+w W-r- qMW OF LAu.7(p6waN � I_ E C ONSULT.$NGtwER OF RECORD - __ __ wALLF1S?1GHT UNBALAN[EDFILA1 -__ w _ PrSt,.. - - - — $$.�..= ^- ,._�—'-_:__ -_ .:..-- :_.- _. �.�_� -.:>,....::..>• --- -" Bfi�1G�1�t'� •- N+ehars bolts flr 9/t61Lay�d.Enu�ver.+t E lOtt 6(R4 R -- srE6IwALLS 4fL Y -Anchor Bolt Spacing - WALL REMOORC 24C CRADE bO 4 SLAB REINFORC DIG 6.6 WZO'WZO H T '..El 7o OF F=2 R a6 € Z a .; 'V w A mot• .% I' " !i CONCRM a v F L�a�i G4tar+wi j FOUNDATI$NWEAAir AND FOOTINGS o< )AND SLABa T �SPft*D PoaMQG CGSY1tL pR F'c 3WO PSI AmENTRAiNED GARAGE AND EXTER10RSLABS Z t}'�'R3ia I�f GFRVCrUi ?2 poo' OC- SEE PLAQ FrR. SiZ POW> y Fc350OPSI AIR ENTRAINED Z� �, SN ►lR StEtiv r-CR CA AJC I(¢ SEAM POCKETS � `P GOnst::.Tz� BEAMS TO SEAR ON I a is PLATE F't�- NWUMUM 12 is AIR SPACE SIDES AND END OF ALL BEAMS IOt -4 rU [� FOUNDATION SOILRP[RING CAPACITY C+u9l5TvRfiI4 I - BASED ON V i -ZO` - ANVN1 HUMOF24WLBS PER SG.Fr. - - SILTY --..- -- .. _ . SMID,C;T.AYEYSAND - -SANDY, SILTY GRAVEL OR C LAYE'YGRAVEL QF -.,(S%SP,SM,5C4MLAPID-GC) - - - - - - CONSMT2NGPaMtSffOwz QrIR sQ>r crmrrlQNs Eaosr i,� c r =5. - _ 1,AWRENCE S.OGDEN P.E - .199A EAST NLA N STREET FOUNDATION DETAILS GEORGETOVVN MA.018M`. AND NOTES 't 19 2l 978-3524318 cell 978-502-5921 FDR ROOFS Capsmocrep r�rTF1 .RoaF wrN B9 I DE1-AlL-D S �tAvr44GTLcr yp Y TROsz...S l c �o Warr Rem — Yr� tY Ae rev M Wou ' nyea+s CrgS .. _. _ .. ._ _.. fk.0 -~ zX Bfackd, _.. 'rxSm p,Ofl4C: i (al-JdM0 ad .Mas oc SP r? _ I °r aPC'r(�'`� - - cwi.cr d.•aM- _ DETF I L7. - .ovTi4t9E-EdwGR 4L•7x�L. -z s B ar ASrY c rGrrt.ru e at ",P+ b k.or fig' - (fxx) - - cen,:cr Deis A'a ems'- - .Bof lr W _ - _'' - t W i AIAr�,pt/ArmWrnnr Y " of aYwd rim fe rrst-.bhr - _ _ _ �"(.�al2"« ' (fjpa . i �r'F-f.�Gru.t$ NOT R�G1CAkED w6�acr.m-av ._ D£t11L._ 1k74fDC:''CafW.C7C_yb=A{G... r. ,orate: noiad.rrn ad rndr P 6 aG r+`rPSUM BOARn . TX-6bc�wrq-�r6•o.c � . 46d ei2.�4� - __. _ _ or Brad rm m 2st.aNar CagtpuWc �3Ys"•-[SV - - ,AyS - -, l _..�Ta+Ne806-ur. ou ou� Mn.40r AV,,, Air 8d 7— cl'a.AX7 k,,n 8e¢.tfr, — � mcx. �2 ¢_ i.• rnam and a and mnx e'-•o"ac xh ate t7Aar Aiaj L.5L j_6�CyC� P 1 [E GA04t! Coaue¢ DETAIL foF pLirra DOGE � `` �CKPtthL ALr_ `ociatroNS �' Per endlc Iar ad nets_z r/1 x awr o.l r' TOP Lt A L f1i,A-,� � I ( tO_F100r Frnmina rsd ag_j r/z x aiis t8 Parallel O �Dr_t�E � ae a� WALL BRACING FORTBIS PROJECT IS BASED ON SECTION R60zde OF T11E r 6 d e NOTE:THIS DRAWING IS SCE£MATIC FUR TBE 9m EX)MON OF THE MASSACEMSEM STATE BIIII nING COBE 1&S FOR Braced W011 Panel Additional Cannactians PU"05EOrMOWJNGREQTHREDCOMaCTIONS FAMILY I WELLINGSANDALTMIX11TYEBESIC c BY1FORcATED IHE r (or q1I xfP;,1 SEC - .--.YI6s� - __... - W&FG9 DO NOT MOD OPE[+IIIIG SIZE 448 ��,� METHOD CS^VV$P OTM31 WALL SRACPgG DETAILS A"ALL OTITCR LOCATIONS OR HEIGHTS AND LENt,TaS OF WALLS AS VmICATEII ON THE -. T _.---._ _ _-- ----- -- - »ho4 CONFA111JOUSSTRUCTURALPlAIYELSHEAf1�fG _;_.SCRUCTiJ1;AI$EQIIHC S -- AR4 iE[17}tALDRAWINL,SWIlHOU7AYYROYALOF2HEENGIl�EERAS - - --------- -_ RESULT IN RMANCE WTIH W ALL BRACING ._ .. = cr ez All other nO ng not shown to be IIYR$1 15 c u ^c.c�cr r RkQ �OFTHE 9THE in confannance _ FL�r1Le� G tr.)_ wrth table Rfi02.3{fJ.... -- y�pLo N•, - ^— _ _.. CODYw T ptr92tc -:IANVRENCE EM _FRS E�tian � ot� f ! Sr$e �'�® �' WALL BRACING GFAIiCrETOWPMA.07833 L44 O . Mssz-Ms,eeH 978-502-5gtl DE'I'AIIS