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Home My WebLink AboutSigned Stormwater Management Report - - HA COC l ASSOCIATES >1;LTvewoi-s I J."wig'"iil(',(.rs I Scientists Stormwater Management Report #492 SUTTON STREET (North Andover, MA Prepared For: Home Crown Lacrosse, LLC 400 Osgood Street (North Andover, MA 01845 Prepared By: Brian Geaudreau, PE Morgan Seale Project: 27016 Date: August 30, 2023 Revised: November 27, 2023 34 Chelmsford Street, 2nd Floor I Chelmsford, MA 01824 1 V.978-244-0110 f F. 978-244-1133 ( HancockAssociates.com BILLERiCA, BOS`I"ON, CHELMSFORD, DANVERS, MARLBOROUGH, NEWBURYPORT, PRINCETON, MA I SALLM, NI-1 Table of Contents \ BACKGROUND INFORMATION 4.\ Project Description B.\ Existing Conditions C.\ Proposed Conditions-Stu,mnvvatcr Management Narrative DOCUMENTING COMPLIANCE A.\ MaosOEPSto/nnvvaterStandards l. No Untreated Discharges orErosion to Wetlands 3. Peak Rate Attenuation I. Runoff Summary Table 3. StornovvaterReoharAm i Soil Evaluation ii Required Recharge Volume iii. Sizing v "Static"Method * "Simple Dynamic"Method ^ "Dynamic Field"Method iv. 72-hournraw6mvvnAnalysis v. Capture Area Adjustment vi. Mounding Analysis 4. Water Quality I. YSS,Removal Train w Weighted Average Calculation i|. Water Quality Volume Calculation S. Land Uses With Higher Potential Pollutant Loads (LUHPPLs) 6. Critical Areas 7. Redevelopments and Other Projects Subject to the Standards only tothe Maximum Extent Practicable 0. Construction Period Pollution Prevention and Eros|onQ' Sedimentation Controls i. Erosion and Sediment Control Plan 9. operation and Maintenance Plan I. Owner Certification Statement ii. 8K8P Inspection Logs 10. Prohibition of Illicit Discharges I. Illicit Discharge Statement SOILS INFORMATION &.\ USDA NR[S Web Soil Survey Information ATTACHMENTS • Pre-development Subcatchnoent Plan w Post-development SuboatchnoentPlan ° HydroCADVVorksheets w USGSTopoCraphic Map • NHESP Endangered Species and Critical Habitat Map • FEK4A Firnnette Map Background Information A. Project Description This project intends to construct a 39,100±SF athletic facility with office space, accompanying parking lot and utilities on a leased lot granted by the Lawrence Municipal Airport.Said lease area is proposed to be 2.5±Acres. The proposed building will be provided with gas and water service from the existing underground services along the airport entrance road (Terminal Road). Sewer service will be provided by connecting to an existing sewer manhole approximately 900 feet north of the intersection of Terminal Road and Sutton Street. In order to mitigate any increase in stormwater runoff from the proposed development,stormwater management practices have been designed to mirror existing drainage patterns and provide full compliance with MassDEP Stormwater Management Standards. Best Management Practices(BMPs) include a porous pavement system sized to meet all performance requirements. B. Existing Site Conditions The subject lot is located along the eastern side of Terminal Road. Existing conditions include maintained grass fields, disturbed earth from removal of soil stockpiling, and a small portion of woods.The site is located in the Industrial 2 district with a portion being within the Watershed Protection District.Stormwater runoff from the site is divided between two discharge areas,the southern end of Terminal Road,Sutton Street and Old Clark Road, and the northern end of Terminal Road. The drainage directed to the northern end of Terminal Road is collected via the Lawrence Municipal Airport's drainage system. Drainage directed to the southern side of Terminal Road and Old Clark Road is collected via the Town's municipal drainage system where is discharged at various points along Osgood Street into the wetlands surrounding Lake Cochichewick(GIS Drainage information shown below). iAf�i r ij WETLANDS&LAKE CC�C6iIC��EEV P��t{ i Figure 1.0 An on the ground survey was performed by Hancock Associates through the Summer of 2023,The site is partially located within the Watershed Protection District: General Zone and Watershed Protection District: Non- Discharge Zone, Onsite soils are mapped as Hydrologic Group Cby USDA NRCS Web Soil Survey. C. Proposed Conditions—Stornmvxater Management and Methodology The Stormwater Management design methodology implemented for this projectisintendedtotreetand exU|trote runoff via a porous pavement system.This hydrologic analysis methodology will approximate pre- development peakf|owratexotdesiQnpoints: TheNorthernportimnofTernmina| RuadandtheSuttonStreet/D|d Clark Road Drainage System.The project proposes to disturb approximately 88,000 SF±of land with 59,515 SF of that being new impervious surfaces including, porous pavement,driveways and walks, and roofs. Terminal Road-North(lS/9S) In existing site conditions runoff from the northern portion of the lot drains to the north into the existing drainage system uf Terminal Road. In the post-development condition the contributory area will be decreased,thus allowing for less runoff as the majority of the stVrnnvvater will be directed to the porous pavement. Sutton Street/Old Clark Road (3S/11R) In existing site conditions runoff from the majority of the lot drains overland to the southeast into the old Clark Road and Sutton Street drainage systems(see Figure 1.0). Post-development conditions will maintain the overall drainage patterns with additional runoff from impervious surfaces being treated and attenuated by the proposed porous pavement parking lot thus leading to a decrease in total volume directed the municipal system (see Runoff Summary Table and the attached HydroCAD worksheets for further detai|\, Documenting Compliance A. K8assDEP Stornnnuater Management Standards The following sections provide a discussion of how the requirements of the Stormwater Management Standards are addressed by the proposed new development, Standard 1: No Untreated Discharges or Erosion to Wetlands No new stormwater conveyances(e.g. outfalls) may discharge untreated stormwater directly to or cause erosion |n wetlands o,waters ofthe Commonwealth. No new untreated conveyances or direct discharge to wetlands are proposed; all points of discharge mirror existing discharge patterns. See computations completed in Standards 4 &6 that demonstrate proper treatment of suspended solids and required water quality volume. Standard 2: Peak Rate Attenuation Stormwater Management Systems must be designed so that post-development peak discharge rates do not exceed pre-development discharge rates. Runoff Summary Table: Rainfall Frequency 2-year 10-year 25-year 100-year 24-hour Rainfall Intensity 3.15 in 4.99 in 6.14 in 7.91 in Pre-Development _ -�� Overland to Terminal Rd. North 0.71 cfs 1.81 cfs 2.57 cfs 3.80 cfs 16,574 cf (15) Post-Development Overland to Terminal Rd. North 0.70 cfs 1.71 cfs 2.41 cfs 3.53 cfs 10,254 cf (9S) Delta -0.01 cfs -0.10 cfs -0.16 cfs -0.27 cfs -6323 cf Percentage Difference(%) -1.016 -5.5% -6.2% -7.1% -38.2% Pre-Development Overland to Old Clark Rd.& 1.30 cfs 3.32 cfs 4.72 cfs 6.98 cfs 32,793cf Sutton St.(2S) Post-Development ...__-- Overland to Old Clark Rd. & 1.09 cfs 2.78 cfs 3.95 cfs 6.79 cfs 24,846 cf Sutton St.