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HomeMy WebLinkAbout2016-02-16 Application SPR f j 1 HAIGHT ENGINEERING PLLC P.O. BOX 1166 181 WATSON ROAD �_" . E" DOVER,NH TES,:(603)750-4266,FAX:(603)749-7348 2015 NOV r 3 A 1{�` 21 1 � U November 12,2015 NOR,I I AilDOVE . .lean Enright, Interim Planner HASSACHUSE�'�' Conununity Development,Town of N. Andover 1600 Osgood Street, Suite 2035 N. Andover MA 01845 Re: Site Plan Review "C&C Auto Corporationp1 Parcel 210/106D/0047 1812 Turnpike Street Dear Ms. Enright, On behalf of the applicant, C&C Auto Corporation,we are requesting that the above referenced "Site Plan"be placed on the next available Planning Board agenda for formal review. The applicant is proposing to construct additional facilities on the above referenced parcel.to include a 6 station(interior) car repair facility and an attached 12 seat pizza/sub shop style restaurant with associated parking areas. Attached for your information and use are the following documents (3 each): • Site Development Site Plan(24"x36") • Building floor plan and elevations • Special Permit- Site Plan Review Application • Abutters List and certified mailing slips • Owner Authorization • Project Narrative • Wetland Delineation Report • Traffic Memorandum • Drainage Analysis (under separate cover) Please let me know if you need any additional information. Sincerely, HAIGHT ENGINEERING, PLLC Stephen J. Haight C.C. C&C Auto Corporation r HAIGHT ENGINEERING, PLLC P.O. 13OX 1166,181 WATSON ROAD DOVER,NH TEL! (603)750-4266,FAX; (603)743-7348 Application Special Permit- Site Plan Review 2 l �aaary i $0 �Ssac►►us� PLANNING DEPARTMENT Community Development Division Special Permit — Site Plan Review — instructions 4 Procedure and Requirements for Filing an Application for Site Plan Review, The following Information must be submitted thirty(30)days prior to the first public hearing. Failure to submit the required information within the time periods prescribed may result in a dismissal by the Planning Board of an application as incomplete. The Information herein is an abstract of more specific requirements listed in the Zoning Bylaw and is not meant to supersede them. Stop 1: Pick up application package: The petitioner picks up complete application package Step 2: Special Permit Application Form: Petitioner completes three(3)copies of the application form.All information as required shall be completed. Step 3: Plan Preparation: Petitioner submits all of the required plan Information as cited in sections 8.3 and 1031 in the North Andover zoning Bylaw. Step 4: Submit Application: On or before noon on the application deadline date the petitioner goes to the Town Clerk to obtain a time stamp on three(3) applications. Leave one application with the Town Clerk and bring two(2)time stamped applications to Elie Planning Department. Petitioner submits to the Planning Department two(2)sets of full size plans 1"=40'no larger than 24"06" prepared by a Registered Professional Engineer or Land Surveyor. Petitioner submits an additional three(3)sets of plans no larger than 11"x17". Petitioner must submit an electronic PDF version of all submission material. Application must include submittal of outside consultant review escrow form, Step 5: Submit Filing Fees: The petitioner submits two separate checks for filing fees and outside consultant fees. SEE FEE SCHEDULE Step 6: Mail Application to Outside Consultant: The petitioner mails a copy of the plan and application to the outside consultant for review,Please contact the Planning Department for more information. �- Step 7: Notification of Parties in Interest: Petitioner picks up an updated certified abutters list from(lie Assessor's office(located at 120 Main St.) It is to he submitted as part of the application submittal. i r Step 8: Legal Notice: The petitioner is responsible for delivering the legal notice to the newspaper to be published and is responsible for costs for same. The petitioner is responsible for the costs for certified mailing of the legal notice to each abutter. See specific updated instructions for certified mailing of legal notices on the Planning Department website. Step 9: Public Hearing before the Planning Board: Page I oC5 1600 Osgood Street,Barth Andover,Bldg.20,Suite 2.36 Planning Dept.,Massachusetts 01845 Phone 978.688.9535 fax 978.688.9542 Web www.towiiofiioriliaiidover.com Edised 9/30/10 The petitioner should appear in hisihor behatf,or be represented by an agent or attorney. In the absence of any appearance without due cause on behalf of the petitioner,the Planning Board shall decide on the matter by using the information it has otherwise been provided. a Step 10: Decision: Decision is sent to the petitioner. Any appeal of the Planning Board's decision may be made pursuant to Massachusetts General Laws Ch.40A sec, 17 within 20 days after the decision is filed with the Town Clerk. Step 11,.Recording Certificate of Decision Plans: The petitioner is responsible for recording certification of the decision and any accompanying plans at the Essex North Registry of Deeds,Lawrence Massachusetts, Petitioner should bring In one recorded copy of the decision and three paper copies of the recorded plan of land along with the proof of recording cash register slip to the Planning Department Page 2 01-5 1600 0s9nod Street,north Andover,Bldg.20,Suite 2-36 Planning Dept.,Massocl}use€ts 01845 Phone 978.688.9535 fax 978.688,9542 Web www.town0northandover.corn Edited 9130/10 1 1 Special Permit — Site Play Review l GENERAL.REQUIREMENTS TO BE MTT FOR OBTAINING A SITE PLANT REVIEW SPECIAL ➢ Adequate and appropriate facilities will be provided for � PERMIT the pxoper operation of the proposed use; Written Documentation Y The Special Permit Granting Authority shall not grant Applications for a special permit must be supported by a any Special Pennit unless they make a specific finding legibly written or typed memorandum setting forth in detail all that the use is in harmony with the general purpose and facts relied upon.Addressing each of the below points intent of this Bylaw. Individually is required with this application. SPECIFIC REQUIREMENTS TO BE MET FOR OBTAINING Encouraging the most appropriate use of land; A SITE PLAN REVIEW SPECIAL PERMIT Y Preventing overcrowding of land; ConseiA ing the value of land and buildings; Written Documentation > Lessening congestion of traffic; Applications for a special permit must be supported by a > Preventing undue concentration of population; legibly written or typed memorandum setting forth in detail all ➢ Providing adequate light and air; facts relied upon. ➢ Reducing the hazards from fire and other danger; A Assisting tz} the economical provision of See Bylaw Section 8.3 Site Plan Review, transportation,water,sewerage,schools,panes,and other public facilities; Y Controlling the use of bodies of water, including watercourses; Reducing the probability of losses resulting Born floods;and Reserving and increasnag the amenities of the Town;AND ZONINTG BYLAW SECTION 10.31 The Special Pcrrut Granting Authority must have all the folloMng conditions ruet: The specific site is an appropriate location for such a use, structure or condition; The use as developed will not adversely affect the neighborhood; i There will be no nuisance or serious hazard to vehicles or pedestrians; NOTE, A Special Pcriuit once rated la the aiuu Board e ' c"1 1 n gra y Pl rrg : «r1L laps rt�hx�o (2)}eats if riot exercised unless the Platuiing Board grants an extension. _ Page 3 of+_ 1600 Osgood Street,Nortli Andover,81dg.20,Suite 2-36 Planning Dept.,Massachusetts 01845 Phone 978.688.9535 Fax 978.688.9542 Wei)www.townofnortlrcndoyemom );diced 9/30/10 i JkOR Y" O 4�CIE- y`84' n r °aq wocaueAKh�� � .� °Rtitxo SS'ACN0S PLANNING DEPARTMENT Community Development Division Special Pet<mit—Site Plan Review Application Please type or-print clearly. 1.Petitioner: C&C AUTO CORPORATION Petitioner's Address: 268 RALEIGH TAVERN LANE N.ANDOVER MA 01845 Telephone number:_(978)852-8505 2,Owners of the Land: JEAN PROULX Address: Number of years of ownership: 3.Year lot was created: PRE 1958 4. Description of Proposed Project: THIS PROPOSAL IS FOR A 1 1/2 STORY 5,000 SF+1- BUILDING FOR AN AUTOMOBILE REPAIR FACILITY WITH AN ATTACHED PIZZA/SUB RESTUARANT, THE EXISTING BUILDING WOULD BE RAZED AND THE NEW BUILDING WOULD BE CONSTRUCTED IN THE SAME LOCATION. THE EXISTING CURB CUTS WILL REMAIN THE EXISTING_PARKING AREAS WILL REMAIN AND ADDITIONAL AREAS WILL BE ADDED 5, Description of Premises: EXISTING 1 STORY WOOD FRAMED BUILDING PREVIOUSLY AN_EQUESTRIAN STORE 6.Address of Property Being Affected: 1812 TRUN PIKE STREET Zoning District: GENERAL BUSINESS Assessors Map: #210 Lot#: 106D10047 Registry of Deeds: Book#: 902 Page#: 119 7. Existing Lot: Lot Area(Sq. Ft): 40,521 Building Height: 18 Street Frontage: 431.36 Side Setbacks: 12.7` Front Setback: 25 Rear Setback: 0 Floor Area Ratio: 12% Lot Coverage: 8, Proposed Lot(if applicable): Lot Area(Sq. Ft): 40,521 Building Height: 22' Street Frontage: 431.36 Side Setbacks: 12.7' I Page 4 of 16DO Osgood Street,North Andover,Bldg.20,Suite 2-36 Planning Dept.,Massadiusetts 01845 Phone 978,698,9535 Fax 978.689.9542 Web www.townofnorthandover.com Edited 913011 a I i i Front Setback: 29.7` hear Setback: 0 Floor Area Ratio:-ay.