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HomeMy WebLinkAbout210323 31968.00_ Stormwater Report_Rev01_clean - - 25 Beechwood Drive i Self-storage 0 Beechwood Drive North Andover, MA Date: December 20, 2020 Revised: March 22, 2021 Prepared for. Norwood Realty 116 S. River Road Bedford, NH 03110 TFM#: 31968.00 Prepared by: Civil Engineers Structural Engineers Traffic Engineers Land Surveyors Landscape Architects Scientists 48 Constitution Drive, Bedford, NH 03110 Tel: (603) 472-4488 Fax: (603) 472-9747 www.tfmoran.com Figures Figure 1 USGS Map Figure 2 Project Aerial Figure 3 FEMA Flood Boundaries Figure 4 Public Water Supplies Figure 5 Soils Map Drainage Watershed and Catchment Area Plans A Existing Watershed Map B Proposed Watershed Map Appendices Appendix 1 Stormwater Report Checklist Appendix 2 HydroCAD9 Input/Output [Revised] Appendix 3 Water Quality, Groundwater Recharge,and TSS Removal Calculations [Revised] Appendix 4 Test Pits&Infiltration Report Appendix 5 Operations and Maintenance Plan[Revise] ­_," I I 1 . , - - . 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NA t-RIHIL- - C,I a . �f��Environmental �i���3d E�Iaeti-tln E mnItov---;a sites' a _ _ images Index�` dse°iI..;schemes for cedairt,1a yer BOXFORD F - _ -_ ram E a� .< _ I I; s a .;,qh,-Te d ata as e Maps Tfi z .0 IMF- \ � f` - a E LaueT of Query 3 E R \o 25 I - \ oActive Data Layers -01 = _ s� �r u = €'n sa T �.Ea d _Chanceo� a looding-E�i� ,z F IN Ann a . . b a 3ft,Sheet,How —� _ OaStaj Area �4 so E 0.2c Chan-e of Flooding _ E M i Reuuced Roodk due to Levee - _ - Y _ . 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Soil Map—Essex County, Massachusetts, Northern Part OD o Ln N CD CD ° ° 326770 326860 326950 327040 327130 327220 327310 327400 327490 327580 420 43 56"N y 420 43 56"N im Iw ail lis Ili _ r IMMOI NOME Rk �\ v p ,i \ d z \ \\\ - \\ O \`\ •\v\ \ \,\� � \ co \y Ng \` AS `a\ 04 it Q ,\ ~ \\ O Soil flap a not be �alicl at this sca=1£�. ~ N 420 43'38'N - - 420 43'38"N 326770 326860 326950 327040 327130 327220 327310 327400 327490 327580 co 0 Ln Map Scale:1:3,990 if printed on A landscape(11"x 8.5")sheet. Meters °� N 0 50 100 200 300 M AFeet 0 150 300 600 900 Map projection:Web Mercator Comer coordinates:WGS84 Edge tics:UTM Zone 19N WGS84 usDA Natural Resources Web Soil Survey 11/24/2020 Conservation Service National Cooperative Soil Survey Page 1 of 3 Soil Map—Essex County, Massachusetts, Northern Part MAP LEGEND MAP INFORMATION Area of Interest(AOI) laeg Spoil Area The soil surveys that comprise your AOI were mapped at .................................. 1:15,800. Area of Interest(AOI) Stony Spot Soils _ Very Stony Spot Warning:Soil Map may not be valid at this scale. Soil Map Unit Polygons 7 Wet Spot Enlargement of maps beyond the scale of mapping can cause Soil Map Unit Lines misunderstanding of the detail of mapping and accuracy of soil Other Soil Map Unit Points line placement.The maps do not show the small areas of Special Line Features contrasting soils that could have been shown at a more detailed Special Point Features scale. Blowout Water Features Streams and Canals Please rely on the bar scale on each map sheet for map Borrow Pit measurements. Transportation Clay Spot Rails Source of Map: Natural Resources Conservation Service =- Closed Depression Web Soil Survey URL: Interstate Highways Coordinate System: Web Mercator(EPSG:3857) Gravel Pit US Routes l� Maps from the Web Soil Survey are based on the Web Mercator r Gravelly Spot Major Roads projection,which preserves direction and shape but distorts 4 Aldistance and area.A projection that preserves area,such as the Landfill Local Roads Albers equal-area conic projection,should be used if more Lava Flow accurate calculations of distance or area are required. Background §€ Marsh or swamp NoAerial Photography This product is generated from the USDA-NRCS certified data as of the version date(s)listed below. Mine or Quarry Soil Survey Area: Essex County, Massachusetts, Northern Part Miscellaneous Water Survey Area Data: Version 16,Jun 9,2020 Perennial Water Soil map units are labeled(as space allows)for map scales -- Rock Outcrop 1:50,000 or larger. Saline Spot Date(s)aerial images were photographed: Aug 28,2019—Sep 20,2019 £-- Sandy Spot The orthophoto or other base map on which the soil lines were Severely Eroded Spot compiled and digitized probably differs from the background Sinkhole imagery displayed on these maps.As a result,some minor shifting of map unit boundaries may be evident. Slide or Slip Sodic Spot usDA Natural Resources Web Soil Survey 11/24/2020 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 of AOI 31 B Walpole fine sandy loam,3 to 6.6 9.0% 8 percent slopes 255B Windsor loamy sand,3 to 8 4.2 5.8% percent slopes 255C Windsor loamy sand,8 to 15 23.1 31.9% percent slopes 255D Windsor loamy sand, 15 to 25 0.2 0.3% percent slopes 256A Deerfield loamy fine sand,0 to 4.4 6.0% 3 percent slopes 257E Hinckley and Windsor soils,25 2.2 3.0% to 35 percent slopes 300C Montauk fine sandy loam,8 to 4.9 6.7% 15 percent slopes 305C Paxton fine sandy loam,8 to 0.0 0.0% 15 percent slopes 306D Paxton fine sandy loam, 15 to 1.6 2.1% 25 percent slopes,very stony 310C Woodbridge fine sandy loam,8 1.3 1.8% to 15 percent slopes 311 B Woodbridge fine sandy loam,0 2.3 3.2% to 8 percent slopes,very stony 602 Urban land 9.3 12.8% 651 Udorthents,smoothed 12.6 17.4% Totals for Area of Interest 72.6 100.0% usDA Natural Resources Web Soil Survey 11/24/2020 Conservation Service National Cooperative Soil Survey Page 3 of 3 Saturated Hydraulic Conductivity(Ksat)—Essex County, Massachusetts, Northern Part OD o Ln N CD CD ° ° 326770 326860 326950 327040 327130 327220 327310 327400 327490 327580 420 43 56"N y 420 43 56"N im Iw ail lis _ r \\\\ \\1 y \ g 217 AW 01 \\ IN - v \ IMMI \\ \ a, 04 \� O Soil flap a not be valid at this sca=1£�. - M 420 43'38"N — - 420 43 38°N 326770 326860 326950 327040 327130 327220 327310 327400 327490 327580 co 0 Ln Map Scale:1:3,990 if printed on A landscape(11"x 8.5")sheet. Meters °I rII N 0 50 100 200 300 � M A - 1 Feet 0 150 300 600 900 Map projection:Web Mercator Comer coordinates:WGS84 Edge tics:UTM Zone 19N WGS84 usDA Natural Resources Web Soil Survey 11/24/2020 Conservation Service National Cooperative Soil Survey Page 1 of 4 Saturated Hydraulic Conductivity(Ksat)—Essex County, Massachusetts, Northern Part MAP LEGEND MAP INFORMATION Area of Interest(AOI) Transportation The soil surveys that comprise your AOI were mapped at Area of Interest(AOI) Rails 1:15,800. Soils Interstate Highways Warning:Soil Map may not be valid at this scale. Soil Rating Polygons US Routes F—aEnlargement of maps beyond the scale of mapping can cause ® <=5.0182 Major Roads misunderstanding of the detail of mapping and accuracy of soil 0 >5.0182 and<=7.4641 line placement.The maps do not show the small areas of 71 Local Roads contrasting soils that could have been shown at a more detailed >7.4641 and<=66.2524 scale. Background >66.2524 and<= Aerial Photography 70.7800 Please rely on the bar scale on each map sheet for map >70.7800 and<= measurements. 100.0000 Source of Map: Natural Resources Conservation Service Not rated or not available Web Soil Survey URL: Soil Rating Lines Coordinate System: Web Mercator(EPSG:3857) <=5.0182 Maps from the Web Soil Survey are based on the Web Mercator >5.0182 and<=7.4641 projection,which preserves direction and shape but distorts distance and area.A projection that preserves area,such as the >7.4641 and<=66.2524 Albers equal-area conic projection,should be used if more >66.2524 and<_ accurate calculations of distance or area are required. 70.7800 This product is generated from the USDA-NRCS certified data as >70.7800 and<= of the version date(s)listed below. 100.0000 PE dr Not rated or not available Soil Survey Area: Essex County, Massachusetts, Northern Part Survey Area Data: Version 16,Jun 9,2020 Soil Rating Points Soil map units are labeled(as space allows)for map scales <=5.0182 1:50,000 or larger. >5.0182 and<=7.4641 Date(s)aerial images were photographed: Aug 28,2019—Sep >7.4641 and<=66.2524 20,2019 >66.2524 and<= The orthophoto or other base map on which the soil lines were 70.7800 compiled and digitized probably differs from the background >70.7800 and<= imagery displayed on these maps.As a result,some minor 100.0000 shifting of map unit boundaries may be evident. Not rated or not available Water Features Streams and Canals usDA Natural Resources Web Soil Survey 11/24/2020 Conservation Service National Cooperative Soil Survey Page 2 of 4 Saturated Hydraulic Conductivity(Ksat)-Essex County,Massachusetts,Northern Part Saturated Hydraulic Conductivity (Ksat) Map unit symbol Map unit name Rating(micrometers Acres in AOI Percent of AOI per second) 31 B Walpole fine sandy 66.2524 6.6 9.0% loam,3 to 8 percent slopes 255B Windsor loamy sand,3 100.0000 4.2 5.8% to 8 percent slopes 255C Windsor loamy sand,8 100.0000 23.1 31.9% to 15 percent slopes 255D Windsor loamy sand, 15 100.0000 0.2 0.3% to 25 percent slopes 256A Deerfield loamy fine 100.0000 4.4 6.0% sand,0 to 3 percent slopes 257E Hinckley and Windsor 100.0000 2.2 3.0% soils,25 to 35 percent slopes 300C Montauk fine sandy 5.0182 4.9 6.7% loam,8 to 15 percent slopes 305C Paxton fine sandy loam, 4.0600 0.0 0.0% 8 to 15 percent slopes 306D Paxton fine sandy loam, 6.8818 1.6 2.1% 15 to 25 percent slopes,very stony 310C Woodbridge fine sandy 4.6600 1.3 1.8% loam,8 to 15 percent slopes 311 B Woodbridge fine sandy 7.4641 2.3 3.2% loam,0 to 8 percent slopes,very stony 602 Urban land 9.3 12.8% 651 Udorthents,smoothed 70.7800 12.6 17.4% Totals for Area of Interest 72.6 100.0% usDA Natural Resources Web Soil Survey 11/24/2020 Conservation Service National Cooperative Soil Survey Page 3 of 4 Saturated Hydraulic Conductivity(Ksat)—Essex County,Massachusetts,Northern Part Description Saturated hydraulic conductivity(Ksat) refers to the ease with which pores in a saturated soil transmit water. The estimates are expressed in terms of micrometers per second. They are based on soil characteristics observed in the field, particularly structure, porosity, and texture. Saturated hydraulic conductivity is considered in the design of soil drainage systems and septic tank absorption fields. For each soil layer, this attribute is actually recorded as three separate values in the database. A low value and a high value indicate the range of this attribute for the soil component. A"representative"value indicates the expected value of this attribute for the component. For this soil property, only the representative value is used. The numeric Ksat values have been grouped according to standard Ksat class limits. Rating Options Units of Measure: micrometers per second Aggregation Method: Dominant Component Component Percent Cutoff:None Specified Tie-break Rule:Slowest Interpret Nulls as Zero: No Layer Options (Horizon Aggregation Method):All Layers (Weighted Average) usDA Natural Resources Web Soil Survey 11/24/2020 Conservation Service National Cooperative Soil Survey Page 4 of 4 c\ /R/CAP(F) LEGEND ` .■■ "' ""� «««< DRAINAGE AREA BOUNDARY sceoyt�) \ �" —/ ♦ TIME OF CONCENTRATION — / A / ♦♦♦ SUBCATCHMENT l _ O 6ceo.H(F) / 1 POND Wo �= ♦♦ E CH j� REACH ♦ 9 \ ♦♦♦ OD DISCHARGE POINT J J - _ ��- ♦♦ Jf EASEMENT. � ���■■■■■■■■■■�■■■.. DRAINAGE \\ ♦♦ �� � ��� 1� `, ♦044RCS SOILS LEGEND I&MBOL MAP UNIT SLOPE HSG WINDSOR LOAMY SAND 3-8% A . ` ♦ WINDSOR LOAMY SAND 8-15% A IR/CAP(F) \: _ _ \NAVA?. ` ♦♦♦ 9D N MAP 34 LOT 50 \ °o ��••���� . 172,772 SQ.FT. �� \ •• .ca_� ��.��`������•■ (3.97 ACRES) m FASE N - ♦♦. DRAINAGE ME T tt� 16 p U � l 1, ti \ ses���• TAX MAP 34 LOT 50 t loses \ PRE-DEVELOPMENT DRAINAGE PLAN i CLIMATE CONTROLLED SELF STORAGE �s v • � 0 BEECHWOOD DRIVE,NORTH ANDOVE ,MA �*',a ������� OWNED BY -; ��� A BACADO LIMITED L ` ��� miriji, \ ��� PREPARED FOR to " ■�■ ��� ���� \ \ II■■■■�■■■■■Mt�ti�� STUBBLEBINE COMPANY SCALE,1"■30' JANUARY 7,2021 wli i \ \ CMI Eng'n.er. 48 C—ut.ti—Drive eers Bedfo H 3110 Land T-fflcBu ng Yneesrs Phone d(.03)472-4488 t rve o L.nd.ca Architect. Fax 603 472-9747 Pe ( > HORIZONTAL SCALE 1"=20' Scientist. www.tfmoran.com 20 10 0 20 31968,00 0R PWH Fa SHEET A REV! OAT- OFSCR/PT/ON OR CK SHcK ASH CADFILE 31968-00 DRAINAGE /RICAP(F) / � LEGEND aa.lai «««< DRAINAGE AREA BOUNDARY ore 80.17 �= — TIME OF CONCENTRATION A .+ l / 77.s7 � � � O5 SUBCATCHMENT 0D pR/V E � N � POND EECNw0 .gy\ � \ � � _ ♦ �i REACH i • X 81.00 El 69.40 \ /_ DISCHARGE POINT 67.41 �208: O @OW= 21 ••� - \ = \ 2Q TOW 8 j 68.69 MH1 T - AO ���MH 7A OW OW 80 \ ..� i \ ♦ 209 79.5, _ 9�F 9.2 Air 21 �� 044RCS SOILS LEGEND `� �/ �. - .• ` MBOL MAP UNIT SLOPE HSG 80.00 ` BONE:80 -�/ "' •. ..�• ��\ \ TOW=85..• WINDSOR LOAMY SAND 3-8% A .' RL 2 . .. _WINDSOR LOAMY SAND 8-15% A 4 8D.0 ♦ BOW 86. �p /R/CAP(F) _ \ `DMH 2A w• _ -�� .• . v - 2Q2 �a i'z . - �� .85 . FOUNDATION DRAIN 80 D 14 = • • INV.OUT=61.00 �.