(16R) Delta -0.21 cfs -0.54 cfs -0.77 cfs -0.19 cfs -7,947 cf ------------- Percentage Difference(°a) -16.2016 -16.3% -16.3% -2.796 -24.2% As detailed in the Stormwater Methodology and Introduction and summarized in the preceding table,there will be no increase in peak runoff rate for the 2, 10, or 100-year frequency events as compared to existing conditions. HydroCAD worksheets are attached herewith. Standard 3: Stormwater Recharge Loss of annual recharge to groundwater shall be eliminated or minimized through the use of infiltration measures including environmentally sensitive site design, low impact development techniques,stormwater best management practices, and good operation and maintenance. At a minimum,the annual recharge from the post-development site should approximate the annual recharge from the pre-development conditions based on soil type. This standard is met when the stormwater management system is designed to infiltrate the required recharge volume as determined in accordance with the Massachusetts Stormwater Handbook. Required Recharge Volume The Required Recharge Volume equals a depth of runoff corresponding to the soil type times the impervious areas covering that soil type at the post-development site. Rv =F x impervious area Equation (1) Rv =Required Recharge Volume, expressed in Ft3, cubic yards, or acre-feet F = Target Depth Factor Impervious Area =pavement and rooftop area on site Target Depth Factor/A=8.3S inch (Class C Hydrologic Soils) Rv=/K2S inch x1ft /12 IN) (58�340 SF) = 1,31SCF Total Recharge Required = 1~21SCF 1 inch retention volume (required to achieve 90Y4T6Sremoval-see Standard 4\: (1 inch x1ft /12 IN) /58,S4O SF) =4,861CF Required retention Volume=4,861CF Recharge Facility Volume Porous Pavement Reservoir G/444CP( >4,861CF) (oiage-area-sto rage table provided on next page) Drawdown within 72 Hours RP Thnma""d.wn = /K\(Rntfo/n ^4/-eo) Rv=Storage Volume K Saturated Hydraulic Conductivity For"Static"and "Simple Dynamic"Methods, use Rawls Rate (see Table 2.3.3). For"Dynamic Field'Method, use 50%of the in-situ saturated hydraulic conductivity. Bottom Area=Bottom Area of Recharge Structure Proposed Porous Pavement Time = 5,444CF /[/1.O2 inches /hour) (11t / 12inches) /2I,95OSF\] Time= I9 hours (<72hours) 27016hVd-R1 Type/I/24-hr 100-Year Rainfoll=Z91" Prepared by Hancock Associates Printed 11/6/2023 HydroCAD'10.20-3c s/n00711 (D 2023 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 13P:Porous Pavement expanded resvr Elevation Surface Storage Elevation Surface Storage (feet) (sq-ft) (cubic-feet) (feet) (sq-ft) (cubic-feet) 158.90 21,950 0 159.49 21,950 5,180 158.91 21,950 88 159.50 21,950 5,268 158.92 21,950 176 159.51 21,950 5,356 158.93 21,950 263 159L_5 158.94 21,950 351 159.53 21,950 5,531 158.95 21,950 439 159.54 21,950 5,619 158A6 21,950 527 159.55 21,950 5,707 1S8.97 21,950 615 159.56 21,950 5,795 158.98 21,950 702 159,57 21,950 5,883 158.99 21,950 790 1S9.58 21,950 5,970 159.00 21,950 878 159.59 21,950 6,058 159.01 21,950 966 159.60 21,950 6,146 159,02 21,950 1,054 159.61 21,950 6,234 159.03 21,950 1,141 159.62 21,950 6,322 159.04 21,950 1,229 159.63 21,950 6,409 159.05 21,950 1,317 159.64 21,950 6,497 159.06 21,950 1,405 159.65 21,950 6,585 159.07 21,950 1,493 159.66 21,950 6,673 159.08 21,950 1,580 159.67 21,950 6,761 159.09 21,950 1,668 159.68 21,950 6,848 159.10 21,950 1,756 159.69 21,950 6,936 159.11 21,950 1,844 159.70 21,950 7,024 159.12 21,950 1,932 159.71 21,950 7,112 159.13 21,950 2,019 159.72 21,950 7,200 159.14 21,950 2,107 159.73 21,950 7,287 159.15 21,950 2,195 159.74 21,950 7,375 159.16 21,950 2,283 159.75 21,950 7,463 159.17 21,950 2,371 15936 21,950 7,551 159.18 21,950 2,458 159.77 21,950 7,639 159.19 21,950 2,546 159.78 21,950 7,726 159.20 21,950 2,634 159.79 21,950 7,814 159.21 21,950 2,722 159.80 21,950 7,902 159.22 21,950 2,810 159.81 21,950 7,990 159,23 21,950 2,897 159.82 21,950 8,078 159.24 21,950 2,985 159.83 21,950 8,078 159.25 21,950 3,073 159.84 21,950 8,078 159.26 21,950 3,161 159.85 21,950 8,078 159.27 21,950 3,249 159.86 21,950 8,078 159.28 21,950 3,336 159.87 21,950 8,078 159.29 21,950 3,424 159.88 21,950 8,078 159.30 21,950 3,512 159.89 21,950 8,078 159.31 21,950 3,600 159.90 21,950 8,078 159.32 21,950 3,688 159,91 21,950 8,078 159.33 21,950 3,775 159.92 21,950 8,078 159.34 21,950 3,863 159.93 21,950 8,078 159.35 21,950 3,951 159,36 21,950 4,039 159.37 21,950 4,127 159.38 21,950 4,214 159.39 21,950 4,302 159.40 21,950 4,390 159.41 21,950 4,478 159.42 21,950 4,566 159.43 21,950 4,653 159.44 21,950 4,741 159.45 21,950 4,829 159.46 21,950 4,917 159.47 21,950 5,005 159.48 21,950 5,092 Porous Pavement Lenuth = 145' VVidth = 151./y Application Rate: 5,444cf/day /Z195Osf =0.248cf/day/sf F|Uab|e Porosity(Specific Yie|d\: Sni| Desc LS Yield Values: 0L23 Saturated Hydraulic Conductivity/K,a^\ =3ft/day for fine sands The mounding analysis shown on the following page demonstrates the impact of the porous pavement infiltration on the estimated groundwater table. During a 100-year storm event the amount of water infiltrated by the reservoir course of the pavement causes the groundwater table to rise 1.08 feet above its normal level thus having no effect un the practice. Groundwater Mounding Analysis (Hantush's Method using Glover's Solution) 1,2 1.0 0.$ - - ar 0.6 s 0.4 0.2 0.0 0 1 2 3 4 5 Time(day) uuuuuumouuuuuuuuuu0000uouuuuuuuuuui�uaui TT(di. EL RESULTS COMPANY: Hancock Associates Mound PROJECT: 27016-HGR Lacrosse Height (ft) ANALYST. Morgan Seale o DATE: 11/6/2023 TIME: 1:09:25 PM 0.01 0.05 INPUT PARAMETERS 0.1 0.17 Application rate: 0.2484 cft/day/sq, ft 0.24 Duration of application: 1 day 0.32 Total simulation time: 5 day 0.4 0.43 Fillable porosity: 0.23 0.5 0.56 Hydraulic conductivity: 3 ft/day 0.7 0.75 Initial saturated thickness: 30 ft 1 1.08 Length of.application area: 145 ft 1.1 1.08 Width of application area: 151.4 ft 1.2 1,07 No constant head boundary used 1.4 1.06 Groundwater mounding @ 1.6 1.05 X coordinate: 0 ft 1.9 1.02 Y coordinate: 0 ft 2.2 0.99 Total volume applied: 5453.125 cft 2.6 0,94 3.1 0.88 3.8 0.79 5 0.67 Standard 4: Water Qualit 8tmrmomater management systems shall be designedto remove 8O%of the average annual post-construction load of Total Suspended SoUds(TSS). This standard is met when: (a)Suitable practices for source control and pollution prevention are identified in a long-term pollution prevention plan,and thereafter are implemented and maintained; (b)Structural stormwater best management practices are sized to capture the required water quality volume determined in accordance with the Massachusetts Stormwater Handbook; and (c) Pretreatment is provided in accordance with the Massachusetts Stormwater Handbook. The required water quality volume equals 1.0 inch of runoff times the total impervious area of the post- development project site for a discharge a from a land use with a higher potential pollutant load; * within an area with a rapid infiltration rate(greater than 2.4 inches per hour); 0 within m Zone || qr Interim Wellhead Protection Area; w near orto the following critical areas: u Outstanding Resource Waters, o Special Resource Waters, o bathing beaches, p shellfish growing areas, o co|d'vuaterf|mher|em. i.TSS Removal for Porous Pavement: TSSRemova| Efficiency=90Y6ifstoraOebedsizedtoreta|n1" vvaterqua||tyvo]umedrainedvvith/n72houm. -MA M74 General Permit section:23.6u.8.3.o3.3 TS5 Removal Percentage Computations: BIVIP TSS REMOVAL RATE STARTING TSS AMOUNT