- . �� ---- Lot Coverage;_._.. 9.Required Lot(as required by Zoning Bylaw): Lot Area (Sq. Ft): 25,000 Building Height: 45' Street Frontage: 125 Side Setbacks: 25, Front Setback: 25' Rear Setback: 35 Floor Area Ratla; Lot Coverage: 10. Existing Building(if applicable): Ground Floor(Sq, FQ: 4420 4 of Floors; 1 Total Sq, Ft.: 4 _ Height-, 1W Use: EQUESTRIAN STORE Type of Construction: WOOD 11.Proposed Building: Ground Floor(Sq.Ft.): 5 o00 #of Floors: 1 1/2 Total Sq, Ft, 5,000 Height: 227 Use: AUTO REPAIRIRESTUAfiANT Type of Construction:—NEIAL— 12,Has there been a previous application for a Special Permit from the Planning Board on these promises? If so,when and for what type of construction? 13.Section of Zoning Bylaw that Special Permit Is Being Requested 8.3 14.petitioner and Landowner signature(s): Every application for a Spacial Permit shall be made on this form, which is the official fonn of the Planning Board. Every application shall be Bled with the Town Clerk's office. It shall be the responsibility of the petitioner to furnish all supporting documentation with this application, The dated copy of this application received by the Town Clerk or Planning Office does not absolve the applicant from this responsibility. The petitioner shall be responsible for all expenses for filing and legal notification. Failure to comply with applicatlon requirements, as cited herein and in the Planning Board Rules and Regulations may result in a dismissal y the Planning Board of this application as Incomplete. Petitioner's Signature; Print or type name here, Owner's Signature f Print or type name here: C r 15, Please list title of plans and documents you will be attaching to this application. NARRATIVE, SITE DEVELOPMENT PLANS WETLAND DELINEATION REPO ABUTTERS LIST TRAFFIC MEMORAND SUBMITTAL FEES Paize 5 of'5 1600 Osgood Street,Ilorth Andover,Bldg.20,Suite 2-36 Plnen1119 Dept.,Massachusetts 01845 Phone 978.688.9535 Fox 978,688.9542 . W©b www,towno€norfhand©ver.cam Edited 9/30110 HAIGHT ENGINEERING, PLLC P.O.BOX 1166, 181 WATSON ROAD DOVER,NH TRU(603)750-4266,FAX: (603)749-7348 Abutters List 3 k 1 I Abutter to Abutter( ) Building Dept. ( ) Conservation 70ainrg (' j Town of North Andover REQUIREMENT, MGL 40A,Section 11 stales in part"Parties in Interest as used In Ibis chapter shall mean.the petitioner, F..bts(lers,o:m>:rs of land�ri(eouy opposiiaca any pubya or pAvalo wq,end abtstlers to abulters V41hirl three hundred{3W)feel of the prop"fine of the petikluner as they appear on it:a mosi recent appricable lax rst,nol vAthslanding 11W lha land of any such ovmer Is located In another city or town,tlta planning hoard of the eity or won.and the piannIng board of every a1mbr g city or tan.` Sub ect Pro ert i MAP PARCEL Name Aiddress I WD 47 Jean Proulx 1812"furnpike Street,Nortrh Andover,MA 01845 Abutters Pra ernes Alai) Parcel's Name tJdresS 10&D 33 Nolfh Andover Holdings LLC 231 Sullon Slreet Suite i B.,Morlh Andover,MA 01845 10&D 45 Stonewall Plaza LLC 325 North lvriin Street Unit i58,Middleton,MA 01949 107-B 77 aing He 1845 Turnpike Street,Norih Andrver,MA 01a45 107.8 84 Nutsing&Reltrement Center No Hoallh Care Reit,45bo Gar(Street,Toledo,OH 43015 )07.13 171 $172 Forest View Homeowners 49 Garnet Circle,North Andover,MA01845 This certlf es flln(tlis rl pmeg appearing 01) #tze records of the fosse scars {f'_'0 as of CQitified by. 4 i F E i , HAIGHT ENGINEERING, PLLC P.O.BOX 1166,181 WATSON ROAD DOVBR,NH TEL:(603)750-4266,Z+AX: (603)749-7348 Owner Authorization 4 I i Monique R. Prouix 14 Lily Pond Road Boxford, MA 01921 Novmber 9, 2015 To whom it may concern: 1, Monique proulx, individually and as Personal Representative of the estate of Jean Paul R. proulx,give permission to C &C Auto Corporation to seek,a special permit(site plan) from the North Andover PImning Board for real estate at 1812 Turnpike Street,North Andover. Mon ue ul HAIGHT ENGINEERING, PLLC P.O.BOX 1166, 181 WATSON ROAD DOVER,NH TRL:(603)750-4266,FAX: (603)749-7348 PROJECT NARRATIVE The subject parcel is located at 1812 Turnpike Street and is within the General Business zone. The site c-urently contains a I story wood franc structure that was formerly an equestrian apparel and equipment store. The equestrian store is no longer in business. The applicant is proposing to raze the existing building to construct a 5,000 s.f. 1 1/2 story metal frarxae budding to house a 6 bay auto repair facility and an attached 12 seat pizza/sub shop restaurant. The new building will be constructed within the"existing"building envelop thereby maintaining current building setbacks to property lilies. The building will have an overhead door access Site Access: The parcel currently has 2-points of access: a shared 26' wide driveway (with the abutting lot) off of Berry Street and the main 29'wide entrance off of Turnpike Street. Both these points of access wilL be maintained, Turnpike Street is controlled by Mass Highway. The applicant will coordinate with MASSDOT District 3 regarding obtaining an updated access permit. Traffic: TEPP LLC (King Eric Hazarvartian,Ph.D., P.E.,PTOE) has prepared a Traffic Memorandum. The analysis indicates that the proposed use does not meet or exceed any MEPA thresholds and that the accesses are sufficient and adequate for the intended uses. There are no changes required to the accesses to acconaniodate the new uses, Parking: The site currently has 25 undefined(not lined)parking spaces. By "Table of Off-Street Parking Regulations" the proposed use requires: 28 spaces. {Car repair: 6 service bays x 2 spaces each= 12 spaces, 1,000 sf/1000 of storage x 1.5 �2 spaces) ; {Restaurant at 900 sf/1000 x 15 = 14 spaces } . The site layout provides for 28 spaces and adequate space for on-site maneuvering. Screening: The vegetated buffer along Berry Street will be undisturbed and a decorative 6' high solid fence will be installed along Turnpike Street. The existing split rail fence along turnpike Street will remain and will be incorporated into the new site layout. Additional plantings are proposed along Turnpike Street. Utilities: Existing utilities include a 1" City water service and an on-site septic systeni and overhead power and telephone from a pole on Berry Street. The proposed utilities include maintaining the existing 1" domestic water service, installing a new 6" fire service line, abandoning the existing septic system and extending a gravity sewer service to the existing sewer manhole 449E at the intersection of Berry and Turnpike . At present it is contemplated that the repair facility will heat with waste oil and the restaurant will use propane for their heating and for the kitchen 5 i p I i HAIGHT ENGINEERING, PLLC P.O. BOX 1166, 181 WATSON ROAD � DOVER,N1I Tr,L:(603)750-4266,FAX:(663)749-7348 uses. The restaurant will also have grease traps up stream of their discharge to the sewer system oil site. Wetlands: There are no wetlands on site (see Gove Enviroliniental Services Inc. report). However there is a wetland resource on the west side of Turnpike Street and the 100' buffer extends about 17' into a small section of the parcel. No changes to the existing conditions within the buffer on the site are contemplated with this development, The plans have been forwarded to the Conservation Administrator for review and comment and the applicant will file with the Conservation Conu-nission if required. Drainage: A hydrologic/drainage analysis is under way and will be submitted udder sepaz•ate coves. The analysis and design will comply with North Andover's stormwater regulations. Dust will likely be created during construction but will be minimal once the site has been regraded and stabilized. Site grading to accommodate the facility components will incorporate appropriate storin water erosion/sedii-nentation n-iitigation BMPs. Appropriate Buffers will be maintained with the existing vegetation and provided with fencing and supplementary plantings. Lighting: Site lighting will consist of wall n-iounted and pole mounted LED fixtures shielded to direct light into the site and a"dark sky"distribution. As there will be customer cars stored on site either waiting to be repaired or waiting for pickup, it is anticipated that security facility lighting will be maintained during all right time hours. Light and glare will be consistent with current operational levels and will not impact abutting properties or public highways or streets. Waste disposal: A pair of dumpsters will be provided in an enclosed dumpster pad area at the rear of the building and will be screened with chain liuk fence with green privacy slats. Hours of Operation.: Auto repair Monday--Friday 7 aiu---7 pin Saturday S am---5 pin Restaurant Monday-Sunday 10 arn- 11pm 6 H.A.IGHI` ENGINEERING, PLLC P.O.BOX 1166,181 WATSON ROAD DOVER,NH TF-L:(603)750-4266,FAX., (603)749-7348 Wetland Delineation Report GOVE ENVIRONMENTAL SpRv1cE�5, INc. Septetnnber 25, Stephen J, Haight, P.E, Haight Engineering, P.L,L.C, j P.O. Box 1166 181 Watson Road Dover,New Hannpshire 03820 Subject. Wetland Delineation Report Berry Street,North Andover, MA 1 Dear Mr, Haight: Per your request, this letter is to verify that Gove Environmental Services, Inc.,performed a site inspection to identify wetlands at the above-referenced property. Wetlands were evaluated utilizing the following standards: 1. US A-imy Corps of Engineers Interim Regional Supplement to the Corps of Engineers Wetland Delineation.Manual: Northcentral and Northeast Region, Teclunical Report ERDC/EL TR-10-12 (Oct 2012). 