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Home My WebLink About2020-03-10 Stormwater Report PLANNING AR SUBMISSION for Andover Pest Control 633 Turnpike Street North Andover, Massachusetts 01845 2-019 Prepared for: Michael Ryley Andover Pest Control 633 Turnpike Street North Andover, MA 01845 Prepared by: Marchionda &Associates, L.P. s��-ItA OF Myssq� 62 Montvale Avenue, Suite I O`, PAUI Stoneham, MA 02180 g MAR CI CNI L in v 0.3 15 � ' 4 gpoc STSe: Marc[ilw � a ,, I & Associates, L,F�'). Y^ t'=r°s�t1ine��r�n and t'N«�arurr 19 4 0rI olla rats Dear Planning Board members, Please find the following documents enclosed for your review. I have enclosed eight copies of each. • Project narrative + Waiver request letter • Special permit application • Fee e Site plan ® Stormwater report If you have any questions or concerns prior to the meeting please feel free to contact me by either email amjarclttxanda@kptgKghionda.mcom or by phone 781-438-6121. "Thank you Adam Marchionda i .... ........ ... F --`— ' -", ...... t'�� 6'; .. '3 ��, w''o"" .....�..,ea. 0 i°aa�rAc.. "Gill dt;31� �t. .ar�a�rc;R�B+�rurl�.c�ca.rt� Slordc:ktsam,MA 021.80-3 3 Fax; 7 :1.✓t38-96 a4 tM'-a��ii. rrr<�i61+.7s�b��raaB�c��rrla�.c;c��t PROJECT NA ATIVE Andover Pest Control located at 633 Turnpike Strect and is seeking an Order of Conditions to make some site improvements related to the operation of their business. The 21,875 sq. ft. lot is improved with a 1344 sq stricture, a small bit. conc. driveway and a large lawn area that extends to the edge of the existing bordering vegetated wetland. The lot is relatively flat sloping from Turnpike Street towards the southeast corner which is the low spot. Wetlands are located approximately 90 feet off the back of the structure. The proposal is to pi'oviiiC a stabilize l suU facc fi r t7arking(if'the Colopaily vehicli s m prcveut vehicles from parking on the lawn area which would be subject to rutting and erosion particularly in the spring and fall seasons. In order to accomplish this, the proposal is to construct a 12 ftt, wide bit, conc. drive wrapping around the back of the structure from Turnpike Street to 4 proposed parking stalls west of the building. The drive will continue in front of the building and tie back into Turnpike Street thereby providing one-way circulations. No changes or additions to the existing building are proposed. In general,the proposed stornnwater management system consists of treating the impervious areas by sheet flowing through a grass treatment strip and then into a large rain garden. It this instance the rain garden will have the dual fiinction ofstormwater treatment and post development peak flow mitigation for all storniwater events tip to and including the 100 year storm. Marchionda Associates, LR ......�,. F'lannklr4 ristalPankt, Dear Planning Board members we are requesting a waiver for the following items: • Traffic Impact Study • fiscal Impact Study • Community Impact Study Below is explained in greater detail why we feel we are exempt from these studies. Traffie Impact Study Andover Pest Control Services, Inc. currently operates with three company vehicles,so there will not be a large volume of traffic coming and going from the business throughout the day. The curb cut is existing and the driveway was designed in such a way that access to and from the business is safe. It is in our opinion that this proposal will have minimal impact on the traffic. Fiscal Imaact Study Andover Pest Control Services, Inc. currently consists of three employees and three company vehicles.There will be no increase in public services or infrastructure. This business was previously operating out of 730 Massachusetts Avenue in North Andover so the business along with the employees already existed. It is in our opinion that with the proposed improvements this property if anything will add value to the adjacent properties. Community Impact Study The subject property is permitted for the use of a business. Currently the parcel is surrounded by numerous businesses and heavy traffic. With three company vehicles leaving in the morning and returning in the afternoon there will not be a steady flow of traffic out of this business. In our opinion there will be no more impact on the community then there currently is. 6 Gntwale Awa,kla(e : P hean 612-1 �vw�^,.a17�trchor7eAa.-co ir t �r-(ll�il; (r��IN�e�rtt<'�d��liurlr�an.a;�ar.�� F M.: Town of Hoalh Andover Planning Mepartrrrertt Cominuntly&F..conomlc Dwefoprnent Uiutslon 120 Mato Street North Andover,Massachusetts 01045 mow,� Town of North Andover Planning Board Application for Special Permit Please type or print dearly, 1.Patitionor. Marchionda & Associates, L.P. PatitionaegAddress: b2 MOn"ale- ve. Stoneliain, 180 Telephone number 7 81-4 6121 _ 2.Owners of the Land: Andover Pest Contrro#, Inc. Address: 633 Turnpike Street North Andover MA 01845 Number of years of ownership: years 3.Year lot was crealed: 4.Description of Proposed Project: Currently this property is beiLiq used to -operate Andover Pest Control . In order to make the property more suitable for a business, we are proposinq a paved drive that wraps around the Ouse to four parking stalls. A rain. garden is proposed to accomadate the storm events required by the town. 5.poscript€onofpromises; Currently there is a house with a one. car garage and a bit cone. driveway. The remainder of the lot is lawn area. 6.Address of Property RaingAffected: 633 Turnpike Street _ zoning pisIdet: corridor Development District 1. - Assessors Map: 25 Lot 44 Registry ofaeeds:Book 0: 15878 Page0: 184 7.Existing Lot: Lot Area(Sq.Ft): 21.8 7 5 Building Height: Street Frontage: 125 Side Setbacks: 37.0 Front561baak:_ 29.6 RoarSoiback: 118.7 Moor Area Rollo: Lot Coverage:- 6.Proposed Lot(if applicable): Lot Area(Sq.FQ: Building Haight:-------__----------_--- Street Frontage:_ - • Side Setbacks:..,........_.....__................................. Page 1 of 3 120 Moin 5treol,Planning Dept.,florth Andover,Massarhuselis 01845 Phone 978.688.9535 Fox 978.489.9542 Web www.norihandovotma.gov Frarrtuofhaefr._.._--- - [tearSeftaactc ..._.. -- ....._................. Floor Area Ratio: Lot Coverage: 2 7%_v_ 9.Rewired Lot(as required by 7.oning Bylaw); Lot Arm(Sq.Ft): 4 3, 5_GO Building Height: 35 Street rrafltage:__. 150 Y Side Setbacks: 35_ rront Setback: 10 RearSelbadS: 20 FloorAwaRatio. 0 .75I— Lot Coverage: 70% 10.Bxfsifng Bui'Rding(if applicable); 1 Ground Floor(Sq.tut.): 1344 #of Floors: . . Total Sq.Ff;_ _..... Height: Use. Busyness_ _ __ _____ Type:of Construction: wood frame 91,Proposed Witting: 0I';-,i!f jFrnt3s�;';ti.1'1.): '6a¢r'nre" Total Sq,FL Use: - . ..__.. TWeofConsb'uimn: V.Has there been a previous application fora Spacial Permit from the Planning Board on these premises? No If so,when and for what type of construction? _ 13.Section of Zoning Bylaw that Special Permit Is Being Requested Plan Review U.Petitioner and Landowner slgnaturfe(s): Svery application fora Special Perohit siwn be made on this form,which is the official roan of Itic Pfaoning 130e34£very opplicatlon shall bs ritcd with Iht TO, Ckdc's o 1t shall be the responsibility orthc paidones to fom wi all supporting documentation with this npplication 111c dated cop t is a ;cation teceived by the Town Clesit or Piano ing Office does not cbsnlve the applicant from ibis respansllhlllly.Theptlif slhalltK powibltforallexpensesforfifingandlegatmodrCatiaa VannreEa comply with application "Iruuusts,as cited n a in a Phan' g ll �RulcsRegufatioas may resell in a dismissal by the Plasuhins 11"orthie application as inrump etc�P�auma Petitioner's Signature:_ Print or type name hero; rch3orl Owrlar'a signature: � r' ' Print or type nome here:__ _Michael Ryley, __ 15,Please list title of plans and documonts you will be attaching to this application, Plans: Site Plan —Documents;S; tormwater Report Pre and post_Development sub catchment laps enclosed Waiver Recce-uest latter Page 2 of 3 ............. 120 Main Street,Planning Dept.,Harih Andover,Mossathusetis 01845 Phone 418.668.9535 Fox 979.688.9542 Web www.northandaverma.gov P"NNING DEPARTIWENY Building GonSP,motion health Planning Stevens Estale Yaning Certification of Payment of Municipal Taxes, Fees, Assessments, Betterments and Other Municipal Charges The Town of North Andover General Bylaw Chapter 129-1,provides that any application for a permit or license mmy hr denied, sii snended or revriked if the holder thereof has fniled or refused to pay any taxes,fees,assessments,belterrnanis or other municipal eiiarges. By signing this application,the applicant represents that lie or she has paid all such taxes and fees. l Michael Ryley ,oertify under the penalties of perjury that to the best of my knowledge and belief, I have not neglected or refused to pay any municipal taxes, fees,assessments,betterments or any other municipal charge including amounts assessed under the provisions of section twenty-one D,or am not applying for a license or permit with 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 about real estate whose owner has neglected or refused to pay any local taxes,fees, assessments,betterments or any other municipal charge. Signed under oath: .44 _ _ dame f�J / _ 7 7 Address Does the Property Owner awn any additional property In North Andover(Yes or No)? yea (YIN). If yes, please list the property address of any additional property. Property Address, 730 Massachusetts Avenue North Andover Tax Collector Signature Name Date _.... ._ .......... ...... ............ ........_........ . ..... ......._ . ........ ........ ........... ... .... 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LRCNWNU Nll V'AtINL^.AFl:10 1 WMRr✓r°CO TO DC LIXikCLr Axp �` r�• Stoneham,MA OZ80 SNOANI BA C ON LIXIMALIDN:CFC TM5 AYN°A9lL AT iNC TLwN CNgN[LWNL DlyAmuCNTiaip ixENeGT G .l TEL: (7H1)438-6121 •L wew,.�.; TAX: {7Ht)5.39-9654 APPRO%iYAllDN W 1HC ACTVAL LDC4w0N FRpu FlLA.A SUNVLY, Emil: 6rnarenontla.eom CdNTPACENG SHK1 NEAxY ALL UNDERDRnuND LDL]IIC, I EM61]e: ,-C Cn]On0G.i6m CLNDUVM.A w M..0-M,m-c K PAW 1p A•n' � enMeuaar'ing C%GY=N.`,. ww m arKppWN CC w wed d[DNYS wuW . u NCkatiK YEWKM kIDANNPo4DAE R hA L LAM+C 1.uc, a R CMDUCD �TM 4P. O1}i5 W W tl/Jw 1 CpCG WFNCT p15TN:G WNPIOC evwA::swr.mwSae nAens Q/uadu OTM4`N oe�AWii -3t roe2DIKC:1RER(ROUTE°°.}Nap[ 20 ID o sa ao Go ..xD.:4xk.m rtc°••zr „-w«Slcx_wn coNmm Ta tYs-aen —T 1 Dr x ................................................. iL it r. TYPICAL RAIN GARDEN DEt'AIL wewcv `� wl�- �rntli*m�rr.m�zr�:r riia eua�x Te++�ae in.. .� L� ie.�. R.roee..o P•e+w e•m.s.'.oi EROSION CONTROL BARRIER DETAIL f'ENtE•72"RT. I'�+eDa•i - N,T.S � xcui caw _ 1\ T OwDIX[Jk:[- k.T,C, Y J proposed.2 rail fene 'n 2 gra cl c from strip seperalfag drive .� of WF-2A Gw^m,-tdo) shared ... path ° oyP 64 ,p TYPICAL PAWMENTSEMICIN STOP SIGN proposed 6' privacy fcncc (tee detail) IN 0. existing concrete drive to be rctnovod and I J of°o� °i.�, rep lacac with 6?6+`\1 \tcmTroas concrete --'--;r uir V e• Nus Q �m ^ 46 I ram°` q N � 10 ffe GTD Y 0 H .. � _ � f -•-4.. _tix- �_ (E utrs)7 I [.:urlc� u¢r aL wkDE Z yt - �o r � � 0'k, ff c.vc'PPru.ccNaxtt n\\` O CIOZ a i .1,F�09 f \, 7� Marchionda ID B 1 I,THi CAItO N OF=T10 FMRCS.CONDVIC.MO OTHER t VRROH WNU 4TGHC^.wC{NOT WNiR1viC5 C CCRRCCT 119 01,1111A,�,LR ` 64;CD CR CONTRACT—S FCC—-TREDO—ON MIr.AT MPROXiWTION„ r OT}NC AC iN'71 x PA4f4C I RA` Hf S FfI wM .Q ♦ -`J/ - "� "2'.^.r�,, .�_� z.c I.C101:SKI P.-NorRcrvow° FnannRw Cmwmna —UM i ;PC'.CC.-0 NOVI PIc;,.f>n ml T ].CROSION CONTROL TO lC INCTAILCD PR G2 Man tvola A-.. k TO..rn.PHr"A`rvTnucTrD�n wxkeiDNCA h w.µ..a:.A.�'�LP- Suro I 6.Mry4-w Be c Stoneham,MA C2150 Era,lC Rwor�uICRNc WrvDIn4x� TEL: 7E7)439-6121 N,PROPm.W 3PI•RINCPCM:IN NkNPIKE..^•RCCi lFOLTC Ilk)4P-0C FAX 781�438-9654 kY 4enOC}A:OF JAYW.W SI.:POO Em01[; vnWlneerin9aM tl.rh[OREG-Cem '.IOH:41 C-0NrOOu}p IOO-O.00 Wehs:te wv,m0 ChlCrtBC-Com M1L Tylb/lu 1 C S 0 1O 20 30 k 6 A vD:OSk-GI.a I'-Id 633 TURNPIKE STREET PREPARED FOR: MICHAEL RYLEY 633 TURNPIKE STREET NORTH ANDOVER, MA 01845 Al PREPARED BY: s m�G N O rdARO-116NDA ni u NO.50607 4 MARCHIONDA & ASSOCIATES,L.P. °�FSSasrOn` 62 MONTVALE AVENUE STONEHAM, MA 02180 P P P P 4 i Massachusetts Department of Environmental Protection ' } Bureau of Resource Pnotectk»n -VVmdand$ PmQrarn ��d"�� =� �� N�� / q�� N��&OQ�� n m��amum��w��u D��D � B. Stormwater Checklist and Certification The following checklist|m intended 1u serveaom guide for applicants asbm the elements that ordinarily need tobm addressed|no complete S(mnrwma0ar Report.The checklist|o also intended 0nprovide conservation commissions and other reviewing authorities with a summary mfthe components necessary for a comprehensive Stormwater Report that addresses the ten Stormwater Standards. Note:Because stommwmtar requirements vary from project to project,1||s possible that acomplete Stormwater Report may not include information on some of the subjects specified in the Checklist. |fh|m determined that a specific item does not apply to the project under review,please note that the item imnot 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 ShurmwoterReport. Registered Professional Engineer's Certification I have reviewedth StormwaterReport,Including the U 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 l Stormwater Reportaccurately— reflects conditions at the site as of the date of this permit application. ( y / \ ' Registered Professional Engineer Block and Signature CRAIG No.50607 ire and-bale Checklist Project Type* Is the application for new development,redevelopment,or a mix of new and redevelopment? [] New development � �� Redovo|upmant El Mix of New Development and Redevelopment ( } � LMassachusetts Department of Environmental Protection Bureau of Resource Protection-Wetlands Program C a.