REMAINING LOAD LOAD REMOVED Total Phosphorus (TP) removal: TP Rmnouva| Efficiency=62Y6with 12" filter course '(Tobh3-22ofAppendix F,Attachment 3, MA MS4 General Permit) Standard 5: Land Uses with Higher Potential Pollutant Loads For land uses with higher potential pollutant loads,source control and pollution prevention shall be implemented |n accordance with the Massachusetts StornnvoaterHandbuoktoe|Ynm|nateorreducethe discharge nfstnrnnvvater runoff from such land uses to the maximum extent practicable. |f through source control and/or pollution prevention all land uses with higher potential pollutant loads cannot be completely protected from exposure tn rain,snow, snow melt, and storrnvxater runoff,the proponent shall use the specific structural stormmvvater8K8Ps determined bythe Department tobe suitable for such uses asprovided ln the Massachusetts 5tmrmnvuaterHandbook. Stormovvoter discharges from land uses with higher potential pollutant loads shall also comply with the requirements of the Massachusetts Clean Waters Act, M.G.L. c. 21, ^§^§26-53 and the regulations promulgated thereunder at314CK0R 3.00, 314CK8R4.OUand 314CK4N5.00. The proposed development does not qualify as a Land Use with Higher Potential Loads(LUHPPLs). Standard 6: Critical Areas Stormuxater discharges within the Zone Nmr Interim Wellhead Protection Area ofa public water supply, and � � stormwater discharges near or to any other critical area, require the use of the specificsource control and pollution prevention measures and the specific structural stormwater best management practices determined by the Department to be suitable for managing discharges to such areas, as provided in the Massachusetts � Stornmxva%*r Handbook.A discharge is near a critical area if there is a strong likelihood of a significant impact � occurring to said area,taking into account site-specific factors. 5tmrnmvuater discharges tuOutstanding Resource Waters and Special Resource Waters shall be removed and set back from the receiving water or wetiand and receive the highest and best practical method of treatment. A"storm water discharge" as defined in 314CIVIR3.04(2)/e\1 qr(b)to on Outstanding Resource Water orSpecial Resource Water shall comply with 314CK8R3.00 and 314CK8R4.0O. Gtornmxuater discharges toa Zone | or Zone/\are prohibited unless essential tq the operation ofm public water supply. This project does not discharge to critical areas. The proposed development meets this standard. Standard 7: Redevelopments Sub"ect to the Standards only to the Maximum Extent Practicable A redevelopment project is required to meet the following Stormwater Management Standards only to the maximum extent practicable: Standard 2, Standard 3, and the pretreatment and structural best management � � practice requirements of Standards 4, 5, and 6. Existing stormwater discharges shall comply with Standard 1 only tothe rnan|mnumn extent practicable. /\redevelopment project shall also comply with all other requirements of the Stormwater Management Standards and improve existing conditions. � � The proposed project isnuturedeve|oprnentaodshaUconnp|yvvitha|| othernequirementsoftheStornow/ater � Management Standards tn the maximum extent practicable. � | Standard 8: Construction Period Pollution Prevention and Erosion &Sedimentation Controls A plan to control construction-related impacts including erosion,sedimentation and other pollutant sources during construction and land disturbance amt|u|dms (construction period erosion, sedimentation, and AoUution prevention plan) shall be developed and implemented. EROSION AND SEDIMENTATION CONTROL PLAN Best management practices (BMP)for erosion and sedimentation control are staked silt fence, hydro seeding,and phased development. Many otornowatarBK4P technologies /e.g., infiltration technologies) are not designed tn handle the high concentrations of sediments typically found in construction runoff and must be protected from construction-related sediment loadings. Construction BM P's nwst be maintained. | � In developing the proposed project certain measures will be implemented to minimize impacts erosion and � � sedimentation could have on surrounding areas. This section addresses items that involve proper construction � techniques, close surveillance of workmanship, and immediate response to emergency situations.The developer � must be prepared to provide vvbataxar reasonable measures are necessary to protect the environment during � � construction and to stabilize all disturbed areas as soon as construction ends. Nn-Coxxbwc/oa � 1. Prior to clearing,excavation,construction,or any land disturbing activity requiring a permit,the applicant, the applicant's technical representative,the general contractor, pertinent subcontractors,and any person with authority to make changes hothe project,shall meet with the Town's designated Agent and toreview the permitted plans and proposed implementation. 2. The contractor shall have a stockpile of onotedob required to control erosion on-site to be used to supplement or repair erosion control devices. These materials shall include, but are not limited to yt[avv wattles, catch basin filter bags and crushed stone. 3. The contractor is responsible for erosion control on site and shall utilize erosion control measures where needed, regardless of whether the measures are specified on the plan or in the decisions. /qeDmiyu»y8ite Work 1. Materials such as gravel to be removed should be stockpiled, separating the topsoil for future use on the site. Erosion control shall be utilized along the down slope side of the piles if the piles are to remain for more than three weeks. 2. If intense rainfall is anticipated, the installation of supplemental straw bale dikes, silt fences, o,armored dikes shall be considered. Site_InspocdwnxDwr/ng Conx/rx«tiue 1. During construction,the permittee or his/her Agent shall conduct and document inspections of all control measures no less than weekly oraa specified in the permit, and prior to and following anticipated storm events.The purpose of such inspections will be to determine the overall effectiveness of the Erosion and Sedimentation Control Plan, and the need for maintenance or additional control measures. Po/wamParmnmdyum(i&xdou 1. Porous pavement shall be installed only after construction proposed structures and grading has been completed in order to ensure proper underlying infiltration no|| interfacing and protection of porous system from damage during construction, 2. Pavement shall be vacuum swept and cleared of all remaining construction debris and/or loose materials following construction and site stabilization. L4//droqyM /\§ 1. LondauapinU/Seedingaha|| occur as soon as possible to provide permanent stabilization of disturbed surfaces. 2. If the season or adverse weather conditions do not a||oxv the establishment of vegetation, temporary mulching with straw, wood chips weighted with snow fence or branches, or other methods shall be provided. 3. A rn|ninnumn of inches of topsoil shall be placed and its surface smoothed to the specified grades, 4. The use of herbicides is strongly discouraged. 