2. Field Indicators of Hydric Soils in the United States,A Guide for Identifying and Delineating Hydric Soils, Version 7.0. United States Department of Agriculture (2010). 3. North American Digital Flora: National Wetland Plant List,Version 2.2.1 (2009). 4, USFW Manual FWS/OBS-79/31 (1979). Based on the above standards and a thorough review of the site,no wetlands were found. If I can be of fiuther assistance,please feel free to contact nnc at(603) 778-064 . Sincerely, Luke b. Hurley, CWS, SSA, CES SWI Vice President Gove Environunnental Services,Inc. 8 Continental Dr Uaut H, Exeter, NH 03833-7507 Pli (603)778 0644/Fax(603)778 0654 uzrrzo,gesrnc.lrrz infoC�gcsrir�liz ' i I 1rYNKb✓�N r]jg+rol.v�coryy •; r rd�^++� f .nr�...un..• rn ,r v.V F 1 T T [6400.4M TO�Rx« ' rv7 j f r7d dl� 'Y�ta$� 4cyteYp+�t N pdwn airsmro;a^L'+t. r El�A[J dArb N N1Ypry �$L 1 �° �'Rrb'[YCS' l nei 1 lnervr .rv�..ya%l �s ViS !fL'! ta>Y1r �u�e•Nsn� - of -�- _._._._• TM �>Cz�'7=sS' a... +� V • sv ,r8ss: I oroar 1 J -�S'F.-61>•/S`S' _ y � . —3 I • y 6S� ~�r oz>v v-sti Jr.'w::-e; e t E HAIGHT ENGINEERING, PLLC P.O. BOX 1166, 181 V4'ATSON ROAD DOVER,NCI Tlx.:(603)750-4266,FAX:(603)749-7348 Traffic Letter i TRANSPORTATION AND POLICY MEMORANDUM 93 Stiles Road, Suite 201, Salern, New Hampshire 03079 USA 800 Turnpike Street, Suite 300, North Andover, Massachusetts 01845 USA Phone(603) 212-9133 and Fax (603) 226-4108 Email tepp@teppllc.com and Web www.teppllc.com Ref: 1315 Subjcct: Traffic Assessrirent �u OFM��s� 1812 Turnpike Street Redevelopment North Andover, Massachusetts U M[L From: Kira Eric Hazarvartian,Ph.D.,P.E., PTOE No,32570�p Principal °fiF�spN �``'w Date: November 12, 2015 INTRODUCTION Haight Engineering, P.L.L.C. has retained TEPP'LLC to prepare this traffic-assessment merno- randum (TAM). This TAM regards the proposed redevelopment of 1812 Turnpike Street in the Tower of North Andover, Massachusetts. This TAM concludes that: • calculated daily trip generation is below- the relevant transportation-impact-review threshold in the Massachusetts Enviromnental Policy Act (MEPA) • tabulated peak-hour trip generation indicates no need for further traffic-impact analysis • the proposed redevelopment is anticipated to have no significant overall traffic impact PROPOSED REDEVELOPMENT The existing site: • includes one building with a floor area of about 4,450 square feet(sf) • had an equestrian retail store as the previous use The redevelopment program: • removes the building • provides one automobile repair shop with a floor area of about 4,100 sf • provides one restaurant with a floor area of about 900 sf 1315 20151112 TAM,docx 4 1 1 TRIP GENERATION The Institute of Transportation Engineers (ITE) publishes trip-generation information in the au- thoritative reference Trip Gerieratioo M onual.1 This information is based on empirical data for a variety of laud uses including: • specialty retail, land use 826, based on floor area • fast-food restaurant without drive-through window, land use 933, based on floor area3 • automobile care center, land use 942,based on floor area¢ Table I shows calculated increased vehicle-trips due to the proposed redevelopment: • weekday daily, 544 (total of in and out) • weekday AM-street-peak hour, 9 (6 in and 3 out) • weekday PM-street-peak hour,25 (13 in and 12 out) • Saturday daily, 536 (total of in and out) • Saturday peak hour, 50 (25 in and 25 out) These calculated increased vehicle-trips are conservatively high in that they do not reflect: • reductions in external trips due to internal trips shared between the two proposed uses • reductions in primary trips added to the area due to pass-by trips drawn from traffic otherwise on Turnpike Street CONCLUSION The tabulated calculations indicate less than 1,000 vehicle-trips per day due to the proposed re- developm.ent. This is below the relevant MEPA transportation-impact-review threshold. ITE suggests that land developments generating at Ieast 100 peals-hour vehicle-trips, in the busier direction, are candidates for consideration of traffic-impact analysis.5 The tabulations indicate less than 100 peals-Hour vehicle-trips, in the busier direction, due to the proposed redevelopment. r ITE, Trip Generation Alfanaial,9`� edition(Washington DC,2012). 'ITE,Trip Generation Manual, pages 1578 to 1587. 'ITE,Trip Generation hfanual, pages 1903 to 1909. ITH, Trip Generation Monual,pages 1973 to 1980, 5 ITE, Manual of Transportation Engineering Sludies (Prentice Halt: Englewood Cliffs, Ne'Av Jersey, 2000), page 144. 1315 20)51112 TAM,docx 2 r ! 1 Table • 1 Vehicle-Trips Proposed Uses and Floor Areas Previous Equestrian Automobile Time Period and Retail Repair Shop Restaurant Direction 4,450-SF Floor Areaa 4,I00 SFb 900 SFe Total Difference Weekday Daily 197 97 644 741 544 Weekday AM-Street-Peale Hour In 0 6 0 6 6 Out 0 3 0 3 3 Total 0 9 0 9 9 Weekday PM-Street-Peale Hour In 5 6 12 18 13 Out 7 7 12 19 12 Total 12 13 24 37 25 Saturday Daily 187 97 626 723 536 Saturday Peale Hour In 5 6 24 30 25 Out 7 7 25 32 25 Total 12 13 49 62 50 a Based on ITE, 7Y•ip Generation Manual,9th edition,specialty retail center,land use 826. Saturday peak-hour estinuu ted as equal to weekday PM-street-peak hour, b used on ITE, 711P Generation Alaimal,9th edition,automobile cane center,land use 942. Weekday daily estimated as equal to Saturday daily. Saturday peak-hour estimated as equal to weekday PM-street-peak hour. a Based on ITE, Trip Generation.Manual,9th edition,fast-food restaurant without drive-through window,land use 933. Restaurant hours do not include the weekday AM-street-pear hour. hi summary, the proposed redevelopment is anticipated to have no significant overall traffic im- pact. E 13I5 20151112 TAM.docx 3 i DRAINAGE ANALYSIS for Turnpike Automotive Repair North Andover, MA December, 2015 Prepared For: C & C Auto Corporation 268 Raleigh Tavern Lane North Andover, MA 01845 Prepared By: Haight Engineering, PLLC 181 Watson Road, PO Box 1166 Dover, NH 03820 4i ® STEPHEN J. HAIGHT Cflm- u� CONTENTS 1.0 INTRODUCTION 2.0 DRAINAGE ANALYSIS 2.1 DRAINAGE DESIGN PARAMETERS 2.1.1 Watersheds 2.1.2 Soils 2.1.3 Rainfall Data 2.1.4 Runoff Curve Numbers 2.2 EXISTING CONDITIONS 2.2.1 Table A-- Existing Conditions Hydrology 2.3 DEVELOPED CONDITIONS 2.3.1 Table B -- Developed Conditions Hydrology 3.0 APPENDIX A— HYDROLOGIC CALCULATIONS A-1 Existing Watersheds . Drainage Diagram • Area Listing, Soil Listing and Ground Cover • Extreme Precipitation Tables • 2-yr Storm Node Listing 10-yr Summaries • 25-yr Storm Node Listing • 100-yr Storm Node Listing A-2 Developed Watersheds . Drainage Diagram . Area Listing, Soil Listing and Ground Cover • 2--yr Storm Node Listing • 10-yr Summaries • 25-yr Storm Node Listing • 100-yr Storm Node Listing 4.0 APPENDIX B — MAPS B-1 Pre-Developed Conditions B-2 Post-Developed Conditions 4 ti 1.0 INTRODUCTION This is a hydrologic analysis of the 0.93 acre ± subject parcel, Lot No. 47 of Tax Map No. 106.D, located at the corner of Turnpike Street and Berry Street in North Andover, MA. The site is bounded to the north by Berry Street and a multi family residential complex, to the east by a multi-use commercial plaza at 1820 Stonewall Place, to the south by Turnpike Street, and to the west by the intersection of Turnpike Street and Berry Street. The property has an existing retail property, shed and the associated paved driveway and parking areas with the remainder of the lot being a grassed area outlined by a stone wall. The topography of the site is best described as flat with a slight dip in the center of the rear yard and the existing paved area in front of the building draining to an existing culvert at the retaining wall. The project proposes the demolition of the existing building and shed and the construction of a 5,000 sf +/- 1 1/2 story building (generally within the same footprint as the existing building), for an automotive repair facility with an attached pizza/sub restaurant. The existing driveways and parking areas are to remain. Additional parking will be added behind the building along with drainage and landscaping improvements. To effectively analyze the pre-development watershed, the watershed has been divided into five (5) points of analysis (sub-watersheds A,B,C,D & E). The onsite drainage improvements have been designed to provide mitigation of both stormwater quantity and quality. All roof runoff will be directed to an infiltration area to the side of the building, runoff from the rear parking area is directed to an area of porous pavement and the front parking area will continue to drain to the existing drain pipe at the retaining wall. The post development analysis is modeled using the same five points of analysis developed for the pre-development model. The developed watersheds have been further divided into subcatchments to accurately model post-development conditions. The model represents the drainage design and the mitigation measures utilized while allowing direct comparison between pre and post development. The analysis indicates that with the mitigation measures proposed and implemented there will be no measurable impact to the watershed as a result of the proposed development of the site. 2.0 DRAINAGE ANALYSIS A comprehensive hydrologic study of this site has been performed utilizing nationally recognized runoff estimating techniques developed by the USDA, Soil Conservation Services (SCS). The technique and runoff models are described in various SCS publications and references as follows: "Civil Engineering Reference Manual, Eleventh Edition" "Open-Channel Hydraulics" Chow. "Stormwater Modeling System" HydroCAD Ver. 10.0 2.1 DRAINAGE DESIGN PARAMETERS A brief review of the procedures and parameters used in the drainage study follows: 2.1,1 Watersheds The subcatchment areas were delineated using on-site topographic survey data provided by Ashkar Engineering. 