- hecklist for Stormwater 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: LYINo disturbance to any Welland Resource Areas ❑ Site Design Practices(e.g.clustered development,reduced frontage setbacks) ❑ Reduced Impervious Area(Redevelopment Only) D/Minlmlzing disturbance to existing trees and shrubs ❑ LID Site Design Credit Requested: ❑ Credit I ❑ Credit 2 ❑ Credit 3 ❑ Use of"country drainage'versus curb and gutter conveyance and pipe E] Bloretention Cells(includes Rain Gardens) El Constructed Stormwater Wetlands(includes Gravel Wetlands designs) D Treebox Filter El Water Quality Swale El Grass Channel El Green Roof ❑ Other(describe); z"N- 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. swchock.doc•041OV08 Stormwater Report Checklist-Page 3 o(8 Massachusetts Departunent of Environmental Protection t Bureau of Resource; Protection -Wetlands Program i- G"heddist for Stogy water Report Checklist (continued) Standard 2: t'eak Rate Attonnation ❑ Standard 2 waiver requested because the project is located in land subject to coastal stoma flowage and stormwater discharge is to a wetland subject to coastal flooding. ❑ Evaluation provider]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 evatuation 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-developrnont rates for the 100-year 24- Standard 3: Recharge H-1oll Analysis provided. Vequired Recharge Volume calculation provided. ❑ Required 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. ❑stalic El Simple Dynamic ❑Dynamic Field' ❑ Runoff from all impervious areas at the site discharging to the infiltration aMP. Runoff from all impervious areas at the site is not discharging 10 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. (4echarge BMPs have been sized to infiltrate the Required Recharge Volume. ❑ Recharge BMPs have been sized to infiltrate the Required Recharge Volume only to file maximum extent practicable for the following reason: ❑ Site is comprised solely of G and D soils andlor bedrock at the land surface ❑ M.G.L.c.21E sites pursuant to 310 CMR 40.0000 ❑ Solid Waste Landfill pursuant to 310 CMR 19.000 Project is otherwise subject fo 5tormwater Management Standards only to the maximum extent � practicable. alculalfons showing that the infiltration BMPs will drain in 72 hours are provided. ❑ Property includes a M.G.L.c. 21F site or a solid waste landfill and a mounding analysis is included. a©%'rss removal is required prlar 10 discharge to inriltrafion LIMP If Dynamic Field urclhnd is used swctieck,cicc•©41I1lOt3 StoErawaler Reperl CheckFst-Page 4 of 8 Massachusetts Department of Enviroiiii-lental Protection BLJf'eaU of Resource Protection - Wetlands Program . mwa Repo . .. Checklist for Storter rt ....... . .... Checklist (continued) Standard 3: Recharge(continued) ❑ 'rhe Infiltration BMP is used to altentlate peak flows during storniq greater than or equal 11)the 10- year 211-hour 9torrn and separation to seasonal high groundwater is less than 4 feel and a mounding analysis is provided. ❑ Documentation is provided showing that infiltration BMPs(to not adversely impact nearby wetland resource areas. Standard 4:Water Quality Good housekeeping practices; Provisions for storing materials and waste products inside or under cover: Vehicle washing controls; 0 Requirements for routine Inspections and maintenance of storaiwater BMPs; a 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; ® Pot waste management provisions; ® Provisions for operation and management of septic systerns; * Provisions for solid waste management; Snow disposal and plowing plans relative to Wetland Resource Areas; o Winter Road Salt aridtor Sand Use and Storage restrictions; Street sweeping schedules; Provisions for prevention or liftit discharges to the storniwater management-system; Documentation that Stounwater BMPs are designed to provide for shutdown and containment in the event of a split or discharges to or near critical areas or from LUHPPI.; Training for staff or personnel Involved with implementing Long-Term Pollution Prevention Plan; 'VPlan.I of Emergency contacts for implementing Long-Term Pollution Long-Term Pollution Prevention Plan is attached to Slornriwater Report and is includod as an attachment to the Wetlands Notice of Intent. ❑ Treatment SMPs subject,to the 44%TSS removal pretreatment requirement and the one inch rule for calculating the water quality volurno are Included,and discharge: L] is within the Zone 11 or Interim Wellhead Protection Area 0 is near or to other critical areas El Is within salts will)a rapid Infiltration rate(greater than 2.4 inches per hour) F1 involves runoff ffrim,land USEIS with higher potonVal pollutant loads. ❑ The Required Water Quality Volume Is reduced through use of the LID site Design Credits. F] Calculations dOCLHrent4i9 that the treatment train nieets the 80%TSS removal requirement and,it applicable,the 44%TSS removal pretreatment requirement,are provided. ..............- --------------------- byxllF,r'k Elm 0410 108 SIQ rfrwl ter KLC P Ut t Gh V. 1i s I,11il gu 5 Of a %a MOSSacf>;uaetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program G1 cki'st for Or rm ° , r Report C he,cklist (continued) Standard 4:Water Quality(continued) ❑ The BMP is sizes!(and calculations provided)based on: ❑ The %'or V Water Qoalily VoluMn of The equivalent flow rate associated with the Water Quality Volume and documentation is provided showing that the 6MP treats the required water quality volume. ❑ The applicant proposes to use proprietary BMPs,and documentation supporting use of proprietary BMP and proposed TSS removal rate Is provided. This documentation may be in the farm of the prn,Trk:'ty MOP dv�ckli-,t fomnd in Vr�lr mn..?,Chaiilnr� of ihn !;nrf;�;7C1},_,S��IiS lrrrnl'-'d �:r I;,alp ihnnl� and subrui€line copios of the TARP Ropwt,STEP Report,andlor other third party studies vorlfying performance of the proprietary BMPs. ❑ A TMDL exists that indicates a need to reduce pnllutanis other than TSS and documentation showing that the BMPs selected are consistent with the TMDL Is provided. Standard 5: Land Uses With Minter Potential Pollutant Loads(LUHPPLs) fI� ❑ The NPDES Multi-Sector General Permit covers the land use and the Stormwaler Pollution Prevention Plan(SWPPP)has been included with the Slormwater Report. ❑ The NPDES!'Multi-Sector General Permit covers the land use and the SWPPP will be submitted prior to the discharge of storrnwater to the post-constfuction slorrnwater BMPs. ❑ The NPDES Multi-Sector General Permit does not cover the land use. ❑ LUFiI'PLs are located at the site and industry specific source control and pollution prevention measures have been proposed to reduce or eliminate the exposure of LUFiPPLs to rain,snow,snow melt and runoff,and been included In the long term Pollution Prevention Plan. ❑ All exposure has been eliminated. ❑ All exposure has not been eliminated and all BMPs selected are on MasspEP LUHPPL list. ❑ The i_UHPPL has the potential 10 generate runoff with moderate to higher concentrations of oil and grease(e,q,all parking lots with>1000 vehicle trips per day)and the treatment train includes an oil grit separator, a filtering biorotention area,a sand filter or equivalent. Standard S:Critical Areas �j /6- The discharge is noar or to a critical area and the treatment train Includes on€y BMPs that MassDEP has approved for slonmwaler discharges to or near that particular class of critical area. ❑ Critical areas and BMPs are Identified in the SlonTtwatef Report, s'r.6heci�.dnc•U4�09fU6 Sror+z4;:aEcr tie Sri(,I�,.cEsl+sE p r'.sE;ert�lfl Massachusetts Department of Environtinontal Protection Bureau of Resource Protection -Wetlands Program Checklist -for r water Report Checklist (continued) —T^ Standard 7:Redevelopments and Other Projects Subjoct to the Standards only to the maximun7 extent practicable ❑ The project is subject to the Stormwater Management Standards only to the maximum Extent Practicable as a: Limped Project ❑ Small Residential Projects:6.9 single family houses or 5.9 units In a mulll-farnlly development provided there is no discharge that may potentially affect a critical area. ❑ Small Residential Projects!2-4 single family houses or 2-4 units in a multi-family development wilts a discharge to a critical area Mari!ta andlor boatyard provided the Will pnintinq,service and maintenance areas am profrcted !turn exposure to rain,snow, snood na-li zind runoil ❑ Bike Path and/or Foot Path [\/RedevOopnlent Project ❑ Redevolopment portion of mix of now and redevelopment. ❑ Certain standards are not fully met(Standard No, 1,8,9,and 10 must always be fully met)and an explanation of wily 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 2 Chapter 3 of the Massachusetts Sformwater Handbook may be used to document that the proposed stormwater rnanagernent system(a)complies with Standards 2,3 and the prelreatment and structural BMP requirements of Standards 4-6 10 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 following information: Narrative; ® Construction Period Operation and Maintenance Plan; Dames of Persons or Entity Responsible for Plan Compliance; Construction Period Pollution Prevention Measures; Erosion and Sedimentation Control Plan Drawings; Detail drawings and specikeflons far erosion controt BMPs,including sizing calculations: Vegetation Planning; e Site Development Plan; Construction Sequencing Plan; ® Sequencing of Erosion and Sedimentation Controls; e Operation and Maintenance of Erosion and Sedimentation Controls; Inspection Schedule; 8 Maintenance Schedule; Inspection and Maintenance Log Form. ❑ A Construction Period Pollution Prevention and Erosion and Sedimenlation Control Plan containing the information set forth above has been included In file Stormwater Reparl. .................. 5w0ieck duc 04101108 sicralvoter Report Gl a&'h! 7 do ....... 1 `T7-o' Massachusetts Department of Environmental protection . Bureau of Resource Earc�tet;tion -Wetlands Program ._-.-._----_----------------- ___ Checklist (continued) Standard 8: Construction Period Pollution Prevention and Erosion and Sedimentation Control (cos,ilnued) ❑ The project is highly complex and information is included in the Stormwater Report that explains why it is not possible la submit the Construction Period Pollution Prevention and E= osion and Secijniontation Control flan with the application.A Construction Period Pollcrtiorr Prevention and Erosion and Seditncnlation Control has not been included in the Stormwater Report bill will be submitted Wore land disturbance begins. ❑ The project is not covered by a NPDIES Construction General Permit. ❑ The project is covered by a NPDES Construction General Permit and a copy of ilia SWPPP Is In the ;t=lr�rs;�ati3i l:�p��lt. [.J The project is covered by a NPDES Construction General Permit but no SWPPP been submitted. The SWPPP will be submitted BEFORE[arid disturbance begins. 7bard 9:Operation and Maintenance Plan he Post Construction Operation and Maintenance Plan is included in the Stormwater report and Xlncluc s the following information: Name of the slormwalor management system owners; [/ rty responsible for operalion and maintenance; hedule for implementation of routine and non-routine maintenance tasks; ❑ Plan showing the location of all stormwater BMPs maintenance access areas; ❑ Oescriptlon and delineation of public salety features; ❑ Lstimated operation and maintenance budget;and ❑ Operation and Maintenance Log Form. ❑ The responsible party is not the owner of the parcel where the BMP is located and the Stormwater Report Includes the following submissions: ❑ A copy of lha legal instrument(deed,homeowner's association,utility trust or other legal entity) that establishes the terms of and legal responsibility for the operation and maintenance of the project site Stormwater Bfvl's; [ ] A purr and easement deed that allows site access for the legal entity to operate and maintain BMP functions. Standard 10: Prohibition of Illicit Discharges ZTh eng-Term Pollution Prevention Plan includes measures to prevent illicit discharges; An Illicit Discharge Compliance Statement is attached; ❑ NO iliicil Discharge Compliance Statement is attached but will be submitted prior to the discharge of any storrnwater to post-cons truclion BMPs. _.- -- -.. slnrhock doc -0410 LGts _-_. --- _ .. ..._._.....- SEnirrwrmer Reparl ChecUsl• M a r c 1"'d o r"i l�lrll i �g & Assodates, i..P.. da taaaee 4a and ..ww d'9waaa¢°a'M() Conservation Commission. 