5. Hydro seeding is encouraged for steep slopes. Application rates on slopes greater than 3:1 shall have a minimum seeding rate of5'|bs/1OQOSF. A latex or fiber tack|fiershall be used on these slopes at a minimum rate nf5O \bo. oftackifier per 50U gallons of water used. Standard 9: Operation and Maintenance Man A long-term operation and maintenance plan shall be developed and implemented to ensure that stormwater management systems function as designed. Operation and Maintenance plan has been developed and submitted as a standalone document. Standard lO: Illicit Discharges to Drainage System All Illicit discharges to the stormwater management system are prohibited. Measures to prevent illicit discharges are included in Standard 4 &8 of this report, It is the responsibility of the owner post construction to uphold this standard, A no Illicit discharges statement has not been attached but will be submitted by the owner prior to discharge of stormwater to post construction BMPs. Illicit Discharge Compliance Statement To the best of my knowledge no Illicit discharges currently exist on the site and no future Illicit discharge will be allowed, Including wastewater discharges and discharges of stormwater contaminated by contact with process wastes, raw materials, toxic pollutants, hazardous substances, oil, or grease, ._ . ... . Signed by Owner ;;: pate Standard 9: Operation and Maintenance Plan A long-term operation and maintenance plan shall be developed and implemented to ensure that stormwater management systems function as designed. Operation and Maintenance plan has been developed and submitted as a standalone document. Standard 10: Illicit Discharges to Drainage System All illicit discharges to the stormwater management system are prohibited. Measures to prevent illicit discharges are included in Standard 4&8 of this report. It is the responsibility of the owner post construction to uphold this standard. A no illicit discharges statement has not been attached but will be submitted by the owner prior to discharge of stormwater to post construction BMPs. Illicit Discharge Compliance Statement To the best of my knowledge no illicit discharges currently exist on the site and no future illicit discharge will be allowed, including wastewater discharges and discharges of stormwater contaminated by contact with process wastes, raw materials, toxic pollutants, hazardous substances, oil, or grease. Signed by Owner Date Soil Information USDA MRCS WEB SOIL SURVEY INFORMATION Soil Map—Essex County,Massachusetts,Northern Part rti h ,3251900 326100 32M &XIM 326700 32Y 700 371100 42"43'2S'F1 42'43"25°N n r / r �l v <t 4 C � I / I Y yy'' ryI f ti V i of II ��QQQSSS u 42m 42'2Cr N ". 42°42'20"N 329= 32-1000 326100 3263m 32M 3267CO 32rM 327100 r z: `Nt Map Scale:1:9,750 if printed on A port a1(83'x 11")eheet. Meters N a a 1c0 200 4CO 600 Feet a asa 990 lean 2ma Map projKbon:Web Metator Comer mordinates:WC-,84 Edge tics:UTM Zane 19N WGS8 4 USC>A Natural Resources Web Soil Survey 6/27/2023 26—M Conservation Service National Cooperative Soil Survey Page 1 of 3 Soil Map—Essex County, Massachusetts,Northern Part MAP LEGEND MAP INFORMATION Area of Interest(AOQ — Spoil Area The soil surveys that comprise your AOl were mapped at Area of Interest(AOI) $0 0. D Stony Spot Please rely on the bar scale on each map sheet for map Soils Very Stony Spot Soil Map Unit Polygons measurements. `7 Wet Spot Soil Map Unit Lines b Source of Map: Natural Resources Conservation Service ZI Other Web Soil Survey URL: Soil Map Unit Points Coordinate System: Web Mercator(EPSG:3857) Special Line Features Special Point Features Maps from the Web Soil Survey are based on the Web Mercator Blowout water Features projection,which preserves direction and shape but distorts _ Streams and Canals distance and area.A projection that preserves area,such as the Borrow Pit Albers equal-area conic projection,should be used if more Clay Spot Transportation accurate calculations of distance or area are required. Rails Closed Depression This product is generated from the USDA-NRCS certified data as Interstate Highways of the version date(s)listed below. Gravel Pit US Routes Soil Survey Area: Essex County,Massachusetts,Northern Part Gravelly Spot — Major Roads Survey Area Data: Version 18,Sep 9,2022 Landfill _ Local Roads Soil map units are labeled(as space allows)for map scales Lava Flow 1:50,000 or larger. Background Marsh or swamp Aerial Photography 5D,2022 aerial images were photographed: May 22,2022—tun Mine or Quarry The orthophoto or other base map on which the soil lines were Q Miscellaneous Water compiled and digitized probably differs from the background imagery displayed on these maps.As a result,some minor Perennial Water shifting of map unit boundaries may be evident. u` Rock Outcrop + Saline Spot Sandy Spot Severely Eroded Spot Sinkhole b Slide or Slip Sodic Spot USDA Natural Resources Web Soil Survey 6/2712023 1 Conservation Service National Cooperative Soil Survey Page 2 of 3 Soil Map-Essex County,Massachusetts,Northern Part Map Unit Legend Map Unit Symbol Map Unit Name Acres In AOI Percent ofAOt 1 Water 15,0 2.9% . . ---- _....... 6A Scarboro mucky fine sandy 7.5 1.5% loam,0 to 3 percent slopes 31A Walpole sandy loam,0 to 3 6.6 1.3% percent slopes -... _ ...... _.......__. ...._._. ........ 52A Freetown muck,0 to 1 percent 4.8 0.9%° slopes 70A Ridgebury fine sandy loam,0 8.6 1.7% to 3 percent slopes 260A Sudbury fine sandy loam,0 to 4.3 0.8% 3 percent slopes _.... - .......... . ..... _............._._._ _....... _...__..._ 305B Paxton fine sand loam,3 to 8 116.4 22.4%° percent slopes 305C Paxton fine sandy learn,8 to 25.0 4.8% 15 percent slopes _...... ......... 305D Paxton fine sandy loam, 15 to 8.7 1.7% 25 percent slopes 306E Paxton fine sandy loam,0 to 8 1.0 0.2% percent slopes,very stony 306C Paxton fine sandy loam,8 to 2.1 0.4/° 15 percent slopes,very stony __ _...... ........... _. .._.._.__- 306D Paxton fine sandy loam,15 to 0.0 0.0% 25 percent slopes,very stony ......... ....... _.._._..... 310B Woodbridge fine sandy loam,3 56.5 10.9% to 8 percent slopes -- -..._.. _ ..._ -- ---......... 31 OC Woodbridge fine sandy loam,8 8.2 1.6% to 15 percent slopes 311 B Woodbridge fine sandy loam,0 10.7 2.1% to 8 percent slopes,very stony 405C Chariton fine sandy loam,8 to 1.5 0.3% 15 percent slopes ........_ 4108 Sutton fine sandy learn,3 to 8 0.2 0.0%° percent slopes _..._....... .....- -----._. _ ... ....._ ..........__..._.. ...w.-- 421 B Canton fine sandy loam,0 to 8 1.6 0.3% percent slopes,very stony 602 Urban land 217.6 41.9/o 651 Udorthents,smoothed 13.8 2.7% 715B Ridgebury and Leicester fine 8.9 1.7% sandy loams,3 to 8 percent slopes,extremely stony Totals for Area of Interest 519.2 100.0% usDA Natural Resources Web Soil Survey 6/27/2023 """ Conservation Service National Cooperative Soil Survey Page 3 of 3 Attachments PRE-DEVELOPMENT SUBCATCHMENT PLAN POST-DEVELOPMENT SUBCATCHMENT PLAN HYDROCAD WORKSHEETS USGS TOPOGRAPHIC MAP NHESP ENDANGERED SPECIES AND CRITICAL HABITAT MAP FEMA FIRMETTE MAP p 0 a4ovs,- Noans surrom SmEr L %AtA 41 Hill �4ssoRs uu+N4IX�' ("JF t8 492 LYLS LS L SUTTON Rf%FARQ AY a STREET Sf[N&t'Rl MvJPkR?QTY.