2.1.2 Soils Soil types were determined utilizing the MassGIS online mapping tool (OLIVER) at http://maps.massgis.state.ma.us/map_ol/oliver.php which references the Essex County, Massachusetts area. The soil drainage classification used for this analysis is Class B. Soil/Soil Group: SrA-Sudbury fine sandy loam, 0 to 3 percent slopes Hydrologic Drainage Class: B 2.1.3 Rainfall Data Extreme precipitation estimate values from the Northeast Regional Climate Center were utilized in this analysis. The analysis has been performed for the 2- year, 10-year, 25-year, and 100-year storm events with 3.17", 4.83", 6.16", and 8.89" rainfall depths respectively. 2.1.4 Runoff Curve Numbers The SCS runoff curve numbers were used and are summarized within each subcatchment drainage summary in Appendix A. 2.2 EXISTING CONDITIONS For purposes of this analysis the subject parcel was analyzed as five watershed areas. Table A contains the pre development peak flow rates for the associated storm events. 2.2.1 Table A— Existing Conditions (2, 10, 25, and 100--yr storm events) Watershed [::P:r�eDev�elopm�entPeak Flows�(cfs) i i 3 1 100- r 2:yr I P.:)C�' 2v--Y-r .�...Y_ A 0.35 0.58 0.71 0.87 B 0.01 0.02 0,03 0.52 C N/C - D NIC - - - E 0.15 0.23 0.29 Q.42 2.3 DEVELOPED CONDITIONS The post-development analysis has been analyzed as five watershed areas to allow direct comparison of the Pre and Post models. The post development watersheds have the same summing point as the pre development analysis. Table B contains the post development peak flow rates for the associated storm events. 2.3.1 Table B - Developed Conditions (2, 10, 25, and 100-yr storm events) Watershed Post Development Peak Flows (cfs) 2 yr 10 yr 25:Yr 700-yr A 0.47 0.63 0.72 0.86 B 0.01 0.02 0.03 0.06 C N/C - - D NIC - - - E 0.14 0.24 0.31 0.45 Comparison Chart Watershed Pre/Post Development Peak Flows (cfs) 2-yr '10-yr 25-vr 10o-yr A 0.36/0.47 0.58/0,63 0.71/0.72 0.87/0,86 B 0.01/U1 0.02/0.02 0.03/0.03 0.64/0.06 C N/C - - - D N/C - - - E 0.15/0.14 0,23/0.24 0.29/0.31 0.42/0,45 APPENDIX A HYDROLOGIC CALCULATIONS i I I A-1 EXISTING WATERSHEDS Al � B1 �Y Reach RI Pip PI Ret R2 A B C D E Rowing Diagram for 1526 - Pre Prepared by Haight Engineering, PLLC, Printed 12130/2015 M , < HydroCAD®10.00-12 s/n 03240 0 2014 HyrkoCAD Software Solutions LLC 1 1526- Pre Prepared by Haight Engineering,PLLC Printed 1213012015 H dy roCAD@ 10.60-12 s►n 03240 0 2014 HydroCAD Software Solutions LLC Page 1 i Area Listing(all nodes) j Area CIS Desoription (acres) (subcatcnment-numbers) 0.520 61 >76%Grass cover,Good,HSG B (Al,A2,B1,C,D,B) 0.312 98 Paved parking, HSG B (Al,A2,B1,C,D,l ) 0.098 98 Roofs,HSG B (Al,A2) 1526- Pre Prepared by Haight Engineering, PLLC Printed 12/30/2015 H roCAD@ 10.00-12 *03240 ©2014 H droCAD Software Solutions LLC Paw 2 Soil Listing(all nodes) Area Soit Subcatchment (acres) Groin Numbers 0.000 HSG A 0.930 HSG B Al,A2,B1,C,D,E 0.000 HSG C 0.000 HSG D 0.000 Other I I 1526-Pre Prepared by Haight Engineering, PLLG Printed 1213012M HydroCAD@ 10.00-12 sin 03240 ©2014 HydroCAD Software Solutions LLC _ Pacte_3 Ground Covers(all nodes) HSG-A HSG-B HSGC HSGC Other Total Ground Subcatchment (acres) (acres) (acres) (acres) (acres) (acres) Cover Numbers 0.000 0.520 0.000 0.000 0.000 0.520 >75%Grass cover,Good A1,A2,131,C,D,E= 0.000 0.312 0.000 0.000 0.000 0.312 Pavedpaftg Al,A2,131,C,D,E 0.000 0.098 0.000 0.000 0.000 0.09E Roofs Al,A2 I I I j I i i I i I i Ext1•elne Precipitation Tables, 42.636°N, 71.076°W Page 1 of Y Extreme Precipitation Tables Northeast Regional Climate Center Data represents point estimates calculated front partial ditratioit series.All precipitation nnmttrlts are displayed in incites. Smoothing Yes State Massachusetts Location Longitude 71.076 degrees West Latitude 42.636 degrees North Elevation Unknown/Unavailable Date/Time Sat,28 Nov 2015 14:39.02-0500 Extreme Precipitation Estimates 5min 10min 15min 30min 60miu 120min lhr 2hr 3hr 61ir 12hr 241ir 48hr lday 2day 4day 7day 10day lyr 0.27 0.42 0,52 0.68 . 0.85 1.08 lyr 0.741.02 1.261.60 2.05 2.63 2.88 lyr 2.33 2.77 3.20 3.88 4.53 lyr 2yr 0.34 0.52 0.65 0.85 1.07 1.36 2yr 0.93 1.24 1.57 1.98 2.50 3.17 3.50 2yr 2.80 3.36 3.88 4.60 5.25 2yr Syr 0.40 0.62 0.78 1.04 1.34 1.71 Syr 1.15 1.56 1,99 2.52 3.18. 4,03 4.48 Syr 3.56 4.31 4.94 5.85 6.62 Syr 10yr 0.45 0.71 0.89 1.21 1,58 .2.03 10yr 1.36 1.85 2.38 3.03 3.93 4.83 5.40 1 10yr 4.28 15,19 15.92 7.02 7.89 10yr 25yr 0.531 0,85 I.08 1 1.48 1.96 1 2.56 25yr 1.70 2.32 3.01 3.84. 4.88 6.16 6.92 25yr 5.45 16.66 7.54 8.931 9.94 25yr 50yr 0.601 0.96 1.23 1.73 2.33 3.06 50yr 2.01 2.76 3.62 4.63 5.87 7.39 8.36 50yr 6.54 8.04 9,06 10.72 11.86 50yr 100yr 0.69 1.11 1.43 2.02 2,75 3.65 100yr 2.38 3.28 4.32 5.55 7.05 8.89 10.09 100yr 7.87 9.71 10.88 12.88 14.15 100yr 200yr 0.78 1.27 1.65 2,36 3.26 4.36 200yr 2.82 3.90 5.18 6,67 8,48 10.68 12.19 200yr 9.46 11.72 13.07 15.47 16.90 200yr 500yr 0.93 1.54 2.00 2.91 4,09 5.51 500yr 3.53 4,90 6,57 8.49 10.82 13.64 15.66 500yr 12.07 15.06 16.68 1933 21.36 500yr Lower Confidence Limits 51n1n 10min 151nin 30lnin 60min 120min lhr 2itr 31r Or 12hr 241ir 481ir Iday 2day 4day 7day 10day 1yr 0,24 0.38 0.46 0.62 0.76 0.88 1yr 0.66 0.86 1,11 1.36 1.67 2.42 2,56 1yr 2.14 147 2.83 3.25 4.12 1yr 2yr 0.32 0.50 0.62 0.84 1.03 1.23 2yr 0.89 1.20 1.41 1.86 2.38 3.08 3.39 2yr 2.73 3.26 3.76 4.47. 5.11 2yr Syr 0.18 0.58 0.72 0.99 1.26 1.48 5yr 1.09 1.44 1.67 2.17 2.77 3.76 4.12 5yr 3.33 3.97 4,59 5.43 6.18 Syr 10yr 0.42 0,64 0.80 1 1.12 1 1.44 1.70 1 10yr 1.24 1.66 1.90 2,44 3.11 4.36 4.74 10yr 3.86 4.56 5.32 -6.27 7.14 1 10yr 25yr 0.48 0.74 . 0.92 1.31 1.72 2.02 25yr 1.49 1.97 2.24 2.85 3.63 5.32 5,68 25yr 4.71 5,46 6,49 7.6] 8.63 25yr, 50yr i0.54 0.82 1.02 1.47 1,97 2.32 50yr 1.70 2.27 2,54 3.20 4.07 6.18 6.48 SOyr 5.47 6.23 7.54 8.80 9.94 50p- 100yr 0.61 0.92 1.15 1.66 2,27 . 2,65 100yr 1.96 2.59 2,87 3,61 4.58 7.18 7.37 100yr 6.35 7.09 9.77 10.17 11.46 10Oyr 200yr 0.68 1.02 1,30 1.98 2.62 3,03 200yr 2.26 2.96 3,24 4,05 5.15 8.35 8.39 200yr 7,39 9.07 10.19 11.75 13,20 200yr SQOyr 0.80 1.19 1.53 3.22 3,16 3.fi3 500y!'2.73 3.55 3.81 4.74 6.03 10.18 9.92 500yr 9.01 9,54 12.45 14.21 15.90 500yr Upper Confidence Limits 5min 1Omin I5min 30nitn 60min 120inin 1hr 2hr 3hr 61r 12hr 24hr 48hr Ida 2day 4day 7day 10day 1yr 0,30 0.46 0.57 0.76 0.93 1,10 Tyr 0.91 1.08 1.29 1.70 2,17 2.81 3.09 lyr 2.49 2.98 1.44 4.141 4,85 lyr 2yr 0.35 0.54 0,66 0.90 1,11 1.32 2yr 0.96 1.29 1.52 2,00 2.56 3.27 3,65 2yr 2.89 3.51 4.01 4.75 5.40 2yr 5yr 0.43 0.67 0,83 1,14 1.44 1.71 5yr 1.25 1.68 1.98 2,56 3.26 4.30 4.83 5yr 3.80 4.64 5.30 6.29 7.07 5yr 10yr 0,52 0.80 1,00 1 1.39 1.80 1 2.10 j 10yr 1.55 2.06 2.42 3.11 3.92 5.29 6.01 10yr 4.68 5.78 6.55 7,78 8.67 10yr, 25yr 0.67 1.03 1,28 1,92 2.40 2.75 25yr 2.07 2.69 3.17 4.02 5.00 6,99 8.03 25yr 6.19 7.72 8.66 10.31 11.38 25yr 50yr 0.81 1.23 1.54 2.21 2.97 3.39 50yr 2.56 3.31 3.90 4.88 6.03 8,63 10.02 50yr 7.64 9,64 110,70 12.79 13.99 50yr 100yr 0.99 1.49 1.87 2.70 3.70 4.16 100yr 3.19 4.06 4.80 5.93 7.27 10,66 12.52 100yr 9,44 12.04 13.24 15.87 17,21 100yr 200yr 1,19 1.79 2.27 3.29 4,59 5.11 200yr 3.96 5.00 5.91 7.21 8.75 1133.17 15,66 200yr 11.66 15.06 ]6.37 1.9.69 21.20 20Oyr 500yr, 1.54 1 2.29 1 2.95 4.29 1 6.09 1 6,71 1 500yr 5,26 6.56 7.80 9,34 11.21 I7,42 21,07 500yr 15.42 Z0.26 2I.68 26.20 27.94 500yr Poffmdby C/8 Norlheest Regional Climolo Center http://p1•ecip.eas.comell.eolu/data.php?1448739539997 11/28/201 S 5 Data & Products :: Extreme Precipitation in a Changing Climate Page 1 of 1 Select Product ' Select Location Double-click the map to place a marker,or enter address or latitudellongltude. Extreme Precipitation Z Tallies-HTML 7 Extreme Precipitation rti •„ry Tables-Text/CSV? 114 Partial Duration Series- �, - by Point R ,4. Partial Duration Series- by Station Distribution Curves = Graphical ' Distribution Curves Text/TSL 7 Intensity Frequency Duration Graphs 114 Precipitation Frequency Duration Graphs' , g� GIs Data Files? ' Select Options? Pegianal/state Maps Smoothing Delivery? Yes v P©pup v Submit ht4)://precip.eas.cotnell,edu/page_data.pllp 11/28/2015 A-1 2-YR STORM NODE LISTING 1 1526- Pre 1526 24-hr S? 2-yr Rainfafl=UT' Prepared by Haight Engineering, PLLC Printed 1 2130/20 1 5 Ff droCADO 10.00-12 sln 03240 02014 H droCAD Software Solutions