� v ,00 212 t \ \ 10 \ \ ` BOW 88 r� t 2 0 2 \ _ moo`�"m w 6 �n _ �i� ♦ 210 9 y .40 8.00 RL� \ . \ 2o�m� \ MH A O ■.■.S■� 10 s o ��. ��+ mr <\ 212 7 7P AGE EASEMENT // 68.00 •.. o:o.Pv� BOW=8 row=Bs•.. DRAIN \ 5 0 �X O 100 L.F.,6 HDPE INLET 1 . �� \ \ • S=1.00% �- �l \ _ \ / \ 203.. \ •�. •�\ \ BOW 8s•�. \ 68.00 � y \ 203 STORMTECH SYSTEM y \ o 60 MC-3500 CHAMBERS U FOUNDATION DRAIN MH6 m .! \ INV.OUT=60.00 —— \ . \ �.•• .. \\ BOW 84 y DS 2 o , ��, �� ��� 211 T \ RIM 67.2 o°000 \ • • \ INV.IN=60.55 o°Oo o°o° \ . \ ..�. . \ \ �\ \•. - \ INV.OUT=60.55 \ WEIR EL.64.30 \ �� . . \ �� 213 — \ \ RIPRAP OUTLET • IL INLET 2 �70W✓3�7. \ —— N(TYP.)� \ \F•���•r1 RL 3 \ 5A . ` \ •HW-1 2 \��� •. ` 79.5 0.25 `... \_ INV.6UT=59.50 . B� 26 L OW F.,15 HOPE • V CB 4 �� .JP S=4.0% i v ,BOW, \\ C l \ \ 204 B1_oo i \ 2 �. 4 WEIR T 66 4. D H5 \ OUTLET 213 v r S.DD \= \= \ 4 1.00 DMH . STORMTECH-SYSTEM#1 �- =- - - 48 MC 3500 CHAMBERS \ 25. \' •. N •�_ 81.80a*sea TAX MAP 34 LOT 50 ... 3D � 1 \ oil ��••• POST-DEVELOPMENT DRAINAGE PLAN 4 lion _ �_ \ 4 e DMHS \ :�...■� ��� CLIMATE CONTROLLED SELF STORAGE 0 BEECHWOOD DRIVE,NORTH ANDOVER,MA � _ � ;� �•_ _ _ �s � o• OWNED BY ✓ E\\ �� \; ������\ — ALBACADO LIMITED cc �� .. \ �\ �. '� ll loss PREPARED FOR ■�� 51 \ STUBBLEBINE COMPANY\ \ Y stmoommu■mommoom \ SCALES 1"11130' JANUARY 7,2021 48 Constitution Drive e—. Bedford,NH 03110 T-f 1.Engineers Phone(603)4 k u t ry y— t 72-4488 an P p \ L—d.ca Architect. Fax(603)472-9747 HORIZONTAL SCALE 1"=20' sc'ent'st. www.tfmoran.com 20 10 0 20 F3168,00 DR PWH FB SHEET B REV! DATE OFSCR/PT/ON OR CK E CK JSH CADFILE 31968-00 DRAINAGE Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checkl'ist f Stormwater Report A. Introduction Important:When A Stormwater Report must be submitted with the Notice of Intent permit application to document filling out forms compliance with the Stormwater Management Standards. The following checklist is NOT a substitute for on the computer, Report Stormwater the Stter Re which should provide more substantive and detailed information but is offered use only the tab p ( p ) key to move your here as a tool to help the applicant organize their Stormwater Management documentation for their cursor-do not Report and for the reviewer to assess this information in a consistent format. As noted in the Checklist, use the return the Stormwater Report must contain the engineering computations and supporting information set forth in key. Volume 3 of the Massachusetts Stormwater Handbook. The Stormwater Report must be prepared and certified by a Registered Professional Engineer(RPE)licensed in the Commonwealth. The Stormwater Report must include: • The Stormwater Checklist completed and stamped by a Registered Professional Engineer(see page 2)that certifies that the Stormwater Report contains all required submittals.' This Checklist is to be used as the cover for the completed Stormwater Report. • Applicant/Project Name • Project Address • Name of Firm and Registered Professional Engineer that prepared the Report • Long-Term Pollution Prevention Plan required by Standards 4-6 • Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan required by Standard 82 • Operation and Maintenance Plan required by Standard 9 In addition to all plans and supporting information, the Stormwater Report must include a brief narrative describing stormwater management practices, including environmentally sensitive site design and LID techniques, along with a diagram depicting runoff through the proposed BMP treatment train. Plans are required to show existing and proposed conditions, identify all wetland resource areas, NRCS soil types, critical areas, Land Uses with Higher Potential Pollutant Loads (LUHPPL), and any areas on the site where infiltration rate is greater than 2.4 inches per hour. The Plans shall identify the drainage areas for both existing and proposed conditions at a scale that enables verification of supporting calculations. As noted in the Checklist, the Stormwater Management Report shall document compliance with each of the Stormwater Management Standards as provided in the Massachusetts Stormwater Handbook. The soils evaluation and calculations shall be done using the methodologies set forth in Volume 3 of the Massachusetts Stormwater Handbook. To ensure that the Stormwater Report is complete, applicants are required to fill in the Stormwater Report Checklist by checking the box to indicate that the specified information has been included in the Stormwater Report. If any of the information specified in the checklist has not been submitted, the applicant must provide an explanation. The completed Stormwater Report Checklist and Certification must be submitted with the Stormwater Report. The Stormwater Report may also include the Illicit Discharge Compliance Statement required by Standard 10. If not included in the Stormwater Report,the Illicit Discharge Compliance Statement must be submitted prior to the discharge of stormwater runoff to the post-construction best management practices. 2 For some complex projects, it may not be possible to include the Construction Period Erosion and Sedimentation Control Plan in the Stormwater Report. In that event,the issuing authority has the discretion to issue an Order of Conditions that approves the project and includes a condition requiring the proponent to submit the Construction Period Erosion and Sedimentation Control Plan before commencing any land disturbance activity on the site. swcheck.doc•04/01/08 Stormwater Report Checklist•Page 1 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Report B. Stormwater Checklist and Certification The following checklist is intended to serve as a guide for applicants as to the elements that ordinarily need to be addressed in a complete Stormwater Report. The checklist is also intended to provide conservation commissions and other reviewing authorities with a summary of the components necessary for a comprehensive Stormwater Report that addresses the ten Stormwater Standards. Note:Because stormwater requirements vary from project to project, it is possible that a complete Stormwater Report may not include information on some of the subjects specified in the Checklist. If it is determined that a specific item does not apply to the project under review, please note that the item is not applicable (N.A.)and provide the reasons for that determination. A complete checklist must include the Certification set forth below signed by the Registered Professional Engineer who prepared the Stormwater Report. Registered Professional Engineer's Certification I have reviewed the Stormwater Report, including the soil evaluation, computations, Long-term Pollution Prevention Plan, the Construction Period Erosion and Sedimentation Control Plan (if included), the Long- term Post-Construction Operation and Maintenance Plan, the Illicit Discharge Compliance Statement(if included) and the plans showing the stormwater management system, and have determined that they have been prepared in accordance with the requirements of the Stormwater Management Standards as further elaborated by the Massachusetts Stormwater Handbook. I have also determined that the information presented in the Stormwater Checklist is accurate and that the information presented in the Stormwater Report accurately reflects conditions at the site as of the date of this permit application. Registered Professional Engineer Block and Signature H OF Al�s �o �y E. DUVAL CML ,$ N0.47003 � p ! N NAL F b� Signature and Date Checklist Project Type: Is the application for new development, redevelopment, or a mix of new and redevelopment? FX_1 New development ❑ Redevelopment ❑ Mix of New Development and Redevelopment swcheck.doc•04/01/08 Stormwater Report Checklist•Page 2 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Report Checklist (continued) LID Measures: Stormwater Standards require LID measures to be considered. Document what environmentally sensitive design and LID Techniques were considered during the planning and design of the project: ❑ No disturbance to any Wetland Resource Areas ❑ Site Design Practices (e.g. clustered development, reduced frontage setbacks) ❑ Reduced Impervious Area (Redevelopment Only) ❑ Minimizing disturbance to existing trees and shrubs ❑ LID Site Design Credit Requested: ❑ Credit 1 ❑ Credit 2 ❑ Credit 3 ❑ Use of"country drainage"versus curb and gutter conveyance and pipe ❑ Bioretention Cells (includes Rain Gardens) ❑ Constructed Stormwater Wetlands (includes Gravel Wetlands designs) ❑ Treebox Filter ❑ Water Quality Swale ❑ Grass Channel ❑ Green Roof ❑ Other(describe): Standard 1: No New Untreated Discharges No new untreated discharges Outlets have been designed so there is no erosion or scour to wetlands and waters of the Commonwealth Supporting calculations specified in Volume 3 of the Massachusetts Stormwater Handbook included. swcheck.doc•04/01/08 Stormwater Report Checklist•Page 3 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checkl'ist f Stormwater Report Checklist (continued) Standard 2: Peak Rate Attenuation ❑ Standard 2 waiver requested because the project is located in land subject to coastal storm flowage and stormwater discharge is to a wetland subject to coastal flooding. Evaluation provided to determine whether off-site flooding increases during the 100-year 24-hour storm. Calculations provided to show that post-development peak discharge rates do not exceed pre- development rates for the 2-year and 10-year 24-hour storms. If evaluation shows that off-site flooding increases during the 100-year 24-hour storm, calculations are also provided to show that post-development peak discharge rates do not exceed pre-development rates for the 100-year 24- hour storm. Standard 3: Recharge ® Soil Analysis provided. 0 Required Recharge Volume calculation provided. ❑ Required Recharge volume reduced through use of the LID site Design Credits. [K-1 Sizing the infiltration, BMPs is based on the following method: Check the method used. ❑ Static El Simple Dynamic EDynamic Field' Runoff from all impervious areas at the site discharging to the infiltration BMP. ❑ Runoff from all impervious areas at the site is not discharging to the infiltration BMP and calculations are provided showing that the drainage area contributing runoff to the infiltration BMPs is sufficient to generate the required recharge volume. EK Recharge BMPs have been sized to infiltrate the Required Recharge Volume. ❑ Recharge BMPs have been sized to infiltrate the Required Recharge Volume only to the maximum extent practicable for the following reason: ❑ Site is comprised solely of C and D soils and/or bedrock at the land surface ❑ M.G.L. c. 21 E sites pursuant to 310 CMR 40.0000 ❑ Solid Waste Landfill pursuant to 310 CMR 19.000 ❑ Project is otherwise subject to Stormwater Management Standards only to the maximum extent practicable. © Calculations showing that the infiltration BMPs will drain in 72 hours are provided. ❑ Property includes a M.G.L. c. 21 E site or a solid waste landfill and a mounding analysis is included. 