`S 81fRa' tt 1'f;y*JNtA4Y(}'/{,�84"V,BARWS �5'�Z.i+ `F .rj Norh f..nda ter.A<,c�chux:tts —�� Home Grown Lacrosse,LLC ( Nmth And—,MA 4 NU5 elf ly HAINCOCK ASSOCIATES ha135 `,� ow,;csrc r.. w ��3 Elm:ia-caws (IM su-nu fn ``- �,4,8 14S — J �"/ </`� a/`/ � i as vP.Na•tcwurtca rave g i ( POST DEVELOPLEW WBCATCFlMBgT PL M SCkLE: 1�_4Q EAYCLT:POST J 1W FiEEt:2 7 2 g�/� is 2S Overland to Terminal Rd Overland to Old Clam North Rd & Sutton t PRE Bobcat Reach on fyinl Routing Diagram for 27016hyd-R1 Prepared by Hancock Associates, Printed 11/6/2023 HydroCADO 10.20-3c sin 00711 @ 2023 HydroCAD Software Solutions LLC 27016hyd-RI Prepared by Hancock Associates Printed 11/6/2023 HydroCAD"10.20-3c s/n00711 Oc 2023 HydroCAD Software Solutions LLC Area Listing(selected nodes) Area CN Description (sq-ft) (subcatcliment-numbers) 107,205 74 >75%Grass cover,Good,HSG C (IS,2S) 27,445 70 Woods,Good,HSG C (IS,2S) 134,650 73 TOTAL AREA 27O1.6hyd-R1 Prepared by Hancock Associates Printed 11/6/2023 HydroCAD"10.20-3c s/n 00711 @ 2023 HydroCAD Software Solutions LLC Soil Misting(selected nodes) Area Soil Subcatchment (sq-ft) Group Numbers 0 HSG A 0 HSG ft 134,650 HSG C 1S,2S 0 HSG D 0 Other 134,650 TOTAL AREA 27016hyd-RI Type///24-hr 2-Year Roinfall=3.15" Prepared by Hancock Associates Printed 11/6/2023 HydroCADI 10.20-3c s/n 00711 @ 2023 HydroCAD Software Solutions 11C Time span=5.00-20.00 lirs,dt=0.05 hrs,301 points Runoff by SCS TR-20 method,UH=SCS,Weighted-CN Reach routing by Dyn-Star-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment IS:Overland to Terminal Rd North Runoff Area=45,165 sf 0,00%Impervious Runoff Depth>0.86" Flow Length=270' Tc=20.8 min CN=73 Runoff=0.71 cfs 3,232 cf Subcatchment 2S:Overland to Old Clark Rd&Sutton St Runoff Area=89,485 sf 0.00%Impervious Runoff Depth>0.86" Flow Length=570' Tc=24.9 min CN=73 Runoff=1.30 cfs 6,391 cf Total Runoff Area=134,650 sf Runoff Volume=9,623 cf Average Runoff Depth=0.86" 100.00%Pervious=134,650sf 0.00%Impervious=0 sf | � � � � � 2016hyd-Rl Type///Z4h 2-Year8oinfal]=315° Prepared 6y Hancock Associates Printed 11/6/2023 Summary for Subcutchment IS:Overland tn Terminal RdNorth RU1101T 0.71do@ 1I.32h,s, Volume~ 3,82c[ oepth> &86" � Runoff hySC3TR+20 method,UH=SCS VVeighted-CN,Time5pan=s.00-20.o0firs,dt=0.0Sfirs Type III 24-h, 2-YearRainhu||~3.1S" Area(sf) CN Description 34,6$0 74 >76%Grass cover,Good, MSG C | Woods, � 45,16S 73 Weighted Average 43,165 10Q.00%Pervious Area | | Tc Length Slope Velocity Capacity Description | 16.5 SO 0.0100 0.05 Sheet Flow, i Woods:Light underbrush n=0.400 P2=3.10" � 4.3 220 M150 0.86 Shallow Concentrated Flow, � Short 2O8 I7O ��u|. � Summary for Subcatchnuynt2S:Overland to Old Clark R6&Sutton St i Runoff = 1.30gfs @ 12.38hrs, Volume� 6,391 cf, Depth> 0.86" ! Runoff by5CSTR-D)method,UM~5CS,WeWhted-[N,Time Span=5.N}Z0.OVfirs,dt=D.o5firs � Type III 24-hr 2YearnaintaU=3.15" Area(sf) CN Description 72,85 74 ^75%Grass cover,Good,H3s{ 89,485 73 Weighted Average 89,485 10O.O0%Pervious Area Tc Length Slope Velocity Capacity Description 12.5 50 0.0200 O.07 Sheet Flow, Woods:Light underbrush n=O.4UO p2=I10" 12.4 520 0.0100 0.70 Shallow Concentrated Flow, Short 24.9 570 T"m| � | 27016hyd'R1 TypeN24-hx 20-Yeo/ftn/b8=499" Prepared by Hancock Associates Printed 11/6/2023 Summary for Uu6catmhnment IS:Overland to Terminal RdNorth Runoff = 1.81cfs;@ zlsohrs, Vo|ume= 7,869ct Depth/ 2.09" Runoff by3[STn-20 method,UH=6CS,VVeiuh,ed-CN,Time Syun=S.O0'aO.oOho,dt~O.O5ho Type III z4-hr10-YearNainW|=4.eo" Area(sf) CN Description 34,680 74 >75%Grass cover,Good,HSGC Woods,Good, 45,165 73 Weighted Average 45,165 10O.00%Pervious Area Tc Length Slope Velocity Capacity Description 16.5 58 0.O100 0.05 Sheet Flow, Woods:Light underbrush n=O.40O p2=3.10^ 4.3 220 0u160 0.86 Shallow Concentrated Flow, Short Grass Pasture Kv=7.0 fps 20.8 270 Total Summary for Subcatchnment2S:Overland to Old Clark RdQ"Sutton St Runoff = I]zcb@ 12.36hrs, Vo|ume= 15,565cf, nep^h> 2.09" Runoff bySCST:20 method,VH=SC5.VVeiAhted-cN,Time Spau=5.00'lO.8Vhn,dt=0.05ho Type III o4'hr 10fearKainhsU=4.99" 72,525 74 nS%smss cover,Good,HSG C 89,485 73 Weighted Average 89,485 1O0.0M%Pervious Area To Length Slope Ve|ndo/ Capacity Description 12.5 50 0.0200 0.07 Sheet Flow, Woods:Light underbrush u=0,40O p2~3.10" 12.4 520 0.0100 0.70 Shallow Concentrated Flow, Short Grass Pasture Kv=7.0 fps 34.9 570 Total 27016hyd-R1 Type 11124-hr 25-Year Rainfall=6.14" Prepared by Hancock Associates Printed 11/6/2023 HydroCAD®10.20-3c s/n 0071.1 (0 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 1S:Overland to Terminal Rd North Runoff = 2.57 cfs @ 12.29 firs, Volume= 11,164 cf, Depth> 2.97" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=5.00-20.00 firs,dt=0.05 firs Type III 24-hr 25-Year Rainfall=6.14" Area(sf) CN Description 34,680 74 >75°%Grass cover,Good,HSG C 10,485 70 Woods,Good,HSG C 45,165 73 Weighted Average 45,165 100.00%Pervious Area Tc Length Slope Velocity Capacity Description (min) feet ft/ft (ft/sec) (cfs) 16.5 50 0.0100 0.05 Sheet Flow, Woods:Light underbrush n=0.400 P2=3.10" 4.3 220 0.0150 0.86 Shallow Concentrated Flow, Short Grass Pasture Kv=7.0 fps 20.8 270 Total Summary for Subcatchment 2S:Overland to Old Clark Rd&Sutton St Runoff — 4.72 cfs @ 12.35 firs, Volume= 22,086 cf, Depth> 2.96" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=5.00-20.00 firs,dt=0.05 firs Type III 24-hr 25-Year Rainfall=6.14" Area(sf) CN Description 72,525 74 >75°%Grass cover,Good,HSG C 16,960 70 Woods,Good,HSG C 89,485 73 Weighted Average 89,485 100.00%Pervious Area Tc Length Slope Velocity Capacity Description min feet ft/ft) (ft/sec) cfs 12.5 50 0.0200 0.07 Sheet Flow, Woods:Light underbrush n=0.400 P2=3.10" 12.4 520 0.0100 0.70 Shallow Concentrated Flow, Short Grass Pasture Kv=7.0 fps 24.9 570 Total 27016hyd-R1 Type Ili Z4-hr 100Yem/Rain/a8=Z91" Prepared by Hancock Associates Printed 11/6/2023 Summary for 6u6uatchmnent IS: Overland tm Terminal RdNorth Runoff = 3.80dsAp 12.39hrs, Vo|ume= 16,574ct Depth> 4.40" Runoff bysCsTn-aU method,VH=S[S'VVeiohted'CN,Time Span=s.o0'aOuO firs,d,=A.O5hn Type III z4-hr 100-YearRainfa||=7.91^' Area(sf) CN Description 34,580 74 >75%Grass cover,Good,H5sc Woods,Good, 45,165 73 Weighted Average 45,165 tUo.O8%Pervious Area Tc Length Slope Velocity Capacity Description 16.5 sU 0.0100 O.Os Sheet Flow, Woods:Light underbrush o=V,4VO p2=3.10" 4.3 220 0.0150 0.86 Shallow Concentrated Flow, Short Grass Pasture Kv=7.Ofps 30.8 270 Total Summary for Subcatchment28: Overland to Old Clark Rd8'Sutton St Kuo^ff 6.98cb@ 13.34hrs, Vo|ume= 32,793ct Depth> 4.40" Runoff bySCSTR-z0 method,UH=6C8,VVmi8htod-CN,Time Span=5,OO-xO.00 firs,dt=8.O5firs Type III z4'hr1OO-YeorRoinfo||=7.e1" Area(st) CN Description 72,525 74 >758 Grass cover,Good,HssC 89,485 73 Weighted Average 89,485 1OO.80%Pervious Area Tc Length Slope Velocity Capacity Description 12.6 50 0.0200 0.07 Sheet Flow, Woods:Light underbrush n=n.40O P2=3.10^ 12.4 530 0.0100 0.70 Shallow Concentrated Flow, Short Grass Pasture Kv=7.Ofps 24.9 570 Total Lawn&Woods Porous Pavement 3 V [I 6R] Overland to Terminal Porous Pavement Old Clark Rd&Sutton Rd Norih expanded resvr Drainage System 14S Roof POST SUbcat Reach /A\ ZP Can L�i jn�k Routing Diagram for 27016hyd-RI Prepared by Hancock Associates, Printed 11/6/2023 HydroCADO 10,20-3c s/n 00711 @ 2023 HydroCAD Software Solutions LLC 27016hyd-RI Prepared by Hancock Associates Printed 11/6/2023 HydroCADII 10.20-3c s/n 00711 @ 2023 HydroCAD Software Solutions LLC Area Listing(selected nodes) Area CN Description (sq-ft) (subcatchrnent-numbers) 53,505 74 >75%Grass cover,Good,HSG C (9S,17S) 1,175 98 Paved parking,HSG C (9S) 19,240 61 Porous Pavement (13S) 39,100 98 Roofs,HSG C (14S) 21,630 70 