LLC page 1 Time span=0.00-24.00 hrs, d1=0.01 hrs,2401 points Runoff by SCS TR-20 method, UH=SCS,Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment Al:Al Runoff Area=11,063 sf 81,84%Impervious Runoff Depth>2.23" Flow Length=97' Tc=5.5 min CN-31 Runoff=0.7 ofs 0.047 of Subcatchment A2:A2 Runoff Area=22,482 sf 14.55%Impervious Runoff Depth>0.62" Flow Length=363' To=19.3 min CN=66 Runoff4.2 cfs 0.027 of Subcatchment S1:81 Runoff Area=387 sf 21.96%Impervious Runoff Depth>0.76" Ftow Length=7' Slope=0.0050? To=3.0 min CN=69 Runoff=t1.0 cfs 0.001 of Subcatchment C:C Runoff Area=1,831 sf 91,641/16 Impervious Runoff Depth>2.61" Flow Length=15' Slope-0.0100 T To--2.8 min CN=95 Runoff=0.1 cfs 0.009 of Subcatchment D:D Runoff Area=2,387 sf 85.04°!o Impervious Runoff Depth>2.32°' Flow Length=56' Slope=0.0100 T To=3.4 min CN=92 Runoff=0.2 A 0.011 of Subcatchment E: E Runoff Area=2,366 sf 73.84%Impervious Runoff Depth>1.97" Flow Length=25' Slope=0,0800 7 Tc=2.7 min CN=88 Runoff=0.1 ofs 0A09 of Reach R1:Reach Rl Avg.Flow Depth=0.06' Max Vet=0.92 fps Inflow=0.2 cis 0.027 of n=0.016 L=126.0' 8=0.0075 7 Capadty=4.0 cfs Oufflow=0.2 ofs 0.027 of Reach R2:Reach R2 Avg.Flow Depth=0.03' Max Vet=0.20 fps Inflow=0.0 ofs 0.001 of n=0,035 L=44.0' S=0.00457 Capacity=0_7 ofs Oufflow=OA GIs 0.001 of Pond Pipe PI:Pipe P1 Peaty Elev=135.92' Storage=409of Inflow=0.7 ofs 0.074 of Primary=0.3 ofs 0.072 of Seoondary--0.0 c€s 0.000 of Outflow=0.3 cfs 0.072 of Link A:A lnitow=0.3 cfs 0.072 of Primary--0.3 ofs 0.072 of LinkB:s Inflow=0.0ofs 0.001 ai Primary=0,0 ofs 0.001 of A-1 10-YR STORM ANALYSIS i 1526-Pre 1526 24-hr S110-yr Rainfal1=4.83" Prepared by Haight Engineering, PL.I_C Printed 1213012015 HydroCAD&10.00-12 sln 03240 ©2014 HydroCAD Software Solutions LLC _ _ Page 1 Time span=0.00-24.00 hrs, dt=0.01 hrs,2401 points Runoff by SCS TR-20 method, UH=SCS,Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Intl method Subcatchment Al.Al Runoff Area=11,063 sf 81.84%Impervious Runoff Dopth>3.81" Flow Length=97' Tc=5.5min CNT91 Runoff=1.0 efs 0.081 of Subcatchment A2-,A2 Runoff Area=22,462 of 14.55%Impervious Runoff Depth>1.60" Flow Length=363' Tc=19.3 min CN=65 Runoff=0.5 ofs 0.069 of Subcatchment Bl:B1 Runoff Area=387 sf 21.96%Impervious Runoff Depth>1.83" Flow Length=T Slope=0.0050 7 Tc=3.0 min CN=69 Runoff=0.0 cfs 0.001 of Subcatchment C:C Runoff Area=1,831 sf 91.64%Impervious Runoff Depth>4.25" Flow Length=15' Slope=0.0100`I` To--2.8 min CN-95 Runoff=0.2 cis 0.015 of Subcatchment D,D Runoff Area=2,387 sf 85.04%Impervious Runoff Depth>3.92" Flow Length=56' Siope=0.0100 7 To;:3.4 min CN=92 Runoff=0,2 ofs 0.018 of Subcatchment E.E Runoff Area=2,366 sf 73.84°�Impervious Runoff Depth>3.51" Flow Length=25' Slope=0.080D'f To=2.7 min CN=88 Runoff=02 cfs 0.016 of Reach R1:Reach RI Avg,Flow Depth=0.10' Max Vet=1.29fps Inflow=0.5 ofs 0.069 of n=0.016 L=126.0' S=0.0075 7 Capadty-4.0 cfs Oufflow=0.5 cfs 0.069 of Reach 112:Reach R2 Avg,Flow Depth=0.04' Max Vet=0.28 fps Inf1ow=0.0 cfs 0.001 of n=0.035 L=44.0' S=0.0045'1' Capacity�.7 ofs Outflow=0.0 cfs 0.001 of Pond Pipe P1:Pipe P1 Peak Elev=136,16 Storage=974 of Inflow=1.2 ofs 0.149 of Primary=0.6 ofs 0.147 of Secondary=0.0 cfs 0.000 at Outflow=0.6 ofs 0.147 of Link A:A inflow=0.6 ofs 0.147 of Primary=-0.6 ofs; 0.147 of Link B:B Inflow=0.0 cfs 0.001 of Primary=0.0 ofs 0.001 of Total Runoff Area=0.930 ac Runoff Volume 0.199 of Average Runoff Depth=2.57" 55.900/6 Pervious=0.520 ac 44.10%Impervious=0.410 ac 1526, pre 1526 24-hr 81 10 yr Rainfall=4.63" Prepared by Haight Engineering, PLLC Printed 12/30/2015 H droCAC)10.00-12 s1n 03240 0 2014 H droCAD Software Solutions LLC PaLeL 1 Summary for Subcatchment Al:Al Runoff = 1.0 cfs @ 12,03 hrs, Volume= 0.081 af, Depth> 3.81" Runoff by SCS TR-20 method, UH-SCS,Weighted-N,Time Span=0.00-24.00 hrs,dt=0.01 hrs 1526 24-hr S1 10 yr Rainfall=4.83" Aroa_(sq CN Description 2,009 61 >75%Grass cover, Good,HSG B 7,636 98 Paved parking, HSG B 1,419 98 Roofs,HSG B 11,063 91 Weighted Average 2,009 18.16%Pervious Area 9,054 81.84%Impervious Area Tc Length Slope Velocity Capacity Description min feet fYft ftlsec cfs 5.2 36 0.0330 0.12 Sheet Flow, Grass:Dense n=0.240 P2=3.17" 0.3 61 0,0260 3.27 Shallow Concentrated Flow, Paved Kv=20.3 fps 5.5 97 Total Summary for Subcatchment A2:A2 Runoff = 0.5 cfs @ 12.24 hrs, Volume= 0.069 af, Depth> 1.60" Runoff by SCS TR-20 method, UH=SCS,Weighted-ON,Time Span:0.00-24.00 hrs,dt=0.01 hrs 1526 24-hr S1 10yr Rainfall-4.83" Area sf ON Description 19,210 61 >76%Grass cover,Good, HSG B 430 98 Paved parking, HSG B 2,842 98 Roofs,HSG B 22,482 66 Weighted Average 19,210 85.45%Pervious Area 3,272 14.55%Impervious Area Tc Length Slope Velocity Capacity Description min feet fUft fUsec cfs 8.8 50 0.0170 0.09 Sheet Flow, Grass:Dense n=0.240 P2=3.17" 10.5 313 0.0050 0.49 Shallow Concentrated Flow, Short Grass Pasture Kv=7.0 fps 19.3 363 Total i 1526-Pre 1526 24-hr S1 10-yr Rainfall=4.83" Prepared by Haight Engineering,PLLC Printed 12/3012015 H droCAM 10.00.12 s/n 03240 @ 2014 H droCAD Software Solutions LLC Page 2 Summary for Subcatchment B7: B1 Runoff = 0.0 cfs @ 12.01 hrs, Volume= 0.001 at, Depth> 1.83" Runoff by SCS TR-20 method, UH=SCS,Weighted-CN,Time Span=0,00-24.00 hrs,dt=0.01 hrs 1526 24-hr S1 10-yr Rainfall=4.83" Area JsD ON Description 302 61 >75%Grass cover,Good,HSG B 85 98 Paved parldng,HSG 8 387 69 Weighted Average 302 78,04%Pervious Area 85 21,96%Impervious Area To Length Slope Velocity Capacity Description min feet fUft fUsec cfs &0 7 0.0050 0.04 Sheet Flow, Grass: Dense n=0.240 P2=3.17" Summary for Subcatchment C: C Runoff = 0.2 ofs @ 12.01 hrs, Volume= 0.015 af, Depth> 4.25" Runoff by SOS TR-20 method, UH=SCS,Weighted-CN,Time Span=0.00-24.00 hrs, dt=0.01 hrs 1526 24-hr S1 10-yr Rainfall=4.83" _ Area(sf CN Description _ 153 61 >75%Grass cover, Good, HSG B 1,678 98 Paved parking,HSG B 1,831 95 Weighted Average 153 8,361/o Pervious Area 1,678 91.64%Impervious Area To Length Slope Velocity Capacity Description min feet ftlft fUsec cfs 2.8 9 0.0100 0.05 Sheet Flow, Grass:Dense n=0.240 P2=3,17" 0.0 6 0,0100 2.03 Shallow Concentrated Flow, Paved Kv=.20,3 fps 2.8 15 Total Summary for Subcatchment D: D Runoff - 0.2 cfs @ 12.01 hrs, Volume= 0.018 at, Depth> 3.92' Runoff by SCS TR-20 method, UH=SCS,Weighted-CN,Time Span=0.00-24,00 hrs,dt=0.01 hrs 1526 24-hr S1 10-yr Rainfall=4.U' 1526- Pre 1526 24-hr S1 10 yr Rainfall^4.83" Prepared by Haight Engineering, PLLC Printed 12/3012015 H droCAMD IO.00-12 sln 03240 02014 Hy4wCAD Software Solutions LLC page 3 Areas CN Description 357 61 >76%Grass cover, Goad, HSG B 2,030 98 Paved parking, HSG 8 2,387 92 Weighted Average 357 14.96%Pervious Area 2,030 85.04%Impervious Area To Length Slope Velocity Capacity Description min feet ftlft ftlsec cfs 3.0 10 0.0100 0.06 Sheet Flow, Grass:Dense n=0.240 P2=3,17" 0A 46 0.0100 2,03 Shallow Concentrated Flow, Paved Kv=20.3 fps 3.4 56 Total Summary for Subcatehment E: i Runoff = 0.2 cfs @ 12.01 hrs, Volume- 0,016 af, Depth> 3.51" Runoff by SCS TR-20 method, UH=SCS,Weighted-CN,Time Span=0,00-24.00 hrs,dt=0.01 hrs 1526 24-hr S1 10-yr Rainfall=4.83" Areas ON Description 619 61 >75%Grass cover,Good, HSG B 1,747 9B Paved pAing, HSG B 2,366 88 Weighted Average 619 26,16%Pervious Area 1,747 73.84%Impervious Area To Length Slope Velocity Capacity Description min feet ftlft ftlsec cfs 2.7 25 0.0800 0.15 Sheet Flow, Grass:Dense n=0.240 P2=3.17" Summary for Reach R1: Reach R1 Inflow Area= 0.516 ac, 14.55%Impervious, Inflow Depth> 1.60" for 10-yr event Inflow = 0.5 cfs @ 12.24 hrs, Volume= 0.069 of Outflow 0.5 cfs @ 12.25 hrs, Volume= 0.069 at, Alten=l°lo, Lag=0.9 min Routing by Dyn-Stor--Ind method,Time Span=0.00-24.00 hrs,dt=0.01 hrs Max.Velocity=1.29 fps, Min.Travel Time=1.6 min Avg.Velocity=0.60 fps, Avg.Travel Time=3.5 min Peak Storage=51 of @ 12.25 hrs Average Depth at Peak Storage=0.10' Bank-Full Depth=0.25' Flow Area=1.7 sf, Capacltyry 4.0 ofs I I I 1526. Pre 1526 24-hr S110-yr Rainfall=4.83" Prepared by Haight Engineering, PLLC Printed 12130/2015 H droCAD@ 10.00-12 sfn 03240 b 2014 H droCAD Software Solutions 11C Page 4 10.00 x 0.25' deep Parabolic Channel, n=0.016 Asphalt,ro ugh Lerl 126.0' Slope=0.0075 T Inlet Invert=136,47', Outlet Invert=135.53' ;!".Wow Summary for Reach R2: Reach R2 Inflow Area= 0.009 ac, 21.96%Impervious, Inflow Depth> 1,83" for 10-yr event Inflow - 0.0cfs @ 12.01 hrs, Volume= 0,001 of Outflow - 0.0 cfs @ 12.03 hrs, Volume- 0.001 af, Atten=110/o, Lag=1.2 min Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.01 hrs Max.Velocity=0.28 fps, Min,Travel Time=2.7 min Avg.Velocity=0.11 fps, Avg.Travel Time=6.9 min Peak Storage=3 of @ 12.03 hrs Average Depth at Peak Storage=0,04' Bank-Full Depth=0.25' Flow Area=0.8 sf, Capacity=0.7 cfs 5.00' x 0.25' deep Parabolic Channel, n�0.035 Earth,dense weeds Length=44.0' Slope=0A045 7 Inlet invert=136.00', Outlet Invert=135,80' Summary for Pond Pipe P1: Pipe P1 Inflow Area= 0.770 ac, 36,74%Impervious, Inflow Depth> 2.33" for 10-yr event Inflow = 1.2 cfs @ 12,04 hrs, Volume= 0.149 at Outflow = 0.6 cfs @ 12.45 hrs, Volume= 0.147 af, Men=53%, Lag=25.0 min Primary = 0.6 ofs @ 12.45 hrs, Volume= 0.147 of Secondary= 0.0 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method,Time Span=0,00-24.00 hrs,dt=0.01 hrs Peak Elev=136.16'@ 12.45 hrs Surf.Area=2,871 st Storage=974 of Flood Elev=136.70' Surf.Area=5,722 sf Storage=3,262 of Plug-Flow detention time=25.5 min calculated for0.147 of(99%of inflow) Center-of-Mass det. 11118.4 min(866.7-848.3) 1526- Pre 1526 24-hr S110-g Rainfall=4.83" Prepared by Haight Engineering,PLLC Printed 12130/2015 H droCAM 10,00-12 srn 03240 4 2014 H droCAD Software Solutions LLC Pa e 5 Volume Invert Avail,Stora e Stora e Description #1 135.50' 3,262 of Custom Stage Data(irregular)Listed below(Recale) Elevation Surf.Area Perim. Inc.Stare Cum.Store Wet.Area (feet) (sq-ft) {feet) (cubic-feet) (cubic-feet _ _ s -ft 135,50 344 81.1 0 0 344 136,00 2,227 212.4 574 574 3,412 136.70 5,722 348.1 2,688 3,262 9,467 Device Routing Invert Outlet Devices #1 Primary 135.53' BA" Round Culvert L=70.0' CPP,square edge headwall, Ke=0,500 Inlet I Outlet Invert=135.53'/134.00' S=0.0219 7' Cc=0.900 n=0.010, Flow Area=0,20 sf #2 Secondary 136.59 5.0'long x 3.0'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 4.00 4,50 Coef.