120 Main Street North Andover„MA 01845 Dear Conservation Commission Members, NARRATIVE Andover Pest Control is located at 633 Turnpike Street and is se(xIdng an Order of Conditions to make some site improvements related to the operation of their business. The 21,875 sq. ft. lot is improved with a 1,344 sq structure, a small bit.cons. driveway and a large lawn area that extends to the edge of the existing bordering vegetated wetland. The lot is relatively flat sloping from Turnpike Street towards the southeast corner which is the low spot. Wetlands are located approximately 90 feet off the back of the structure. The proposal is to provide a stabilized surface for parking of the company vehicles to prevent vehicles from parking on the lawn area which would be subject to rutting and erosion particularly in the spring and fall seasons. In order to accomplish this, the proposal is to construct a 12 ft. wide bit.conc. drive wrapping around the back of the structure from Turnpike Street to 4 proposed parking stalls west of the building. The drive will continue in front of the structure and tie back into Turnpike Street thereby providing one-way circulations. No changes or additions to the existing building are proposed. The construction of the proposed driveway and parking area results in a net increase in impervious surfaces of 2,441 sf. In terms of storm water management, this site was a bit challenging due to a shallow ground water table and the poor permeability of the soils. The existing conditions had 1,225 sq. ft, of paved area and 1,344 sq. ft. of roof area for a total of 2,569 sq. ft. of impervious area. The remainder of the parcel consists of 24,106 sq. ft. of grass cover. Post conditions are proposed to have a total impervious area of 6,414 sq.ft., 1,344 sq. ft.of that being the roof. The impervious area is increased by 3,845 sq. ft. The remainder of the site will consist of 20,319 sq. ft. grass cover which includes the rain garden. The site is graded in such a way that sheet flow will allow water to enter the rain garden. The groundwater elevation was established at 241.2'. Due to a shallow ground water table and the poor permeability of the soils the rain garden was designed having a berm around the back and sides. The reason for the berm is to allow for initial overflow to expand into the bit conc,drive towards the structure before exiting the weir into the wetlands. To ensure a decrease in the post development peak discharge rate during all storm events. The elevation at the foundation is higher than the berm therefore even during the 100-year, 24 hour storm event water will not reach the foundation. SOILS The Site is mapped as Woodbridge fine sandy loam with a water table depth of 33 inches. See soil map and description attached. On October 9, 2019, Marchionda&Associates soil evaluator witnessed and logged the ... .' vwR �R....w,....,,a.....�W,..... ,a. -8- ...... Eat "laarataraC��aaRa*. aaa,a�an wa�taw � �tt°k. ,�& "a'�. :�. �^�,taaaaaa";@�utuwat��x. t�at� Stcaaich aaaae MA t,2180- 13 Fax 'l 4 t8- 65 E-niaH: nr all@niaarchlond a.a:'awn excavation of 3 test pits the locations of which are shown on the proposed site plan. Copies of the soil logs are attached. LID MEASURES: When possible environmental sensitive site design and LID techniques have been used in the planning of the project. Before any construction takes place erosion control (silt fence/hay bale) will be set, No work is to be performed within the 25' no disturbance area. Projects BMP's include a stone diaphragm and grass filter strip. EXISTING AND PROPOSED HYDROLOGY As detailed in the narrative, due to the:work that is proposed there will be an increase in [lie net Impervious in the post conditions, therefore we have provided a full Stortlt \hater report to show that the rain garden meets the design criteria to decrease the peak discharge rate into the wetlands during the 2-year, 10-year, 25-year and 100-year,24 hoar storm events. 100 YEAR FLOODPLAIN WETLAND RESORUCES Attached is the most recent North Andover FEMA map demonstrating that the site is not located with the 100 year floodplain. RAIN GARDEN CACULATIONS The rain garden accepts runoff from all of the existing and proposed impervious areas providing a 90%TSS removal rate. The proposed berm around the rain garden allows runoff from the 2-year, 10-year, 25-year and 100-year, 24 hour storm event to back up and be detained in the proposed driveway thereby mitigating the peak rate runoff. Stormwater analysis of the rain garden are attached. PROPOSED SCHEDULE AND PHASING Due to the small project scope, it is anticipated that the construction will be completed within b months. Generally, (lie project is comprised of 3 phases. Phase I consists of the installation of the erasion controls as shown on the project plans. The second phase which is the majority of the work consists of grading of the bit cone. drive and the construction of the rain garden. The final phase is site landscaping, cleanup and final paving. STORMWATER MANAGEMENT STANDARDS COMPLIANCE A description of how this project has been designed to meet DEP stormwater standards, along with supporting documentation, is provided herein: Standard 1: No New Untreated Stntwnvotei-Discharges Tile project has been designed to treat the stormwater prior to discharge. Standard 2. No Increase in the post-clevelapntew peak discharge rate Peak flow rates were studied under the 2-year, I0-year, 25-year, and 100-year, 24-hour type III storm events. As shown in [tie pre-development plan there are two subcatchments for the pre-development condition. Starting in the northwest corner of the study area Sub-catchment 1 (SC#1) which covers majority of the study area flows front Turnpike Street across the backyard towards the southeast corner of the property to a wetland area. Sub-catchment 2 (SC#2) which covers the north east corner of the study area flows from`1"urnpike Street and into a wetland area off the east side of the property. As shown in the post-development plan there are three sub-catchment areas. Sub-catchment I covers majority of the study area. Starting at Turnpike Street the storm water runoff flows in relatively the same path but flows across the bit conc. drive, ac)-oss the grass filter strip and into the rain garden. Sub-catch€vent") covers the south west corner of the study area. The storm water runoff starts off the properly and continues around the back of the rain garden into a wetland area. Sub-catchment 3 is similar to sub-catchment 2 of the pre- condition. The flow pattern is relatively the same and makes its way to the wetlands to the east of the property. In terms of the modeling methodology, Technical release 20(TR-20) was utilized to obtain weighted curve numbers (CN) for each of the pre- and post-development sub catchment areas. Inputs for obtaining the weighted Curve numbers were based on ground cover type and hydrologic soil groups (HSG). TR-20 was also utilized to obtain tithes of concentration (TC) for each of the pre- and post- development sub catchment areas. Flow paths were broken into segments of sheet flow and shallow concentrated flow. CNs and TCs obtained from TR-20 were input into the HydroCAD software. Below is the modeling output of the pre- and post- peak runoff rates. 2-YR(3.2") 1.0-YR (4.8") 25-YR (6.0") 100-YIt (8.G") Pre 1.14 cfs Pre 2.15 cfs Pre 2.93 cfs Pre 4.65 cfs Post 0.55 cfs Post 1.04 cfs Post 1.41 cfs Post 3.66 cfs Standard 3: boss of annual rechal•ge DEP's Stormwater management Handbook prescribes an infiltration volume based on the hydrologic soil group over which impervious area will be constructed as follows: HSG A—0.60 inches of runoff HSG B —0.35 inches of runoff * HSG C--0.25 inches of runoff * HSG D—0.10 inches of runoff As detailed in the attached calculations, the hydrologic soil group was determined based on comparison of published soils data with an actual site conditions in accordance with the procedures outlined in (lie Massachusetts Storm water Management Handbook. Test pits were conducted in the vicinity of the proposed rain garden to evaluate the soils. Test pit and soil log information are attached in the report. Standard 4: 80% Total Suspended Solids Removal & Pollution prevention plan The project has been designed to provide excess of the required 80% removal of the average annual post- construction load of total suspended solids (TSS). As detailed in the attached calculations,`1'SS removal was achieved through a stone diaphragm and grass filter strip, providing 90%TSS removal. Standard 4 also requires the development and implementation of suitable practices for post-construction source control and pollution prevention. A Long Term Stormwater Operation and Maintenance Plan has been developed for the project to comply with this requirement and the requirements in standard 9. Stwidard 5: Land uses with Higher Potential Pollutant Loads Not applicable--this project does not propose a land use with a higher potential pollutant load. Standard 6: Discharges within a zone 11 or interim wellhead prolectiou area Not applicable—this project does not lie within a zone 11 or interim wellhead protection area according to a review of Mass G1S data. Standard 7: Redevelopment This project is considered a redevelopment project as defined in the Stormwater Management handbook. Standard_8: Construction-Related Impacts Erosion Control has been proposed for the project. Erosion control and detail are shown on the Notice of Intent plan. Standard 9: Long-Term Operation and Maintenance A Long-Term Stormwater Operation and Maintenance Plan has been developed for the project to comply with this requirement and the requirement of standard 4. Standard 10: Illicit Discharges There shall be no illicit discharges to the storniwater management system. Illicit discharges are defined by 310 CMR 10.04 as follows: "Illicit discharge means a discharge that is not entirely comprised of stormwater. Notwithstanding the foregoing, an illicit discharge does not include discharges from the following activities or facilities: firefr:glrting, water line flushing, landscape irrigation, uncontaminated ground water, potable seater sources, foundation drains, air conditioning condensation,fooling drains, individual resident car stashing,flows from riparian habitats and wetlands, dechlorinated waterfront swintnning pools, stater used for street washing and seater used to clean residential buildings without detergents." Prior to the discharge of stornmMer runoff to the post-construction stormwater BMP's, it skull be the project owner's responsibility to prepare an illicit Discharge Compliance Statement in accordance with standard 10 certifying; that no illicit discharges exist on site. m' wg /a�iYO„i%%%IC 1114 a 2 '�� ' �✓. I % ajfit,�' v r tu�<0 r � (VA" ER s �ryy Xs � � Vr iii�r ac/ e.��..,c-�z w �tnF'�•. ✓a y F�� i // ,,, ,. rf Soil neap—Essex County,Massachuselts,Ncrham Part (so:!Map) ! Area of Intorast(AOIj Sxil Aran The scii surveyF that comprise your AOI were mappers at 1:15.fi0fl. Area cf En4orest(AO1) � Stony spot Sells very Stony Spa Warning:Soil may not be valid at Ehis scale. Soil Map Unit pnlygona we,Spat Eniamemant of yaps beyond the stele of nappirr ci7n cause ,�. Sal[Mzp unit t jnos mrsurderstand^,of the detail of mapping and accuracy of soll i Snli A9sp Unit Points Dther � line piaoemenE.-:"ne maps do not shcvn;ha small areas of t� Special uric Foawron conlrasling soils,Rat could have been slKrrm at e more dotaiiod 3poctal Pain.Features Scala. € Q. Blowout Water FeatL'ros ............... .. .. .... ......... . .. l Szroorrts and Canals Please reEv or,U,%a bar scale on each map sheet for map Sorrow Plt m9asu'rematl:5. Tranagoratlan Clay Spa: Rails Scurca of Aap: Natural Resources Conservation Serving Web So's Su,ve i:RL: Clas¢d oaprasslan � `.1 ,q,. 1nlarstato HEyrways Gnwdinata 5�5�znt: Lveb f��ercaiar(Ep5G:3E5',; € v Gravel Pet i � US Rattles Maps frors the's"ab Soil Survey are besed nn Lhe Web Mercator Gravapy Spa: raajar Rcada projection,whit preserves direction and shape bull distorts i distance and a-c .A pra'ec!ion that preserves area,such as the Landfif Loma Rao= Albnrs equal-z conic projection-should be used if. Lava Flow accurate calculi,,ons of distance or area are required. d� BacRground Marsh or swamp AerW Photography This pradvct is r�neraled from the USDA-NRCS c3;iified data as of the version d:ca(s)listed below Mine ar Ouany Soil Survey Ares:: Essex Cactnty.Massachusetts,Northam rear, Q Mrccllarecuswater Survey Area Gc a: Version 1A.Sep 7,2018 Pnronninl`niter Soil map units s labeled(as space allows)ror map scales y Rock Oulc= 1:50,1)00 or Salina,Spor ❑ata(s)serial Err-.ages were pinctocraphsd: Aug 29,2014—Sep 19,20+14 Sandi$pa: 7tttl orthophtl'.d cr o{her base map on whicfl.he soil iinrs 4vpra Savorily Eroded Spat complied and d','ilzad p obably d€liars From the b ckground I,•nagofy dispial::d on Lhese maps.As o resin., minor j SlnkaoVa shnftinq of map_nil boundaries may be evident. i siMa ar Slip cry sodlc Spot t1sm Natural Rasourcos Web Sail Survey 9 12 61201 4 .ate Conservation Sorvice National Cooperative Soil Survey rage 2 of 3 .................... Ma{) Unit Legend flap LJ&I Symb I th i)tjoi 1 4 1 1 iir, I Acres In 1- I Ore. 6A Scarbow mucky fine sanity 2.6 110.4 IV. 10m,010 3 percoml.slopes ,I 2A Wareham IDamy sand,0 to 3 10.4 41.3% ppfcont slopes 70A Ridgabury fine sandy loam,0 4.1 1 G.3 1/. 