Woods,Good,HSG C (9S,17S) 134,650 79 TOTAL AREA 27016hyd-R1 Prepared by Hancock Associates Printed 11/6/2023 HydroCAD"10.20-3c s/n 00711 O 2023 HydroCAD Software Solutions LLC Soil Listing(selected nodes) Area Soil Subcatchment (sq-ft) Group Numbers 0 HSG A 0 HSG Fi 115,410 HSG C 9S,14S,17S 0 HSG D 19,240 Other 13S 134,650 TOTAL AREA 27016hyd-RI Type///24-hr 2-Year Rainfol1=115" Prepared by Hancock Associates Printed 11/6/2023 HydroCAD110.20-3c s/n00711 (0 2023 HydroCAD Software Solutions LLC Time span=5.00-20.00 hrs,dt=0.05 hrs,301 points Runoff by SCS TR-20 method,UH=SCS,Weighted-CN Reach routing by Dyn-Star-Ind method - Pond routing by Dyn-Star-Ind method Subcatchment 9S:Overland to Terminal Rd North Runoff Area=27,115 sf 4.33%Impervious Runoff Depth>0.92" Flow Length=150' Tc=5.0 min CN=74 Runoff=0.70 cfs 2,070 cf Subcatchment 13S:Porous Pavement Runoff Area=19,240 sf 0.00%Impervious Runoff Depth>0.37" Tc=6.0 min CN=61 Runoff=0.13 cfs 593 cf Subcatchment 14S:Roof Runoff Area=39,100 sf 100.00%Impervious Runoff Depth>2.73" Tc=6.0min CN=98 Runoff=2,68cfs 8,888cf Subcatchment 17S:Lawn&Woods Runoff Area=49,195 sf 0.00%Impervious Runoff Depth>0.86" Flow Length=190' Tc=7.7 min CN=73 Runoff=1.09 cfs 3,542 cf Reach 16R:Old Clark Rd&Sutton Drainage System Inflow=1.09 cfs 3,542 cf Outflow=1.09 cfs 3,542 cf Pond 13P:Porous Pavement expanded resvr Peak Elev=159.18' Storage=2,425cf Inflow=2.80cfs 9,481 cf Discarded=0.52 cfs 9,496 cf Primary=0.00 cfs 0 cf Outflow=0.52 cfs 9,496 cf Total Runoff Area=134,650sf Runoff Volume=15,092 cf Average Runoff Depth=1.35" 70.09%Pervious=94,375sf 29,91%Impervious=40,275sf 27016hyd-R1 Type 11124-hr 2-Year Rainfall=3,15" Prepared by Hancock Associates Printed 11/6/2023 ! droCADI 10.20-3c s/n 00711 @ 2023 M droCAD Software Solutions LLC Summary for Subcatchment 9S:Overland to Terminal Rd North Runoff = 0.70 cfs @ 12.09 hrs, Volume= 2,070 cf, Depth> 0.92" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=5,00-20.00 hrs,dt=0.05 hrs Type III 24-hr 2-Year Rainfall=3.15" Area(sf) CN Description 16,415 74 >75%Grass cover,Good,HSG C 9,525 70 Woods,Good,HSG C 1,175 98 Paved parking,HSG C 27,115 74 Weighted Average 25,940 95.67%Pervious Area 1,175 4.33%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.3 50 0.0800 0.25 Sheet Flow, Grass:Short n=0.150 P2=3.10" 1.7 100 0.0200 0.99 Shallow Concentrated Flow, Short Grass Pasture Kv=7.0 fps 5.0 150 Total Summary for Subcatchment 13S: Porous Pavement Runoff = 0.13 cfs @ 12.13 hrs, Volume= 593 cf, Depth> 0.37" Routed to Pond 13P:Porous Pavement expanded resvr Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=5.00-20.00 hrs,dt=0.05 hrs Type III 24-hr 2-Year Rainfall=3.15" Area(sf) CN Description * 19,240 61 Porous Pavement 19,240 100.00%Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 14S: Roof Runoff = 2.68 cfs @ 12.09 hrs, Volume= 8,888 cf, Depth> 2.73" Routed to Pond 13P:Porous Pavement expanded resvr Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=5.00-20.00 hrs,dt=0.05 hrs Type III 24-hr 2-Year Rainfall=3.15" Area(sf) CN Description 39,100 98 Roofs,HSG C 39,100 100.00%Impervious Area 27016hvd-Rl Type 024-hx2-Ye,urRuin/bV=l25" Prepared by Hancock Associates Printed 11/6/2823 Tc Length Slope Velocity Capacity De^ch»,iuu 6.0 Direct Entry, Summary for Subcatchnoent17S:Lawn &Woods Runoff = 1.09cfs@ 1Z.II firs, Vu|wme= 3,542cf, oepth> O.86" Routed to Reach 16R:Old Clark nd&Sutton Drainage System Runoff byS[STn'zO method,UH=5CS,VVeightsd-[N,Time Span=5.80'ao.UOho,dt=0.05firs Type III l4'hr 2'YenrKa|o[aU=3.15" Area(sf) CN Description 12,105 70 Woods,Good,H$S[ 49,195 73 Weighted Average 49,195 180.uo%Pervious Area Tc Length Slope Velocity Capacity Description 1.1 xn 0.1800 0.39 Sheet Flow, Grass:Short n=o.1SO P2=9.10° 4.2 30 0.0100 0.12 Shoot F|uvu Grass:Short n=O.1SV PI=3.10^ 24 140 0.8200 0.99 Shallow Concentrated Flow, ShortPasture Kv=7,Ofps 7.7 190 Total Summary for Reach 16R:Old Clark Rdf&Sutton Drainage System Inflow Area= 107,535sf, 3636%|mporv|ous, Inflow Depth, 0.40" for 2-Year event Inflow = 1.09cfs@ 13.12ho, Vo|ume= 3,542cf Outflow = 1.$9ufs@+ 1Z.12 firs, Vo|ume~ 3,s4zctAttem=0%, Lax=O.nmin Routing byDyo-6zor-|nd method,Time Svao=5.Vo'Zo.0V firs,dt=O.O5firs Summary for Pond t3P:Porous Pavement expanded resvr inflow Area 58'348s[ 67.U2YSImpervious, Inflow Depth> 1.$5" for z'Yeareveat Inflow = 2.80ch@ 12.09 firs, Vv|ome= 9'481xf Uu,U"w = 0.52ds@ 11.85 firs, Vo|ume= 9,4g6ctAt,en=81%, Log~U.Umin Discarded = o.SZcfs@ 11.85hrs, Vu|ume= 9.495d Primary = 0.00cfs@ 6.OQ firs, Vv|ume= Oof Routed to Reach 16x:Old Clark Rd&Sutton Drainage System Routing hyo9n-Stor'|nd method,Time Spon=5.00-2O.o0 firs,dt=0.*5firs Peak[|ev=1sy.1Q'@12.55firs Su,[Areo=21,e5osf 6tomgp=2,4xscf Plug-Flow detention Mme=(not o|cv|ate&outflow precedes inflow) ceoter-uf-K4assde\.dme=Z6.O min(772.2 746]) Volume Invert Avail.Storage Storage Description #1 15830' 8,078cf Custom Stage Data(Pdomadc)Listed below(Rec;|c) 20,194c[Overall x4o.0%Voids 27016hyd-R1 Type H/24-hr 2-Year Rainfall=3.15" Prepared by Hancock Associates Printed 11/6/2023 H droCAD8 10.20-3c s/n 00711 O 2023 H droCAD Software Solutions tl.0 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 158.90 21,950 0 a 159.57 21,950 14,706 14,706 159.82 21,950 S,488 20,194 Device Routing Invert Outlet Devices ##1 Discarded 158.90' 1.020 in/hr Exfiltration over Surface area ##2 Device 3 1.59.52' 4.0'long Sharp-Crested Rectangular Weir 2 End Contractions) ##3 Primary 156.10' 12.0" Round Culvert l=136.0' CPP,projecting,no headwall, Ke=0.900 Inlet/Outlet Invert=156.10'/150.20' S=0.0434'/' Cc=0.900 n=0.012 Corrugated PP,smooth interior, Flow Area=0.79 sf Discarded OutFlow Max=0.52 cfs @ 11.85 firs HW=158.92' (Free Discharge) t-1=Exfiltration (Exfiltration Controls 0.52 cfs) Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=158.90' TW=0.00' (Dynamic Tailwater) t-3=Culvert (Passes 0.00 cfs of 4.53 cfs potential flow) L2=Sharp-Crested Rectangular Weir (Controls 0.00 cfs) 27016hyd-R1 7ype0/24' r10'Yeor8oin/o0=499" Prepared by Hancock Associates Printed 11/6/2023 Summary for Subcatchrnent9S: Overland to Terminal Rd North Runoff = 1.71cbky 12.08hrs, Vu|ume= 4,934cC Depth> 2.18^ Runoff bynCSTR-Z0 method,UH=sc5.VVeighted-rM,Time spav=S.00-30.0nho,dt=u.8Shrs Type III 24-hr 10'YearnainfaU=4.99" Area(sf) CN Description 16,415 74 /75%Grass cover,Good,HSGC 9,525 70 Woods,Good,HsGC 1175 98 Paved parking,HSGC 27,115 74 Weighted Average 25,940 9l67%Pervious Area 1,175 4.33%Impervious Area Tc Length Slope Velocity Capacity Description 33 sn 0.0800 0.25 Sheet Flow, Gmss:short n=0.160 PI=3]0" 13 100 0.0200 0.99 Shallow Concentrated Flow, Short Grass Pasture Kv=7Ofps 58 150 Total Summary for Suhcntchment138: Porous Pavement Runoff ~ 0.63cb@y 12.10hcs, Vo|ume= 1,978c[ De»th> 1.28" Routed~o Pond 1aP:Porous Pavement expanded,ewr Runoff bySC6TR'z0 method,UH=SCS,VVe|«h»ed'CN'Time Span=5.OU-2o.Uohrs,dt=0.0Sho Type III 24'h/ 10'YearRainfaU=4.99" Area(sf) CN Description * 19240 61 Porous Pavement 19.240 1OO.U0%Pervious Area Tc Length Slope Velocity Capacity Description 6.0 Direct Entry, Summary for 8uhcatchmentl4S: Roof Runoff = 4.28ob@ 12.09hrs, Vo|mroo= 14'368c[ Depth/ 4.41" Routed to Pond 13P:Porous Pavement expanded mmx Runoff hysCSTK-Z8 method,UH=scS,VVeiXhted-CN,Time Spao=5.0V-2V.0ohrs,dt=U8Sho Type III 24'hr 10YearRainfaU=4.99" 27016hyd-R1 Type#11.24-hr 10-Year