(English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3,07 3.32 Primary OutFlow Max=0.6 cfs @ 12,45 hrs HW=136.16' TW=0.00' (Dynamic Tailwater) t1=Culvert (Inlet Controls 0.6cfs@2.96fps) tKondary OutFlow Max=0.0 cfs @ 0.00 hrs HW=135,50' TW=136.00' (Dynamic Tallwater) =Broad-Crested Rectangular Weir (Controls 0,0 cfs) Summary for Link A:A Inflow Area= 0.770 ac, 36.74%Impervious, inflow Depth> 2.30" for 10-yr event Inflow - 0.6 cfs @ 12.45 hrs, Volume= 0,147 of Primary = 0.6 cfs @ 12.45 hrs, Volume= 0.147 af, Men=01/N Lag=0.0 min Primary outflow=Inflow,Time Span=0.00-24.00 hrs,dt=0,01 hrs Summary for Link B: B Inflow Area= 0.009 ac, 21.96%Impervious, Inflow Depth> 1.8T for 10 yr event Inflow = 0.0 cfs @ 12.03 hrs, Volume= 0.001 of Primary = 0.0 cfs @ 12.03 hrs, Volume= 0.001 af, Atten=0% Lag=0.0 min Primary outflow=Inflow,Time Span=0.00 24.00 hrs,dt=0.01 hrs k I A-1 25-YR STORM NODE LISTING 1526,pre 1526 24-hr S125-yr Rainfall=6.16" Prepared by Haight Engineering,PLLC printed 12/30/2015 H roCADC)10.00-12 sln 03240 Q 2014 H droCAD Software Solutions LLC Page 2 Time span=0.00-24.00 hrs, dt-0.01 hrs,2401 points Runoff by SCS TR-20 method, Uri=SCS,Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment Al:Al Runoff Area�-11,063 sf 81.84%Impervious Runoff Dopth>5.1 V Flow Length=97' To=5.5 min CN=91 Runoff=1.3 ofs 0.108 of Subcatchment A2:A2 Runoff Area=22,482 sf 14.55%lmpervtous Runoff Depth>2.54" Flow Length=363' Tc=19.3 min CN=66 Runoff4.8 ofs 0.109 of Subcatchment 81:R1 Runoff Area=387 sf 21.96%Impervious Runoff Depth>2.84" Flow Length=T Slope=0.0050 7 ToW3.0 min CN=69 Runoff=0.0 ofs 0.002 of Subcatchment C:C Runoff Area=1,831 sf 91.64%Impervious Runoff Depth>5.57" Flow Length=15' Slopo=0.0100 T To--2.8 min CN=95 Runoff=0.2 cfs 0.020 of Subcatchment D:D Runoff Area=2,387 sf 85.04%impervious Runoff Depth>5.22° Flow Length=56' Slope=0.0100 T TozA4 min CN=92 Runoff=0.3 cfs 0.024 of Subcatchment E:E Runoff Area=2,366 sf 73.84%Impervious Runoff Depth>4.78" Flow Length=25' Slope=0.08007 Tc--2.7 min CN=88 Runoff=0.3 ofs 0.022 of Reach R1:Reach R1 Avg.Flow Depth=0.12' Max Vet=1.49 fps Inflow=0.8 cfs 0.109 of n=0.016 L=126.0' 5=0.0075 7 Capadty=4.0 ofs Outflow=0.8 cfs 0,109 at Reach R2:Reach R2 Avg.Flow❑epth=0.05' Max Vet=0.31 fps lnflow=0.0 ofs 0.002 of n=0.035 L=44.0' 8=0.0045P Capaclty=0.7 ofs Outflow=0.0 cis 0.002 of Pond Pipe P1:Pipe P1 PeakElev=136.35' Storage=1,605cf Inflow=1.6cfs 0.217af Primary=0.7 ofs 0.215 of Secondary=0.0 ofs 0.000 of Outflow=0.7 cfs 0.215 of Link A:A Inflow=0.7 ofs 0,215 of Primary-0.7 ofs 0.215 of Link B:B Inflow=0.0 cfs 0.002 of Primary=0.0 ofs 0.002 of A-1 100-YR STORM NODE LISTING 1526•Pre 1526 24-hr Sf 100 yr Rainfali-8.89" Prepared by Haight Engineering,PLLC Printed 1213012015 E 4 droCAD9�10.00-12 4n 03240 0 2014 Ff droCAD Software Solutions LLC Page 3 Time span=0.00 24.00 hrs, dt=0.01 hrs,2401 points Runoff by SCS TR-20 method, H=SCS,Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment A1:Al Runoff Area=11,063 sf 81.84%Impervious Runoff Depth>7.79" Flow Length=97' Tc=5.5 min CN=91 Runoffi-1.8 ofs 0.165 of Subcatchment A2:A2 Runoff Area=22,482 sf 14.55%Impervious Runoff Depth>4.71" Flow Length-36S Tc=19.3 min CN=66 Runoff=1.5 cfs 0.203 of Subcatchment B1:g1 Runoff Area=387 sf 21,96%Impervious Runoff Depth>5.1 V Flow Length=7' Slope=0.0050 T Tc=3.0 min CN=69 Runoff=0.0 oft 0.004 of SubcatchmentC:C Runoff Area=1,831 sf 91.64%Impervious Runoff Depth>8.28' Flow Length=T Slope=0.0100'f To--2.8 min CN=-95 Runoff=-0.3 ofs 0.029 of Subcatchment D:Ll Runoff Area=2,387 sf 85.04%Impervious Runoff Depth>7.92' Flow Length=56' Slope=0.0100'f Tc=3Amin CN42 Runoff=0.4cfs 0.036 of Subcatchment E: E Runoff Aroa=2,366 sf 73.84%Impervious Runoff Depth>7.44' Flow Length=25' Slope=0.0800'f Tc=2.7 min GN-08 Runo"- .4 cfs 0.034 of Reach R1:Reach R1 Avg,Flow Depth*16 Max Vel=1.78fps Inflow=l.5 cfs 0.203 of n=0.016 L=126.0' S=R0075'f Capaoity=40 cfs Outflow=l.5 cfs 0.202 of Reach R2:Reach R2 Avg.Flow Depth=0.21' Max Vet=0.78 fps Inflow=0.5 cfs 0.023 of n=0.035 L=44.0' S=0.0045 7 Capaoity�0.7 cfs Outflow=0.5 cfs 0.023 of Pond Pipe P1:Pipe P1 Peak Elev=136.62' Storage=2,825 cf Inftow=2.5 cfs 0.367 of Primary=0.9 cfs 0.345 of Secondary=0.5 cfs 0,019 of Outflow=1.4 efs 0.364 of Link A:A Inflow-0.9 cis 0.345 of Prlmary=0.9 cfs 0.345 of Link B:B Inflow=0.5 cfs 0.023 of Primary=0.5 cfs 0.023 of A-2 DEVELOPED WATERSHEDS 1: 2 3 4 5 6 OC D E C D 1= v Porous Pave 1 Pip P1 Infil Pond 1 Re R1 NJ A s Routing Diagram for 1526 - Post 5ubcat Raci ;O,n lk }c Prepared by Haight Engineering, PLLC, Printed 12/30/2015 HydroCAD®10.00-12 s1n 03240 ©2014 HydroCAD Software Solutions LLC 1526- Post Prepared by Haight Engineering,PLLC Printed 12/30/2015 Hy!#oCAD@)10,00-12 sin 03240 @)2014 HydroCAD Software Solutions LLC page ll Area Listing(all nodes) Area CN Description (acres) (subcatchment-numbers) 0,258 611 >75%Grass cover,Good, HSG B (2,5,6,C,D,E) 0.562 98 Paved parking,HSG B (11,2,6,6,C.D,E) 0.110 98 Roots,HSG B (3,4) 1526- Post Prepared by Haight Engineering, PLLC Printed 12/30/2015 H droOAD@ 10.00-12 sln 03240 d 2014 H droCAD Software Solutions LLC Page 2 Soil Listing(all nodes) Area Soil Subcatchment (acres) Group Numbers 0.000 HSG A 0,930 HSG 8 1,2,3,4,5,6,C,D,E 0.000 HSG C 0.000 HSG 0 0.000 Other 1526- Post Prepared by Haight Engineed n g, P LLC Printed 12130/2015 HydroCADOIO.00-12 s/n03240 02014 L d AD Software Solutions LLC Page 3 Ground Covers (all nodes) HSG-A HSG-B FISG-C HSG-D Other Total Ground Subcatchment (acres) (acres) (saes) (acres) (acres.) (acres) Cover Numbers 0.000 0.258 0.000 0.000 0.000 0.258 >75%Grass cover,Good 2,5,6,G,D.E 0.000 0.562 0.000 0.000 0.000 0.562 Paved parking 1,2,6,6,Q R E 0.000 0,110 0.000 0.000 0,000 0.110 Roofs 3,4 A-2 2-YR STORM NUDE LISTING M1 �52624-hrS12- Rainfafl=3.?7" 1526- post �' Prepared by Haight Engineering, PLLC Printed 12130l2015 Fl droCAD010.00-12 stn 03240 2014 H droCAD Software Solutions LLC Page 1 Time span�0.00-24.00 hrs, dt=0.01 hrs,2401 points Runoff by SCS TR 20 method, UHWSCS,Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment 1,1 Runoff Area=8,152 sf 100.00%Impervious Runoff Depth>2.94" Flow Length=63' Slope=0.0130'r Tc=0.6 min CN=98 Runoff=0.7 cfs 0.046 of Subcatchment 2:2 Runoff Area=12,082 sf 83.68%Impervious Runoff Depth>2,31" Flow Length=307' To-15.3 min CN=92 Runoff=0.5 ofs 0.053 of Subcatchment 3:3 Runoff Area=3,900 sf 100.00%Impervious Runoff Depth>2.94" Flow Length=43 Slope=0.0400'r Tc=0,2 min CN=98 Runoff=0.3 ofs 0.022 of Subcatchment 4:4 Runoff Area=900 sf 100,00%Impervious Runoff Depth>2.94" Flow Length=20' Slope=0.0400 T Tc=O.1 min CN-B Runoff=0.1 ofs 0.005 of Subcatchment 5:5 Runoff Area=8,080 sf 9.38%Impervious Runoff Depth>0.54" Flow Length=269' Tc=9.4 min CN=64 Runoff--0.1 cfs 0.008 of Subcatchment 6:6 Runoff Area=523 sf 17.59%Impervious Runoff Depth>0.71" Flow Length=15' Slope=0.01W T To=4.1 min CN=68 Runoff=0,0 ofs 0.001 of Subcatchment C:C Runoff Area=1,831 sf 91.64%Impervious Runoff Depth>2.61" Flow Length=16 Slope=0.0100'r To--2.8 min CN=95 Runoff=0.1 ofs 0.009 of Subcatchment D:D Runoff Area=2,387 sf 85A40A ImpeMous Runoff Depth>2.3T Flow Length=56' Slope=0.01007 To=3.4 min CN=92 Runoff=0.2 ofs 0.011 at Subcatchment E:B Runoff Area=2,661 sf 62.95%Impervious Runoff Depth>1.66" Flow Length=25' Slope=0.0800'P To=2.7 min CN=84 Runoff=0.1 ofs 0.008 of Reach R1: Reach R1 Avg,Flow Depth�0.03' Max Vo1--1.25 fps Inflow=0.0 ofs. 0.001 of n=0.035 1-=54,0' S-0.0074r Capaci".9 ofs [7uflfow=0.0 cfs 0.001 of Pond IN:Infil Pond 1 PeakElev=136.22' Storage=110 of Inflow=0.4 cfs 0.035 of Outflow=0.2 ofs 0.035 of Pond Pipe P1:Pipe P1 Peak Bev=135.99' Storage=60 cf Inflow=0.5 ofs 0,053 of 6.0" Found Culvert n=O.010 L=70.0' S=0.0214 T Outflow=0.5 efs 0.053 of Pond PP1: Porous Pave 1 PeakElev--134.48' Storage=138of Inflow=0.7 ofs 0.046 of Outflow=0.3 ofs 0.046 of Link A:A Inflow--0.5 ofs 0.053 of Primwj--0.5 cfs 0.053 of Link B:B Inflow=0.0 ofs 0.001 of Primary-0.0 efs 0.001 of A-2 10-YR STORM ANALYSIS i 1526• Post 1526 24hr S4 90-yr Rainfall-483" Prepared by Haight Engineering, PLLC Printed 1213012015 H ydroCADO 10.00-12 sin 03240 ©2014 Ii droCAD Software Solutions LC Page 1 Time span=0.00-24.00 hrs,dt=0.01 