80%TSS removal is required prior to discharge to infiltration BMP if Dynamic Field method is used. swcheck.doc•04/01/08 Stormwater Report Checklist•Page 4 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checkl'ist f Stormwater Report Checklist (continued) Standard 3: Recharge (continued) ® The infiltration BMP is used to attenuate peak flows during storms greater than or equal to the 10- year 24-hour storm and separation to seasonal high groundwater is less than 4 feet and a mounding analysis is provided. ® Documentation is provided showing that infiltration BMPs do not adversely impact nearby wetland resource areas. Standard 4: Water Quality The Long-Term Pollution Prevention Plan typically includes the following: • Good housekeeping practices; • Provisions for storing materials and waste products inside or under cover; • Vehicle washing controls; • Requirements for routine inspections and maintenance of stormwater BMPs; • Spill prevention and response plans; • Provisions for maintenance of lawns, gardens, and other landscaped areas; • Requirements for storage and use of fertilizers, herbicides, and pesticides; • Pet waste management provisions; • Provisions for operation and management of septic systems; • Provisions for solid waste management; • Snow disposal and plowing plans relative to Wetland Resource Areas; • Winter Road Salt and/or Sand Use and Storage restrictions; • Street sweeping schedules; • Provisions for prevention of illicit discharges to the stormwater management system; • Documentation that Stormwater BMPs are designed to provide for shutdown and containment in the event of a spill or discharges to or near critical areas or from LUHPPL; • Training for staff or personnel involved with implementing Long-Term Pollution Prevention Plan; • List of Emergency contacts for implementing Long-Term Pollution Prevention Plan. ❑X A Long-Term Pollution Prevention Plan is attached to Stormwater Report and is included as an attachment to the Wetlands Notice of Intent. ❑ Treatment BMPs subject to the 44% TSS removal pretreatment requirement and the one inch rule for calculating the water quality volume are included, and discharge: ❑ is within the Zone II or Interim Wellhead Protection Area ❑ is near or to other critical areas ❑ is within soils with a rapid infiltration rate (greater than 2.4 inches per hour) ❑ involves runoff from land uses with higher potential pollutant loads. ❑ The Required Water Quality Volume is reduced through use of the LID site Design Credits. ® Calculations documenting that the treatment train meets the 80% TSS removal requirement and, if applicable, the 44% TSS removal pretreatment requirement, are provided. swcheck.doc•04/01/08 Stormwater Report Checklist•Page 5 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checki'Ist f Stormwater Report Checklist (continued) Standard 4: Water Quality (continued) FKI The BMP is sized (and calculations provided) based on: K-1 The 1/2" or 1"Water Quality Volume or ❑ The equivalent flow rate associated with the Water Quality Volume and documentation is provided showing that the BMP treats the required water quality volume. ❑ The applicant proposes to use proprietary BMPs, and documentation supporting use of proprietary BMP and proposed TSS removal rate is provided. This documentation may be in the form of the propriety BMP checklist found in Volume 2, Chapter 4 of the Massachusetts Stormwater Handbook and submitting copies of the TARP Report, STEP Report, and/or other third party studies verifying performance of the proprietary BMPs. ❑ A TMDL exists that indicates a need to reduce pollutants other than TSS and documentation showing that the BMPs selected are consistent with the TMDL is provided. Standard 5: Land Uses With Higher Potential Pollutant Loads (LUHPPLs) ❑ The NPDES Multi-Sector General Permit covers the land use and the Stormwater Pollution Prevention Plan (SWPPP) has been included with the Stormwater Report. ❑ The NPDES Multi-Sector General Permit covers the land use and the SWPPP will be submitted prior to the discharge of stormwater to the post-construction stormwater BMPs. ❑ The NPDES Multi-Sector General Permit does not cover the land use. ❑ LUHPPLs are located at the site and industry specific source control and pollution prevention measures have been proposed to reduce or eliminate the exposure of LUHPPLs to rain, snow, snow melt and runoff, and been included in the long term Pollution Prevention Plan. ❑ All exposure has been eliminated. ❑ All exposure has not been eliminated and all BMPs selected are on MassDEP LUHPPL list. ❑ The LUHPPL has the potential to generate runoff with moderate to higher concentrations of oil and grease (e.g. all parking lots with >1000 vehicle trips per day) and the treatment train includes an oil grit separator, a filtering bioretention area, a sand filter or equivalent. Standard 6: Critical Areas ❑ The discharge is near or to a critical area and the treatment train includes only BMPs that MassDEP has approved for stormwater discharges to or near that particular class of critical area. ❑Critical areas and BMPs are identified in the Stormwater Report. swcheck.doc•04/01/08 Stormwater Report Checklist•Page 6 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checkl'ist f Stormwater Report Checklist (continued) Standard 7: Redevelopments and Other Projects Subject to the Standards only to the maximum extent practicable ❑ The project is subject to the Stormwater Management Standards only to the maximum Extent Practicable as a: ❑ Limited Project ❑ Small Residential Projects: 5-9 single family houses or 5-9 units in a multi-family development provided there is no discharge that may potentially affect a critical area. ❑ Small Residential Projects: 2-4 single family houses or 2-4 units in a multi-family development with a discharge to a critical area ❑ Marina and/or boatyard provided the hull painting, service and maintenance areas are protected from exposure to rain, snow, snow melt and runoff ❑ Bike Path and/or Foot Path ❑ Redevelopment Project ❑ Redevelopment portion of mix of new and redevelopment. ❑ Certain standards are not fully met(Standard No. 1, 81 9, and 10 must always be fully met) and an explanation of why these standards are not met is contained in the Stormwater Report. ❑ The project involves redevelopment and a description of all measures that have been taken to improve existing conditions is provided in the Stormwater Report. The redevelopment checklist found in Volume 2 Chapter 3 of the Massachusetts Stormwater Handbook may be used to document that the proposed stormwater management system (a) complies with Standards 2, 3 and the pretreatment and structural BMP requirements of Standards 4-6 to the maximum extent practicable and (b) improves existing conditions. Standard 8: Construction Period Pollution Prevention and Erosion and Sedimentation Control A Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan must include the following information: • Narrative; • Construction Period Operation and Maintenance Plan; • Names of Persons or Entity Responsible for Plan Compliance; • Construction Period Pollution Prevention Measures; • Erosion and Sedimentation Control Plan Drawings; • Detail drawings and specifications for erosion control BMPs, including sizing calculations; • Vegetation Planning; • Site Development Plan; • Construction Sequencing Plan; • Sequencing of Erosion and Sedimentation Controls; • Operation and Maintenance of Erosion and Sedimentation Controls; • Inspection Schedule; • Maintenance Schedule; • Inspection and Maintenance Log Form. x❑ A Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan containing the information set forth above has been included in the Stormwater Report. swcheck.doc•04/01/08 Stormwater Report Checklist•Page 7 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checkl'ist f Stormwater Report Checklist (continued) Standard 8: Construction Period Pollution Prevention and Erosion and Sedimentation Control (continued) ❑ The project is highly complex and information is included in the Stormwater Report that explains why it is not possible to submit the Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan with the application. A Construction Period Pollution Prevention and Erosion and Sedimentation Control has not been included in the Stormwater Report but will be submitted before land disturbance begins. ❑ The project is not covered by a NPDES Construction General Permit. ❑ The project is covered by a NPDES Construction General Permit and a copy of the SWPPP is in the Stormwater Report. FKI The project is covered by a NPDES Construction General Permit but no SWPPP been submitted. The SWPPP will be submitted BEFORE land disturbance begins. Standard 9: Operation and Maintenance Plan X❑ The Post Construction Operation and Maintenance Plan is included in the Stormwater Report and includes the following information: ® Name of the stormwater management system owners; ❑X Party responsible for operation and maintenance; X❑ Schedule for implementation of routine and non-routine maintenance tasks; ❑X Plan showing the location of all stormwater BMPs maintenance access areas; ❑ Description and delineation of public safety features; ❑ Estimated operation and maintenance budget; and FKI Operation and Maintenance Log Form. ❑ The responsible party is not the owner of the parcel where the BMP is located and the Stormwater Report includes the following submissions: ❑ A copy of the legal instrument(deed, homeowner's association, utility trust or other legal entity) that establishes the terms of and legal responsibility for the operation and maintenance of the project site stormwater BMPs; ❑ A plan and easement deed that allows site access for the legal entity to operate and maintain BMP functions. Standard 10: Prohibition of Illicit Discharges ® The Long-Term Pollution Prevention Plan includes measures to prevent illicit discharges; ❑ An Illicit Discharge Compliance Statement is attached; ❑ NO Illicit Discharge Compliance Statement is attached but will be submitted prior to the discharge of any stormwater to post-construction BMPs. swcheck.doc•04/01/08 Stormwater Report Checklist•Page 8 of 8 Executive Summary • This drainage analysis was performed to study the stormwater runoff conditions for the proposed development of a 90K SF climate-controlled self storage facility in North Andover, MA. • The proposed improvements will create approximately 1.1 acres of new impervious surfaces. • The project is classified as a new development project • The drainage study compares pre-development to post-development conditions. There are two analysis points being analyzed: overland flow from site to the north (Discharge Point A), and overland flow from the site that discharges to west (Discharge Point B). • The development does not affect the watershed contributing to Discharge Points A and B. • Discharge Points A& B Combine at the inlet to the closed drainage system at Osgood Street on the subject property. Table 1 Peak Flow Summary 2-Year 10-Year 25-Year 100-Year Storm Storm Storm Storm Discharge Exist Prop Exist Prop Exist Prop Exist Prop Point (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) A 0.0 0.0 0.0 0.0 0.0 0.0 0.35 0.0 B 0.0 0.0 0.0 0.0 0.0 0.0 0.64 0.87 A+B 0.0 0.0 0.0 0.0 0.0 0.0 0.99 0.87 Table 2 Peak Volume Summary 2-Year 10-Year 25-Year 100-Year Storm Storm Storm Storm Discharge Exist Prop Exist Prop Exist Prop Exist Prop Point (a-f) (a-f) (a-f) (a-f) (a-f) (a-f) (a-f)) (a-f) A 0.0 0.000 0.002 0.000 0.010 0.000 0.050 0.000 B 0.0 0.000 0.000 0.003 0.016 0.020 0.122 0.294 A+B 0.000 0.000 0.002 0.003 0.026 0.020 0.172 0.294 Stubblebine Company February 9, 2021 Storm Water Methodology In accordance with the Town of North Andover Land Development Standards and Massachusetts DEP Stormwater Regulations, the 2, 10, 25 and 100-year storm events have been calculated for pre- development and post-development conditions. The summary tables included in this report illustrate that for each discharge point, the post-development peak runoff rate is below or equal to the pre- development runoff rate except at Discharge Point B. Existing and proposed hydrologic conditions were analyzed using HydroCAD, an SCS TR-20 based program,to calculate existing and proposed peak runoff rates. This method takes into account existing and proposed pervious and impervious areas including soil types and hydrologic classifications. Curve Numbers for the subcatchment areas were based on existing surface conditions as well as existing soil conditions. Soil data for these areas was taken from the USDA Web Soil Survey. The area of analysis is shown in the Pre and Post-Development Watershed Maps (Figure A and B). Pre-Development Conditions The existing condition is modeled as the site as it currently exists.The site is an undeveloped woodland with wetlands areas along the western edge. Stormwater from the project limits was broken into two subcatchments based on surveyed topography and is conveyed into two discharge points described as follows and shown in Figure A—Pre-DevelopmentWatershed Map: Discharge Point A is the overland flow from the north side of the existing development flowing toward Beechwood Ave. Discharge Point B is the overland flow from the majority of the site flowing into the wetland which is drained by a large culvert flowing under Osgood Street. Discharge Points A& B Combine at the inlet to the closed drainage system at Osgood Street on the subject property. The curve numbers for each subcatchment were calculated based on the existing ground cover and hydrologic soil group. HydroCAD Version 10.0 was used to model site drainage.The software is based on the SCS TR-20 technique used for modeling the hydrology and hydraulics of storm water runoff. Rainfall Intensity The rainfall data used in the calculations is based on the North Andover Stormwater Management Regulations. Soils The soils on site consist of Udorthents, smoothed (651), a Hydrologic Group "A" soil, and Windsor loamy sand, 8 to 15 percent slopes (255c), which is a Hydrologic Group "A" soil based on the NRCS Web Soil Stubblebine Company February 9, 2021 Survey. It was assumed that the seasonal highwater table is equal to the elevation of the surrounding wetlands. Post-Development Conditions The proposed development consists of a three-story 90K gross square foot climate-controlled self storage facility(30K SF Footprint) with associated site improvements. The proposed improvements will create approximately 1.1 acres of new impervious surfaces. Stormwater from the project limits is broken into 2 subcatchments based on the proposed grading patterns.The project is classified as a new