Rainfall=4.99" Prepared by Hancock Associates Printed 11/6/2023 HydroCAD110.20-3c s/n 00711 fc7 2023 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 17S: Lawn &Woods Runoff = 2.78 cfs @ 12,11 hrs, Volume= 8,613 cf, Depth> 2,10" Routed to Reach 16R:Old Clark Rd&Sutton Drainage System Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=5.00-20.00 firs,dt=0.05 firs Type III 24-hr 1.0-Year Rainfall=4.99" Area(sf) CN Description 12,105 70 Woods,Good,HSG C 37,090 74 >75%Grass cover,Good,HSG C 49,195 73 Weighted Average 49,195 100.00%Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) ft/ft ft/sec) (cfs) 1.1 20 0.1800 0.29 Sheet Flow, Grass:Short n=0.150 P2=3.10" 4.2 30 0.0160 0.12 Sheet Flow, Grass:Short n=0.150 P2=110" 2.4 140 0M00 0.99 Shallow Concentrated Flow, Short Grass Pasture Kv=7.0 fps 73 190 Total Summary for Reach 1611: Old Clark Rd&Sutton Drainage System Inflow Area= 107,535 sf, 36.36%Impervious, Inflow Depth> 0.97" for 10-Year event Inflow - 2.78 cfs @ 12.11 hrs, Volume= 8,671 cf Outflow = 2.78 cfs @ 12.11 hrs, Volume= 8,671 cf, Atten=0%, Lag=0.0 min Routing by Dyn-Star-Ind method,Time Span=5.00-20.00 firs,dt=0.05 firs Summary for Pond 13P:Porous Pavement expanded resvr Inflow Area= 58,340 sf, 67.02%Impervious, inflow Depth> 3.36" for 10-Year event Inflow - 4.90 cfs @ 12.09 firs, Volume= 16,346 cf Outflow = 0.55 cfs @ 12.80 hrs, Volume= 16,372 cf, Atten=89%, Lag=42.9 min Discarded = 0.52 cfs @ 11.70 hrs, Volume= 16,314 cf Primary = 0.03 cfs @ 12.80 hrs, Volume= 57 cf Routed to Reach 16R:Old Clark Rd&Sutton Drainage System Routing by Dyn-Stor-Ind method,Time Span=5.00-20.00 firs,dt=0.05 firs Peak Elev=159.54'@ 12.80 firs Surf.Area=21,950 sf Storage=5,608 cf Plug-Flow detention time=(not calculated:outflow precedes inflow) Center-of-Mass det.time=78.1 min(824.2-746.1) Volume Invert Avail.Storage Storage Description ##1 158.90' 8,078 cf Custom Stage Data(Prismatic)listed below(Recalc) 20,194 cf Overall x 40.0%Voids 27016hyd-R1 Type N24-hv1V-Year Roin/b8=499" Prepared hy Hancock Associates Printed 11/6/2023 8modon Sorf.Ama |nc.$mm Cum.smre 158.90 21'950 0 0 169.57 21'9sO 14,708 14,706 159.82 21,950 5,488 20,194 RoutingDevice Outlet Devices #1 Discarded 15O90 1,0znin/hrExOltmtlun over Surface area #1 Device 159.52' 4.0'long Sharp-Crested Rectangular Weir 2 End Contmcdoo(o) #3 Primary 15610' 12.0" Round Culvert L=1a6.O' CPP,projecting,noheadwall, Ke=O.yOO Inlet/Outlet|nwert=1S610'/158.aD' s=0o434'y Cc=0.908 n~0.01I Corrugated PP,smooth interior, F|owAma~0.79sf Discarded OutFlow K4ox=0.52cfs@y11J0bn HVV=l58.91' (Free Discharge) —I=cx8|tmdnn (Ex0,rnWom Controls o.62cb} PrimaryOutFlow N1ax=0.03cb@12.80ho HW=158.54' TVV=0.00' (oynamioTai|wmter) —3=Cuixert (Passes O.O3cbof9.12cb potential flow) �� —==sharp'Cm»tedRectanou|arvVe|r (VVeirContru|sO.oscfs @O.4Sfps) � � � | 27016hyd'R1 Type 8/24-hn25-Ycvr8oinfal1=614" . � Prepared by Hancock Associates Printed 11/6/2023 � Summary for Subcatchment 9S: Overland to Terminal Rd Worth � Runoff = 2.41cb@ 1210hrs, Vo|ome= 6,954cf, Depth> 108 � Runoff bySCsT8-Z0 method,UH=5[S,Weighted'[N,Time Span=5.00-20.OUbrs,dt=O.8Sho Type III o4-br 35-YearRaiofaU=0.14" Area(sf) CN Description 16,415 74 >75%Grass cover,Good,HSGC | 9\525 70 Woods,Good,H66[ � Paved p2rking, 27,115 74 Weighted Average 25,940 95.b7%Pervious Area 1,175 4.33%Impervious Area Tc Length Slope Velocity Capacity Description 3.3 50 0.0800 025 Sheet Flow, � � GmscShmrt n=0150 P2=3.10" 1.7 100 0.0300 0.99 Shallow Concentrated Flow, Short Su 150 Total Summary for Subcotchnoent13S; Porous Pavement Runoff = 1.02cb@ 12.10ho, Vo|ume= 3,077xL Depth> 1.92" Routed to Pond 13P:Porous Pavement expanded,esv/ Runoff bySCSTV-20 method,UH=S[S^VVeiKhtad'CN,Time Span=s.O0'7o.00hrs,dt=0.O6ho Type III I4-hr 25'YearRainbU~6.14" Area(sf) CN Description 19,240 61 Porous Pavement � 19,240 100.00%Pervious Area Tc Length Slope Velocity Capacity Description 6.0 Direct Entry, Summary for Subcotchment14S: Roof Runoff = 5.28cb@ 12.091irs Volume~ 17,779cf, Depth/ 5.46" � Routed to Pond 13P'Porous � � � Runoff bySCSTK-ZV method,VH=SCS,YVeighted-CN,Time span=S.U0-3V.Oohm'dt=0.u5hn Type III 24-hr I54ea,RainfaU=6.14" Area(sf) CN Description 39,100 100.00%Impervious Area 27016hvd-R1 Type 024-hx25-Yeo/Ruin/o0=624" Prepared by Hancock Associates Printed 11/6/2023 Tc Length Slope Velocity Capacity Description 6.0 Direct Entry, Summary for Subcatnhnment178: Lawn &Woods Runoff = 3.95cfs(0 12.11he, Wolume= 12,216otDepth> 2.98 Routed to Reach 1SR:Old Clark Kd&Sutton Drainage System Runoff hySCSTK'28 method,UH~SCS,Wei%hted-CN,Time Spon=5.0V'Z0.00ho'dt=n.0Shrs Type III l4'hr 25-YearKa|nfaU=6.14" Area(sf) CN Description 12,105 70 Woods,Good,HSG C 49'196 73 Weighted Average 49,195 10V.O0W Pervious Area Tc Length Slope Velocity Capacity Description 1.1 mO 0.1800 0.29 Sheet Flow, Gmss:Short m=0.150 p2=3.10° 4.2 30 0.0160 012 Sheet Flow, Grass:Short n=O.1s0 P2=310" 2.4 140 0.8200 0.99 Shallow Concentrated Flow, Short Grass Pasture Kv=7.Ofps 7.7 190 Total Summary for Reach 1611:Old Clark RdQ^Sutton Drainage System Inflow Area= 107,535 st 36.306 Impervious, |nDmm Depth> 1.62" for 25-Yeareveot |uOww = 3.95ofs @ 1211hrs, Vo|ume= 14,510cf Outflow = 3.95 cfs6y 12.11hrs, Volume~ 14'510cf, Atten=0%, bA=0.0min Routing bynyn'6mdnd method,Time Span=5.V0-Z0.m]hn'dt=Q.O6hn Summary for Pond 13P:Porous Pavement expanded resvr Inflow Area= 58,340s[ 67D2%Impervious, Inflow Depth> 4.39'^ for 25-Yearevent Inflow O.Zycfs @ 12.09hrs, V*|ome= 20,856c/ Outflow = 1.42cb@ 12.50ho, Vo|ume= 20,855cf, Auen=77%, Lng=24.7min Discorded = 0.52ob@y 11.55h/s, Vo|ume~ 18,581cf Primary = 0.90ob@ 12.50hrs, V"|ome= 2,294d Routed to Reach z0R:Old Clark Rd&Sutton Drainage System Routing byOyn-Stvr-|nd method,Time spmn~5.0O'uO.Ooho,dt=n.0Sho Peak E|ev=159.69'@1zfOhrs 3urCArea=zz'gsnsf Stomge=6,923cf Plug-Flow detention time=(not calculated:outflow precedes inflow) center-of-[Noodet.time=7n.7 min(g24.8 746.1) VolumeInvert Avail.Storage Storage Description 41 158.90' 8'078c[ Custom Stage Data(Prismatic)Listed heiow(:es|c) 20,194cf Overall x4O.0@Voids 27016hyd-R1 Type I!!24-hr 25-Year Rainfall=6.14" Prepared by Hancock Associates Printed 11/6/2023 HydroCAD010,20-3c s/n00711 0 2023 HydroCAD Software Solutions LLC Elevation Surf.Area Inc,Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 158.90 21,950 0 0 159.57 21,950 14,706 14,706 159.82 21,950 5,488 20,194 Device Routing Invert Outlet Devices #1 Discarded 158.90' 1.020 in/hr Exflltration over Surface area #2 Device 3 159.52' 4.0'long Sharp-Crested Rectangular Weir 2 End Contraction(s) #3 Primary 156J0' 12.0" Round Culvert L=136.0' CPP,projecting,no headwall, Ke=0.900 Inlet/Outlet Invert=156.10'/150.20' S=0.0434'/' Cc=0.900 n=0.012 Corrugated PP,smooth interior, Flow Area=0.79 sf Discarded OutFlow Max=0.52 cfs @ 11.55 hrs HW=158.91' (Free discharge) t—l=Exfiltration (Exfiltration Controls 0.52cfs) Primary OutFlow Max=0.90 cfs @ 12.50 lirs HW=159,69' TW=0.00' (Dynamic Tallwater) t-3=Culvert (Passes 0.90 cfs of 5.25 cfs potential flow) t-2=Sharp-Crested Rectangular Weir (Weir Controls 0.90 cfs @ 1.34 fps) 27016hyd-R1 Type/024-h/ 10O-0sx8ohfa0=792" Prepared by Hancock Associates Printed 11/6/2023 Summary for Subcotchment98:Overland tu Terminal RdNorth Runoff = 3.53 cfs@} 12.08hrs, Vu|ume= 10,I54ct Depth> 4.54" Runoff byS[gTn'z&method,UH=scS,WeiDhted'CW'Time speu~5.U8-xU.00hn'dt=0.OSho