hrs,2401 points Runoff by SCS TR-20 method, UH=SCS,Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment 1:1 Runoff Area=8,152 sf 100.00%Impervious Runoff depth>4.59" Flow Length=63' Slope=0.0130 7 To=0.5 min CN=98 Runoff=0.9 ofs 0.072 at Subcatchment 2:2 Runoff Area=12,082 sf 83,6B%Impervious Runoff Depth>3.91" Flow Length=30T Tc=15.3 min CN=92 Runoff=0.8 ofs 0.090 of Subcatchment 3: 3 Runoff Area=3,900 sf 100.00%Impervious Runoff Depth>4.59" Flow Length=43' Siope=0.04001' Tc�0.2 min CN=98 Runoff--0.5 ofs 0.034 of Subcatchment 4:4 Runoff Area=900 sf 100,00%Impervious Runoff Depth>4.59" Flow Length=20' Slope=0.0400 7 To=0.1 min CN=98 Runoff=0.1 ofs 0.008 of Subcatchment 5:5 Runoff Area=8,080 sf 9.38%Impervious Runoff Depth>4.46" Flow Length=269 To=9.4 min CN=64 Runoff=0.2 ofs 0.023 of Subcatchment 6:6 Runoff Area=523 sf 17.59%Impervious Runoff Depth>1.76° Flow Length=16 Slope=0.0100 7 Tc=4.1 min CN=68 Runoffrv0.0 ofs 0.002 at Subcatchment C:C Runoff Area7-1,831 sf 91.64%Impervious Runoff Depth>4.25° Flaw Length=15' Slope=0.0100'P Tc=2.8 min CN=95 Runoff=0.2 ofs 0.015 of Subcatchment D:D Runoff Area=2,387 sf 85.04%Impervious Runoff Depth>3.92° Flow Length=56 Slope=0,0100 7 Tc=3.4 min CN=92 Runoff=0.2 cfs 0,018 of Subcatchment E:E Runoff Area=2,661 at 62.95%Impervious Runoff Depth>3.110 Flow Length=25' Slopa=0.08W T Tc=2.7 min CN=84 Runoff=0.2 ofs 0.016 of Reach R1: Reach R1 Avg.Flow Depth=0.04 Max Vet=0.35 fps Inflow=0.0 ofs 0.002 of n=0.035 L=54.0' 8=0.0074`f Capacl".9 ofs Outflow=0.0 ofs 0.002 at Pond IP1:Inffl Pond 1 Peak Elev=136.38` Storage=215 of Inflow=0.7 ofs 0.065 at Outflow=0.4 ofs 0.065 of Pond Pipe P1:Pipe P1 Peak EIev=136.20' Storage=156 of Inflow=0.8 ofs 0.090 of 6.0" Round Culver( n=0.010 L=70.0' S=0,0214'1 Outffow=0.6 ofs 0.090 at Pond PP1:Porous Pave 1 Peak Elov=134.65' Storage=263of Inflow=0.9 ofs 0.072 of Oufffow=0.3 ofs 0.072 of Link A:A Inflow=0.6 ofs 0,090 of Primary=0.6 ofs 0.090 of Link B:B Inffow=0.0 cfs 0,002 of Primary=0.0 cfs 0.002 of Total Runoff Area=0.930 ac Runoff Volume 0.277 of Average Runoff Depth=3,58" 27.70% Pervious=0.258 ac 72.30%Impervious=0.673 ac 1526-Post 1526 24-hr S1 10 7 Rainfall=4.83" Prepared by Haight Engineering,PLLC Printed 1213012015 H droCAEO 10.00-12 sln 03240 ©2014 H droCAD Software Solutions L.L.0 ----Pagel Summary for Subcatchment 1: 1 Runoff = 0.9 cis @ 11.99 hrs, Volume= 0.072 af, Depth> 4,59" Runoff by SCS TR-20 method, UH=SCS,Weighted-CN,Time Span=0.00-24.00 hrs, dt=0,01 hrs 1526 24-hr S1 10-yr Rainfall=4.83" Areas CN Description 8,152 98 Paved parking, HSG B 8,152 100.00%Impervious Area To Length Slope Velocity Capacity Description (min) (feet) (ftlft) (ftlsec) (cfs) 0.5 63 0.0130 2,31 Shallow Concentrated Flow, Paved Kv=20.3 fps Summary for Subcatchment 2: 2 Runoff 0.8 cfs @ 12,16 hrs, Volume= 0,090 af, Depth> 3.91" Runoff by SCS TR 20 method, UH=SCS,Weighted-CN,Time Span=0.00-24.00 hrs,dt=0.01 hrs 1526 24-hr 81 10-yr Rainfall=4.83" Area(so CN ^Description --- 1,972 61 >75%Grass cover, Good, HSG B 10,110 98 Paved parki2j,HSG B 12,082 92 Weighted Average 1,972 16.32%Pervious Area 10,110 83,68%Impervious Area Tc Length Slope Velocity Capacity Description min feet fUft fVsec cfs 8.2 50 0.0200 0.10 Sheet Flow, Grass:Dense n=0,240 P2=3.17" 6.8 203 0.0050 0.49 Shallow Concentrated Flow, Short Grass Pasture Kv=7.0 fps 0.3 54 0.0280 3.40 Shallow Concentrated Flow, _ Paved Kv=20.3 f ps 15.3 307 Total ^ Summary for Subcatchment 3: 3 Runoff = 0.5 cfs @ 11.99 hrs, Volume= 0.034 af, Depth> 4.5T Runoff by SCS TR 20 method, UH=SCS,Weighted-CN,Time Span=0.00-24.00 hrs,dt=0,01 hrs 1626 24-hr 81 10-yr Rainfall=4.83" 1526• Post 1526 24-hr S110-yr Rainfall=4.83" Prepared by Haight Engineering, PLLC Printed 1213012015 HydroCAIR 10.00-12 sln 03240 02014 HydroGAD Softwaro Solutions 11G _ Page 2 Areas CN Descri lion 3,900 98 Roofs, HSG B 3,900 1M00%Impervious Area To Length Slope Velocity Capacity Description min feet ftlft fUsee cfs 0.2 43 0.0400 3.22 Shallow Concentrated Flow, Unpaved Kv=16.1 fps Summary for Subcatchment 4:4 Runoff - 0.1 cfs @ 11.99 hrs, Volume-- 0.008 af, Depth> 4.59" Runoff by SCS TR-20 method, UH=SCS,Weighted-CN,Time Span:0.00-24.00 hrs, dt=0.01 hrs 1526 24-hr S1 10-yr Rainfall=4.83" Area(so CN Description 900 98 Roofs HSG B 900 100.00%Impervious Area Tc Length Slope Velocity Capacity Description min feet ftlft ftlsec cfs 0.1 20 0.0400 3.22 Shallow Concentrated Flow, Unpaved Kv=16.1 fps Summary for Suhcatchment 5: 5 Runoff 0.2 cfs @ 12.09 hrs, Volume= 0.023 af, Depth> 1.46' Runoff by SCS TR 20 method, UH=SCS,Weighted-CN,Time Span=0.00-24.00 hrs, dt=0.01 hrs 1526 24-hr S1 10-yr Rainfall=4.83" Area(so CN Description 7,322 61 >76%Grass cover,Good,HSG B 758 98 Paved parking,HSG B 8,080 64 Weighted Average 7,322 90.62%Pervious Area 758 9.38%Impervious Area To Length Slope Velocity Capacity Description (min) (feet) (ftlft) (ft/sec) (cfs) 3.4 15 0,0170 0.07 Sheet Flow, Grass:Denso n=0.240 P2=3.17' 6.0 254 0,0100 0.70 Shallow Concentrated Flow, Short Grass Pasture Kv=7.0€ s 9.4 269 Total 1526-Post 1526 24-hr S1 10 Yr Rainfalr4.83" Prepared by Haight Engineering,Pl_l_C Printed 12130/2015 H droCAM)10.00-12 8fn 03240 02014 H droCAD Software Solutions LLC Page 3 Summary for Subcatchment 6: 6 Runoff 0.0 cfs @ 12.02 hrs, Volume-- 0.002 at, Depth> 1.76' Runoff by SCS TR 20 method, UH=SCS,Weighted-CN,Time Span=0.00-24.00 hrs, dt=0,01 hrs 1526 24-hr 81 10-yr Rainfall=4.83" Areas CN Description 431 61 >75%Grass cover,Good, HSG B 92 98 Paved parking,HSG B 523 68 Weighted Average 431 82.41%Pervious Area 92 17.59%Impervious Area Tc Length Slope Velocity Capacity Description min feet ftlft ftlsec cfs 4.1 15 0.0100 0.06 Sheet Flow, Grass:Dense n=0.240 P2=3.17' Summary for Subcatchment C: C Runoff = 0.2 cfs @ 12.01 hrs, Volume: 0.016 af, Depth> 4.25" Runoff by SCS TR-20 method, UH=SCS,Weighted-CN,Time Span=0.00-24.00 hrs,dt=0,01 hrs 1526 24-hr S1 10-yr Rainfall=4.83" Area(so CN Description 153 61 >75%Grass cover, Good,HSG B 1,678 98 Paved pafking,HSG B 1,831 95 Weighted Average 153 8.36%Pervious Area 1,678 91.64%Impervious Area To Length Slope Velocity Capacity Description miry feet ftifl) (fUsec) (cfs 2.8 9 0.0100 0.05 Sheet Flow, Grass:Dense n=0.240 P2=3.17" 0.0 6 0.0100 2.03 Shallow Concentrated Flow, Paved Kv=20.3 fps 2.8 15 Total Summary for Subcatchment D: D Runoff = 0.2 cfs @ 12.01 hrs, Volume= 0.018 af, Depth> 3.92" Runoff by SCS TR 20 method, UH=SCS,Weighted-CN,Time Span=0.00-24.00 hrs,dt=0.01 hrs 1526 24-hr 81 10-yr Rainfall=4.83" 1526-Post 1526 24-hr S110-yr Rainfall=4.83" Prepared by Haight Engineering,PLLC Printed 1 2130/20 1 6 HydroCAD010.00-12 sln 03240 ©2014 HydroCAD Software Solutions!LC Page 4 Area(2D ON Description 357 61 >75%Grass cover, Good,HSG B 2,030 98 Paved parking, HSG B 2,387 92 Weighted Average 357 14,96%Pervious Area 2,030 85,04%Impervious Area Te Length Slope Velocity Capacity Description min feet ftlft (It/sec) cfs 3.0 10 0.0100 0,06 Sheet Flow, Grass: Dense n=0.240 P2=3.17" 0.4 46 0.0100 2.03 Shallow Concentrated Flow, Paved Kv=20.3 f s 3.4 56 Total Summary for Subcatchmeut E: >E Runoff = 0.2 cfs @ 12.01 hrs, Volume= 0,016 af, Depth> 3,11" Runoff by SOS TR-20 method, UH�SCS,Weighted-ON,Time Span=0.00-24.00 hrs,dt=0.01 hrs 1526 24-hr S1 10-yr Rainfall=4.83" Area(sf) ON Description 986 61 >75%Grass cover, Goad,HSG B - — — — 1,675 98 Paved parking,HSG B 2,661 84 Weighted Average 986 37.05%Pervious Area 1,675 62,95%Impervious Area Tc Length Slope Velocity Capacity Description —(min)......., .(feet),.._.._(fUft)---(ftlsec) (cfs) 2.7 25 0.0800 0.15 Sheet Flow, Grass:Dense n=0.240 P2=3,17" Summary for Reach R1: Reach R1 Inflow Area= 0.012 ac, 17.59%Impervious, Inflow Depth> 1.76" for 10-yr event Inflow = 0.0 cfs @ 12.02 hrs, Volume= 0.002 of Outflow = 0,0 cfs @ 12.04 hrs, Volume= 0.002 af, Atten= 10%, Lag=1.4 min Routing by Dyn-Slor-Ind method,Time Span=0.00-24.00 hrs,dt=0.01 hrs Max.Velocity-0,35 fps, Min.Travel Time=2.6 min Avg,Velocity=0.14 fps, Avg. Travel Time=6.6 min Peak Storage=3 cf @ 12.04 hrs e =00 Average Depth at Peak Storage . 