development project. The post-development subcatchment areas are identified in Figure B, Post-Development Watershed Map. Design Infiltration Rate Based on on-sites infiltration testing, a design exfiltration rate of 1.2 in/hr is used in the analysis. This is half of the lowest ksat value measured in the field. Please refer to the Appendices for the field infiltration measurements. Stormwater Management Standards The proposed storm water management system complies with all of the applicable Massachusetts Department of Environmental Protection (MADEP) Stormwater Management Policy unless otherwise noted. The project is classified as a new development project. The project is designed to meet all of the ten (10) standards as applicable. The standards are described below. Standard#1- No New Untreated Discharges One new point discharge of treated stormwater is proposed. Stormwater quality control for the project includes an under drained surface infiltration/recharge system. Standard#2- Peak Rate Attenuation Stormwater management controls were developed for the 2, 10, 25, and 100-year 24-hour storm events. Under existing and proposed conditions, hydrologic analyses were performed utilizing the computer program, HydroCAD°. In order to determine the peak rate of discharge for existing and proposed conditions, runoff hydrographs were generated for the storm events using the SCS TR-20 Method. Under the proposed conditions, the post-development runoff hydro graphs were flood routed through the proposed stormwater management system. Table 1 summarizes the pre-and post-development peak runoff discharge rates determined in the hydrologic analyses performed for the Project. As shown in Table 1, proposed peak runoff rates for the project are equal to or less than that of existing conditions for each storm event. Stubblebine Company February 9, 2021 Table 1 Peak Flow Summary 2-Yea r 10-Year 25-Year 100-Yea r Storm Storm Storm Storm Discharge Exist Prop Exist Prop Exist Prop Exist Prop Point (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) A 0.0 0.0 0.0 0.0 0.0 0.0 0.35 0.0 B 0.0 0.0 0.0 0.0 0.0 0.0 0.64 0.87 A+B 0.0 0.0 0.0 0.0 0.0 0.0 0.99 0.87 Standard#3 - Recharge The total proposed increase in impervious area over the project site is 1.1 acres. There is no existing impervious area on the site. Therefore, the required groundwater recharge volume is calculated as the following: [(1.10) x (0.6/12)] =0.055 acre-feet or 2 ,395 cubic feet. Groundwater recharge is feasible on- site, because there is adequate separation to the high seasonal high-water table. w e.. a. _ ....... e m ..................... L "* . m r me. _..... j A o, I M�"iJ ram'flw�mmm< "M1 M1p d y h a., .a,w G x. M p" W. w I �'vLErt � . M pp z u 9r w �1LET 1 � d "o x J a .... `n e'M,J w.............. mmm r { ., f w x a. de q ... �. .nnnn m........, o: Recharge Area 1/Test Pit 1 Ground Surface Elevation= 62.0 ft ESHWT Depth= 6.67 ft ESHWT Elevation= 55.33 ft Proposed Bottom of Field 1= 59.50 ft Separation from Bottom of Field to ESHWT=4.17 ft Recharge Area 2/Test Pit 2 Ground Surface Elevation= 63.0 ft ESHWT Depth= 9.0 ft Stubblebine Company February 9, 2021 ESHWT Elevation= 54.0 ft Proposed Bottom of Field 1= 59.50 ft Separation from Bottom of Field to ESHWT= 5.5 ft For these reasons, groundwater mounding is not anticipated given the existing soil conditions and separation to the proposed infiltration practice. The in-situ rate established by field-testing is 2.4 inches/hour. As such, 50%of that rate = 1.2 inches/hour. The soil does have a rapid infiltration rate, since the in-situ rate established by field-testing is 2.4 inches/hour. The recharge system will drain in less than 72 hours. Refer to Appendix C, Water Quality, and TSS Removal Calculations, for calculations. Standard -Water Quality Best Management Practices ( MPs) will be used to provide water quality.The infiltration/recharge system will provide 0%TSS removal. proposedStandard#5 - Land Uses with Higher Potential Pollutant Loads The site development projectII under the Standardcategory and therefore, is not consideredLand Use withHigher Potential Pollutant L (L L). Standard#6-Critical Areas Critical areas arei rWaters ( ), shellfishswimming , cola water fisheries, recharge r r public drinkingr supplies. The project is not located within any Critical Areas. Standard#7- Redevelopment Standards only to the Maximum Extent Practicable The proposed projectis consideredl is standard is not applicable. Standard#8-Construction Period Erosion and Sedimentation Control Erosion and sedimentcontrol c i ill be employedduring construction rmoving phases of the work. This includes installation i temporary silt fence down stream of the disturbed areas. contractor will be responsible for implementing and mai ii these controls r i Control Plan. Standard#9-Operations and Maintenance Plan An Operation intenance Plan for the projectsite r r in accordancei DEP Stormwater Management Standard . 9. A copy is presentedin Appendixt r Management System ill be the overall responsibility of the Owner. The Owner will retain r j Manager who will be responsible durin nstructi . The Owner will be responsible for post- construction r i maintenance. Standard#10- Prohibition of Illicit Discharges Illicit discharges to the on-siter r management system and to the off-site existingmunicipal drainage re prohibited. The pr j itude any new off-site drainageconnections existing municipal system. No illicit connections local drainage systemr discharges to or from system ill be made. Site Hydraulics Stubblebine Company February 9, 2021 The proposed storm system has been designed for a 25-year storm frequency utilizing the Rational Method. HydroCADO was used to perform the hydraulic analysis for the storm drainage. The following criteria were used to design the stormwater system for the proposed project: • Pipes are sized to convey the 25-year storm event. • Drainage pipes are High-Density Polyethylene (HDPE). • Manning's coefficient (n) of 0.013 for HDPE. • Maximum pipe velocity is 10 feet per second (fps). Conclusion The Stormwater Management System addresses both the quantity control and quality of stormwater runoff from the site and meets the requirements of the ten (10) standards outlined by the Massachusetts Department of Environmental Protection (DEP) Stormwater Policy to the maximum extent possible. Stubblebine Company February 9, 2021 roo""' A BEECHWOOD DI%VE is B TO BEECHWOOD DRIVE OSGOOD STREET 2S TO OSGOOD STREET Subcat Reach on Link Routing Diagram for 31968.00 PRE-DEVELOPMENT_rev01 Prepared by TFMoran Inc., Printed 3/22/2021 HydroCADO 10.00-19 s/n 00866 O 2016 HydroCAD Software Solutions LLC 31968.00 PRE-DEVELOPMENT rev01 Prepared by TFMoran Inc. Printed 3/22/2021 HydroCAD® 10.00-19 s/n 00866 ©2016 HydroCAD Software Solutions LLC Page 2 Area Listing (all nodes) Area CN Description (acres) (subcatchment-numbers) 0.485 39 >75% Grass cover, Good, HSG A (1 S, 2S) 0.019 98 Paved parking, HSG A (2S) 2.951 30 Woods, Good, HSG A (1 S, 2S) 3.455 32 TOTAL AREA 31968.00 PRE-DEVELOPMENT rev01 Prepared by TFMoran Inc. Printed 3/22/2021 HydroCAD® 10.00-19 s/n 00866 ©2016 HydroCAD Software Solutions LLC Page 3 Soil Listing (all nodes) Area Soil Subcatchment (acres) Group Numbers 3.455 HSG A 1 S, 2S 0.000 HSG B 0.000 HSG C 0.000 HSG D 0.000 Other 3.455 TOTAL AREA 31968.00 PRE-DEVELOPMENT_rev01 Type 111 24-hr 2-YEAR Rainfall=3.20" Prepared by TFMoran Inc. Printed 3/22/2021 HydroCAD® 10.00-19 s/n 00866 ©2016 HydroCAD Software Solutions LLC Page 4 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-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment 1 S: TO BEECHWOOD DRIVE Runoff Area=33,054 sf 0.00% Impervious Runoff Depth=0.00" Flow Length=272' Slope=0.0650 '/' Tc=8.0 min CN=34 Runoff=0.00 cfs 0.000 of Subcatchment2S: TO OSGOOD STREET Runoff Area=117,438 sf 0.69% Impervious Runoff Depth=0.00" Flow Length=547' Tc=14.8 min CN=31 Runoff=0.00 cfs 0.000 of Link A: BEECHWOOD DRIVE Inflow=0.00 cfs 0.000 of Primary=0.00 cfs 0.000 of Link B: OSGOOD STREET Inflow=0.00 cfs 0.000 of Primary=0.00 cfs 0.000 of Total Runoff Area = 3.455 ac Runoff Volume = 0.000 of Average Runoff Depth = 0.00" 99.46% Pervious = 3.436 ac 0.54% Impervious = 0.019 ac 31968.00 PRE-DEVELOPMENT_rev01 Type /// 24-hr 2-YEAR Rainfall=3.20" Prepared by TFMoran Inc. Printed 3/22/2021 HydroCAD® 10.00-19 s/n 00866 ©2016 HydroCAD Software Solutions LLC Page 5 Summary for Subcatchment 1 S: TO BEECHWOOD DRIVE Runoff = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Depth= 0.00" 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=3.20" Area (sf) CN Description 185025 30 Woods, Good, HSG A 5,029 39 >75% Grass cover, Good, HSG A 105000 39 >75% Grass cover, Good, HSG A 335054 34 Weighted Average 335054 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.1 50 0.0650 0.16 Sheet Flow, Grass: Dense n= 0.240 P2= 3.20" 2.9 222 0.0650 1.27 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 8.0 272 Total Summary for Subcatchment 2S: TO OSGOOD STREET Runoff = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Depth= 0.00" 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=3.20" Area (sf) CN Description 110,529 30 Woods, Good, HSG A 61093 39 >75% Grass cover, Good, HSG A 816 98 Paved parking, HSG A 117,438 31 Weighted Average 116,622 99.31% Pervious Area 816 0.69% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.8 50 0.0900 0.12 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.20" 2.9 285 0.1100 1.66 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 5.1 212 0.0190 0.69 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 14.8 547 Total 31968.00 PRE-DEVELOPMENT_rev01 Type 111 24-hr 2-YEAR Rainfall=3.20" Prepared by TFMoran Inc. Printed 3/22/2021 HydroCAD® 10.00-19 s/n 00866 ©2016 HydroCAD Software Solutions LLC Page 6 Summary for Link A: BEECHWOOD DRIVE Inflow Area = 0.759 ac, 0.00% Impervious, Inflow Depth = 0.00" for 2-YEAR event Inflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Summary for Link B: OSGOOD STREET Inflow Area = 2.696 ac, 0.69% Impervious, Inflow Depth = 0.00" for 2-YEAR event Inflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs 31968.00 PRE-DEVELOPMENT_rev01 Type/1/ 24-hr 10-YEAR Rainfall=4.80" Prepared by TFMoran Inc. Printed 3/22/2021 HydroCAD® 10.00-19 s/n 00866 ©2016 HydroCAD Software Solutions LLC Page 7 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-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment 1 S: TO BEECHWOOD DRIVE Runoff Area=33,054 sf 0.00% Impervious Runoff Depth>0.02" Flow Length=272' Slope=0.0650 '/' Tc=8.0 min CN=34 Runoff=0.00 cfs 0.002 of Subcatchment2S: TO OSGOOD STREET Runoff Area=117,438 sf 0.69% Impervious Runoff Depth>0.00" Flow Length=547' Tc=14.8 min CN=31 Runoff=0.00 cfs 0.000 of Link A: BEECHWOOD DRIVE Inflow=0.00 cfs 0.002 of Primary=0.00 cfs 0.002 of Link B: OSGOOD STREET Inflow=0.00 cfs 0.000 of Primary=0.00 cfs 0.000 of Total Runoff Area = 3.455 ac Runoff Volume = 0.002 of Average Runoff Depth = 0.01" 99.46% Pervious = 3.436 ac 0.54% Impervious = 0.019 ac 31968.00 PRE-DEVELOPMENT_rev01 Type /// 24-hr 10-YEAR Rainfall=4.80" Prepared by TFMoran Inc. Printed 3/22/2021 HydroCAD® 10.00-19 s/n 00866 ©2016 HydroCAD Software Solutions LLC Page 8 Summary for Subcatchment 1 S: TO BEECHWOOD DRIVE Runoff = 0.00 cfs @ 16.88 hrs, Volume= 0.002 af, Depth> 0.02" 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 10-YEAR Rainfall=4.80" Area (sf) CN Description 185025 30 Woods, Good, HSG A 5,029 39 >75% Grass cover, Good, HSG A 105000 39 >75% Grass cover, Good, HSG A 335054 34 Weighted Average 335054 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.1 50 0.0650 0.16 Sheet Flow, Grass: Dense n= 0.240 P2= 3.20" 2.9 222 0.0650 1.27 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 8.0 272 Total Summary for Subcatchment 2S: TO OSGOOD STREET Runoff = 0.00 cfs @ 20.00 hrs, Volume= 0.000 af, Depth> 0.00" 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 10-YEAR Rainfall=4.80" Area (sf) CN Description 110,529 30 Woods, Good, HSG A 61093 39 >75% Grass cover, Good, HSG A 816 98 Paved parking, HSG A 1171438 31 Weighted Average 116,622 99.31% Pervious Area 816 0.69% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.8 50 0.0900 0.12 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.20" 2.9 285 0.1100 1.66 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 5.1 212 0.0190 0.69 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 14.8 547 Total 31968.00 PRE-DEVELOPMENT_rev01 Type/1/ 24-hr 10-YEAR Rainfall=4.80" Prepared by TFMoran Inc. Printed 3/22/2021 HydroCAD® 10.00-19 s/n 00866 ©2016 HydroCAD Software Solutions LLC Page 9 Summary for Link A: BEECHWOOD DRIVE Inflow Area = 0.759 ac, 0.00% Impervious, Inflow Depth > 0.02" for 10-YEAR event Inflow = 0.00 cfs @ 16.88 hrs, Volume= 0.002 of Primary = 0.00 cfs @ 16.88 hrs, Volume= 0.002 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Summary for Link B: OSGOOD STREET Inflow Area = 2.696 ac, 0.69% Impervious, Inflow Depth > 0.00" for 10-YEAR event Inflow = 0.00 cfs @ 20.00 hrs, Volume= 0.000 of Primary = 0.00 cfs @ 20.