10 3 Percent SIOPLS 72A Whitman loam,0 to 3 percent 0.6 23% slope; .1 1 OA Wo�,.Unkjq,itw,5¢c;dy lt;Wh'.0 U.i 6 to 3 PE"rrxml 910pps 31011 Woodbridge fire sandy loam,3 7.3 29 O'k to 8 PCIumil.slopes Tolals for Area of Inlerest 25.2 USDA Nalural Resources Web soil survey D Consorvation Service Nakwul Couperotivu Sail Stuvoy Page 3 of 3 iAap Unit M_-cojplion:Woorilnldge fine sandy hOain,3 In U pOnxnl sloprs--155e%Costly, 633 Tuwpile Street PAasszidluselts,NGOeni Part Essex Comity, Massat✓11t soffs, Northern Part :310B. -Woodbridge fino sandy loam, 3 3o 8 percent slopl) Map Unit Setting !National neap unit syrnbok 212gl Elevation: 0 to 1,470 feet Mean annual precipitation: 36 to /1 inches Mean annual air temperature: 39 to 55 degrees F Frost-free period: 140 to 240 days Farmland classification: All areas are prime farmland i,i l3 Ullit Gofilpu5ltioll Woodbridge,fine sandy loarn,and similar soils: 82 percent Minor components: 18 perreat Estimates are based on observations,descriptions, and transecis of the mapunit. [description of Woodbridge,Fine Sandy Loan) Setting Landform: Hills,drumlins,ground moraines Landform position(two-dimensional): 8ackslope,footslope,summit Lanciform posiion(three-dirner)slontal): Side slope Down-slope shape: Concave Across-slope shape: Linear Parent material: Coarse-loamy lodgment till derived from gneiss, granite,and/or schist Typical profile Ap-0 to 7 inches: fine sandy learn BvIl -7 to 18 Inches: fine sandy loam nw2- 18 to 30 inches: tine sandy loam Cd-30 to 65 inches: giavetly fine sandy loam Properties and qualities Slope: 3 to 8 percent Depth to restrictive feature: 20 to 39 Inches to densic material !Natural drainage class: Moderately well drained Runoffclass: Medium Capacity of the most limiting layer to transrrrit wafer(Ksal); Very low to moderately low(0.00 to 0,14 Infhr) Depth to water table: About 18 to 30 inches Frequency of flooding: None Frequency of pending: None Salinily,maxlnturn in profile: Nonsalina(Q.0 to 1.9 mmhos/crn) Available wafer storage in prnlila: Low(about 3.6 inches) Interpretive groups Land capability classification(irrigated): None specified Land capability classification(nonirrigated): 2w Hydrologic Soil Group: CiD USDA Natural Resources Web Soil Survey _ 1 013 0/20 1 9 Conservation Sarvico National Crwperelivc Soil Survey Paga 1 0l 2 Flap Unit Oesulpllun:Woodbrldtlr:Fun,.stindy laam,3lo 8 Ixanxnt sbpes--Essex Ccmnly, ti33lumpNe SWNA MaFfieF11n5H11,,Northern I'M t lydrk soil rafinrg: No Minor Components Paxton Percent of map unil: 10 percent Landform: Hills,ground moralises,drumlins Landform position(two.dimensional): Summil,shoulder,backslope Landform posillon(three-dimensional): SMe slope,crest,nose slope Down-slope shape: Convex,linear Across-stops shape: Convex Hydric soil rating: No khifJOWIfy Percont of map unit: 0 percent Landform: Drainageways,depressions,around moraines,hills Landtorrn position(two-dimensional): fiackslope,footslope, tooslope Landform position(three•dimonsfonal); Head slope,base slope, dip Down-slope shape: Concave Across-slope shape: Concave t-fydric soil rating: Yes Data Source Information Soil Survey Area: Essex County, {Massachusetts,Northern fart Survey Area Data: Version 15,Sep 12,2019 -._._......._..__� - usm Natural Renourcos wi)b aoil suryny a413412454 Cori,ervation Survico Nwional Coope1alhv0 Sod suety Page 2 of 2 Deep Observation Hole Number: TP-1 Date: 10/23/2019 Ozhe.- I)CD-31 so�l S--" Mlar` --Pea,ure-, Salmi x�un, C 0 rs e, P Ll-- n so; su;� USDA, `7c�by T loi- FIcrcent -a e: IV Sc-,a 7;l C) 4-12 YR3/3 S" W c al ... .................. A b Si C; 2 8-4-5 B/C 2.5 Y L 45-76 V- ............... 46 ".o,-,.a. 7 Nc v's;ba mGGa 4, -3rourid, SurFac�24L-2+/- ;E�S- Deep Observation Hole Nuniber: TP-2 Date: 11012312019 S-;l So:! _V- .�j 7;X 7--�O 7� So So!17t,% car c 0 .-c L70 S-. f:.1ST A Grave, C3--1 -y' 8-i 91 77i 2,5Y5,14, 0Z.11 Ab MYR 1 K�Iy Clay cam ................ e ak c -�4 C ............ S17 0 Nt SSMI -nOUi� aL %V -M4.0.1! —S Deep Observation Hole Number: TP-3 Elm: 11111019 Dept i S o S o i 1, M.—a i y Rem, 'oTM.. Fm ums E Amure Coars,, so: I Sop Over o r".z c r, Color— ('US DA) by VO, Tno consisunc-, L a y C.- M��is: Depth oio-7 WON!cravc, Wunscy) L 10 y R SL 5 Fifl F&IB 2039 Ab 1 OYR 111 Shy Chy 0 Wak Wose Loam —7— 39—,-8 a/c 5 Y—',3 Loam 0 Vv'cak... i-0052 4806 C 20YO3 Loam 5Yves sc ................. AdWona� Nans: 1. Room to 38" 2, No WKWe WAs 3. SmnLing wmc,-a-L 44" (Not S-al�fl.;zcd,) 4. Vie ^a?,49" (-?cssK%y ru n ns'do-wr qi d,-,wa i I Of e.,,-c-.iv a-zio:") 5. 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Ph002 M tM➢OU 0 � �� d02S 4 b ktN"Q+p4W)f1b2513-d}tip Se t? �1}}S "(DS,I�:pM�bG,.,.," p7 f�(7 Qt7�7�1�Id n 47 b94t�Lbfi7l 110Gd'k 0 G'2f3 17.0 .i`PA Qb b �U:1p A)4S141A t'I 1JJ CI P 0 y VI(r V o2Sbdeli�NOtoo �. ; o}Sbm11s oo r1, e G ozso b 000ob i ozso t �ao� � � ,uupaet uapur>ena,,,c,uanry G.y�2Y5b�A p - b �Pr .� CeH M IY Ip7� G zood a2, 7aur2uu7 prllPAr r ca+P oas apsu<p a2SGa2ab ab9�ebiF ivat a5b "O�pob "n7 i>pnrcr gplry(7 r 00 07S o 0152P,n7oo o "' '"M, / , U�Y5b005Gp,b p2So01Sb l7000 r w7""fA B �fl25 0 0160 0000 0 " T � w 00 b02Y00 ," (dn000?I OCKM b�,/ GJ9 pC+L`d764�7i�eb r5ob p �^ 25 q b1S pbn b ,,,"rid P E, ✓" 2�( o I., 'p25 fe{Y16, b.° a 0geOebb7 0 ,Pr 025 0 tS'e,40oo o t e US go _..1g25 o U122-bb{fo 02S�OA 12100004, 5 O 111 .� 04'nA d 4 02S 41200o00 - 1"—211 fl Prapdrty InrarmdlSon proparryt0 025G"4-0bp0o Laeeuan 613 TtRzltvlxfr STR137 O,vaar A 6 C RE.AIJY 1RUS711 MAN FOR REFERENCE ONLY NOT A LEGAL DOCUMENT 7bM of MOM Andvaer,MA makes no dams wo w t+mMies,eqn zed W Implied,cor+a n*v the yadq cd acaruy or doe GIs dab peseww on Chas map upda[ad 1N3112b10 oaEa 1 9/31110 1 0 Map Theme Legends Natu", Resource Protection FEMA Flood Zones NHESP Certified VctnaI POA FIRM Parcels 0 Cross-sections NIIESP Polentlal Vernal Pools • [;oa=,fal7ransccts NIIFSP Priority Ha6'ta15 of Para Lhnil of Modem to Wave Action Species Coastal C3arrlr,-r Rrsourcrs Systnntfuea NHESP EslfrnatedHabhals of Base Flood Elevations Clare WiiVlre Flood Ffazald"Zones t i I%AnnualCfrance Flood Hazard Areas of Crhlral Envaorrnerdal Rcgulalary Flocdway Canernr SN6al Flxxiwey A -1 of Undate(wined Flood Hazard 0.2%Annual Chance Floor Fiazerd Ma55adttrselLs OCR,Nalusal Henlage and Future Cond bans 1%Annual Chanty FVod Endaniiered Skies Prurjram Aran milh Reduced Rok Rua tot evoo C E h4A Map Service Center-See FEMA HRM Panels lfrenls for Effective gale National Flood Hazard Layer FIRIVIette J& A Legend 42.4tr322'N M rms Ramer rop VMLIa taoM AND ataati MAP Fan WM KM LOWT n _ w"bowt goals new 21040e0(v _.. YhthEatDOOffbnrAL Ad,AN.YAR o ,< SPECIAL ilAZARDAREAS� \ h Q2%Annual t;lanaa Fatted rop a \ \ \\ wup depth�n o ana at era or*M ts la rv— �\ \ PjWre Cordillera S%Annual Mama Hood Hazard ,_t Was.Set Notes, R OTHER ARMS OF MI \\ \ FLOoo marARD as . Aron wth Raduard Read R!a Aroa with Fkeod Risk Junto was ■ - a\ ass Aros of Minimal Ftaod HOMO ram. '� � — Etfsetve LCMRa OTHER AREAS Aran of Undaterminod Flood Hazard ago s - - GENERAL!- Chormd.CutwLatStatm$met STRUCTURES I t a I lit I Lavaa,Dike,at€k>odwail _ AR AQF MINIMAL FUnDnODHA'Z,4FtD ~ <� 2or x�� - e ° Crate Geolkms wall 1%Attract Owes g Ud Valet Sutfeea avattlan (D � � � a CoaatelTtensaat CORTH ANI t 1'RR 09S -u!—Base Flood Elvat%n Lana(BF8} - :SOUS Umit of a" Jurtadlatkm eoutdory _�, �- � � ' CaastaiTrareeatBaseprxh OTHER,- F a9asetlra ES a►ydrotrophia Fenton Dltlml Rate Available y - No Ditpal Dino Avoilabis MAP PANELS Unmapped _ The pan dbphtW an the map Is an approaimaut, point sakatod by that amet and does not tepresom � � an auttoritadre prhpartT kxratoth. E a This me€amplin with FEMA's Mandanh bathe use of digital flood mope K It is rat void as Azad below. The basamop ahcsm complies with FENAte butimap accuracy standards �- °- The flood haste Watmator Is derhbd dhectly from the wAhodtet NFHL red wfts Virildad by FIMW We map was expotted en t 9 a 3 AM BrA don rat reflect clumps or amendments e�to thts daft and - time,The NFK and oPoathn ItKarmallon mw charts or became suporseded sy ttew data ow dmo. ,. This map Ims p to void N the ova a mca of the kdowint{map - alsments do not appear;hasamsp Imagaty,flood sm 1�ls. I_ ts`tw(r ;?led: Q18.` intend.scale tsar,map croallon data,aammurtly Witti lays, - FIRM portal rtanEaR mad FIRM*"soft d�Map lmi"for Feet 1:6,000 axmhapped and umnadambad was carrmt be used for n •xen rnn 4 nnn +ern It nnn M0141 rary minww% ■ C2 S subcatchim t 1 S catchment 2 3R ..............................11-1- SP1 (Subc_)at [Reach Lin Routing Diagram for pre hydro Prepared by(enter your company name here), Printed 2111/2020 'C 0 10!00! FHP;ydroCA'D9 10.00-19 s/n 09697 0 2016 HydroCAD Software Solutions LLC pre hydro Prepared by (enter your company name mere) Printed 2/11/2020 H droCADO 10.00-19 s/n 09697 CO2016 i 3 droCAD Software Solutions LLC Pace 2 ,Area Listing(all nodes) Area CN Description (acres) (subcatchment-numbers) 0.553 80 >75%Grass cover, Good, HSG D (IS, 2S) 0.013 91 Gravel roads, HSG D (1S) 0.028 98 Paved parking, HSG D (1S,2S) 0.031 98 Roofs, HSG D (1S, 2S) 0.625 82 TOTAL AREA pro hydro Prepared by (enter your company name here) Printed 2/11/2020 H droCAD® 10.00-19 On 09697 ©2016 h{ droCAD Software Solutions LLG Page 3 Soil Listing (all nodes) Area Soil Subcatchment (acres) Group Numbers 0.000 HSG A 0.000 HSG D 0.000 HSG C 0.625 HSG D 1 S, 2S 0.000 Other 0.625 TOTAL AREA pre hydro Prepared by{enter your company name here) Printed 2J11/2020 H droCAD®10.00-19 s/n 09697 ©2016 H ydroCAD Software Solutions LLC Page 4 Ground Covers(all nodes) MSG-A HSG-B HSG-C HSG-D Other Total Ground Subcatchment (acres) (acres) (acres) (acres) (acres) (acres) Cover Numbers 0.000 0.000 0.000 0.553 0.000 0.553 >75%Grass cover,Good 1S,2S 0.000 0.000 0.000 0.013 0.000 0.013 Gravel roads 15 0.000 0.000 0.000 0.028 0.000 0.028 Paved parking 1S,2S 0.000 0.000 0.000 0.031 0.000 0.031 Roofs 1 S,2S 0.000 0.000 0.000 0.625 0.000 0.625 TOTAL AREA f pro hydro Type I//24-hr 2-yr Rainfall=3.20" Prepared by (enter your company name here} Printed 211112020 H droCADO 10.00-19 s/n 09697 OO 2016 H droCAD Software Solutions LLC Page 5 Time span=2.00-27.00 hrs, dt=0.01 hrs, 2501 points Runoff by SCS TR-20 method, UW=SCS, Weighted-M Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1S. subcatchment 1 Runoff Area=18,689 sf 4.09% Impervious Runoff Depth=1.47" Flow Length=214' Tc=5.8 min CW81 Runoff=0.74 cfs 0.053 of Subcatchment 2S,. Subcatchment 2 Runoff Area=8,548 sf 21.12% Impervious Runoff Depth=1.68" Flow Length=132' Tc=5.0 min CN=84 Runoff=0.40 cfs 0.028 of Reach 3R: spi Inflow=1.14 cfs 0.080 of Outflow=1,14 cfs 0.080 of Tntal Rtinnff,area.-0.ft25 an Rtmoff Vnitmin 0.080 of Averago 1111noff nPpth 1.54" 90.57% Pervious =0.566 ac 9.413%Impervious = 0.059 ac pre hydro Type 11124-hr 2-yr Rainfall=3.20' Prepared by(enter your company name here) Printed 2/11/2020 H droCADO 10.00-19 s/n 09697 02016 ti droCCAD Software Solutions LLC Page 6 Summary for Subcatchment 1 S: subcatchment 1 Runoff = 0.74 cfs @ 12.09 hrs, Volume= 0.053 af, Depth= 1.47`° Runoff by SCS TR-20 method, UH=SCS, Weighted-CN,Time Span=2.00-27.00 hrs,dt=0.01 hrs Type III 24-hr 2-yr Rainfall=3.20" Area sf CN Description 744 98 Roofs, HSG D 562 91 Gravel roads, HSG D 17,363 80 >76%Grass cover, Good, HSG D 20 98 Paved parking, HSG D 18,689 81 Weighted Average 17,925 95.91% Pervious Area 764 4.09% Impervious Area Tc Length Slope Velocity Capacity Description min (feet) ft/ft ft/sec cfs 0.3 19 0.0220 1.03 Sheet Flow,A Smooth surfaces n=0.011 P2=3.20" 3.3 31 0.0290 0.16 Sheet Flow, B Grass:Short n=0.150 P2=3.20" 2.2 164 0.0310 1.23 Shallow Concentrated Flow,C Short Grass Pasture Kv=7.0 fps 5.8 214 Total Subcatchment 1 S: subcatchment 1 ttydrogra(1t1 0.e. Fiunoit 0.75 I0.74 Crs Type III 24-hr 0.7 0.55 2-yr Rainfall=3.20" 0.6 Runoff Area=18,689 sf 0.55 0.5 Runoff Volume=0.053 of C 0.45 Runoff Depth=1.47" 0.35 Taw Length=214' 0.3. Tc=5.8 min 0.25 CN=81 0.2 0.15 0.1- 0.05 0 � 2 3 4 5 5 7 8 9 10 11 12 13 14 15 15 17 16 19 20 21 22 23 24 25 25 27 Time (hours) pre hydro Type of 24-hr 2-yr Ralnfall=3.20" Prepared by(enter your company name here) Printed 2/11/2020 HydroCADO 10.00-19 s/n 09697 02016 HydroCAQ Software Solutions LLC Page 7 Summary for Subcatchment 2S: Subcatchment 2 Runoff 0.40 efs @ 12,08 hrs, Volume= 0,028 af, Depth= 1.68" Runoff by SCS TR-20 method, UH=SCS,Weighted-CN,Time Span=2.00-27.00 hrs, dt=0.01 hrs Type III 24-hr 2-yr Rainfall=3.20" Area (st) CN Description 1,205 98 Paved parking, HSG D 6,743 80 >75%Grass cover, Good, HSG D 600 98 Roofs, HSG D 8,548 84 Weighted Average 6,743 78.88% Pervious Area 1,805 21.12% Impervious Area Tic Length Slope Velocity Capacity Description (min) (feet) (fyft) (ft/sec) (cfs) 1.7 16 0.0410 0.16 Sheet Flow,A Grass: Short n=0.150 P2=3,20" 0.2 22 0.0080 1.82 Shallow Concentrated Flow, B Paved Kv=20.3 fps 0.4 39 0.0510 1.58 Shallow Concentrated Flow,C Short Grass Pasture Kv=7.0 fps 0.7 55 0.0400 1.40 Shallow Concentrated Flow, D Short Grass Pasture Kv=7.0 fps 3.0 132 Total, Increased to minimum Te =5.0 min Subcatchment 2S: Subcatchment 2 Hydrograph 0.44, Runoff 0.42 0A. Type III 24-hr 0.38 0,36 2-yr Rainfall=3.20" 0.34. 