4' Bank-Full Depth=0.25' Flow Area=0.8 sf, Capacity=0.9 cfs 1526-Post 1526 24-hr S4 90 yr Rainfat-4.83° Prepared by Haight Engineering, PLLC Printed 12/30/2015 H droCADO 10.00-12 sin 03240 ©2014 N droCAD Software Solutions LLC Pa e 5 6.00' x 0,25' deep Parabolic Channel, n=0.036 Earth,dense weeds Length 54.0' Slope=0.0074 7 Inlet Invert=136.20', Outlet Invert=135.80' Summary for Pond IP1. lnfi! Pond 1 Inflow Area= 0.296 ac, 43,16%Impervious, Inflow Depth> 2.63' for 10-yr event Inflow = 0.7 cfs @ 11.99 hrs, Volume= 0.065 of Outflow = 0.4 cfs @ 12.11 hrs, Volume= 0.065 af, Atten�41%, Lag=7.2 min Discarded = 0.4 cfs @ 12.11 hrs, Volume= 0.065 al Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.01 hrs Peak Elev=136.38'@ 12.11 hrs Surf.Area=718 sf Storage=215 cf Flood Elev= 137.40' Surf.Area=2,447 sf Storage=1,605 cf Plug-Flow detention time--3.7 min calculated for 0.065 of(100%of inflow) Center-of-Mass det.time=3.5 min(804.3-80U) Volurne Invert Avail.Stora e Storage Description #1 136.00' 1,605 cf Custom Stage Data(irregular)Listed below(Recalc) Elevation Surf.Area Perim. IncStore Cum.Storo Wet.Area feet s -ft feet cubio-feet cubro-feet Sit 136.00 416 99.6 0 0 416 137.00 1,377 347.2 850 850 9,222 137,40 2,447 366.0 755 1,605 10,299 Device Routing Invert Outlet Devices . #1 Discarded 136.00' 6.500 inlhr ExHitratlon over Wetted area Phase-In=0.01' Discarded OutFlow Max=0.4 cfs @ 12.11 hrs HW=136.38' (Free Discharge) L1=Exf>Itratlon (Exfiltrafion Controls 0A cfs) Summary for Pond Pipe P1. Pipe P1 Inflow Area= 0.277 ac, 83.68%Impervious, Inflow Depth> 3.91' for 10-yrevent Inflow - 0.8 cfs @ 12.16 hrs, Volume= 0.090 of Outflow 0.6 cfs @ 12.26 hrs, Volume-- 0,090 af, Atten=19%, Lag=6.0 min Primary - 0.6 cfs @ 12.26 hrs, Volume= 0,090 of Routing by Dyn-Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.01 hrs Peak EIev=136.20'@ 12.26 hrs Surf.Area=627 sf Storage=156 cf Flood EIev=136.75' Surf.Area=1,897 sf Storage=821 of i 1526• Post 1526 24-hr 5110-yr Rainfa1F4.83" Prepared by Haight Engineering,PLLC Printed 12/30/2015 HydroCAl]O10.00-12 sln 03240 ©2014 HydroCAD Software Solutions LLC Pane 6 Plug-Flow detention time= 1.4 min calculated for 0.090 of(100%of inflow) Center-of-Mass det.time=11.3 min(801.9-800.6) Volume Invert AvaiLStora e Storage Descriplion #1 135.50' 821 of Custom Stage Data(Irregular)Listed below(Recalc) Elevation Surf.Area Perim. Inc.Store Cum-Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) . (cubic-feet)� (sq^ft) 135,50 3 10.0 0 0 3 136.00 338 141.1 62 62 1,580 136.75 1,897 254.6 759 821 5,157 Device Routing Invert Outlet Devices #1 Primary 135.50' 6.0" Round Culvert L=70.0' CPP,square edge headwall, Ko=0.500 Inlet 1 Outlet invert=135.50'/134.00' S=0.0214? Cc=0.900 n=O,010, Flow Area=0.20 sf Pr€mary OutFlow Max=0.6 cfs @ 12,26 hrs HW=136.20' TW=0.00' (Dynamic Ta€€water) t--•1=Culvert (Inlet Controls 0.6 cfs @ 3.22 fps) Summary for Pond PP1: Porous Pave 1 Inflow Area= 0.187 ac,100.00%impervious, Inflow Depth> 4.59' for 10-yrevent Inflow - 0.9 cfs @ 11.99 hrs, Volume= 0.072 of Outflow = 0.3 cfs @ 11.92 hrs, Vo€ume= 0.072 af, Atten=67%, Lag=0.0 min Discarded = 0.3 cfs @ 11.92 hrs, Volume= 0.072 of Routing by Dyn-Stor--Ind method,Time Span=0.00-24.00 hrs,dt=0.01 hrs Peak El ev=134.65'@ 12.11 hrs Surf.Area=2,050 sf Storage=263 of Flood Elev= 135.53' Surl.Area=2,050 sf Storage=876 of Plug-Flow detention time=2.6 min calculated for 0.072 of(100%of inflow) Center-of-Mass dot time=2,6 rain(747.7-745.2) Volume Invert Avail.Stora e Storage Descrt lion #1 134.30' 1,664 of Custom Stage Data(Irregular)Listed below(Recaic) Elevation Surf.Area Perim, Voids Inc.Store Cum.store Wet-Area T(feet) -(N-ft) (feet) (%) (cubic-feet) (cubic-feet) (sq ft) 134.30 2,050 265.5 0.0 0 0 2,050 135.30 2,050 265.5 37.0 759 759 2,316 135.53 2,050 265.5 25.0 118 876 2,377 136.53 2,050 266.5 20.0 410 1,286 2,642 136.87 2,050 265.5 25,0 174 1,461 2,732 137.20 2,050 265.5 30.0 203 1,664 2,820 Device Routing Invert Outlet Devices #,t1 Discarded 134.30' 6.500 lnlhr ECxfi€tratfon over Surface area Phase-In=0.01' Discarded OutFlow Max--0.3 cfs @ 11.92 hrs HW=134.35' (Free Discharge) t-I=Exflltration (FAIltration Controls 0,3 cfs) 1526.Post 1526 24-hr S1 10 yr Rainfall=4.63" Prepared by Haight Engineering, PLLC Printed 12/3012015 H roCAL*10.00-12 *03240 02014 H dr M Software Solutions LLC Page 7 Summary for Link A:A Inflow Area= 0.277 ac, 83.68%Impervious, I nflow Depth> 3.91" for 10-yr event Inflow 0.6 cfs @ 12.20 hrs, Volume= 0.090 of Primary - 0.6 cfs @ 12.26 hrs, Volume= 0,090 af, Menµ 0%, Lag=0.0 min Primary outflow=Inflow,Time Span=0,00 24.00 hrs,dt=0.01 hrs Summary for Link B: B Inflow Area= 0.012 ac, 17.59%Impervious, Inflow Depth> 1.75" for 10-yrevent Inflow = 0.0 cfs @ 12,04 hrs, Volume= 0.002 of Primary = 0.0 cfs @ 12.04 hrs, Volume- 0.002 af, Atten=0%, Lag=0.0 min Primary outflow=inflow,Time Span=0,00 24.00 hrs,dt=0.01 hrs I A2 25-YR STORM NODE LISTING i 1526- Post 1526 24-hr S125-yr Rainfalr6.16" Prepared by Haight Engineering, PLLC Printed 12130120i5 H droCAD@ 10.00-12 s1n 03240 Q 2014 Ei droCAD Software Solutions LLC Pa e 2 Time span=0.00-24.00 hrs, dt=0.01 hrs,2401 points Runoff by SOS TR-20 method, UH=SCS,Weighted-ON Reach routing by Uyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment 1:1 Runoff Area=8,152 sf 100.00%Impervious Runoff Depth>5.92" Flow Length=63' Slope=0.0130 T Tc=0.5 min CN=98 Runoff=1.1 ofs 0.092 of Subcatchment 2:2 Runoff Area=12,082 sf 83.68%Impervious Runoff Depth>5.21" Flow Length=307' Tc=15.3 min CN:z 2 Runoff=1.0 cfs 0.120 of Subcatchment 3:3 Runoff Area=3,900 sf 100.00%Impervious Runoff Depth>5.92' Flow Length=43' Slope=0.0400'f To=0.2 min CN=98 Runoff=0.5 cfs 0.044 of Subcatchment 4:4 Runoff Area=900 sf 100.00%Impervious Runoff Depth>5.92" Flow Length=20' Slope=0.0400'1' Tc=O.l min CN=98 RunoM.1 ofs 0.010 of Subcatchment 5:5 Runoff Area=8,080 sf 9.38%Impervious Runoff Depth>2.37' Flow Length=269' Tc=9.4 min CN=64 Runoff-0.a ofs 0.037 of Subcatchment 6:6 Runoff Area=523 sf 17.59%Impervious Runoff Dopth>2.74" Flow Length=19 Slope=0.0100 7 To=4.1 mint CN=68 Runoff=0.0 ofs 0.003 at Subcatchment C:C Runoff AroaA,831 sf 91,64%Impervious Runoff Depth>5.57' Flow Length=15' Slop e=0.0100 T Tc--2.8 min CN=95 Runoff=0.2 ofs 0.020 of Subcatchment D:D Runoff Area--2,387 sf 85.04%Impervious Runoff Depth>5.22" Flow Length=56' Slope=0.0100 T Tc=3.4 min CN=92 Runoff=0.3 ofs 0.024 of Subcatchment E: B Runoff Area=2,661 st 62,95%Impervious Runoff Depth>4.34" Flow Length=25' Slope=0.08007 To--2.7 min C"4 Runoff=0.3 cfs 0.022 of Reach R1:Reach R1 Avg.Flow Depth=0.05' Max Vet=0.40 fps Inflow=0.0 ofs 0.003 of n=0.035 L=54.0' S=0.00747 Capaot".9 cfs Outflow=0.0 cfs 0.003 of Pond IP1:Infil Pond 1 PeakEtev=136.59 Storage=308of Inflow=0.9cfs 0.091 of Out low=0.5 ofs 0.091 of Pond Pipe P1:Pipe P1 Peak EIev=136.34' Storage=259 of Inflow=11.0 cfs 0.120 of 6.0" Round Culvert n=0.010 L=70.0' S=0.0214 7 Oufflow=0.7 ofs 0.120 of Pond PP1:Porous Pave 1 Peak Elev=134.82' Storage=392 of lnflaw=l.1 ofs 0,092 of Outflow-=0.3 ofs 0.092 of Link A:A lnflow=0.7 ofs 0.120 of Primary=0.7 ofs 0.120 of Link B:B Inflow=0.0 ofs 0.003 of Primary=0.0 ofs 0.003 of i i A-2 100-YR STORM NODE LISTING i 1526- Post 1526 24-hr S1 100 yr Rainfall=8.89" Prepared by Haight Engineering,PLLC Printed 12/30/2015 HydroCADO 10.00-12 sin 03240 ©2014 H dmCAD Software Solutions LLC Pa e 3 Time span=0.00-24.00 hrs,dt=0.01 hrs,2401 points Runoff by SCS TR 20 method, UH=SCS,Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment 1:1 Runoff Area=8,152 sf 100.00%Impervious Runoff Dopth>8.65" Flow Length--W Slope=0.0130 If Tc=0.5 min CN--98 Runoff=1.5 ofs 0.135 of Subcatchment 2:2 Runoff Area--12,082 sf 83.68%impervious Runoff Depth>7.8T Flow Length=307' Tc=15.3 min CN=92 Runoff 1Acfs 0.182 of Subcatchment 3:3 Runoff Area=3,900 sf 100.00%Impervious Runoff Depth>8.65" Flow Length=4T Slope=0.0400 7 Te=0.2 min CN=98 Runoff=0.7 cfs 0.065 of Subcatchment 4:4 Runoff Area=900 of 100.00%Impervious Runoff Depth>8.65" Flog Length=20' Slope=0.0400 7 Tr=01 min CN-98 Runoff=0.2 ofs 0.015 of Subcatchment 5:5 Runoff Area=8,080 sf 9.38%Impervious Runoff Depth>4.49" Flow Length=269 Tc=9.4 min CN=64 Runoff=0.7 cfs 0.069 of Subcatchment 6:6 Runoff Area=523 sf 17,59%Impervious Runoff Depth>4.99" Flow Length=15' Slope=0.0100'T To=4.1 min CN=68 Runoff--0.1 ofs 0.005 of Subcatchment C:C Runoff Area=1,831 sf 91.64%Impervious Runoff Depth>&M' Flow Length=15' Siope=0.0100`0' To=2.8 min CN=95 Runoff=0.3 cfs 0.029 of Subcatchment D:D Runoff Area=2,387 sf 85.04°�Impervious Runoff Depth>7.92" Flow Length=56 Slope*0100`P Tc=3_4 min CN=92 Runoff-0.4 cfs 0.036 of Subcatchment E:E Runoff Area=2,661 sf 62.95%Impervious Runoff Depth>6.95" Flow Length=25' Slope=0.08W? Tc=2.7 min CN=84 Runoff=0.4 afs 0.035 of Reach RI:Reach Rl Avg.Flow Depth=0.07' Max Vet=0.47 fps Inflow=0.1 cfs 0.005 of n=0.035 L=54.0' S=0.0074? Capaci".9cfs Outllow=0.lofs 0.005af Pond IPI:Infil Pond 1 Peak Elev=136.72' Storage=513 cf Intow=1.3 ofs 0.149 of Outflow=0.9 ofs 0.149 of Pond Pipe Pl:Pipe P1 Peak Elerr136.58' Storage=546 of lnflow=1.4 ors 0.182 of 6.0" Round Culvert n=0.010 L=70.0' S=0.0214'P Ouff(ow-0.9 cfs 0.182 of Pond PPl:Porous Pavel Peak E[ev-135.33 Storage=776 of Inflow=1.5 ofs 0.135 of Outflow=0.3 ofs 0.135 of Link A:A Inflow=0.9 cfs 0.182 of Primary=0.9 cfs 0.182 of Link B:B Inflow--O.1 cfs 0.005 of Primary=0.1 cfs 0.005 of i I APPENDIX B MAPS i i B-1 PRE-DEVELOPED CONDITIONS i rl ,e' , 1 r /` �'/ /✓ ' 11 lrll 1 / Y I / aLn ! 7-1 uj cn 11 r , i � Q r v \ ♦ 1 i r' m vLA \ / C'3 \\ r n Q c 1 d x a c� m ro r=t PRE—DEVELOPMENT IIhTERSDED PLAN mm+z-n-+a SGIE k VUW BY F9 TURNA'!XE ARlypAlOTIVRSr REPAIR C h C AUTO TAVERCORPON UN area an,t+o .ecuser axcurawxa rare 181$ TDRNE'!EE STRE$T 288 RAL$1CH TAYBRN LANK ,yq�a�p eygp cros axcuaeas NORTH AN➢OVER, AM 00845 NORTH ANDOVBR, A/A Of845 Pnoxcrtwaiaae as aai nea re,r�mroxa �, noras xa■sxxwaru ntrts2e-cra+no sawsa uv oa>E :eaf.rsauaa. ur eoa.vra.aam , l B-2 POST-DEVELOPED CONDITIONS T i I ' yy yy A� Pq 1 r JA rpQ °�n r JI / r w r , 1 / r , O ! / r r / ran v 4A , a � 1a :r- o m n ! x r rr n ca CA z o y m m POST—DEVRLOPMENT IYAURSH&A PLAN DAM a-z 15 �r- auxn sn ya TURNPIdGS AUTCd(DTlYBTION 181X I C d C A GOI[POIU acrxsrxsarq rusTURNPI"3TRRNr $&8 RALBIGf TAYBRN LANE rsvaaxn areal ,;,_ra�mr fide." ,er orarox a NURTN ANDDVER, MA 01845 NDRTlY ANDtlYIiR, AM4!B!5 vx CF KIM �t norm sar xurselxa ra�sm-off ao msm wP ortE eor.>s M r�ta6�7rfruc i { i 1