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs 31968.00 PRE-DEVELOPMENT_rev01 Type/1/ 24-hr 25-YEAR Rainfall=6.00" Prepared by TFMoran Inc. Printed 3/22/2021 HydroCAD® 10.00-19 s/n 00866 ©2016 HydroCAD Software Solutions LLC Page 10 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-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment 1 S: TO BEECHWOOD DRIVE Runoff Area=33,054 sf 0.00% Impervious Runoff Depth>0.16" Flow Length=272' Slope=0.0650 '/' Tc=8.0 min CN=34 Runoff=0.02 cfs 0.010 of Subcatchment2S: TO OSGOOD STREET Runoff Area=117,438 sf 0.69% Impervious Runoff Depth>0.07" Flow Length=547' Tc=14.8 min CN=31 Runoff=0.04 cfs 0.016 of Link A: BEECHWOOD DRIVE Inflow=0.02 cfs 0.010 of Primary=0.02 cfs 0.010 of Link B: OSGOOD STREET Inflow=0.04 cfs 0.016 of Primary=0.04 cfs 0.016 of Total Runoff Area = 3.455 ac Runoff Volume = 0.026 of Average Runoff Depth = 0.09" 99.46% Pervious = 3.436 ac 0.54% Impervious = 0.019 ac 31968.00 PRE-DEVELOPMENT_rev01 Type /// 24-hr 25-YEAR Rainfall=6.00" Prepared by TFMoran Inc. Printed 3/22/2021 HydroCAD® 10.00-19 s/n 00866 ©2016 HydroCAD Software Solutions LLC Page 11 Summary for Subcatchment 1 S: TO BEECHWOOD DRIVE Runoff = 0.02 cfs @ 13.68 hrs, Volume= 0.010 af, Depth> 0.16" 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 25-YEAR Rainfall=6.00" Area (sf) CN Description 185025 30 Woods, Good, HSG A 5,029 39 >75% Grass cover, Good, HSG A 105000 39 >75% Grass cover, Good, HSG A 335054 34 Weighted Average 335054 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.1 50 0.0650 0.16 Sheet Flow, Grass: Dense n= 0.240 P2= 3.20" 2.9 222 0.0650 1.27 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 8.0 272 Total Summary for Subcatchment 2S: TO OSGOOD STREET Runoff = 0.04 cfs @ 15.28 hrs, Volume= 0.016 af, Depth> 0.07" 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 25-YEAR Rainfall=6.00" Area (sf) CN Description 110,529 30 Woods, Good, HSG A 61093 39 >75% Grass cover, Good, HSG A 816 98 Paved parking, HSG A 1171438 31 Weighted Average 116,622 99.31% Pervious Area 816 0.69% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.8 50 0.0900 0.12 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.20" 2.9 285 0.1100 1.66 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 5.1 212 0.0190 0.69 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 14.8 547 Total 31968.00 PRE-DEVELOPMENT_rev01 Type/1/ 24-hr 25-YEAR Rainfall=6.00" Prepared by TFMoran Inc. Printed 3/22/2021 HydroCAD® 10.00-19 s/n 00866 ©2016 HydroCAD Software Solutions LLC Page 12 Summary for Link A: BEECHWOOD DRIVE Inflow Area = 0.759 ac, 0.00% Impervious, Inflow Depth > 0.16" for 25-YEAR event Inflow = 0.02 cfs @ 13.68 hrs, Volume= 0.010 of Primary = 0.02 cfs @ 13.68 hrs, Volume= 0.010 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Summary for Link B: OSGOOD STREET Inflow Area = 2.696 ac, 0.69% Impervious, Inflow Depth > 0.07" for 25-YEAR event Inflow = 0.04 cfs @ 15.28 hrs, Volume= 0.016 of Primary = 0.04 cfs @ 15.28 hrs, Volume= 0.016 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs 31968.00 PRE-DEVELOPMENT_rev01 Type/1/ 24-hr 100-YEAR Rainfall=8.60" Prepared by TFMoran Inc. Printed 3/22/2021 HydroCAD® 10.00-19 s/n 00866 ©2016 HydroCAD Software Solutions LLC Page 13 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-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment 1 S: TO BEECHWOOD DRIVE Runoff Area=33,054 sf 0.00% Impervious Runoff Depth>0.79" Flow Length=272' Slope=0.0650 '/' Tc=8.0 min CN=34 Runoff=0.35 cfs 0.050 of Subcatchment2S: TO OSGOOD STREET Runoff Area=117,438 sf 0.69% Impervious Runoff Depth>0.54" Flow Length=547' Tc=14.8 min CN=31 Runoff=0.64 cfs 0.122 of Link A: BEECHWOOD DRIVE Inflow=0.35 cfs 0.050 of Primary=0.35 cfs 0.050 of Link B: OSGOOD STREET Inflow=0.64 cfs 0.122 of Primary=0.64 cfs 0.122 of Total Runoff Area = 3.455 ac Runoff Volume = 0.172 of Average Runoff Depth = 0.60" 99.46% Pervious = 3.436 ac 0.54% Impervious = 0.019 ac 31968.00 PRE-DEVELOPMENT_rev01 Type /// 24-hr 100-YEAR Rainfall=8.60" Prepared by TFMoran Inc. Printed 3/22/2021 HydroCAD® 10.00-19 s/n 00866 ©2016 HydroCAD Software Solutions LLC Page 14 Summary for Subcatchment 1 S: TO BEECHWOOD DRIVE Runoff = 0.35 cfs @ 12.20 hrs, Volume= 0.050 af, Depth> 0.79" 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=8.60" Area (sf) CN Description 185025 30 Woods, Good, HSG A 5,029 39 >75% Grass cover, Good, HSG A 105000 39 >75% Grass cover, Good, HSG A 335054 34 Weighted Average 335054 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.1 50 0.0650 0.16 Sheet Flow, Grass: Dense n= 0.240 P2= 3.20" 2.9 222 0.0650 1.27 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 8.0 272 Total Summary for Subcatchment 2S: TO OSGOOD STREET Runoff = 0.64 cfs @ 12.48 hrs, Volume= 0.122 af, Depth> 0.54" 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=8.60" Area (sf) CN Description 110,529 30 Woods, Good, HSG A 61093 39 >75% Grass cover, Good, HSG A 816 98 Paved parking, HSG A 1171438 31 Weighted Average 116,622 99.31% Pervious Area 816 0.69% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.8 50 0.0900 0.12 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.20" 2.9 285 0.1100 1.66 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 5.1 212 0.0190 0.69 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 14.8 547 Total 31968.00 PRE-DEVELOPMENT_rev01 Type/1/ 24-hr 100-YEAR Rainfall=8.60" Prepared by TFMoran Inc. Printed 3/22/2021 HydroCAD® 10.00-19 s/n 00866 ©2016 HydroCAD Software Solutions LLC Page 15 Summary for Link A: BEECHWOOD DRIVE Inflow Area = 0.759 ac, 0.00% Impervious, Inflow Depth > 0.79" for 100-YEAR event Inflow = 0.35 cfs @ 12.20 hrs, Volume= 0.050 of Primary = 0.35 cfs @ 12.20 hrs, Volume= 0.050 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Summary for Link B: OSGOOD STREET Inflow Area = 2.696 ac, 0.69% Impervious, Inflow Depth > 0.54" for 100-YEAR event Inflow = 0.64 cfs @ 12.48 hrs, Volume= 0.122 of Primary = 0.64 cfs @ 12.48 hrs, Volume= 0.122 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs LAj BEECHWOOD DRIVE cg 202S 2osP " 208S TO CB CB3 TOCB3 cg cg cg J7S 214P 202D 209S 209P J6STO CB 2 CB 2 DMH 2A TO DMH 1 DMH 1 TO CB 141 cg cg cg 215P JOS � 216D 3P � 216S 7� cB 2O1 S 2O3S CB1 203D TO CB 7 DM 7A CB 7 TO CB 8 TO OSGOOD S REET TO CB 1 DM 1A i 1 S 212D 7P 212S 2P TO CB 6 DMH 6A CB 6 TO CB 6 LB 6P Storm ech#2 205S OSGOOD STREET D 3 204P TO CB 4 cg � cg cg 5D cB 4 204S 213D � 5P DMH5 TO CB 4 DMH 5A CB cB 2D 213S cB DMH2 TO CB 5 1P 3D StormTech#1 DMH3 Subcat Reach Pon Link Routing Diagram for 31968.00 POST-DEVELOPMENT_rev01 Subcat Reach P Aon Link by TFMoran Inc., Printed 3/22/2021 HydroCAD®10.00-19 s/n 00866 ©2016 HydroCAD Software Solutions LLC 31968.00 POST-DEVELOPMENT_rev01 Prepared by TFMoran Inc. Printed 3/22/2021 HydroCAD® 10.00-19 s/n 00866 ©2016 HydroCAD Software Solutions LLC Page 2 Area Listing (all nodes) Area CN Description (acres) (subcatchment-numbers) 1.329 39 >75% Grass cover, Good, HSG A (201 S, 202S, 203S, 204S, 208S, 212S, 213S, 216S) 0.481 98 Paved parking, HSG A (202S, 203S, 204S, 208S, 212S, 213S, 216S) 0.691 98 Roofs, HSG A (205S, 206S3 207S7 209S, 210S, 211 S) 0.953 30 Woods, Good, HSG A (201 S) 3.454 57 TOTAL AREA 31968.00 POST-DEVELOPMENT_rev01 Prepared by TFMoran Inc. Printed 3/22/2021 HydroCAD® 10.00-19 s/n 00866 ©2016 HydroCAD Software Solutions LLC Page 3 Soil Listing (all nodes) Area Soil Subcatchment (acres) Group Numbers 3.454 HSG A 201 S, 202S, 203S, 204S, 205S9 206S, 207S, 208S, 209S, 210S, 211 S, 212S, 213S, 216S 0.000 HSG B 0.000 HSG C 0.000 HSG D 0.000 Other 3.454 TOTAL AREA 31968.00 POST-D EVE LO P M E N T_rev01 Type /// 24-hr 2-YEAR Rainfall=3.20" Prepared by TFMoran Inc. Printed 3/22/2021 HydroCAD® 10.00-19 s/n 00866 ©2016 HydroCAD Software Solutions LLC Page 4 Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 points x 3 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment201 S:TO OSGOOD STREET Runoff Area=63,276 sf 0.00% Impervious Runoff Depth=0.00" Flow Length=547' Tc=14.8 min CN=33 Runoff=0.00 cfs 0.000 of Subcatchment202S:TO CB 2 Runoff Area=5,902 sf 84.34% Impervious Runoff Depth>2.08" Tc=5.0 min CN=89 Runoff=0.33 cfs 0.023 of Subcatchment203S:TO CB 1 Runoff Area=3,473 sf 88.22% Impervious Runoff Depth>2.26" Tc=5.0 min CN=91 Runoff=0.21 cfs 0.015 of Subcatchment204S:TO CB 4 Runoff Area=4,106 sf 92.47% Impervious Runoff Depth>2.54" Tc=5.0 min CN=94 Runoff=0.27 cfs 0.020 of Subcatchment205S:TO CB 4 Runoff Area=5,016 sf 100.00% Impervious Runoff Depth>2.97" Tc=5.0 min CN=98 Runoff=0.36 cfs 0.028 of Subcatchment206S:TO CB 1 Runoff Area=5,017 sf 100.00% Impervious Runoff Depth>2.97" Tc=5.0 min CN=98 Runoff=0.36 cfs 0.028 of Subcatchment207S:TO CB 2 Runoff Area=5,017 sf 100.00% Impervious Runoff Depth>2.97" Tc=5.0 min CN=98 Runoff=0.36 cfs 0.028 of Subcatchment208S:TO CB 3 Runoff Area=7,503 sf 9.13% Impervious Runoff Depth>0.03" Tc=5.0 min CN=44 Runoff=0.00 cfs 0.000 of Subcatchment209S:TO DMH 1 Runoff Area=4,265 sf 100.00% Impervious Runoff Depth>2.97" Tc=5.0 min CN=98 Runoff=0.31 cfs 0.024 of Subcatchment210S:TO CB 7 Runoff Area=5,768 sf 100.00% Impervious Runoff Depth>2.97" Tc=5.0 min CN=98 Runoff=0.41 cfs 0.033 of Subcatchment211 S:TO CB 6 Runoff Area=5,016 sf 100.00% Impervious Runoff Depth>2.97" Tc=5.0 min CN=98 Runoff=0.36 cfs 0.028 of Subcatchment212S:TO CB 6 Runoff Area=13,073 sf 34.74% Impervious Runoff Depth>0.37" Flow Length=108' Tc=5.3 min CN=59 Runoff=0.07 cfs 0.009 of Subcatchment213S:TO CB 5 Runoff Area=6,139 sf 18.02% Impervious Runoff Depth>0.13" Tc=5.0 min CN=50 Runoff=0.00 cfs 0.002 of Subcatchment216S:TO CB 8 Runoff Area=16,890 sf 16.58% Impervious Runoff Depth>0.11" Flow Length=100' Tc=5.2 min CN=49 Runoff=0.01 cfs 0.003 of Pond 1 P: StormTech#1 Peak EIev=60.57' Storage=0.037 of Inflow=1.13 cfs 0.100 of Discarded=0.08 cfs 0.100 of Secondary=0.00 cfs 0.000 of Tertiary=0.00 cfs 0.000 of Outflow=0.08 cfs 0.100 of Pond 2D: DMH2 Peak EIev=67.88' Inflow=1.13 cfs 0.100 of 24.0" Round Culvert n=0.013 L=83.0' S=0.0800 '/' Outflow=1.13 cfs 0.100 of 31968.00 POST-D EVE LO P M E N T_rev01 Type /// 24-hr 2-YEAR Rainfall=3.20" Prepared by TFMoran Inc. Printed 3/22/2021 HydroCAD® 10.00-19 s/n 00866 ©2016 HydroCAD Software Solutions LLC Page 5 Pond 2P: StormTech#2 Peak EIev=60.87' Storage=0.065 of Inflow=1.89 cfs 0.144 of Discarded=0.10 cfs 0.126 of Secondary=0.00 cfs 0.000 of Tertiary=0.00 cfs 0.000 of Outflow=0.10 cfs 0.126 of Pond 31): DMH3 Peak EIev=60.82' Inflow=1.13 cfs 0.100 of 24.0" Round Culvert n=0.013 L=8.0' S=0.0000 '/' Outflow=1.13 cfs 0.100 of Pond 3P: CB 7 Peak EIev=75.47' Inflow=0.01 cfs 0.003 of 15.0" Round Culvert n=0.013 L=10.0' S=0.0200 '/' Outflow=0.01 cfs 0.003 of Pond 51): DMH5 Peak EIev=60.13' Inflow=0.00 cfs 0.000 of 15.0" Round Culvert n=0.013 L=71.0' S=0.0061 T Outflow=0.00 cfs 0.000 of Pond 5P: CB 5 Peak EIev=76.33' Inflow=0.00 cfs 0.002 of 15.0" Round Culvert n=0.013 L=20.0' S=0.0150 '/' Outflow=0.00 cfs 0.002 of Pond 6P: DMH3 Peak EIev=59.58' Inflow=0.00 cfs 0.000 of 15.0" Round Culvert n=0.013 L=10.0' S=0.0060 '/' Outflow=0.00 cfs 0.000 of Pond 7P: CB 6 Peak EIev=75.42' Inflow=0.07 cfs 0.009 of 15.0" Round Culvert n=0.013 L=10.0' S=0.0200 '/' Outflow=0.07 cfs 0.009 of Pond 2021): DMH 2A Peak EIev=62.66' Inflow=0.69 cfs 0.052 of 18.0" Round Culvert n=0.013 L=43.0' S=0.0049'/' Outflow=0.69 cfs 0.052 of Pond 2031): DMH 1A Peak EIev=60.87' Inflow=1.26 cfs 0.096 of 24.0" Round Culvert n=0.013 L=5.0' S=0.0000 '/' Outflow=1.26 cfs 0.096 of Pond 204P: CB 4 Peak EIev=60.87' Inflow=0.27 cfs 0.020 of 24.0" Round Culvert n=0.013 L=2.0' S=0.0000 '/' Outflow=0.27 cfs 0.020 of Pond 208P: CB 3 Peak EIev=63.56' Inflow=0.00 cfs 0.000 of 15.0" Round Culvert n=0.013 L=43.0' S=0.0109'/' Outflow=0.00 cfs 0.000 of Pond 209P: DMH 1 Peak EIev=75.78' Inflow=0.31 cfs 0.024 of 15.0" Round Culvert n=0.013 L=26.0' S=0.0100 '/' Outflow=0.31 cfs 0.024 of Pond 2121): DMH 6A Peak EIev=74.58' Inflow=1.13 cfs 0.098 of 15.0" Round Culvert n=0.013 L=73.0' S=0.0100 '/' Outflow=1.13 cfs 0.098 of Pond 2131): DMH 5A Peak EIev=73.76' Inflow=1.13 cfs 0.100 of 24.0" Round Culvert n=0.013 L=95.0' S=0.0049'/' Outflow=1.13 cfs 0.100 of Pond 214P: CB 2 Peak EIev=62.92' Inflow=0.69 cfs 0.052 of 15.0" Round Culvert n=0.013 L=10.0' S=0.0200 '/' Outflow=0.69 cfs 0.052 of Pond 215P: CB1 Peak EIev=63.25' Inflow=0.57 cfs 0.043 of 15.0" Round Culvert n=0.013 L=10.0' S=0.0200 '/' Outflow=0.57 cfs 0.043 of Pond 2161): DMH 7A Peak EIev=75.50' Inflow=0.72 cfs 0.060 of 15.0" Round Culvert n=0.013 L=83.0' S=0.0100 '/' Outflow=0.72 cfs 0.060 of Link A: BEECHWOOD DRIVE Primary=0.00 cfs 0.000 of 31968.00 POST-D EVE LO P M E N T_rev01 Type 111 24-hr 2-YEAR Rainfall=3.20" Prepared by TFMoran Inc. Printed 3/22/2021 HydroCAD® 