0.32' Runoff Area=8,548 sf 0.3 0,28 Runoff Volume=0.028 af 0,26 0.24 Runoff Depth=1.68" U2- if: 02'v Flow Length=132' 0.18 0.16 Tc=5.0 min 014 012,„ CN=84 0.1- OM 0.06 0,04' 0.02- 2 3 4 5 6 7 B 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 2.5 26 27 Time (hours) pro hydro Type W 24-hr 2-yr Rainfall=3.20" Prepared by(enter your company name here) Printed 2/11/2020 Hy4roCADO 10.00-19 s1n 09697 02016 HLdroCAD Software Solutions LLC Pa 8 Summary for Reach 3R: spl [40]Hint: Not Described(Outflow=lnflow) Inflow Area= 0.625 ac, 9.43% Impervious, Inflow Depth = 1.54" for 2-yr event Inflow 1.14 cis @ 12.08 hrs, Volurne= 0.080 of Outflow 1.14 cis @ 12.08 hrs, Volume= 0,080 af, Allen=0%, Lag=0.0 min Routing by Star-Ind+Trans method,Time Span=2.00-27.00 hrs, dt=0.01 hrs Reach 3R: spl Hydro graph In1,14 efts flow Area=0.625 ac ELI LL 0 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 Time (hours) pre hydro Type III 24-hr 10-yr Rainfall=4.80° Prepared by (enter your company name here) Printed 2/11/2020 H droCADO 10.00-19 s/n 09697 02016 I-1 droCAD Software Solutions LLC Page 9 Time span-2.00-27.00 hrs, dt=0.01 hrs, 2501 points Runoff by SCS TR-20 method, UH:SCS, Weighted-CN Reach routing by Star-Ind+Trans method - Pond routing by Slor-Ind method SLIbCatChMnt 1 S: subcatchrnent I Runoff Area=18,689 sf 4.09% Impervious Runoff Depth=2.81.. Flow Lerigth=214' 'I-c=5.8 min CN=81 Runoff=1.42 cfs 0.100 of Subcatchment 2S: Subcatchment 2 Rkjnoff Area=8,548 sf 21.12% Impervious Runoff Depth=3.09" Flow Length=132' Tc=5,O min CN=84 Runoff=0.73 cfs 0.050 of Reach 3R: spi Inflow=2A5 cfs 0.151 of Outflow=2.15 cfs 0.151 of Tot,-,! rlirnnff Area 0.1526 nv nun off 11olomn ,, €Mril 4 ,4:vorng � M.rnoff nnpth �P.90„ 90.57%Pervious u 0.566 ac 9.43% Impervious =0,059 ac pre hydro Type III 24-hr 10-yrRainfall=4.80" Prepared by(enter your company name here) Printed 2/11/2020 HydroCADO 10.00-19 s/n 09697 0 2016 HVdroCAD Software Solutions LLC Page 10 Summary for Subcatchment 1S: subcatchment 1 Runoff 1.42 cfs @ 12.09 hrs, Volume= 0,100af, Depth= 2.81" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN,Time Span=2.00-27.00 hrs, dt=0.01 hrs Type III 24-hr 1 0-yr Rainfall=4.80" Area(sf) CN Description 744 98 Roofs, HSG D 562 91 Gravel roads, HSG D 17,363 80 >75%Grass cover, Good, HSG D 20 98 Paved 2arking, HSG D 18,689 81 Weighted Average 17,925 95.91% Pervious Area 764 4.09% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/secL (cfs) 0.3 19 0.0220 1.03 Sheet Flow,A Smooth surfaces n=0.011 P2=3,20" 3.3 31 0.0290 0.16 Sheet Flow, B Grass: Short n=0.150 P2=3.20" 2.2 164 0,0310 1.23 Shallow Concentrated Flow,C Short Grass Pasture K�-7.0 f 5.8 214 Total subcatchment 1S: subcatchment I Hydrograph rya Ruwroff Type III 24-hr 10-yr Rainfall=4.80" Runoff Area=1 8,689 sf Runoff Volume=0.100 of Runoff Depth=2.81 Flow Length=214' Tc=5.8 min CN=81 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 Time (hours) pre hydro Type III 24-hr 10-yrRainfall=4.80" Prepared by(enter your company name here) Printed 2/11/2020 HydroCADQD 10.00-19 s/n 09697 0 2016 HydroCAD Software Solutions LLC Page 11 Summary for Subcatchment 2S: Subcatchment 2 Runoff 0.73 cfs @ 12.07 hrs, Volume= 0.050 af, Depth= 3.09" Runoff by SCS TR-20 method, UH=SCS,Weighted-CN,Time Span=2.00-27.00 hrs,dt=0.01 hrs Type III 24-hr 10-yr Rainfafl=4.80" Area(sf) CN Description 1,205 98 Paved parking, HSG D 6,743 80 >75%Grass cover,Good, HSG D 600 98 Roofs, HSG D 8,548 84 Weighted Average 6,743 78.88%Pervious Area 1,805 21.12%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.7 16 0.0410 016 Sheet Flow,A Grass: Short n=0.150 P2=3.20" 0.2 22 0.0080 1.82 Shallow Concentrated Flow, B Paved Kv=20.3 fps 0.4 39 0.0510 1.58 Shallow Concentrated Flow, C Short Grass Pasture Kv=7.0 fps 0.7 55 0.0400 1.40 Shallow Concentrated Flow,D Short Grass Pasture Kv=7.9_fps_ 3.0 132 Total, Increased to minimum Tc=5.0 min Subcatchment 2S: Subcatchment 2 Hydrograph 081 Runoff 0.75 07a as 0.7- Type III 24-hr , 0.65 10-yr Rainfall=4.80" 0.6 Runoff Area=8,548 sf 0.55 0.5 Runoff Volume=0.050 of 9 0.45 Runoff Depth=3.09" 0.4 Flow Length=132' 5 0.3 Tc=5.0 min 0,25, CN=84 0.2 0.15 OA OM 0 IN i MMI i: 2 3 4 5 6 7 6 9 10 117213 14 15 16 17 18 19 202122 23 24 25 26 27 Time (hours) pre hydro, Type W 24-hr 10-yrRainfall=4.80" Prepared by(enter your company name here) Printed 2/11/2020 HydroCADO 10.00-19 On 09697 02016 HyqroCAD Software Solutions LLC Pa 12 Summary for Reach 3R: spl [401 Hint: Not Described(Outflow=lnflow) Inflow Area= 0.625 ac, 9.43% Impervious, Inflow Depth= 2.90" for I 0-yr event Inflow = 2.15 cfs @ 12.08 hrs, Volume= 0,151 of Outflow 2.15 cfs @ 12.08 hrs, Volume= 0.151 af, Atten=0%, Lag=0.0 min Routing by Stor-Ind+Trans method, Time Span=2.00-27.00 hrs, dt=0.01 hrs Reach 3R: spl Hydrograph 1U InIfow El 2..." OuMow ds rvl$ CIS Inflow Area=0.625 ac 2 f 0 0 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 Time (hours) pre hydro Type III 24-hr 25-yr Rainfall-6.00" Prepared by(enter your company name here) Printed 2/11/2020 H droCADO 10.00-19 sin 09697 ©2016 H droGAD Software Solutions LLC Page 13 Time span=2.00-27.00 hrs, dt=0.01 hrs, 2501 points Runoff by SCS TR-20 method, UN=SCS,Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1S: subcatchment 1 Runoff Area=18,689 sf 4.09%Impervious Runoff Depth=3.88® Flow Length=214' Tc=5.8 min CN=81 Runoff=1.96 cfs 0.139 of Subcatchment 2S: Subcatchment 2 Runoff Area=8,548 sf 21.12%Impervious Runoff Depth=4.208 Flow Length=132' Tc=5.0 min CN=84 Runoff=0.99 cfs 0.069 of Reach 3R: spl Inflow=2.93 cts 0.207 of Outflow=2.93 cts 0207 at Total Runoff Area®0.625 ac Runoff Volume=0.207 of Average Runoff Depth=3.98" 90.570/.Pervious M 0.566 as 9.43%Impervious=0.059 ac I pre hydro Type///24-hr 25-yr Rainfall=6.00" Prepared by tenter your company name here) Printed 2/11/2020 H droCADO 10.00-19 s/n 09697 ©2016 H droCAD Software Solutions LLC P _qe 14 Summary for Subcatchment 1 S: subcatchment 1 Runoff — 1.96 cfs C 12.08 hrs, Volume= 0.139 af, Depth= 3.88" Runoff by SCS TR-20 method, UH=SCS,Weighted-CN,Time Span=2.00-27.00 hrs,dt=0.01 hrs Type III 24-hr 25-yr Rainfall=6.00" Area sf CN Description 744 98 Roofs, HSG D 562 91 Gravel roads, HSG D 17,363 80 >75%Grass cover, Good, HSG D 20 98 Paved parking, HSG D 18,689 81 Weighted Average 17,925 95.91%Pervious Area 764 4.091>/o Impervious Area Te Length Slope Velocity Capacity Description min feet ft/ft ft/sec cfs 0.3 19 0.0220 1.03 Sheet Flow,A Smooth surfaces n=0.011 P2=3.20" 3.3 31 0.0290 0.16 Sheet Flow,B Grass: Short n=0.150 P2=3.20" 2.2 164 0.0310 1.23 Shallow Concentrated Flow,C Short Grass Pasture Kv=7.0 fps 5.8 214 Total Subcatchment 1 S: subcatchment 1 Hydro graph flunaBl 2 iee tda Type III 24-hr 25-yr Rainfall=6.00" Runoff Area=18,689 of Runoff Volume=0.139 of Runoff Depth=3.88" I° 1 Flow Length=214' Tc=5.8 min CN=81 0 2 3 4 5 6 7 6 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 Time (hours) pre hydro, Type ///24-hr 25-yr Rainfall=6.00" Prepared by(enter your company name here) Printed 2/11/2020 HLdroCAD@D 10.00-19 On 09697 0 2016 HydroCAD Software Solutions LLC Pa 15 Summary for Subcatchment 2S: Subcatchment 2 Runoff 0.99 cfs @ 12.07 hrs, Volume= 0.069 af, Depth= 4.20" Runoff by SCS TR-20 method, UH=SCS,Weighted-CN,Time Span=2.00-27.00 hrs,dt=0.01 hrs Type III 24-hr 25-yr Rainfall=6.00" Area (sj) CN Description 1,205 98 Paved parking, HSG D 6,743 80 >75%Grass cover, Good, HSG D 600 98 Roofs, HSG D 8,548 84 Weighted Average 6,743 78.88% Pervious Area 1,805 21.12% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) fft/ft (ft/sec) (cfs) 1.7 16 0.0410 0.16 Sheet Flow,A Grass: Short n=0.150 P2=3.20" 0.2 22 0.0080 1.82 Shallow Concentrated Flow, B Paved Kv=20.3 fps 0.4 39 0.0510 1.58 Shallow Concentrated Flow,C Short Grass Pasture Kv=7.0 fps 0.7 55 0.0400 1.40 Shallow Concentrated Flow, D Short Grass Pasture Kv=7.0 fps 3.0 132 Total, Increased to minimum Tc:=5.0 min Subcatchment 2S: Subcatchment 2 Hydrograph Runoff Type III 24-hr 25-yr Rainfall=6.00" Runoff Area=8,548 sf Runoff Volume=0.069 of Runoff Depth=4.20" Flow Length=132' Tc=5.0 min CN=84 01 2 3 4 6 6 7 8 9 10 11 12 13 14 16 16 17 18 19 20 21 22 23 24 25 26 27 Time (hours) pre hydro Type///24-hr 25-yr Rainfall=6.00" Prepared by(enter your company name here) Printed 2/11/2020 Uydr9CADO 10.00-19 On 09697 C 2016 HydroCAD Software Solutions LLC Pa 16 Summary for Reach 3R: spl [40) Hint: Not Described(Outflow=lnflow) Inflow Area= 0.625 ac, 9.43% Impervious, Inflow Depth= 3.98" for 25-yr event Inflow = 2.93 cfs @ 12.08 hrs, Volume= 0.207 of Outflow 2.93 cfs @ 12.08 hrs, Volume= 0,207 af, Atten=0%, Lag=0.0 min Routing by Stor-Ind+Trans method,Time Span=2.00-27.00 hrs,dt=0.01 hrs Reach 3R: spl Hydrograph 1 0 Inflow Y Puuffl 13 Lulnllotlb-1,111 Inflow Area=0.625 ac 2 0 LL 1. 2 3 4 5 6 7 8 9 10 11 12 13 14 15 116—'117 18 160 211 22 23 24 26 26 27 Time (hours) pre hydro Type III 24-hr 100-yr Rainfall=8.&0" Prepared by (enter your company name here) Printed 2/11/2020 droCAD®10.00 19 s/n 09697 ©2016 HydroCAD Software Solutions LLC Page 17 Time span=2.00-27.00 hrs, dt=0.01 hrs, 2501 points Runoff by SCS TA-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - fond routing by Stor-Ind method Subcatchment IS: subcatchment 1 RUrtoff Area=18,689 sf 4.09% Impervious Runoff Depth=6.31" Flow Lengih�214' Tc=5.8 min GN=81 Runoff=3.12 cfs 0.226 of Subcatchment 2 a: Subcatchment 2 Runoff Area=8,548 sf 21.12% Impervious Runoff Depth=6.67" Flow Length=132' Tc=5.0 min CN=84 Runoff=1.53 cfs 0.109 of Reach 3R: sp1 Inflow=4.65 cfs 0.335 of Outflow=4.65 cfs 0.335 of To,ui t I €-€P"i; r4a:- ? iaE; It._r.,fi EAA111ilo .c O."IM :;f pulwiff Depth ;.- 90.57% PeririOUS 0.566 ac 9.43%Imperviousµ 0.059 ac pre hydro Type11124-hr 100-yrRainfall=8.60" Prepared by{enter your company name here} Printed 2/11/2020 HydroCADO 10.00-19 s/n 09697 0 2016 HydroCAD Software Solutions LLC --___Ea"ej Summary for Subcatchment IS: subcatchment 1 Runoff 3.12 cfs @ 12.08 hrs, Volume= 0.226 at, Depth= 6,31" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN,Time Span=2.00-27.00 hrs, dt=0,01 hrs Type III 24-hr 1 00-yr Rainfall=8.60u Area (sf) CN Description 744 98 Roofs, HSG D 562 91 Gravel roads, HSG D 17,363 80 >75%Grass cover,Good, HSG D 20 98 Paved parking, HSG D 18,689 81 Weighted Average 17,925 95.91% Pervious Area 764 4.09% Impervious Area Tc Length Slope Velocity Capacity Description min feet (ft/ft) (ft/sec) (Cfs)1 0.3 19 0,0220 1.03& Sheet Flow,A Smooth surfaces n=0.011 P2=3.20" 3.3 31 0.0290 0.16 Sheet Flow, B Grass: Short n=0.150 P2=3.20" 2.2 164 0.0310 1.23 Shallow Concentrated Flow,C Short Grass Pasture Kv=7.0 fps 5.8 214 Total Subcatchment IS: subcatchment 1 Hydrograph Runoff 3 Type III 24-hr 100-yr Rainfall=8.60" Runoff Area=1 8,689 sf Runoff Volume=0.226 of Runoff Depth=6.31 Flow Length=214' Tc=5.8 min CN=81 0 2' 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 26 26 27 Time (hours) pre hydro, TypeM24-hr 100-yrRainfall=8.60" Prepared by(enter your company name here) Printed 2/11/2020 I:!yqroCADQD10.00-19 s/n09697 02016HydroCAD Software Solutions LLC Page 19 Summary for Subcatchment 2S: Subcatchment 2 Runoff 1.53 cfs @ 12.07 hrs, Volume= 0,109af, Depth= 6.67" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN,Time Span=2.00-27.00 hrs,dt=0.01 hrs Type III 24-hr 100-yrRainfail=8.60" Area (sf) CN Description 1,205 98 Paved parking, HSG D 6,743 80 >75%Grass cover, Good, HSG D 600 98 Roofs, HSG D 8,548 84 Weighted Average 6,743 78.88% Pervious Area 1,805 21.12% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (f t/ft) (ft/sec) cfs 1.7 16 0.0410 0.16 Sheet Flow,A Grass: Short n=0.150 P2=120" 0.2 22 0.0080 1.82 Shallow Concentrated Flow, B Paved Kv=20.3 fps 0.4 39 0.0510 1.58 Shallow Concentrated Flow,C Short Grass Pasture Kv= 7.0 fps 0.7 55 0.0400 1.40 Shallow Concentrated Flow, D Short Grass Pasture Kv=7.0 fps 3.0 132 Total, Increased to minimum Tc= 5.0 min Subcatchment 2S: Subcatchment 2 Hydro graph Runotf Type III 24-hr 100-yr Rainfall=8.60" Runoff Area=8,548 sf Runoff Volume=0.109 of Runoff Depth=6.67" 9 U. Flow Length=132' Tc=5.0 min CN=84 0 ....... ...... 