Type III 24-hr 100-YearRoinfa||=7.91" Area(sf) CN Description 16,415 74 >76%Grass cover,Guod,HSG C 9\525 70 Woods,Good,HSGC parking, 27,115 74 Weighted Average 25'940 g5.67%Pervious Area 1,175 4.ys%Impervious Area Tc Length Slope Velocity Capacity Description 33 50 0.0800 0J5 Sheet Flow, Grass:Short n~O.150 P2=3.10" 1.7 108 0.0288 0y9 Shallow Concentrated Flow, Short Grass Pasture Kv=7,0 fps su 150 Total Summary for Suhcatchment13S: Porous Pavement Runoff = 1.70cb@o 12.10hrs, Vo|ume= 4.994cf, oepth> 3.12~ Routed ta Pond 13p:Porous Pavement expanded rem, Runoff byoC\TR-ZV method,UH=sCS,VVeiXhted-cN,Time 3pan=s.O0-2o.O0ho,d,=O.0sh,s Type III 24'hr 100'YearRainfaU=7.91" Area(sf)_,_ CN Description ~ 19,240 61P Pavement 19,240 1u0.O0%Pervious Area Tc Length Slope Velocity Capacity Description «.O Direct Entry, Summary for Subcatchment 14S: Roof Runoff = 6.81cfs @ 12.09ho' Vo|ume= 23,814c[ nepth> 7.06" Routed,o Pond 13P:Porous Pavement expanded mm// Runoff hyS[STn-zO method,UH=SCS,VVeighted'CN.Time spon~S.0O'2U.oOhrs,dt=0.O5hrs Type III 24-hr 100YeorKninfaU=7.91" Area(sf) CN Description 9100 98 Roofs,HS6C 39,100 1UV.V0%Impervious Area 27016hyd-R1 Type///24-hr 100-Year Rainfall=7.91" Prepared by Hancock Associates Printed 11/6/2023 H droCAD"10.20.3c s/n 00711 0 2023 H droCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) ft/ft (ft/sec) cfs 6.0 Direct Entry, Summary for Subcatchment 17S:Lawn&Woods Runoff - 5.83 cfs @ 12.11 firs, Volurne= 18,1.29 cf, Depth> 4.42" Routed to Reach 16R:Old Clark Rd&Sutton Drainage System Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=5.00-20.00 hrs,dt=0.05 hrs Type III 24-hr 100-Year Rainfall=7.91" Area(sf) CN Description 12,105 70 Woods,Good,HSG C 37,090 74 >7S%Grass cover,Good, HSG C 49,195 73 Weighted Average 49,19S 100.00%Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.1 20 0.1800 0.29 Sheet Flow, Grass:Short n=0.150 P2=3.10" 4.2 30 0.0160 0.12 Sheet Flow, Grass:Short n=0.150 P2=3.10" 2.4 140 0.0200 0.99 Shallow Concentrated Flow, Short Grass Pasture Kv=7.0 fps 7.7 190 Total Summary for Reach 16R:Old Clark Rd&Sutton Drainage System Inflow Area= 107,535 sf, 36.36%Impervious, Inflow Depth> 2.77" for 100-Year event Inflow = 6.79 cfs @ 12.25 hrs, Volume= 24,846 cf Outflow = 6.79 cfs @ 12.25 hrs, Volume= 24,846 ef, Atten=O%, Lag=0.0 min Routing by Dyn-Star-Ind method,Time Span=5.00-20.00 hrs,dt=0.05 hrs Summary for Pond 13P, Porous Pavement expanded resvr Inflow Area= 58,340 sf, 67.02%Impervious, Inflow Depth> 5.76" for 100-Year event Inflow = 8.49 cfs @ 12.09 hrs, Volume= 28,009 cf Outflow = 4.03 cfs @ 12.27 hrs, Volume= 28,035 cf, Atten=53%, Lag=10.9 min Discarded = 0.S2 cfs @ 11.25 hrs, Volume= 21,318 cf Primary = 3.51 cfs @ 12.27 hrs, Volume= 6,716 cf Routed to Reach 16R:Old Clark Rd&Sutton Drainage System Routing by Dyn-Stor-Ind method,Time Span=5.00-20.00 hrs,dt=0.05 hrs Peak Flev=159.94'@ 12.2.7 hrs Surf.Area=21,950 sf Storage=8,078 cf Plug-Flow detention time=(not calculated:outflow precedes inflow) Center-of-Mass det.time-73.5 min(819.4-745.9) Volume Invert Avail.Storage Storage Description #t1 158.90' 8,078 cf Custom Stage Data(Prismatic)Listed below(Recalc) 20,194 cf Overall x 40.0%Voids 27016hyd'01 7ype/024-hr10}Year Ruinfa0=Z91" Prepared 6y Hancock Associates Printed 11/6/2023 Elevation Sor[Ama |ncSt^m Cum.Smm 158.90 21,950 0 8 159]7 21,950 14,706 14'706 159.82 31^950 5i488 20,194 Device Routing Invert Outlet Devices ' #1 Discarded 158.90' 1.02V|n/hrExO|tratipn over Surface area #Z Device 159.52' 4.0'|ong Sharp-Crested Rectangular Weir 2 End Contmotinn(s) 113 Primary 156.10' 12.0" Round Culvert L=236.0' CPP'projecting,noheadwall, Ke=8.9QO Inlet/Outlet|nvert=15O.1O'/15O.20' 3=0.0434'y [c=VyUO n=n.w1I Corrugated PP,smooth interior, RowAea=OJ9sf Discarded OutFlow Max=0.52 cfs @ 11.25 hrs HW=158.91' (Free Discharge) —I=Ex8|trativn (Exh|tmtion Controls 0.socb) PrimaryOutFlow PNox=a.s1cfs0/22.27firs HW=159.93' TVV=O.UO' (Dynum|cTaikwatnr) —3=Cu|xert (Passes l31dsofS.44cfs potential flow) ��—2=Sbarp'[restednectuogu|urVVa|r <VVei,Cnotm|s3.31cfs@»%.08fp$ '�'USi�7.S V.5. NT 1 PiE U OR (�c{ w SOUTH"OVESANO QUAOEfA1Kd E ITi �ti»N V.S.6[iARTML GEOEOGOEICAETHE SUAY'ET S,pW�J 1�.{ d MA354CYP13[TIS.EHL1ISpJakT! I.SM�UII MIMS 5 0 w�f I a ry P < " E h Aeu Nua "k " ) y ggp^LOCUS d S � F � d 4y l� _ � pT /(/,'t //'a k�'p {al „. Pm. a tl ^��d'a t� {•f� )Ott..�`'a`• k,; 7 y G 4Tatti r"�r ,* F'A: �a "> I k of k �,v. f�u�j u / ` r tt .� 7 P ``, �'✓'`4� � `p��u� ..-�,��r�+.3 cy 4«,I°�.7 m ��1" " �`�'''¢ �'Y a yam ,u � ., Y q e 0 ' y f � � 1 y { 4' r ° rl Y<pr�AaE r YI zl is „" e OW .. 11 .x / e• e 1 11 y �V ✓ a r a � �p l t .�3 1�r r a o � � r. y f k � � asrah. p 14 `t ik f " � "",`i.b % f �M;•�`5`t`�i 11 '� a74 y.yN-Y�,y5i J�.Rq.Y Tr+NUMby re.kFMMR.k c«amlrta su..T SEa1i 411 EO3 r d as +ry k o, e� ,�,.. M. mn' ... " «w:,,ow.�vr.wlm+r.w:ww.a ., •• SOUTH G&OYEYADM.MA tl� O 1p31 poll ui 0 v CL o a� ry a o M m ° cEs � z I- as M c� E x o M n w w w a) cn U) v w w :5 o M s — 2 z z 3' a ;a , VII st WTI, j L ti � M a .��,°Go w g� � h is � ✓' � p � � rF �MN y _ �fA 4.Pei 6%CI 6 tl � k4 I XA i 4 4 � 4 "tip �, 4��'' �F ,�•'"� F df � 4 . 1 . f � National Flood Hazard Layer FIRMette - FE Legend 71-175"W 42'433"N SEE FIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT Without Base flood Elevation{BFE} � With BFE or cAE AO Atr VF- -5 Or Depth Zan AR SPECIAL FLOOD HAZARD AREAS Regulatory Floodway \ 0.2%Annual Chance Flood Hazard,Area of 1%annual chance flood with average depth less than one foot or with dralni \ areas of less than one s gtlare mile Zonal xo Future Conditions 2%Annual Chance Flood Hazard zone O 3 Area with Reduced Flood Risk due to OTHER AREAS OF Levee.See Notes zone x FLOOD HAZARD Area with flood Risk due to Leveezona o �' 25 FIRM, \\ \ \ NoseREEN Area of Minimal Flood Hazard zoncx Effective LOMRs AN \\ :� v OTHER AREAS Area Of Undetermined FIOt?d Hazard 2arre GENERAL .�.�. an Sewer �- Channel,Culvert or STRUCTURES t t e levee,Dike,or Floodwall Cross Sections with 1%Annual Chance '17s Water Surface Elevation � � y AREA'C) ��]t t 1A F QC Q 1"i ME 7 �;( � �»si—Base Flood Elevation Line(8FE) UmitofStudy i ? } N�QRT� NIQR Jurisdiction Boundary v` � line Coastal ease' \ \\ � �� \ �y v\\ y� OTHER Profile Baseline v �;� �� FEATURES Hydrographic Feature y Vv Digital Data Available N ` yP,`�� v� `� NO Digital Data Available Rill � .. y MA E Unmapped AN ma .. The pin displayed on the map is an approxin ie \ point selected by the user and does not represe ` an authoritative property location. This map complies with FEMNs standards for the use of a 'z � described - \ The bbaseaP shown complies void FEMXs basemap _ accuracy standards UU v� The flood hazard information is derived directly from the vy� ` authoritative NFHL web services provided by FEMA.This ma � was exported on 8/2V202 at 2_5-1 M and does not\ \s reflect changes or amendments subsequent to this date and - time.The NFHL and effective Information may change or become superseded by new data overtime. This map image Is void If the one or more of the following map elements do not appear basemap imagery,flood zone labels, legend,scale bar,map creation date,community Identifiers, panelFIRM number, Feet y V U r�nr� 71°6'47"W 42°4236"N un appedand unm demized areas cannot be u images for used for tJ V 0 250 500 1,000 1,500 2,000 regulatory purposes.