10.00-19 s/n 00866 ©2016 HydroCAD Software Solutions LLC Page 6 Link B: OSGOOD STREET Inflow=0.00 cfs 0.000 of Primary=0.00 cfs 0.000 of Total Runoff Area = 3.454 ac Runoff Volume = 0.244 of Average Runoff Depth = 0.85" 66.06% Pervious = 2.282 ac 33.94% Impervious = 1.172 ac 31968.00 POST-D EVE LO P M E N T_rev01 Type /// 24-hr 2-YEAR Rainfall=3.20" Prepared by TFMoran Inc. Printed 3/22/2021 HydroCAD® 10.00-19 s/n 00866 ©2016 HydroCAD Software Solutions LLC Page 7 Summary for Subcatchment 201 S: TO OSGOOD STREET Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 2-YEAR Rainfall=3.20" Area (sf) CN Description 415491 30 Woods, Good, HSG A 215785 39 >75% Grass cover, Good, HSG A 635276 33 Weighted Average 635276 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.8 50 0.0900 0.12 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.16" 2.9 285 0.1100 1.66 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 5.1 212 0.0190 0.69 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 14.8 547 Total Summary for Subcatchment 202S: TO CB 2 Runoff = 0.33 cfs @ 12.07 hrs, Volume= 0.023 af, Depth> 2.08" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 2-YEAR Rainfall=3.20" Area (sf) CN Description 924 39 >75% Grass cover, Good, HSG A 41978 98 Paved parking, HSG A 5,902 89 Weighted Average 924 15.66% Pervious Area 47978 84.34% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Subcatchment 203S: TO CB 1 Runoff = 0.21 cfs @ 12.07 hrs, Volume= 0.015 af, Depth> 2.26" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 2-YEAR Rainfall=3.20" 31968.00 POST-D EVE LO P M E N T_rev01 Type 111 24-hr 2-YEAR Rainfall=3.20" Prepared by TFMoran Inc. Printed 3/22/2021 HydroCAD® 10.00-19 s/n 00866 ©2016 HydroCAD Software Solutions LLC Page 8 Area (sf) CN Description 409 39 >75% Grass cover, Good, HSG A 3,064 98 Paved parking, HSG A 31473 91 Weighted Average 409 11.78% Pervious Area 31064 88.22% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Subcatchment 204S: TO CB 4 Runoff = 0.27 cfs @ 12.07 hrs, Volume= 0.020 af, Depth> 2.54" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 2-YEAR Rainfall=3.20" Area (sf) CN Description 309 39 >75% Grass cover, Good, HSG A 35797 98 Paved parking, HSG A 4,106 94 Weighted Average 309 7.53% Pervious Area 35797 92.47% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Subcatchment 205S: TO CB 4 Runoff = 0.36 cfs @ 12.07 hrs, Volume= 0.028 af, Depth> 2.97" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 2-YEAR Rainfall=3.20" Area (sf) CN Description 51016 98 Roofs, HSG A 5,016 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, 31968.00 POST-D EVE LO P M E N T_rev01 Type /// 24-hr 2-YEAR Rainfall=3.20" Prepared by TFMoran Inc. Printed 3/22/2021 HydroCAD® 10.00-19 s/n 00866 ©2016 HydroCAD Software Solutions LLC Page 9 Summary for Subcatchment 206S: TO CB 1 Runoff = 0.36 cfs @ 12.07 hrs, Volume= 0.028 af, Depth> 2.97" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 2-YEAR Rainfall=3.20" Area (sf) CN Description 5,017 98 Roofs, HSG A 5,017 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Subcatchment 207S: TO CB 2 Runoff = 0.36 cfs @ 12.07 hrs, Volume= 0.028 af, Depth> 2.97" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 2-YEAR Rainfall=3.20" Area (sf) CN Description 5,017 98 Roofs, HSG A 5,017 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Subcatchment 208S: TO CB 3 Runoff = 0.00 cfs @ 15.67 hrs, Volume= 0.000 af, Depth> 0.03" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 2-YEAR Rainfall=3.20" Area (sf) CN Description 685 98 Paved parking, HSG A 6,818 39 >75% Grass cover, Good, HSG A 7,503 44 Weighted Average 6,818 90.87% Pervious Area 685 9.13% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, 31968.00 POST-D EVE LO P M E N T_rev01 Type /// 24-hr 2-YEAR Rainfall=3.20" Prepared by TFMoran Inc. Printed 3/22/2021 HydroCAD® 10.00-19 s/n 00866 ©2016 HydroCAD Software Solutions LLC Page 10 Summary for Subcatchment 209S: TO DMH 1 Runoff = 0.31 cfs @ 12.07 hrs, Volume= 0.024 af, Depth> 2.97" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 2-YEAR Rainfall=3.20" Area (sf) CN Description 41265 98 Roofs, HSG A 4,265 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Subcatchment 21OS: TO CB 7 Runoff = 0.41 cfs @ 12.07 hrs, Volume= 0.033 af, Depth> 2.97" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 2-YEAR Rainfall=3.20" Area (sf) CN Description 5,768 98 Roofs, HSG A 5,768 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Subcatchment 211 S: TO CB 6 Runoff = 0.36 cfs @ 12.07 hrs, Volume= 0.028 af, Depth> 2.97" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 2-YEAR Rainfall=3.20" Area (sf) CN Description 5,016 98 Roofs, HSG A 5,016 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, 31968.00 POST-D EVE LO P M E N T_rev01 Type /// 24-hr 2-YEAR Rainfall=3.20" Prepared by TFMoran Inc. Printed 3/22/2021 HydroCAD® 10.00-19 s/n 00866 ©2016 HydroCAD Software Solutions LLC Page 11 Summary for Subcatchment 212S: TO CB 6 Runoff = 0.07 cfs @ 12.14 hrs, Volume= 0.009 af, Depth> 0.37" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 2-YEAR Rainfall=3.20" Area (sf) CN Description 4,542 98 Paved parking, HSG A 4,531 39 >75% Grass cover, Good, HSG A 4,000 39 >75% Grass cover, Good, HSG A 135073 59 Weighted Average 8,531 65.26% Pervious Area 4,542 34.74% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.1 50 0.0650 0.16 Sheet Flow, Grass: Dense n= 0.240 P2= 3.16" 0.1 33 0.0650 3.82 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 0.1 25 0.3300 2.87 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 5.3 108 Total Summary for Subcatchment 213S: TO CB 5 Runoff = 0.00 cfs @ 12.46 hrs, Volume= 0.002 af, Depth> 0.13" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 2-YEAR Rainfall=3.20" Area (sf) CN Description 1,106 98 Paved parking, HSG A 51033 39 >75% Grass cover, Good, HSG A 61139 50 Weighted Average 57033 81.98% Pervious Area 1,106 18.02% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Subcatchment 216S: TO CB 8 Runoff = 0.01 cfs @ 13.66 hrs, Volume= 0.003 af, Depth> 0.11" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 2-YEAR Rainfall=3.20" 31968.00 POST-D EVE LO P M E N T_rev01 Type 111 24-hr 2-YEAR Rainfall=3.20" Prepared by TFMoran Inc. Printed 3/22/2021 HydroCAD® 10.00-19 s/n 00866 ©2016 HydroCAD Software Solutions LLC Page 12 Area (sf) CN Description 8,090 39 >75% Grass cover, Good, HSG A 21800 98 Paved parking, HSG A 61000 39 >75% Grass cover, Good, HSG A 16,890 49 Weighted Average 14,090 83.42% Pervious Area 21800 16.58% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.1 50 0.0650 0.16 Sheet Flow, Grass: Dense n= 0.240 P2= 3.16" 0.1 25 0.3300 2.87 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 0.0 25 0.3300 8.62 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 5.2 100 Total Summary for Pond 1P: StormTech #1 Inflow Area = 1.174 ac, 45.94% Impervious, Inflow Depth > 1.02" for 2-YEAR event Inflow = 1.13 cfs @ 12.07 hrs, Volume= 0.100 of Outflow = 0.08 cfs @ 11.10 hrs, Volume= 0.100 af, Atten= 93%, Lag= 0.0 min Discarded = 0.08 cfs @ 11.10 hrs, Volume= 0.100 of Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Tertiary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 60.57' @ 13.97 hrs Surf.Area= 0.065 ac Storage= 0.037 of Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 167.8 min ( 952.0 - 784.3 ) Volume Invert Avail.Storage Storage Description #1 A 59.50' 0.094 of 44.75'W x 63.56'L x 5.50'H Field A 0.359 of Overall - 0.125 of Embedded = 0.234 of x 40.0% Voids #2A 60.25' 0.125 of ADS_StormTech MC-3500 d +Cap x 48 Inside #1 Effective Size= 70.4"W x 45.0"H => 15.33 sf x 7.17'L = 110.0 cf Overall Size= 77.0"W x 45.0"H x 7.50'L with 0.33' Overlap 6 Rows of 8 Chambers Cap Storage= +14.9 cf x 2 x 6 rows = 178.8 cf #3 59.00' 0.000 of 4.00'D x 10.00'H Vertical Cone/Cylinder-Impervious 0.003 of Overall x 0.0% Voids 0.219 of Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 59.50' 1.200 in/hr Exfiltration over Surface area #2 Secondary 63.20' Custom Weir/Orifice, Cv= 2.62 (C= 3.28) Head (feet) 0.00 1.70 2.70 31968.00 POST-D EVE LO P M E N T_rev01 Type /// 24-hr 2-YEAR Rainfall=3.20" Prepared by TFMoran Inc. Printed 3/22/2021 HydroCAD® 10.00-19 s/n 00866 ©2016 HydroCAD Software Solutions LLC Page 13 Width (feet) 0.04 0.04 0.04 #3 Tertiary 66.30' 20.0" x 20.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Discarded OutFlow Max=0.08 cfs @ 11.10 hrs HW=59.50' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.08 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=59.20' TW=60.13' (Dynamic Tailwater) L2=Custom Weir/Orifice ( Controls 0.00 cfs) Tertiary OutFlow Max=0.00 cfs @ 0.00 hrs HW=59.20' TW=60.13' (Dynamic Tailwater) L3=Orifice/Grate ( Controls 0.00 cfs) Summary for Pond 2D: DMH2 Inflow Area = 1.174 ac, 45.94% Impervious, Inflow Depth > 1.02" for 2-YEAR event Inflow = 1.13 cfs @ 12.07 hrs, Volume= 0.100 of Outflow = 1.13 cfs @ 12.07 hrs, Volume= 0.100 af, Atten= 0%, Lag= 0.0 min Primary = 1.13 cfs @ 12.07 hrs, Volume= 0.100 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 67.88' @ 12.07 hrs Flood Elev= 79.74' Device Routing Invert Outlet Devices #1 Primary 67.44' 24.0" Round Culvert L= 83.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 67.44' /60.80' S= 0.0800 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf Primary OutFlow Max=1.09 cfs @ 12.07 hrs HW=67.87' TW=60.81' (Dynamic Tailwater) L1=Culvert (Inlet Controls 1.09 cfs @ 2.22 fps) Summary for Pond 2P: StormTech #2 Inflow Area = 0.827 ac, 76.52% Impervious, Inflow Depth > 2.09" for 2-YEAR event Inflow = 1.89 cfs @ 12.07 hrs, Volume= 0.144 of Outflow = 0.10 cfs @ 10.55 hrs, Volume= 0.126 af, Atten= 95%, Lag= 0.0 min Discarded = 0.10 cfs @ 10.55 hrs, Volume= 0.126 of Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Tertiary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 60.87' @ 14.19 hrs Surf.Area= 0.080 ac Storage= 0.065 of Plug-Flow detention time= 241.1 min calculated for 0.126 of(88% of inflow) Center-of-Mass det. time= 183.8 min ( 958.1 - 774.3 ) 31968.00 POST-D EVE LO P M E N T_rev01 Type /// 24-hr 2-YEAR Rainfall=3.20" Prepared by TFMoran Inc. Printed 3/22/2021 HydroCAD® 10.00-19 s/n 00866 ©2016 HydroCAD Software Solutions LLC Page 14 Volume Invert Avail.Storage Storage Description #1 A 59.50' 0.114 of 44.75'W x 77.90'L x 5.50'H Field A 0.440 of Overall - 0.156 of Embedded = 0.285 of x 40.0% Voids #2A 60.25' 0.156 of ADS_StormTech MC-3500 d +Cap x 60 Inside #1 Effective Size= 70.4"W x 45.0"H => 15.33 sf x 7.17'L = 110.0 cf Overall Size= 77.0"W x 45.0"H x 7.50'L with 0.33' Overlap 6 Rows of 10 Chambers Cap Storage= +14.9 cf x 2 x 6 rows = 178.8 cf #3 59.00' 0.000 of 4.00'D x 10.00'H Vertical Cone/Cylinder-Impervious 0.003 of Overall x 0.0% Voids 0.269 of Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 59.50' 1.200 in/hr Exfiltration over Surface area #2 Secondary 64.30' Custom Weir/Orifice, Cv= 2.62 (C= 3.28) Head (feet) 0.00 0.70 1.00 1.00 1.60 Width (feet) 0.02 0.02 0.02 0.06 0.06 #3 Tertiary 66.20' 12.0" x 12.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Discarded OutFlow Max=0.10 cfs @ 10.55 hrs HW=59.50' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.10 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=59.20' TW=59.58' (Dynamic Tailwater) L2=Custom Weir/Orifice ( Controls 0.00 cfs) Tertiary OutFlow Max=0.00 cfs @ 0.00 hrs HW=59.20' TW=59.58' (Dynamic Tailwater) L3=Orifice/Grate ( Controls 0.00 cfs) Summary for Pond 3D: DMH3 Inflow Area = 1.174 ac, 45.94% Impervious, Inflow Depth > 1.02" for 2-YEAR event Inflow = 1.13 cfs @ 12.07 hrs, Volume= 0.100 of Outflow = 1.13 cfs @ 12.07 hrs, Volume= 0.100 af, Atten= 0%, Lag= 0.0 min Primary = 1.13 cfs @ 12.07 hrs, Volume= 0.100 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 60.82' @ 12.07 hrs Flood Elev= 79.74' Device Routing Invert Outlet Devices #1 Primary 60.25' 24.0" Round Culvert L= 8.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 60.25' /60.25' S= 0.0000 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf Primary OutFlow Max=1.09 cfs @ 12.07 hrs HW=60.81' TW=60.11' (Dynamic Tailwater) L1=Culvert (Barrel Controls 1.09 cfs @ 2.27 fps) 31968.00 POST-D EVE LO P M E N T_rev01 Type /// 24-hr 2-YEAR Rainfall=3.20" Prepared by TFMoran Inc. Printed 3/22/2021 HydroCAD® 10.00-19 s/n 00866 ©2016 HydroCAD Software Solutions LLC Page 15 Summary for Pond 3P: CB 7 I nflow Area = 0.388 ac, 16.58% Impervious, Inflow Depth > 0.11" for 2-YEAR event Inflow = 0.01 cfs @ 13.66 hrs, Volume= 0.003 of Outflow = 0.01 cfs @ 13.66 hrs, Volume= 0.003 af, Atten= 0%, Lag= 0.0 min Primary = 0.01 cfs @ 13.66 hrs, Volume= 0.003 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 75.47' @ 12.08 hrs Flood Elev= 79.35' Device Routing Invert Outlet Devices #1 Primary 75.30' 15.0" Round Culvert L= 10.