2 3 4 5 6 7 8 9 10 11 12 13 14 16 16 17 18 19 20 21 22 23 24 25 26 27 Time (hours) pre hydro Type11124-hr 100-yrRainfall=8.60" Prepared by(enter your company name here) Printed 2/11/2020 09697 @ 2016 HydroCAD Software Solutions LLC Pgjgg 2Q Summary for Reach 3R: spl [40] Hint: Not Described(Outflow=lnflow) Inflow Area = 0.625 ac, 9.43% Impervious, Inflow Depth= 6.42" for 100-yr event Inflow = 4.65 ofs @ 12,08 hrs, Volurne= 0.335 of Outflow 4.65 cfs @ 12.08 hrs, Volume= 0.335 af, Atten=0%, Lag=0.0 min Routing by Stor-Ind+Trans method, Time Span=2,00-27.00 hrs, dt=0.01 hrs Reach 3R: spl Hydragraph Inflow Area=0.625 ac 4 rL 2 2 3 4 5 6 7 8 9 1 Oil 12 13 14 15 16 1718192021222324252627 Time (hours) Ir is (4 S (6 SP subcatic imeat 1 subcatchm t 2 su Catchment 3 11 "17 3 P 5 R rain garden wetlands Routing Diagram for-post hydro (Subcat Reach Lin Prep ared by(enter your company name here), Printed 2/11/2020 FflydroGADO 10,00-19 s/n 09697 0 2016 HydroCAD Software Solutions LLC post hydro Prepared by (enter your company name here) Printed 2/11/2020 H droCAD0 10.00-19 s/n 09697 02016 H droCAD Software Solutions l-L.0 Pa e 2 Area Listing (all nodes) Area CN Description (acres) (subcatchMent-numbers) 0.466 80 >75%Grass cover, Good, HSG D (1 S,4S,6S) 0.013 91 Gravel roads, HSG D (1 S) 0.116 98 Paved parking, HSG D (1S, 6S) 0.031 98 Roofs, HSG D (1S) 0.627 84 TOTAL AREA post hydro Prepared by {enter your company name here) Printed 2/11/2020 H droCAD® 10.00-19 s/n 09697 02016 H droGAD Software Solutions LLG Pa e 3 Soil Listing(all nodes) Area Soil Subcatchment (acres) Group Numbers 0.000 HSG A 0.000 HSG B 0.000 HSG G 0.627 HSG D 1S, 4S,6S 0.000 Other 0,627 TOTAL AREA post hydro Prepared by (enter your company name here) Printed 2/11/2020 H droCADO 10.00-19 s/n 09697 ©2016 H droCAD Software Solutions L.t C Paw 4 Ground Covers (all nodes) HSG-A HSG-D HSG-C HSG-D Other Total Ground Subcatchment (acres) (acres) (acres) (acres) (acres) (acres) Cover Numbers 0.000 0,000 0.000 0.466 0.000 0.466 >76%Grass cover,Good iS, 4S, 6s 0.000 0.000 0A00 0.013 0.000 0.013 Gravel roads is 0.000 0.000 0.000 0.116 0.000 0.116 Paved parking 1 S, 6S OA00 0.000 0.000 0.031 0.000 0.031 Roofs is 0.000 ❑.000 0.000 0.627 01000 0.627 TOTAL AREA posh hydro Type 11124-hr 2-yr Rainfall=3.20" Prepared by(enter your company name here) Printed 2/11/2020 HydroCiAD010.00-19 s/n 09697 0 2016 HydroCAD Software Solutions LLC Pacie 5 Time span=2.00-27.00 hrs, dt=0.01 hrs, 2501 paints Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatehment 1S: subeatchment 1 Runoff Area=14,465 sf 34.98% Impervious Runoff Depth=1.91" Flow Length=136' Tc=5.0 rain CN=87 Hunoff=0.77 cfs 0.053 of Subcatchment 4S: subcatchrnent 2 Runoff Area=6,408 sf 0.00% Impervious Runoff Depth=1.40" Flow Length=106' Tc=5.0 rain CN=80 Runoff=0.25 cfs 0,017 of Subcatchment 6S: subeatchrnent 3 Runoff Area=6,419 sf 21.09% Impervious Runoff Depth=1.68" Flow Length=122' Tc=5.0 rein CN=84 Runoff=0.30 cfs 0.021 of (,M- 0.02p,-If Qulflow=0.55 cfs 0.038 of Wend 3P: rain garden Peak Elev=245.43` Storage=1,736 cf Inflow=0.77 cfs 0.053 of Discarded=0.01 cfs 0.018 of Primary=0.00 cfs 0.000 of Outflow4.01 cfs 0.018 of Total Runoff Area=0,627 ac Runoff Volume=0,091 a# Average Runoff Depth =134" 76.50% Pervious d 0.479 ac 23.50%Impervious A 0.147 ac post hydro Type I//24-hr 2-yr Rainfall=3.20" Prepared by(enter your company name here) Printed 2/11/2020 HydroCADQO 10.00-19 s1n 09697 0 2016 H droCAD Software Solutions LLC Page 6 Summary for Subcatchment IIS: subcatchment 1 Runoff = 0.77 cfs; @ 12.07 hrs, Volume= 0.053 af, Depth= 1.91 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN,Time Span=2.00-27.00 hrs, dt=0.01 hrs Type III 24-hr 2-yr Rainfall=3.20" Area(sf) CN Description 3,716 98 Paved parking, HSG D 8,843 80 >75%Grass cover, Good, HSG D 1,344 98 Roofs, HSG D 562 91 Gravel roads, HSG D 14,465 87 Weighted Average 9,405 65.02%Pervious Area 5,060 34.98%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.0 31 0.0380 0.17 Sheet Flow,A Grass: Short n=0.150 P2=3.20" 0.8 100 0.0110 2.13 Shallow Concentrated Flow, B Paved Kv=20.3 fps 0.1 5 0.0100 0.70 Shallow Concentrated Flow, D Short Grass Pasture Kv=7.0 f2s 3.9 136 Total, Increased to minimum Te=5.0 min Subcatchment 1S: subcatchment 1 Hydrograph 0.85 0,8 10.7 0.75 Type III 24-hr 0.7 2-yr Rainfall=3.20" 0.65 0.6- Runoff Area=14,465 sf 0.55 Runoff Volume=0.053 of 0.5 0.45 Runoff Depth=1.91 OA 0.35 Flow Length=136' 0.3 Tc=5.0 min 0.25 CN=87 0.2 0.15{ O'l 0.05- 0 2 4 5 6 7 8 9 611 12 13 14 16 16 17 18 19 20 21 22 23 24 25 26 27 Time (hours) post hydro Type N 24-hr 2-yr Ralntall=3.20" Prepared by[enter your company name here) Printed 2/11/2020 HyO CAD010.00-19 s/nO9697 02016 HydroCAD Software Solutions LLC Pfage Z Summary for Subcatchment 4S: subcatchment 2 Runoff 0.25 efs @ 12.08 hrs, Volume= 0.017 af, Depth= 1.40" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN,Time Span=2.00-27.00 hrs, dt=0.01 hrs Type III 24-hr 2-yr Rainfall=3.20" Area (sf) CN Description --- 6,408 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (feet) 0111O.—M/sec) 4,0 50 0.0460 0.21 Sheet Flow,A Grass: Short n=0.150 P2=3.20" 0.8 56 0.0270 1.15 Shallow Concentrated Flow, B Short Grass Pasture Kv=7.0 fps 4.8 106 Total, Increased to minimum Te=5.0 min Subcatchment 4S: subcatchment 2 Hydrograph 0.26 f 023 cIs 0.24 Type III 24-hr 0,22 2-yr Rainfall=3.20" 0.2 Runoff Area=6,408 sf 0.18 Runoff Volume=0.017 of 0.16 Runoff Depth=1.40" 0.14 0 0,12 Flow Length=106' 0.1 Tc=5.0 min OM CN=80 0.06 0.04 0,02 0 17 18 19 20 21 22 23 24 25 26 27 3 4 5 6 7 8 9 10 11 12 1 1 15 1 Time (hours) post hydro Type/11 24-hr 2-yr Ralnfall=3.20" Prepared by[enter your company name here) Printed 2/11/2020 HydroCADO 10.00-19 s/n 09697 @ 2016 HydroCAD Software Solutions LLC Pa e 8 Summary for Subcatchment 6S: subcatchment 3 Runoff 0.30 cis @ 12.08 hrs, Volume= 0.021 af, Depth= 1.68" Runoff by SCS TR-20 method, UH=SCS,Weighted-CN,Time Span=2.00-27.00 hrs, dt=0.01 hrs Type III 24-hr 2-yr Rainfall=3.20" Area (sf) CN Description 1,354 98 Paved parking, HSG D 5,065 80 >75%Grass cover, Good, HSG D 6,419 84 Weighted Average 5,065 78.91%Pervious Area 1,354 21.09%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.7 15 0.0380 0.15 Sheet Flow,A Grass: Short n=0.150 P2=3.20" 0.4 22 0.0160 0.93 Sheet Flow, B Smooth surfaces n=0.011 P2=3.20" 0.9 85 0.0480 1.53 Shallow Concentrated Flow, D Short Grass Pasture Kv=7.0f)s 3.0 122 Total, Increased to minimum Tc=5.0 min Subcatchment 6S: subcatchment 3 Hydro graph 0.32 fiunoff 0,31 Type III 24-hr 0.28, 0,26i 2-yr Rainfall=3.20" 0.24 Runoff Area=6,419 sf OM Oz Runoff Volume=0.021 of 0,18 Runoff Depth=1.68" 0.16 u. OA4, Flow Length=122' 0.12 Tc=5.0 min CN=84 OM 0.06 0,04 0.02 0 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 Time (hours) post hydro Type/I/24-hr 2-yr Rainfall=3.20" Prepared by(enter your company name here) Printed 2/11/2020 IjydroCAQ810.00-19 s/n09697 02016 I vdroCAD Software Solutions LLC Page 9 Summary for Reach SR: wetlands [40) Hint: Not Described(Outflow=lnflow) Inflow low Area= 0.627 ac, 23.50% Impervious, Inflow Depth= 0.72" for 2-yr event Inflow = 0.55 cfs @ 12.08 hrs, Volume= 0.038 of Outflow 0.55 cfs @ 12.08 hrs, Volume= 0,038 af, Allen=0%, Lag=0.0 min Routing by Star-Ind+Trans method, Time Span-2.00-27.00 hrs, dt=0.01 hrs Reach 5R: wetlands Hydragraph n�o w.t11. 0.6 13 outfluw 0.55 Inflow Area=0.627 ac 0.5 0.45, 0.4- yr 0,35 Far 0.3 0,25 0.2 015 0.1 0,05 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 Time (hours) post hydro Type iii 24-hr 2-yr Rainfall=3.20" Prepared by(enter your company name here) Printed 2/11/2020 H droCAD®10.00-19 s/n 09697 02016 H droCAD Software Solutions LLC f'a e 10 Summary for Pond 3P: rain garden Inflow Area = 0.332 ac, 34.98% Impervious, Inflow Depth = 1.91" for 2-yr event Inflow - 0.77 ofs @ 12.07 hrs, Volume= 0.053 of Outflow - 0.01 cfs @ 18.94 111's, Volume- 0.018 at, Atten= 98%, Lag= 411.9 min Discarded = 0.01 cfs @ 18.94 hrs, Volume= 0.018 of Primary - 0.00 cfs @ 2.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span=2.00-27.00 hrs, dt= 0.01 hrs Peak Elev=245.43' @ 18.94 hrs Surf.Area= 3,000 sf Storage= 1,736 cf f lug-Flow detention time=448.1 min calculated for 0.018 at (33%of inflow) Center-of-Mass det. time= 319.9 min ( 1,137.8 - 817.9 ) Volume Invert Avail,Slora e Storage Description #1 243,20' 4,578 cf Custorn Stage Data(Prismatic) Listed below Elevation Surf.Area Voids Inc.Store Cum.Store feet s -ft % cubic-feel (cubic-feet) 243.20 1,744 0.0 0 0 245.20 1,744 35.0 1,221 1,221 245.35 1,871 100.0 271 1,492 245.40 2,885 100.0 119 1,611 246.10 5,592 100.0 2,967 4,578 Device Routing Invert Outlet Devices #f1 Discarded 243,20' 0.120 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 241.20' #2 Primary 245.60' 8.0' long x 2.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1,00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 Discarded OutFlow Max=0.01 cis @ 18.94 hrs HW=245.43' (Free Discharge) t--1=Exfiltratlon ( Controls 0.01 cfs) Primary®utFlow Max=0.00 cfs @ 2.00 hrs HW=243.20' (Free Discharge) `---2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) post hydro Type///24-hr 2-yr Rainfaff=3.20" Prepared by(enter your company name here) Printed 2111/2020 Hyd-qCAD8 10.00-19 s/n 09697 0 2016 HydroCAD Software Solutions LLC Pond 3P: rain garden Hydrograph II"' lntlow 085 Inflow Area=0.332 ac 08 Peak Elev=245.43' 0,75 0.7 Storage=1,736 of 0.65 0.6 0.55 0,5 045 04 0.35 0.3 0.25 02 0,15 " O'l 02 0. 0 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 Time (hours) past hydro Type III 24-hr 10-yr Rainfa11=4.80" Prepared by {enter your company name here) Printed 2/11/2020 HydroCAD®.i0.00-19 s/n 09697 02016 HydroCAD Software Solutions LLC Pacie 12 Time span�2.00-27.00 hrs, dt=0.01 hrs, 2501 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1S: subcatchment 1 Runoff Area=14,465 sf 34.98% Impervious Runoff Depth=3.3B" Flow Length=136' Tc=5.0 rein CN=87 Runoff=1.34 cis 0.094 of Subcatchment 4S: subcatchment 2 Runoff Area-6,408 sf 0.0D% Impervious Runoff Depth=2.72" Flow Length=106' Tc=5.0 min CN=80 Runoff=0.49 cis 0.033 of Subcatchment 6S; subcatchment 3 Runoff Area=6,419 sf 21.09% Impervious Runoff Depth=3.09" Flow Length=122' Tc=5.0 min CN=84 Runoff=0.55 cfs 0.038 of IrlfiOV;::1.0, cfs 0.09:)rzf outflow=1.04 cfs 0.090 of Pond 3P: rain garden Peak Elev=245.62' Storage=2,552 cf Inflow=1.34 cfs 0.094 of Discarded=0.02 cfs 0.022 of Primary=0.08 cfs 0,019 of Outflow=0.09 cfs 0.041 of Total Runoff Area 0.627 ac Runoff Volume=0.165 of Average Runoff Depth =3.16" 76.50%Pervious 0.479 ac 23.50%Impervious=0.147 ac post hydro Type III 24-hr 10-yrRaInfall=4.80" Prepared by(enter your company name here) Printed 2/11/2020 HydroCADO 10.00-19 s/n 09697 0 2016_.UydroCAD Software Solutions LLC Page 13 Summary for Subcatchment 1S: subcatchment I Runoff 1.34 cfs @ 12.07 hrs, Volume= 0.094 af, Depth= 3.38" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN,Time Span=2.00-27.00 hrs,dt=0.01 hrs Type III 24-hr 10-yrRainfall=4.80" Area(sf) CN Description 3,716 98 Paved parking, HSG D 8,843 80 >75%Grass cover, Good, HSG D 1,344 98 Roofs, HSG D 562 91 Gravel roads, HSG D 14,465 87 Weighted Average 9,405 65.02%Pervious Area 5,060 34.98%Impervious Area Tc Length Slope Velocity Capacity Description 3.0 31 0.0380 0.17 Sheet Flow,A Grass: Short n=0.150 P2=3.20" 0.8 100 0,0110 2A3 Shallow Concentrated Flow, B Paved Kv=20.3 fps fi OA 5 0.0100 0.70 Shallow Concentrated Flow, D Short Grass Pasture Kv=7.0 fps 3.9 136 Total, Increased to minimum Tc=5.0 min Subcatchment 1 S: subcatchment 1 Hydrograph Runali Type III 24-hr 10-yr Rainfall=4.80" Runoff Area=14,465 sf Runoff Volume=0.094 of Runoff Depth=3.38" Flow Length=136' Tc=5.0 min CN=87 0 17 18 2 3 4 5 6 1 1 13 14 15 16 19 20 21 22 23 24 27 Time (hours) post hydro Type I//24-hr 10-yr Ralnfall=4.80" Prepared by(enter your company name here} Printed 2/11/2020 it HvdroCADS 10.00-19 s/n 09697 0 2016 HydroGAD Software Solutions LLC Page,14 Summary for Subcatchment 4S: subcatchment 2 Runoff OM cts @ 12.07 hrs, Volume= 0.033 af, Depth= 2.72" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN,Time Span=2.00-27.00 hrs, dt=0.01 hrs Type III 24-hr 1 0-yr Rainfall=4.80" Area (sf) CN Descriplion 6.408 AO >76%Grass cover, Good, HSG D 6,408 100.00% Pervious Area Tc Length Slope Velocity Capacity Description min feet tL (ft/sec) (cfs) 4,0 50 O,0460 0.21 Sheet Flow,A Grass: Short n=0.150 P2=3.20" 0.8 56 0.0270 1.15 Shallow Concentrated Flow, B Short Grass Pasture Kv=7.0 fps 4.8 106 Total, Increased to minimum Te=5.0 min Subcatchment 4S: subcatchment 2 Hydrograph O's 1049cts Type III 24-hr OA5 10-yr Rainfall=4.80" OA Runoff Area=6,408 sf 0,35, Runoff Volume=0.033 of r, 0,3 Runoff Depth=2.72" 0 0.25, FL Flow Length=106' 02 Tc=5.0 min 0.15 CN=80 0,11 0 2 3 4 5" '6 '7 8 '6 10 11 12 13 14 15 1'6' 17 18 19 20 21 22 23 24 25 26 27 Time (hours) post hydro, Type III 24-hr 10-yrRainfall=4.80" Prepared by(enter your company name here) Printed 2111/2020 HydroCADO 10.00-19 s/n 09697 0 2016 HydroCAD Software Solutions LLC Pa 15 Summary for Subcatchment 6S: subcatchment 3 Runoff 0.55 cfs @ 12.07 hrs, Volume= 0.038 af, Depth= 3.09" Runoff by SCS TR-20 method, UH=SCS,Weighted-CN,Time Span=2.00-27.00 hrs, dt=0.01 hrs Type III 24-hr 1 0-yr Rainfall=4.80" Area (sf) CN Description 1,354 98 Paved parking, HSG D 5,065 80 >75%Grass cover,Good, HSG D 6,419 84 Weighted Average 5,065 78.91%Pervious Area 1,354 21.09%Impervious Area Cc Length Slope Velocity Capacity Description (min) (feet) (ftift) (f t/sec) (cfs) 1.7 15 0.0380 0.15 Sheet Flow,A Grass: Short n=0.150 P2=3.20" 0.4 22 0.0160 OM Sheet Flow, B Smooth surfaces n=0.011 P2=3.20" 0.9 85 0.0480 1.53 Shallow Concentrated Flow,D Short Grass Pasture Kv= 7.0 fps 3.0 122 Total, Increased to minimum Tc=5.0 min Subcatchment 6S: subcatchment 3 Hydrograpi 0.6 rtunatC 0.55, Type III 24-hr 0,5- 10-yr Rainfall=4.80" 0 A5 Runoff Area=6,419 sf 0.4 Runoff Volume=0.038 of 0.35 Runoff Depth=3.09" 0.3 rL Flow Length=122' 0.25 Tc=5.0 min 0.2 CN=84 0,15, 0.1- 0.05 0 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 26 26 27 Time (hours) post hydro Type 11124-hr 10-yrRainfall=4.80" Prepared by[enter your company name here) Printed 2/11/2020 HydroCADO 10.00-19 s/n 09697 0 2016 HvdroCAD Software Solutions LLC Page 16 Summary for Reach 5R: wetlands [40] Hint: Not Described (Outflow=Inflow) Inflow Area= 0.627 ac, 23.50%Impervious, Inflow Depth= 1.73" for 10-yr event Inflow 1.04 cfs @ 12.07 hrs, Volume= 0.090 of Outflow 1.04 cis @ 12.07 hrs, Volume= 0.090 af, Atten=0%, Lag=0.0 min Routing by Stor-Incl+Trans method, Time Span=2.00-27.00 hrs, dt=0.01 hrs Reach 513: wetlands Hydrograph ra I CIS Inflow Area=0.627 a O 2 3 4 5 6 7 8 9 10 16 19 2Q 21 22 23 24 25 26 27 Time (hours) ppst hydro Type 11124-hr 10-yr Ralnfa11=4.80" Prepared by {enter your company name here) Printed 2/11/2020 HydroCAD010.00-19 s/n 09697 O 20t6 HydroCAD Software Solutions L C - 4 Page 17 Summary for Pond 313: rain garden Inflow Area= 0.332 ac, 34.98% Impervious, Inflow Depth = 3.3B" for 10-yr event Inflow = 1.34 cis @ 12.07 hrs, Volume= 0.094 of Outflow = 0,09 cts @ 13.42 hrs, Volume 0.041 af, Allen= 93%, I_ag= 81,0 min Discarded = 0.02 cis @ 13.42 hrs, Volume" 0.022 of Primary - 0.08 cis @ 13.42 hrs, Volume= 0.019 of Routing by Stor-Ind method, Time Span=2.00-27.00 hrs, dt=0.01 hrs Leak Elev= 245.62' Q 13,42 hrs Surf.Area= 3,744 sf Storage= 2,552 cf Plug-Flow detention time= 333.2 min calculated for 0.041 of (44% of inflow) Center-of-Mass det. time= 215.0 min ( 1,016.8 - 801.8 ) Volume Invert Avail.Storar e Stora e Descri lion #t1 243.20' 4,578 of Custom Stage Data(Prismatic) listed below Elevation Surf.Area Voids Inc.Store Cum.Store feet s -ft % cubic-feet cubic-feet 243.20 1,744 0.0 0 0 245,20 1,744 35.0 1,221 1,221 245.35 1,871 100.0 271 1,492 245.40 2,885 100.0 119 1,611 246.10 5,592 100.0 2,967 4,578 Device Boutin Invert Outlet Devices #1 Discarded 243,20' 0.120 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation =241,20' #2 Primary 245.60' 8.0' long x 2.0' breadth Broad-Crested Rectangular Weir Head (feet) 0,20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2,77 2.89 2.88 2.85 3.07 3.20 3.32 Discarded OutFlow Max=0.02 cis @ 13.42 hrs HW=245.62' (Free Discharge) 1=Exfiltration ( Controls 0.02 cfs) Primary OutFlow Max=0.07 cis @ 13.42 hrs HW=245.62' (Free Discharge) I-'-2=Broad-Crested Rectangular Weir (Weir Controls 0.07 cis @ 0.38 fps) post hydra Type W 24-hr 10 yr Rainfall:=4.80" Prepared by{enter your company name here} Printed 2/11/2020 H droCAD®10.00-19 s/n 09697 02016 H droCAD Software Solutions L.L.0 Pagg 1 Pond 3P: rain garden Hya ro rsp h Inllow (.i as cii l_k OutElar� Inflow Area=0.332 ac Peak Elev=245.62' Storage=2,552 cf LL n u i 0 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 Time (hours) past hydro Type Ill 24-hr 25-yr Rainfall=6.00 Prepared by {enter your company name here} Printed 2/11/2020 HydroCADO 10.00-19 sin 09697 ©2016 HydroCAD Software Solutions LLC Page 19 Time span=2.00-27.00 hrs, dt=0.01 hrs, 2501 points Runoff by SCS TR-20 method, UH=SCS, Weighted-GI NI Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1S: subcatchment 1 Runoff Area=14,465 sf 34.98% Impervious Runoff Depth=4.52" Flow l.ength=136' Tc=5.0 min CN=87 Runoff=1.77 cfs 0,125 of Subcatchment 45: subcatchment 2 Runoff Area=6,408 sf 0.00% Impervious Runoff Depth=3.78" Flow Length=106' Tc=5.0 min Clef=80 Runoff=0.67 cfs 0.046 of Subcatchment 6S: subcatchment 3 Runoff AreaW6,419 sf 21.09% Impervious Runoff Depth=4.20" Flow Length=122' Tc=5.0 min CN=84 Runoff=0.74 cfs 0.052 at f".-"uch frli: wo'LliilId �nfin%v..-1.11 C"s 0.14I �tf Outflow=1.41 cfs 0.147 at Pond 3P: rain garden Peak Elev=245.68' Storage=2,795 cf Inflow=1.77 cfs 0.125 at Discarded=0.02 cfs 0.023 at Primary=0.46 cfs 0.049 of Outflow=0.48 cfs 0.072 at Total Runoff Area =0.627 ac runoff Volume=0.223 of Average Runoff Depth z:4.27" 76.50% Pervious =0.479 ac 23.50%Impervious =0.147 ac post hydro Type H/24-hr 25-yr Rainfafl=6.00" Prepared by(enter your company name here) Printed 2111/2020 Fly dry 10.00-19 s/n 09697 0 2016 HLdroCAD Software Solutions LLC Page 20 Summary for Subcatchment 1S: subcatchment 1 Runoff 1.77 cis 0 12.07 hrs, Volume= 0.125 af, Depth= 4.52" Runoff by SCS TR-20 method, UH=SCS,Weighted-CN,Time Span=2.00-27.00 hrs, dt=0.01 hrs Type III 24-hr 25-yr Rainfall=6.00" Area(sf) GN Description 3,716 98 Paved parking, HSG D 8,843 80 >75%Grass cover, Good, HSG D 1,344 98 Roofs, HSG D 562 91 Gravel roads, HSG D 14,465 87 Weighted Average 9,405 65.02%Pervious Area 5,060 34.98%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (I t/f t (ft/sec) (cfs) 3.0 31 0.0380 0.17 Sheet Flow,A Grass: Shari n=0,150 P2=3.20" 0.8 100 0.0110 2.13 Shallow Concentrated Flow,B Paved Kv=20.3 fps 0.1 5 0.0100 0.70 Shallow Concentrated Flow, D Short Grass Pasture Kv=7.0 fps 3.9 136 Total, Increased to minimum Tc=5.0 min Subcatchment 1S: subcatchment 1 Hydrograph Runott ds Type III 24-hr 25-yr Rainfall=6.00" Runoff Area=1 4,465 sf Runoff Volume=0.125 of Runoff Depth=4.52" Flow Length=136' Tc=5.0 min CN=87 02 4 1 11 1 1 17 18 19 20 21 22 23 24 25 26 27 3 Time (hours) post hydro, Type/I/24-hr 25-yr Rainfall=6.00" Prepared by(enter your company name here) Printed 2/11/2020 HyoroCAD@10.00-19 s/n09697 02016 HydroCAD Software Solutions LLO Page 21 Summary for Subcatchment 4S: subcatchment 2 Runoff 0.67 cls 0 12.07 hrs, Volume= 0.046 af, Depth= 3.78" Runoff by SCS TR-20 method, UH=SCS,Weighted-CN,Time Span=2.00-27.00 hrs, dt=0.01 hrs Type III 24-hr 25-yr Rainfall=6.00" Area(sf) CN Description_ 6,408 80 >75%Grass cover Good HSGD 6,408 100.00% Pervious Area Tc Length Slope Velocity Capacity Description min) (feet) (ft/ft ft/sec cfs) 4.0 50 0.0460 0.21 Sheet Flow, A Grass:Short n=0.150 P2=3.20" 0.8 56 0,0270 1.15 Shallow Concentrated Flow, B Short Grass Pasture Kv=7.0 4.8 106 Total, Increased to minimum Tc:=5.0 min Subcatchment 4S: subcatchment 2 Hydrograph 0.75 Runofr 01 eeirx O.W Type III 24-hr 4.6 25-yr Rainfall=6.00" 0.65 Runoff Area=6,408 sf 0,6 0A5 Runoff Volume=0.046 of 0.4 Runoff Depth=3.78" .2 OM Flow Length=106' 0.3 Tc=5.0 min 0.25 0.2 CN=80 0.15 0.1 I T 0.05 ON 0 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 Time (hours) post hydro, Type///24-hr 25-yr Rainfall=6.00" Prepared by(enter your company name here) Printed 2/1112020 HydroCADO 10.00-19 s1n 09697 0 2016 HydroCAD Software Solutions LLC Page 22 Summary for Subcatchment 6S: subcatchment 3 Runoff 0.74 cfs @ 12.07 hrs, Volume= 0.052 af, Depth= 4.20" Runoff by SCS TR-20 method, UH=SCS,Weighted-CN,Time Span=2.00-27.00 hrs,dt=0.01 hrs Type III 24-hr 25-yr Rainfall=6.00" Area (st) CN Description 1,354 98 Paved parking, HSG D 5,065 80 >75%Grass cover, Good, HSG D 6,419 84 Weighted Average 5,065 78.91% Pervious Area 1,354 21.09% Impervious Area 1'c Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.7 15 0.0380 0.15 Sheet Flow,A Grass: Short n=0.150 P2=3.20" 0.4 22 0.0160 0.93 Sheet Flow, B Smooth surfaces n=0.011 P2=3.20" 0.9 85 0.0480 1.53 Shallow Concentrated Flow,D Short Grass Pasture Kv=7.0 fps 3.0 122 Total, Increased to minimum Tc=5.0 min Subcatchment 6S: subcatchment 3 Hydro graph OA 0.75- Type III 24-hr 03 0,65 25-yr Rainfall=6.00" 0.6 Runoff Area=6,419 sf 0.55 0.6 Runoff Volume=0.052 of 0.45 Runoff Depth=4.20" OA 0 Flow Length=122' 0.35 0.3 Tc=5.0 min 0,25, CN=84 0.2' 0,15 O'l 0.05 11 N , 0 14411:94ON: MOM '2 3 41"S 6 7 8"610 11 12 13 14 15 W 17 18 19 26 21 �.2 23 '24 i� 28 '27 Time (hours) post hydro Type W 24-hr 25-yr Rainfall=6.00" Prepared by(enter your company name here} Printed 2/11/2020 HydroCADO 10.00-19 s/n 09697 02016 HvdroCAD Software Solutions LLC Page2a Summary for Reach 513: wetlands [40] Hint: Not Described(Outflow=Inflow) Inflow Area= 0.627 ac, 23.50% Impervious, Inflow Depth= 2.82" for 25-yr event Inflow 1.41 efs @ 12.07 hrs, Volume= 0.147 of Outflow = 1.41 cfs @ 12.07 hrs, Volume= 0.147 af, Atten=0%, Lag=0.0 min Routing by Stor-Ind+Trans method,Time Span=2,00-27,00 hrs,dt=0.01 hrs Reach 5R: wetlands Hydrograph M Inflow El OUINow [-i 4 gfs Inflow Area=0.627 ac U. MI IMF, 0 4:" 7 8 9 Oil 12 131415 23 2 3 4 16 17 18 19 20 21 22 24 25 26 27 Time (hours) post hydro Type 11124-hr 25-yr Rainfall=6.00" Prepared by{enter your company name here) Printed 2/11/2020 H draCAD®10.00-19 s/n 09697 02016 H droCAD Software 5alutians t t C Pa e 24 Summary for pond 3P: rain garden Inflow Area n 0.332 ac, 34.98% Impervious, Inflow Depth = 4.52" for 25-yr event Inflow = 1.77 cfs @ 12.07 hrs, Volume= 0.125 of Cutfiow -. 0.48 cfs @ 12.42 hrs, Valume= 0.072 af, Atten w 73%, lag=20.8 min Discarded = 0.02 cfs @ 12.42 hrs, Volume= 0.023 of Primary - 0.46 cfs @ 12.42 hrs, Volume= 0.049 of Routing by Stor-Ind method,Time Span=2.00-27.00 hrs, dt= 0.01 hrs Peak Elev=245.68' @ 12.42 hrs Surf.Area=3,965 sf Storage=2,795 ct Plug-Flow detention time=242.3 min calculated for 0,072 of (58% of inflow) Center-of-Mass dot. time= 137.3 min ( 931.1 - 793.7) Volume Invert Avail.Stora e Storage Description #1 243.20' 4,578 cf Custom Stage Data(Prismatic) listed below Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic-feet) (cubic-feet) 243.20 1,744 0.0 0 0 245.20 1,744 35.0 1,221 1,221 245.35 1,871 100.0 271 1,492 245.40 2,885 100.0 119 1,611 246.10 5,592 100.0 2,967 4,578 Device __Ftou#ing Invert Cutlet Devices #1 Discarded 243.20' 0.120 inlhr Exfiltration over Surface area Conductivity to Groundwater Elevation = 241.20' 112 Primary 245.60' 8.0' long x 2.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 MO 0.80 1.00 1,20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 Qiscarded ®utFfow Max=0.02 cfs @ 12.42 hrs HW=245.68' (Free Discharge) 1=Exfiltration ( Controls 0.02 ofs) Primary OutFlow Max=0.45 cfs @ 12.42 hrs HW=245.68' (Free Discharge) ��2=Broad-Crested Rectangular Weir (Weir Controls 0.45 cfs @ 0.72 fps) post hydro Type/I/24-hr 25-yr Ralnfall=6.00" Prepared by(enter your company name here) Printed 2/11/2020 HyqrqCAD@ 10.00-19 s/n 09697 Q 2016 HvdroCAD Software Solutions LLC Rage 25 Pond 313: rain garden Hydro graph ------------- Initvw 17 Inflow Area=0.332 ac Peak Elev=245.68' Storage=2,795 cf Ca 2 3 4 5 6 7 8 9 10 11 12 13 14 15 15 17 18 19 20 21 22 23 24 25 26 27 Time (hours) post hydra Type 11124-hr 100-yr Rainfall=8.60° Prepared by{enter your company name here) Printed 2/11/2020 HydroCAD010.00-19 s/n 09697 02016 I l droCAD Software Solutions LLC Paw 26 Time span=2.00-27.00 hrs, dt=0.01 hrs, 2501 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatch meat 1S: subcatchment 1 Runoff Area=.14,465 sf 34.98% impervious Runoff Dopih=7.03" Flow Length=136' Tc=5.0 min CN=87 Runoff=2.69 cfs 0.195 of Subcatchment 4S: subcatchment 2 Runoff Area=6,408 sf 0.00% Impervious Runoff Depth=6.19" Flow Lang1h=106' Tc=5.0 min CN=80 Runoff=l.OB cfs 0.076 of subcatchment 6S: subcatchment 3 Runoff Area=.6,419 sf 21.09% Impervious Runoff Depth=6.67" Flow Length=122' Tc=5.0 min CN=84 Runoff=1.15 cfs 0.082 of I'loa ch 5r'; Inflow-3 60 rJs 0,?75 ^f Outfloww3.66 cfs 0.275 of Pond 3P: rain garden Peak Elev=245.80' Storage=3,300 cf Inflow=2.69 cfs 0.195 al Discarded=0.02 cfs 0.024 al Primary=1.80 cfs 0.117 of Outflow-1.82 cfs 0.142 of Total Runoff Area =0.627 ac Runoff Volume r 0.352 of Average runoff Depth=6.75" 76.50% pervious=0.479 ac 23,50%Impervious=0.147 ac post hydro Type W24-hr 100-yrRainfall=8.60" Prepared by(enter your company name here) Printed 2/11/2020 �(droCAD�91 0,20-19 s1n 09697 0 2016 HydroCAD Software Solutions LLC Page 27 Summary for Subcatchment 1 S: subcatchment 1 Runoff 2.69 cfs @ 12.07 hrs, Volume= 0.195 af, Depth= 7.03" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=2.00-27.00 hrs,dt=0.01 hrs Type III 24-hr 1 00-yr Rainfall=8.60" Area(sf) CN Description 3,716 98 Paved parking, HSG D 8,843 80 >75%Grass cover, Good, HSG D 1,344 98 Roofs, HSG D 562 91 Gravel roads, HSG D 14,465 87 Weighted Average 9,405 65.02%Pervious Area 5,060 34.98% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.0 31 0.0380 0.17 Sheet Flow,A Grass: Short n=0.150 P2=3.20" 0.8 100 0.0110 2.13 Shallow Concentrated Flow, B Paved Kv=20.3 fps 0.1 5 0.0100 0.70 Shallow Concentrated Flow, D Short Grass Pasture Kv=7.0,fps 3.9 136 Total, Increased to minimum Tc=5.0 min Subcatchment 1 S: subcatchment 1 Ulydrogriph 289 cis Type III 24-hr 100-yr Rainfall=8.60" Runoff Area=14,465 sf 2 Runoff Volume=0.1 95 of Runoff Depth=7.03" U. Flow Length=136' Tc=5.0 min CN=87 0 2' 3 a 6 6 7 a 9 10 "17 '�12' 13 4 76 1'6 13 18 1 791 T TO' 21. 2"2' 23 24 2.'5 26 27 Time (hours) post hydro Type III 24-hr 100-yrRainfall=8.60" Prepared by(enter your company name here) Printed 2/11/2020 HvdroCADO 10.00-19 s/n 09697 02016 HydroCAD Software Solutions LLC Pc age 28 Summary for Subcatchment 4S: subcatchment 2 Runoff 1.08 cis @ 12.07 hrs, Volume= 0W6 at, Depth= 6.19" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN,Time Span=2.00-27.00 hrs, dt=0.01 hrs Type III 24-hr 100-yrRainfall=8.600 Area(sf) CN Description 6,408 80 >75%Grass cover, Good, HSG D 6,408 100.00%Pervious Area Tc Length Slope Velocity Capacity Description (fttft) , fft/sec) (cf s) 4,0 50 0.0460 021 Sheet Flow, Grass: Short n=0.150 P2=3.20' 0.8 56 0.0270 1,15 Shallow Concentrated Flow, B Short Grass Pasture Kv=7.0 fps 4.8 106 Total, Increased to minimum Tc=5.0 min Subcatchment 4S: subcatchment 2 Hydro graph i" Runoff i"aa cis Type III 24-hr 100-yr Rainfall=8.60" Runoff Area=6,408 sf Runoff Volume=0.076 of i� Runoff Depth=6.19" 0 Flow Length=106' Tc=5.0 min CN=80 0 2 3 4 5 6 7 'il' '6 16 11 12 '1 5 1 '8' 20 21 22''2"3 '2"4'' 25 2617 11 1 6 1 1 1 Time (hours) post hydro Type III 24-hr 100-yrRainfall=8.60" Prepared by{enter your company name here) Printed 2/11/2020 HvdroCADO 10.00-19 s/n 09697 0 2016 Hy roCAD Software Solutions LLC Page 29 Summary for Subcatchment 6S: subcatchment 3 Runoff 1.15 cfs 0 12.07 hrs, Volume= 0.082 af, Depth= 6.67" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN,Time Span=2.00-27.00 hrs,dt=0.01 hrs Type III 24-hr 1 00-yr Rainfall=8.60" Area(sf) CN Description 1,354 98 Paved parking, HSG D 5065 80 >75%Grass cover, 6,419 84 Weighted Average 5,065 78.91%Pervious Area 1,354 21.09%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (C s 1.7 15 0.0380 0.15 Sheet Flow,A Grass; Short n=0.150 P2=3.20" 0.4 22 0.0160 0.93 Sheet Flow, B Smooth surfaces n=0.011 P2=3.20" 0.9 85 0.0480 1.53 Shallow Concentrated Flow,D Short Grass Pasture Kv=7.0 fps 3.0 122 Total, Increased to minimum Te=5.0 min Subcatchment 6S: subcatchment 3 Hydrograph j Eu n.:f:f j Type III 24-hr 1. 