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 75.30' / 75.10' S= 0.0200 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.23 sf Primary OutFlow Max=0.01 cfs @ 13.66 hrs HW=75.34' TW=75.20' (Dynamic Tailwater) L1=Culvert (Outlet Controls 0.01 cfs @ 0.85 fps) Summary for Pond 5D: DMH5 Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 60.13' @ 0.00 hrs Flood Elev= 64.40' Device Routing Invert Outlet Devices #1 Primary 60.13' 15.0" Round Culvert L= 71.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 60.13' / 59.70' S= 0.0061 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.23 sf Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=60.13' TW=59.58' (Dynamic Tailwater) L1=Culvert ( Controls 0.00 cfs) Summary for Pond 5P: CB 5 Inflow Area = 0.141 ac, 18.02% Impervious, Inflow Depth > 0.13" for 2-YEAR event Inflow = 0.00 cfs @ 12.46 hrs, Volume= 0.002 of Outflow = 0.00 cfs @ 12.46 hrs, Volume= 0.002 af, Atten= 0%, Lag= 0.0 min Primary = 0.00 cfs @ 12.46 hrs, Volume= 0.002 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 76.33' @ 12.46 hrs Flood Elev= 79.35' 31968.00 POST-D EVE LO P M E N T_rev01 Type /// 24-hr 2-YEAR Rainfall=3.20" Prepared by TFMoran Inc. Printed 3/22/2021 HydroCAD® 10.00-19 s/n 00866 ©2016 HydroCAD Software Solutions LLC Page 16 Device Routing Invert Outlet Devices #1 Primary 76.30' 15.0" Round Culvert L= 20.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 76.30' / 76.00' S= 0.0150 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.23 sf Primary OutFlow Max=0.00 cfs @ 12.46 hrs HW=76.33' TW=73.51' (Dynamic Tailwater) L1=Culvert (Barrel Controls 0.00 cfs @ 0.79 fps) Summary for Pond 6P: DMH3 Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 59.58' @ 0.00 hrs Flood Elev= 79.74' Device Routing Invert Outlet Devices #1 Primary 59.58' 15.0" Round Culvert L= 10.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 59.58' / 59.52' S= 0.0060 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.23 sf Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=59.58' TW=0.00' (Dynamic Tailwater) 1-6 -1=Culvert ( Controls 0.00 cfs) Summary for Pond 7P: CB 6 Inflow Area = 0.300 ac, 34.74% Impervious, Inflow Depth > 0.37" for 2-YEAR event Inflow = 0.07 cfs @ 12.14 hrs, Volume= 0.009 of Outflow = 0.07 cfs @ 12.14 hrs, Volume= 0.009 af, Atten= 0%, Lag= 0.0 min Primary = 0.07 cfs @ 12.14 hrs, Volume= 0.009 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 75.42' @ 12.14 hrs Flood Elev= 79.35' Device Routing Invert Outlet Devices #1 Primary 75.30' 15.0" Round Culvert L= 10.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 75.30' / 75.10' S= 0.0200 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.23 sf Primary OutFlow Max=0.07 cfs @ 12.14 hrs HW=75.42' TW=74.52' (Dynamic Tailwater) L1=Culvert (Inlet Controls 0.07 cfs @ 1.16 fps) 31968.00 POST-D EVE LO P M E N T_rev01 Type /// 24-hr 2-YEAR Rainfall=3.20" Prepared by TFMoran Inc. Printed 3/22/2021 HydroCAD® 10.00-19 s/n 00866 ©2016 HydroCAD Software Solutions LLC Page 17 Summary for Pond 202D: DMH 2A Inflow Area = 0.423 ac, 57.97% Impervious, Inflow Depth > 1.49" for 2-YEAR event Inflow = 0.69 cfs @ 12.07 hrs, Volume= 0.052 of Outflow = 0.69 cfs @ 12.07 hrs, Volume= 0.052 af, Atten= 0%, Lag= 0.0 min Primary = 0.69 cfs @ 12.07 hrs, Volume= 0.052 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 62.66' @ 12.07 hrs Flood Elev= 66.70' Device Routing Invert Outlet Devices #1 Primary 62.23' 18.0" Round Culvert L= 43.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 62.23' /62.02' S= 0.0049 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.77 sf Primary OutFlow Max=0.66 cfs @ 12.07 hrs HW=62.65' TW=60.83' (Dynamic Tailwater) L1=Culvert (Barrel Controls 0.66 cfs @ 2.43 fps) Summary for Pond 203D: DMH 1A Inflow Area = 0.618 ac, 69.71% Impervious, Inflow Depth > 1.86" for 2-YEAR event Inflow = 1.26 cfs @ 12.07 hrs, Volume= 0.096 of Outflow = 1.26 cfs @ 12.07 hrs, Volume= 0.096 af, Atten= 0%, Lag= 0.0 min Primary = 1.26 cfs @ 12.07 hrs, Volume= 0.096 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 60.87' @ 14.18 hrs Flood Elev= 66.92' Device Routing Invert Outlet Devices #1 Primary 60.25' 24.0" Round Culvert L= 5.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 60.25' /60.25' S= 0.0000 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf Primary OutFlow Max=1.21 cfs @ 12.07 hrs HW=60.83' TW=60.34' (Dynamic Tailwater) L1=Culvert (Barrel Controls 1.21 cfs @ 2.39 fps) Summary for Pond 204P: CB 4 Inflow Area = 0.094 ac, 92.47% Impervious, Inflow Depth > 2.54" for 2-YEAR event Inflow = 0.27 cfs @ 12.07 hrs, Volume= 0.020 of Outflow = 0.27 cfs @ 12.07 hrs, Volume= 0.020 af, Atten= 0%, Lag= 0.0 min Primary = 0.27 cfs @ 12.07 hrs, Volume= 0.020 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 60.87' @ 14.18 hrs 31968.00 POST-D EVE LO P M E N T_rev01 Type /// 24-hr 2-YEAR Rainfall=3.20" Prepared by TFMoran Inc. Printed 3/22/2021 HydroCAD® 10.00-19 s/n 00866 ©2016 HydroCAD Software Solutions LLC Page 18 Device Routing Invert Outlet Devices #1 Primary 60.55' 24.0" Round Culvert L= 2.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 60.55' /60.55' S= 0.0000 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf Primary OutFlow Max=0.26 cfs @ 12.07 hrs HW=60.82' TW=60.34' (Dynamic Tailwater) L1=Culvert (Barrel Controls 0.26 cfs @ 1.61 fps) Summary for Pond 208P: CB 3 Inflow Area = 0.172 ac, 9.13% Impervious, Inflow Depth > 0.03" for 2-YEAR event Inflow = 0.00 cfs @ 15.67 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 15.69 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.9 min Primary = 0.00 cfs @ 15.69 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 63.56' @ 15.69 hrs Flood Elev= 67.80' Device Routing Invert Outlet Devices #1 Primary 63.55' 15.0" Round Culvert L= 43.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 63.55' /63.08' S= 0.0109 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.23 sf Primary OutFlow Max=0.00 cfs @ 15.69 hrs HW=63.56' TW=62.31' (Dynamic Tailwater) L1=Culvert (Barrel Controls 0.00 cfs @ 0.43 fps) Summary for Pond 209P: DMH 1 Inflow Area = 0.098 ac,100.00% Impervious, Inflow Depth > 2.97" for 2-YEAR event Inflow = 0.31 cfs @ 12.07 hrs, Volume= 0.024 of Outflow = 0.31 cfs @ 12.07 hrs, Volume= 0.024 af, Atten= 0%, Lag= 0.0 min Primary = 0.31 cfs @ 12.07 hrs, Volume= 0.024 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 75.78' @ 12.07 hrs Flood Elev= 79.74' Device Routing Invert Outlet Devices #1 Primary 75.50' 15.0" Round Culvert L= 26.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 75.50' / 75.24' S= 0.0100 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.23 sf Primary OutFlow Max=0.29 cfs @ 12.07 hrs HW=75.77' TW=75.49' (Dynamic Tailwater) L1=Culvert (Outlet Controls 0.29 cfs @ 2.26 fps) 31968.00 POST-D EVE LO P M E N T_rev01 Type /// 24-hr 2-YEAR Rainfall=3.20" Prepared by TFMoran Inc. Printed 3/22/2021 HydroCAD® 10.00-19 s/n 00866 ©2016 HydroCAD Software Solutions LLC Page 19 Summary for Pond 212D: DMH 6A Inflow Area = 1.033 ac, 49.74% Impervious, Inflow Depth > 1.14" for 2-YEAR event Inflow = 1.13 cfs @ 12.07 hrs, Volume= 0.098 of Outflow = 1.13 cfs @ 12.07 hrs, Volume= 0.098 af, Atten= 0%, Lag= 0.0 min Primary = 1.13 cfs @ 12.07 hrs, Volume= 0.098 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 74.58' @ 12.07 hrs Flood Elev= 79.35' Device Routing Invert Outlet Devices #1 Primary 74.07' 15.0" Round Culvert L= 73.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 74.07' / 73.34' S= 0.0100 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.23 sf Primary OutFlow Max=1.09 cfs @ 12.07 hrs HW=74.57' TW=73.75' (Dynamic Tailwater) L1=Culvert (Outlet Controls 1.09 cfs @ 3.50 fps) Summary for Pond 213D: DMH 5A Inflow Area = 1.174 ac, 45.94% Impervious, Inflow Depth > 1.02" for 2-YEAR event Inflow = 1.13 cfs @ 12.07 hrs, Volume= 0.100 of Outflow = 1.13 cfs @ 12.07 hrs, Volume= 0.100 af, Atten= 0%, Lag= 0.0 min Primary = 1.13 cfs @ 12.07 hrs, Volume= 0.100 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 73.76' @ 12.07 hrs Flood Elev= 79.74' Device Routing Invert Outlet Devices #1 Primary 73.26' 24.0" Round Culvert L= 95.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 73.26' / 72.79' S= 0.0049 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf Primary OutFlow Max=1.09 cfs @ 12.07 hrs HW=73.75' TW=67.87' (Dynamic Tailwater) L1=Culvert (Barrel Controls 1.09 cfs @ 2.77 fps) Summary for Pond 214P: CB 2 Inflow Area = 0.251 ac, 91.54% Impervious, Inflow Depth > 2.49" for 2-YEAR event Inflow = 0.69 cfs @ 12.07 hrs, Volume= 0.052 of Outflow = 0.69 cfs @ 12.07 hrs, Volume= 0.052 af, Atten= 0%, Lag= 0.0 min Primary = 0.69 cfs @ 12.07 hrs, Volume= 0.052 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 62.92' @ 12.07 hrs Flood Elev= 66.70' 31968.00 POST-D EVE LO P M E N T_rev01 Type /// 24-hr 2-YEAR Rainfall=3.20" Prepared by TFMoran Inc. Printed 3/22/2021 HydroCAD® 10.00-19 s/n 00866 ©2016 HydroCAD Software Solutions LLC Page 20 Device Routing Invert Outlet Devices #1 Primary 62.50' 15.0" Round Culvert L= 10.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 62.50' /62.30' S= 0.0200 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.23 sf Primary OutFlow Max=0.66 cfs @ 12.07 hrs HW=62.91' TW=62.65' (Dynamic Tailwater) L1=Culvert (Outlet Controls 0.66 cfs @ 2.86 fps) Summary for Pond 215P: CB1 Inflow Area = 0.195 ac, 95.18% Impervious, Inflow Depth > 2.68" for 2-YEAR event Inflow = 0.57 cfs @ 12.07 hrs, Volume= 0.043 of Outflow = 0.57 cfs @ 12.07 hrs, Volume= 0.043 af, Atten= 0%, Lag= 0.0 min Primary = 0.57 cfs @ 12.07 hrs, Volume= 0.043 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 63.25' @ 12.07 hrs Flood Elev= 66.70' Device Routing Invert Outlet Devices #1 Primary 62.90' 15.0" Round Culvert L= 10.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 62.90' /62.70' S= 0.0200 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.23 sf Primary OutFlow Max=0.55 cfs @ 12.07 hrs HW=63.25' TW=60.83' (Dynamic Tailwater) L1=Culvert (Barrel Controls 0.55 cfs @ 2.97 fps) Summary for Pond 216D: DMH 7A Inflow Area = 0.618 ac, 47.67% Impervious, Inflow Depth > 1.17" for 2-YEAR event Inflow = 0.72 cfs @ 12.07 hrs, Volume= 0.060 of Outflow = 0.72 cfs @ 12.07 hrs, Volume= 0.060 af, Atten= 0%, Lag= 0.0 min Primary = 0.72 cfs @ 12.07 hrs, Volume= 0.060 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 75.50' @ 12.07 hrs Flood Elev= 79.35' Device Routing Invert Outlet Devices #1 Primary 75.10' 15.0" Round Culvert L= 83.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 75.10' / 74.27' S= 0.0100 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.23 sf Primary OutFlow Max=0.69 cfs @ 12.07 hrs HW=75.49' TW=74.57' (Dynamic Tailwater) L1=Culvert (Inlet Controls 0.69 cfs @ 2.13 fps) 31968.00 POST-D EVE LO P M E N T_rev01 Type 111 24-hr 2-YEAR Rainfall=3.20" Prepared by TFMoran Inc. Printed 3/22/2021 HydroCAD® 10.00-19 s/n 00866 ©2016 HydroCAD Software Solutions LLC Page 21 Summary for Link A: BEECHWOOD DRIVE Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Summary for Link B: OSGOOD STREET Inflow Area = 1.453 ac, 0.00% Impervious, Inflow Depth = 0.00" for 2-YEAR event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs 31968.00 POST-D EVE LO P M E N T_rev01 Type /// 24-hr 10-YEAR Rainfall=4.80" Prepared by TFMoran Inc. Printed 3/22/2021 HydroCAD® 10.00-19 s/n 00866 ©2016 HydroCAD Software Solutions LLC Page 22 Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 points x 3 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment201 S:TO OSGOOD STREET Runoff Area=63,276 sf 0.00% Impervious Runoff Depth>0.03" Flow Length=547' Tc=14.8 min CN=33 Runoff=0.00 cfs 0.003 of Subcatchment202S:TO CB 2 Runoff Area=5,902 sf 84.34% Impervious Runoff Depth>3.58" Tc=5.0 min CN=89 Runoff=0.56 cfs 0.040 of Subcatchment203S:TO CB 1 Runoff Area=3,473 sf 88.22% Impervious Runoff Depth>3.79" Tc=5.0 min CN=91 Runoff=0.34 cfs 0.025 of Subcatchment204S:TO CB 4 Runoff Area=4,106 sf 92.47% Impervious Runoff Depth>4.11" Tc=5.0 min CN=94 Runoff=0.43 cfs 0.032 of Subcatchment205S:TO CB 4 Runoff Area=5,016 sf 100.00% Impervious Runoff Depth>4.56" Tc=5.0 min CN=98 Runoff=0.54 cfs 0.044 of Subcatchment206S:TO CB 1 Runoff Area=5,017 sf 100.00% Impervious Runoff Depth>4.56" Tc=5.0 min CN=98 Runoff=0.54 cfs 0.044 of Subcatchment207S:TO CB 2 Runoff Area=5,017 sf 100.00% Impervious Runoff Depth>4.56" Tc=5.0 min CN=98 Runoff=0.54 cfs 0.044 of Subcatchment208S:TO CB 3 Runoff Area=7,503 sf 9.13% Impervious Runoff Depth>0.34" Tc=5.0 min C N=44 Runoff=0.02 cfs 0.005 of Subcatchment209S:TO DMH 1 Runoff Area=4,265 sf 100.00% Impervious Runoff Depth>4.56" Tc=5.0 min CN=98 Runoff=0.46 cfs 0.037 of Subcatchment210S:TO CB 7 Runoff Area=5,768 sf 100.00% Impervious Runoff Depth>4.56" Tc=5.0 min CN=98 Runoff=0.63 cfs 0.050 of Subcatchment211 S:TO CB 6 Runoff Area=5,016 sf 100.00% Impervious Runoff Depth>4.56" Tc=5.0 min CN=98 Runoff=0.54 cfs 0.044 of Subcatchment212S:TO CB 6 Runoff Area=13,073 sf 34.74% Impervious Runoff Depth>1.12" Flow Length=108' Tc=5.3 min CN=59 Runoff=0.34 cfs 0.028 of