100-yr Rainfall=8.60" Runoff Area=6,419 sf Runoff Volume=0.082 of Runoff Depth=6.67" Flow Length=122' Tc=5.0 min CN=84 0 2 3 4 6 6 7 6 9 10 1"1" 12 13 14 15 16 17 16 19 20 2t 22 23 24 25 26 27 Time (hours) post hydro Type M24-hr 100-yrRainfall=8.60" Prepared by(enter your company name here) Printed 2/11/2020 HydroCAQG 10.00-19 s/n 09697 02016 HydroCAD Software Solutions LLC Pnge 30 Summary for Reach 5R: wetlands [40) Hint: Not Described (Outflow=lnflow) Inflow Area= 0.627 ac, 23.50% Impervious, Inflow Depth = 5,27" for 1 00-yr event Inflow = 3.66 cts @ 12.10 hrs, Volume= 0.275 of Outflow = 3.66 cfs @ 12.10 hrs, Volume= 0.275 af, Atten=0%, Lag=0.0 min Routing by Stor-Ind+Trans method,Time Span=2.00-27.00 hrs, dt=0.01 hrs Reach 5R: wetlands Hydro graph tad n ow 4 Inflow Area=0.627 ac 3 W 2 3 4 5 6 7 8 9 10 it 12 13 14 15 16 17 18 19 20 21 22 23 24 2.5 26 27 Time (hours) pit hydro Type !!!24-hr 100-yr Rainfall=8.60" Prepared by (enter your company name here) Printed 2/'I 1/2020 H droCADO 10.00-19 s/n 09697 ©2016 H droCAD Software Solutions LLC Pa o 31 Summary for Pond 3P: rain garden Inflow Area = 0,332 ac, 34,98% Impervious, Inflow Depth = 7.03" for 100-yr event Inflow - 2.69 cfs @ 12.07 hrs, Volume= 0.195 of Outflow 1.82 cfs @ 12.15 hrs, Volume= 0.142 af, Atten= 32%, L.ag= 4.7 min Discarded - 0.02 cfs @ 12.15 firs, Volume= 0.024 of Primary - 1.80 cfs @ 12.15 hrs, Volume= 0A 17 at Routing by Stor-Ind method, Time Span= 2.00-27.00 hrs, dt= 0.01 hrs Peak Elev= 245.80' @ 12.15 hrs Surf.Area= 4,427 sf Storage=3,300 cf Plug-Flow detention time= 175.3 min calculated for 0.142 at (73%of inflow) Center-of-Mass det. time=87.2 min (869.0 - 781.8) Volume Invert Avail.Stora e Stora e Description ##1 243.20' 4,578 cf Custom Stage Data(Prismatic) Listed below Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (CUl)IC-feet) {cubic-feet} 243.20 1,744 0.0 0 T 0 245.20 1,744 35.0 1,221 1,221 245,35 1,871 100.0 271 1,492 245.40 2,885 100.0 119 1,611 246.10 5,592 100.0 2,967 4,578 Device Routing Invert Outlet Devices 91 Discarded 243,20' 0.120 inlhr Extlitration over Surface area Conductivity to Groundwater Elevation = 241.20' ##2 Primary 245,60' 8.0' long x 2.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1,80 2.00 2.50 3.00 3.50 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 Discarded OutFlow Max=0,02 cfs @ 12,15 hrs HW=245.80' (Free Discharge) 1=Exftltration ( Controls 0.02 cfs) Primary OutFlow Max=1.80 cfs @ 12.15 hrs HW=245,80' (Free Discharge) t-2=Broad-Crested Rectangular Weir (Weir Controls 1.80 cfs @ 1.13 fps) past hydro Type 11124-hr 100 yr Rainfall=8.60" Prepared by{enter your company name here) Printed 2/11/2020 M draCADO 10.00-19 s/n 09697 Q 2016 H droCAD Software Solutions LLC w Pacie 32 Fond 3P: rain garden Hydro graph inflow zee°d�l ��t7u11krw 3 Inflow Areal=0.332 plc Peak Iev=245.00' toreem3,300 cf 1.02 Cis 2. , r sa cis %; r„ _a .... "r/�"""r^ !,r"'!'�"" '� W,r"" A s'°,.,frl r a'",.^'c'm" �..^" %ms�w /" ^^ '�/m'm","✓r „" d 2 3 4 5 6 7 6 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 Time (hours) _, t � _.. I r i - _: �._i ,' ,: �: � � � " i i t. .- ; . . .� -:i � .;-., � ., � ;,v�:, E 1< 0 F A/I Nu�V, Ito L;Aj o o I C ............. "o I 0. ly 10 6),jo 6 S"O o t") f i o INSTRUCTIONS :van-afiromsleC; 1E Sheet is nonautornated.Print sheet and complete using nand calcuiafions.Column A and B:See MassDEP Str'.aura!S%AP Table 7+.'ar-#.2008 2.The calculations must be Completed using the Column Headings specif;ed in Char,and do!the ExC('!va{um _c'8ing5 3.To complete Char.Column D.multiple Column S value within Row x Column,C value within Row 4.7o carnple!2 Chart Column E value,subtract CCtumn D value within Ron,,from Column C within Row 5-Taial TSS Removal=5um All Values in Column D Location-j 633 Tto� A TSS Remuvaf Starting TSS AMOUM 'Remaining MP Rate, Load* Rc oved (B'C) Load �c- i !Lr " Ij ii j i l �t E� I1 I li i} E_ r-' I' / para,e Form Weeds ^rbe Completed nor Each Total TSSe oval _ �i ! ilputser or BIL? Trai„ Project:I �,; Pvr��a —• j Prepared ,B : 'Equa remaining Inad from p;ev. ous BMF'(wJ 'es:e: i / l vihich'-,ters the SA P ^70;�-eutam�rec;SS Calcr,r�?tan Si'..,.m;.sr"ve'✓s._�i;Praorrer�ry�?✓F PreAcse� r.From i"t..11nbpCp V4.- p�; - f OPERATION AND MAINTENANCE LONG TERM POLLUTION PREVENTION PLAN FOR POST-CONSTRUCTION STORM WATER CONTROLS 633 TURNPIKE STREET—NORTH ANDOVER,M.ASSACHUSETTS OCTOBER 30,2019 GENERAL The Best Management Practice (BMP) used in the design of the 633 Turnpike Street project was chosen for the effectiveness at reducing peak discharge, treating the required Water Quality Volume for total suspended solids (TSS), and infiltrating groundwater. Routine maintenance is required for the BMPs, as proper maintenance is essential in achieving the desired result of improved water quality. This Operations and Maintenance (O&M)and Long Term Pollution Prevention Plan(LTPPP) is intended to cover the post- construction maintenance of the permanent BMPsl and site specific pollution prevention. MAINTENANCE REQUIREMENTS Qualified personnel shall inspect all components of the stormwater management system as outlined below. To be considered "qualified", personnel should have a working knowledge of the maintenance requirements of Stott])water BMP's and must be approved by the North Andover DPW. Qualified personnel shall be responsible for overseeing the required inspections and shall file annual reports with the lawn of North Andover officials. Additionally, a copy of the I nspec t ion[Maintenance Log, as further described herein,shall be provided to town of North Andover officials on an annual basis. SUMMARY OF MAINTENANCE REQUIREMENTS BMP MIN.FREQUENCY RESPONSIBLE PARTY Inspect and Trash Removal Monthly ANDOVER PEST CONTROL Mow 2 to 12 times per year ANDOVER PEST CONTROL Mulch Annually ANDOVER PEST CONTROL Fertilize Annually ANDOVER PEST CONTROL Remove dead vegetation Annually ANDOVER PEST CONTROL Prune Annually ANDOVER PEST CONTROL t Operations and maintenance or tentparary erosion and sedimentation controls utilized during construction will be covered by a 5rortmrutet Pultuntin Prevenami Plitt;as requited by the National Pollutant Discharge r-hmination System program of the Environmental Protection Agency and is not part of this O&M Plan. Page I of 5 Harchionda R Assoclaies, [.P OPERATION AND MAINTENANCE AND GANG POLLUTION PREVENTION PLAN FOR POST-CONSTRUCTION STORMWATFR CONTROLS 633 TURNPIKE STREET OCTOBER,2019 RESPONSIBILITY TO ADMINISTER O&M PLAN 'Phis section below (names and signatures) shall be updated with every change in ownership and/or person(s) responsible for adn-�inistering/fnancing the O&M of the system. Owner(s)of the stormwater management system: Name: k (n1CjAA('1. Name: ^ __ Signature: Wk gnature: Person(s)responsible for financing maintenance and emergency repairs: INSPECTION AND MAINTENANCE LOG A sample inspection and maintenance log to be used is attached to the end of this O&M Plan. At a minimum, any inspection and maintenance log used shall include the following items: • Date activity performed • Specific inspection/maintenonce task • Structural components inspected/maintained • Staff person or contractor performing activity • Supervisor verification of maintenance activity • Recommended additional maintenance tasks Page 2 of 5 Marchiouda&Associates, L.P. OPH RATION AND MAINTENANCE ANI) LONG POLLUTION PREVENTION PLAN FOR POST-CONSTRUCTION STORMIYATR11 CONTROLS 633 TURNPIKE STRE P"T Ocr(m ;R,2019 PROPOSED BIMPS AND CORRESPONDING O&M LL�'. .i)IrtF,IVII N r5: STREET SWEEPINCI: Street sweeping of access drives anti parking lots by a high efficiency or regenerative air sweeper(not rnechanical) shall be conducted once per quarter and monthly daring winter conditions (i.e. when roadway deicing has occurred). All street sweepings shall be handled and disposed of ill accordance with applicable local,stale and federal guidelines i!i1d ,.,f>t,l,1:#io :. MASH The Site's parking lots, landscaped areas and walkways shall be inspected for litter and trash monthly as pant of overall site maintenance. Any accunWlatc:d trash, litter and discarded materials in these areas shall be removed. No disposal of materials will be permitted within the landscaped areas or wooded areas on the Site. This prohibition applies to trash, fill material, construction debris, grass clippings,collected leaves and cut branches. All 0IV: The grass filter strip shall be mowed 2 to 12 Iirnes per year in order to provide proper maintenance. Al ULCH: The existing tnuleh should he removed and replaced with new fine-shredded hardwood trittle[) annually. F ERTT Gl7..E: The plants shall be fertilized annually to ensure healthy long lasting plants. REMOVE DEAD VEGET AT ION: If vegetation is dead it shoUld be removed and replaced. PRUME: Pay.v 3 O'S Mar'chionder c@ A.smcinles, L.P. OPERATION AND MAINTENANCE AND LONG POLLUTION PREVENTION PLAN FOR POST-CONSTRUCTION STORMIVATER CONTROLS 633 TURNPIKE STREET OCTOBER,2019 The plants should be pruned annually to provide a healthy long lasting plant. LONG TERM POLLUTION PREVENTION, MAINTTERrANC.`E OF LANDSCAPED AREA,S.' Fertilizers used for landscaping and lawn areas shall lie slow release, low-nitroger3 types (<5%) and shall not be used within 25 feet of a wetland resource area, and pesticides/lterbicides shall not be used within 100 feet of a wetland resource area, Furthermore, the use of any fertilizers, pesticides, and herbicides shall be in accordance with the manufacturer's recornrnendatious. WINTER MAINTI-"NANCF OF DRI VEWA YS AND PARKING LOTS: Snow storage shall take place on pervious surfaces to the extent practicable to tallow the snownielt to filter through the soil, leaving behind sand and debris that can be removed in the springtime. Snow shall not be stored in drainage collection areas or conveyance channels as this may block the system causing flooding. Furthermore, snow shall not be stared in or within 25 feet of a wetland resource area, No road salt,sodium chloride, or other deicing chemicals shall be used oil paved surfaces within 25 Feet of n wetland resource area. STORAGE OF WASTE PRODUCTS: Any outdoor storage of waste products shall be covered to prevent rainfall from picking Up contaminants from tine waste. This requirement shall include any dumpster(s)which shall have the lid(s)closed when not being loaded or unloaded. ILLICIT DISCHARGES: There shall be no illicit discharges to the stormwater management system. Illicit discharges are defined by 310 CMR 10.04 as follows: Page 4 of 5 Marchiofld(r 4,Assncifays. L.P- i OPERATION AND MAINTENANCE AND LONG POLLUTION PI EVEN'IJON PLAN FOR POST-CONSTRUCTION STORNMATER CONTROLS 633 TURNPIKE STREET OC'MBER,2019 "Illicit discharge means a discharge that is not entirely comprised of stormwelter, Arotwithstanding the foregoing, oil illicit discharge does not include disc'heoges from the JbIlowirrg activities or•fcrc•ilities:firefighting, +rotor line flushing, londsc'ope irrigotion, rarcoularninoled ground seater,potable %vatersources,foundation drains, oir conditioning;condensation, fooling drains, individual resident car washing,floss+s fi-orn riparian habitats and wedonds, dechlorinated waterfrorn swimming fools, water used for.street w0shing and realer used to clean residential buildings without detergents." Prior to the discharge of storntwater runoff to the post-construction stormwater(test management practices,an Illicit Discharge Compliance Statement shall he Stihmitted to the North vnrif.vimt that no illicit disrh%trs)les exis( on the site. Emmz 1 N,-Q,y 1aS 'Flie owner shall provide personnel with it list of emergency contact phone nurtthers to use to report a spill, At it mininium the list should include the DE,P Emergency Response Suction, art environmental cleanup contractor Rich as Clean Harbors, Inc., the Worcester Fire Department, and a contact person/phone number for the owner; a DEP Emergency Response 1(888)304-1133 a Clean Harbors, hic. 1(800) 645.8265 ® North Andover Fire Department 911 or (978) 688-9590 0 Owner Michael Riley(978)697-2094 While the above-listed phone numbers are current as of the writing of this O&M Plan, the owner shall be responsible for verifying these numbers prior to distribution to the homeowners. Additionally, the owner shall update and redistribute a list of emergency contact phone numbers to the homeowners every other year, or sooner should any changes occur. Cage 5 of Alm chionda&Associates, L.P.