Subcatchment213S:TO CB 5 Runoff Area=6,139 sf 18.02% Impervious Runoff Depth>0.61" Tc=5.0 min CN=50 Runoff=0.06 cfs 0.007 of Subcatchment216S:TO CB 8 Runoff Area=16,890 sf 16.58% Impervious Runoff Depth>0.56" Flow Length=100' Tc=5.2 min CN=49 Runoff=0.13 cfs 0.018 of Pond 1 P: StormTech#1 Peak Elev=61.65' Storage=0.094 of Inflow=2.11 cfs 0.185 of Discarded=0.08 cfs 0.111 of Secondary=0.00 cfs 0.000 of Tertiary=0.00 cfs 0.000 of Outflow=0.08 cfs 0.111 of Pond 2D: DMH2 Peak Elev=68.04' Inflow=2.11 cfs 0.185 of 24.0" Round Culvert n=0.013 L=83.0' S=0.0800 '/' Outflow=2.11 cfs 0.185 of 31968.00 POST-D EVE LO P M E N T_rev01 Type /// 24-hr 10-YEAR Rainfall=4.80" Prepared by TFMoran Inc. Printed 3/22/2021 HydroCAD® 10.00-19 s/n 00866 ©2016 HydroCAD Software Solutions LLC Page 23 Pond 2P: StormTech#2 Peak Elev=61.84' Storage=0.128 of Inflow=2.96 cfs 0.234 of Discarded=0.10 cfs 0.139 of Secondary=0.00 cfs 0.000 of Tertiary=0.00 cfs 0.000 of Outflow=0.10 cfs 0.139 of Pond 31): DMH3 Peak Elev=61.65' Inflow=2.11 cfs 0.185 of 24.0" Round Culvert n=0.013 L=8.0' S=0.0000 '/' Outflow=2.11 cfs 0.185 of Pond 3P: CB 7 Peak Elev=75.65' Inflow=0.13 cfs 0.018 of 15.0" Round Culvert n=0.013 L=10.0' S=0.0200 '/' Outflow=0.13 cfs 0.018 of Pond 51): DMH5 Peak EIev=60.13' Inflow=0.00 cfs 0.000 of 15.0" Round Culvert n=0.013 L=71.0' S=0.0061 T Outflow=0.00 cfs 0.000 of Pond 5P: CB 5 Peak EIev=76.41' Inflow=0.06 cfs 0.007 of 15.0" Round Culvert n=0.013 L=20.0' S=0.0150 '/' Outflow=0.06 cfs 0.007 of Pond 6P: DMH3 Peak EIev=59.58' Inflow=0.00 cfs 0.000 of 15.0" Round Culvert n=0.013 L=10.0' S=0.0060 '/' Outflow=0.00 cfs 0.000 of Pond 7P: CB 6 Peak EIev=75.57' Inflow=0.34 cfs 0.028 of 15.0" Round Culvert n=0.013 L=10.0' S=0.0200 '/' Outflow=0.34 cfs 0.028 of Pond 2021): DMH 2A Peak EIev=62.78' Inflow=1.10 cfs 0.089 of 18.0" Round Culvert n=0.013 L=43.0' S=0.0049'/' Outflow=1.10 cfs 0.089 of Pond 2031): DMH 1A Peak EIev=62.02' Inflow=1.99 cfs 0.158 of 24.0" Round Culvert n=0.013 L=5.0' S=0.0000 '/' Outflow=1.99 cfs 0.158 of Pond 204P: CB 4 Peak EIev=61.84' Inflow=0.43 cfs 0.032 of 24.0" Round Culvert n=0.013 L=2.0' S=0.0000 '/' Outflow=0.43 cfs 0.032 of Pond 208P: CB 3 Peak EIev=63.62' Inflow=0.02 cfs 0.005 of 15.0" Round Culvert n=0.013 L=43.0' S=0.0109'/' Outflow=0.02 cfs 0.005 of Pond 209P: DMH 1 Peak EIev=75.87' Inflow=0.46 cfs 0.037 of 15.0" Round Culvert n=0.013 L=26.0' S=0.0100 '/' Outflow=0.46 cfs 0.037 of Pond 2121): DMH 6A Peak EIev=74.80' Inflow=2.06 cfs 0.178 of 15.0" Round Culvert n=0.013 L=73.0' S=0.0100 '/' Outflow=2.06 cfs 0.178 of Pond 2131): DMH 5A Peak EIev=73.95' Inflow=2.11 cfs 0.185 of 24.0" Round Culvert n=0.013 L=95.0' S=0.0049'/' Outflow=2.11 cfs 0.185 of Pond 214P: CB 2 Peak EIev=63.06' Inflow=1.10 cfs 0.084 of 15.0" Round Culvert n=0.013 L=10.0' S=0.0200 '/' Outflow=1.10 cfs 0.084 of Pond 215P: CB1 Peak EIev=63.36' Inflow=0.89 cfs 0.069 of 15.0" Round Culvert n=0.013 L=10.0' S=0.0200 '/' Outflow=0.89 cfs 0.069 of Pond 2161): DMH 7A Peak EIev=75.64' Inflow=1.19 cfs 0.106 of 15.0" Round Culvert n=0.013 L=83.0' S=0.0100 '/' Outflow=1.19 cfs 0.106 of Link A: BEECHWOOD DRIVE Primary=0.00 cfs 0.000 of 31968.00 POST-D EVE LO P M E N T_rev01 Type/1/ 24-hr 10-YEAR Rainfall=4.80" Prepared by TFMoran Inc. Printed 3/22/2021 HydroCAD® 10.00-19 s/n 00866 ©2016 HydroCAD Software Solutions LLC Page 24 Link B: OSGOOD STREET Inflow=0.00 cfs 0.003 of Primary=0.00 cfs 0.003 of Total Runoff Area = 3.454 ac Runoff Volume = 0.422 of Average Runoff Depth = 1.47" 66.06% Pervious = 2.282 ac 33.94% Impervious = 1.172 ac 31968.00 POST-D EVE LO P M E N T_rev01 Type /// 24-hr 10-YEAR Rainfall=4.80" Prepared by TFMoran Inc. Printed 3/22/2021 HydroCAD® 10.00-19 s/n 00866 ©2016 HydroCAD Software Solutions LLC Page 25 Summary for Subcatchment 201 S: TO OSGOOD STREET Runoff = 0.00 cfs @ 21.15 hrs, Volume= 0.003 af, Depth> 0.03" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10-YEAR Rainfall=4.80" Area (sf) CN Description 415491 30 Woods, Good, HSG A 215785 39 >75% Grass cover, Good, HSG A 635276 33 Weighted Average 635276 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.8 50 0.0900 0.12 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.16" 2.9 285 0.1100 1.66 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 5.1 212 0.0190 0.69 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 14.8 547 Total Summary for Subcatchment 202S: TO CB 2 Runoff = 0.56 cfs @ 12.07 hrs, Volume= 0.040 af, Depth> 3.58" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10-YEAR Rainfall=4.80" Area (sf) CN Description 924 39 >75% Grass cover, Good, HSG A 41978 98 Paved parking, HSG A 5,902 89 Weighted Average 924 15.66% Pervious Area 47978 84.34% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Subcatchment 203S: TO CB 1 Runoff = 0.34 cfs @ 12.07 hrs, Volume= 0.025 af, Depth> 3.79" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10-YEAR Rainfall=4.80" 31968.00 POST-D EVE LO P M E N T_rev01 Type /// 24-hr 10-YEAR Rainfall=4.80" Prepared by TFMoran Inc. Printed 3/22/2021 HydroCAD® 10.00-19 s/n 00866 ©2016 HydroCAD Software Solutions LLC Page 26 Area (sf) CN Description 409 39 >75% Grass cover, Good, HSG A 3,064 98 Paved parking, HSG A 31473 91 Weighted Average 409 11.78% Pervious Area 31064 88.22% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Subcatchment 204S: TO CB 4 Runoff = 0.43 cfs @ 12.07 hrs, Volume= 0.032 af, Depth> 4.11" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10-YEAR Rainfall=4.80" Area (sf) CN Description 309 39 >75% Grass cover, Good, HSG A 35797 98 Paved parking, HSG A 4,106 94 Weighted Average 309 7.53% Pervious Area 35797 92.47% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Subcatchment 205S: TO CB 4 Runoff = 0.54 cfs @ 12.07 hrs, Volume= 0.044 af, Depth> 4.56" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10-YEAR Rainfall=4.80" Area (sf) CN Description 51016 98 Roofs, HSG A 5,016 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, 31968.00 POST-D EVE LO P M E N T_rev01 Type /// 24-hr 10-YEAR Rainfall=4.80" Prepared by TFMoran Inc. Printed 3/22/2021 HydroCAD® 10.00-19 s/n 00866 ©2016 HydroCAD Software Solutions LLC Page 27 Summary for Subcatchment 206S: TO CB 1 Runoff = 0.54 cfs @ 12.07 hrs, Volume= 0.044 af, Depth> 4.56" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10-YEAR Rainfall=4.80" Area (sf) CN Description 5,017 98 Roofs, HSG A 5,017 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Subcatchment 207S: TO CB 2 Runoff = 0.54 cfs @ 12.07 hrs, Volume= 0.044 af, Depth> 4.56" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10-YEAR Rainfall=4.80" Area (sf) CN Description 5,017 98 Roofs, HSG A 5,017 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Subcatchment 208S: TO CB 3 Runoff = 0.02 cfs @ 12.34 hrs, Volume= 0.005 af, Depth> 0.34" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10-YEAR Rainfall=4.80" Area (sf) CN Description 685 98 Paved parking, HSG A 6,818 39 >75% Grass cover, Good, HSG A 7,503 44 Weighted Average 6,818 90.87% Pervious Area 685 9.13% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, 31968.00 POST-D EVE LO P M E N T_rev01 Type /// 24-hr 10-YEAR Rainfall=4.80" Prepared by TFMoran Inc. Printed 3/22/2021 HydroCAD® 10.00-19 s/n 00866 ©2016 HydroCAD Software Solutions LLC Page 28 Summary for Subcatchment 209S: TO DMH 1 Runoff = 0.46 cfs @ 12.07 hrs, Volume= 0.037 af, Depth> 4.56" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10-YEAR Rainfall=4.80" Area (sf) CN Description 41265 98 Roofs, HSG A 4,265 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Subcatchment 21OS: TO CB 7 Runoff = 0.63 cfs @ 12.07 hrs, Volume= 0.050 af, Depth> 4.56" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10-YEAR Rainfall=4.80" Area (sf) CN Description 5,768 98 Roofs, HSG A 5,768 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Subcatchment 211 S: TO CB 6 Runoff = 0.54 cfs @ 12.07 hrs, Volume= 0.044 af, Depth> 4.56" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10-YEAR Rainfall=4.80" Area (sf) CN Description 5,016 98 Roofs, HSG A 5,016 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, 31968.00 POST-D EVE LO P M E N T_rev01 Type /// 24-hr 10-YEAR Rainfall=4.80" Prepared by TFMoran Inc. Printed 3/22/2021 HydroCAD® 10.00-19 s/n 00866 ©2016 HydroCAD Software Solutions LLC Page 29 Summary for Subcatchment 212S: TO CB 6 Runoff = 0.34 cfs @ 12.10 hrs, Volume= 0.028 af, Depth> 1.12" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10-YEAR Rainfall=4.80" Area (sf) CN Description 4,542 98 Paved parking, HSG A 4,531 39 >75% Grass cover, Good, HSG A 4,000 39 >75% Grass cover, Good, HSG A 135073 59 Weighted Average 8,531 65.26% Pervious Area 4,542 34.74% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.1 50 0.0650 0.16 Sheet Flow, Grass: Dense n= 0.240 P2= 3.16" 0.1 33 0.0650 3.82 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 0.1 25 0.3300 2.87 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 5.3 108 Total Summary for Subcatchment 213S: TO CB 5 Runoff = 0.06 cfs @ 12.12 hrs, Volume= 0.007 af, Depth> 0.61" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10-YEAR Rainfall=4.80" Area (sf) CN Description 1,106 98 Paved parking, HSG A 51033 39 >75% Grass cover, Good, HSG A 61139 50 Weighted Average 57033 81.98% Pervious Area 1,106 18.02% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Subcatchment 216S: TO CB 8 Runoff = 0.13 cfs @ 12.13 hrs, Volume= 0.018 af, Depth> 0.56" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10-YEAR Rainfall=4.80" 31968.00 POST-D EVE LO P M E N T_rev01 Type /// 24-hr 10-YEAR Rainfall=4.80" Prepared by TFMoran Inc. Printed 3/22/2021 HydroCAD® 10.00-19 s/n 00866 ©2016 HydroCAD Software Solutions LLC Page 30 Area (sf) CN Description 8,090 39 >75% Grass cover, Good, HSG A 21800 98 Paved parking, HSG A 61000 39 >75% Grass cover, Good, HSG A 16,890 49 Weighted Average 14,090 83.42% Pervious Area 21800 16.58% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.1 50 0.0650 0.16 Sheet Flow, Grass: Dense n= 0.240 P2= 3.16" 0.1 25 0.3300 2.87 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 0.0 25 0.3300 8.62 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 5.2 100 Total Summary for Pond 1P: StormTech #1 Inflow Area = 1.174 ac, 45.94% Impervious, Inflow Depth > 1.89" for 10-YEAR event Inflow = 2.11 cfs @ 12.08 hrs, Volume= 0.185 of Outflow = 0.08 cfs @ 10.10 hrs, Volume= 0.111 af, Atten= 96%, Lag= 0.0 min Discarded = 0.08 cfs @ 10.10 hrs, Volume= 0.111 of Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Tertiary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 61.65' @ 16.38 hrs Surf.Area= 0.065 ac Storage= 0.094 of Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 126.2 min ( 917.9 - 791.7 ) Volume Invert Avail.Storage Storage Description #1 A 59.50' 0.094 of 44.75'W x 63.56'L x 5.50'H Field A 0.359 of Overall - 0.125 of Embedded = 0.234 of x 40.0% Voids #2A 60.25' 0.125 of ADS_StormTech MC-3500 d +Cap x 48 Inside #1 Effective Size= 70.4"W x 45.0"H => 15.33 sf x 7.17'L = 110.0 cf Overall Size= 77.0"W x 45.0"H x 7.50'L with 0.33' Overlap 6 Rows of 8 Chambers Cap Storage= +14.9 cf x 2 x 6 rows = 178.8 cf #3 59.00' 0.000 of 4.00'D x 10.00'H Vertical Cone/Cylinder-Impervious 0.003 of Overall x 0.0% Voids 0.219 of Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 59.50' 1.200 in/hr Exfiltration over Surface area #2 Secondary 63.20' Custom Weir/Orifice, Cv= 2.62 (C= 3.28) Head (feet) 0.00 1.70 2.70 31968.00 POST-D EVE LO P M E N T_rev01 Type /// 24-hr 10-YEAR Rainfall=4.80" Prepared by TFMoran Inc. Printed 3/22/2021 HydroCAD® 10.00-19 s/n 00866 ©2016 HydroCAD Software Solutions LLC Page 31 Width (feet) 0.04 0.04 0.04 #3 Tertiary 66.30' 20.0" x 20.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Discarded OutFlow Max=0.08 cfs @ 10.10 hrs HW=59.50' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.08 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=59.20' TW=60.13' (Dynamic Tailwater) L2=Custom Weir/Orifice ( Controls 0.00 cfs) Tertiary OutFlow Max=0.00 cfs @ 0.00 hrs HW=59.20' TW=60.13' (Dynamic Tailwater) L3=Orifice/Grate ( Controls 0.00 cfs) Summary for Pond 2D: DMH2 Inflow Area = 1.174 ac, 45.94% Impervious, Inflow Depth > 1.89" for 10-YEAR event Inflow = 2.11 cfs @ 12.08 hrs, Volume= 0.185 of Outflow = 2.11 cfs @ 12.08 hrs, Volume= 0.185 af, Atten= 0%, Lag= 0.0 min Primary = 2.11 cfs @ 12.08 hrs, Volume= 0.185 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 68.04' @ 12.08 hrs Flood Elev= 79.74' Device Routing Invert Outlet Devices #1 Primary 67.44' 24.0" Round Culvert L= 83.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 67.44' /60.80' S= 0.0800 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf Primary OutFlow Max=2.05 cfs @ 12.08 hrs HW=68.03' TW=61.02' (Dynamic Tailwater) L1=Culvert (Inlet Controls 2.05 cfs @ 2.62 fps) Summary for Pond 2P: StormTech #2 Inflow Area = 0.827 ac, 76.52% Impervious, Inflow Depth > 3.39" for 10-YEAR event Inflow = 2.96 cfs @ 12.07 hrs, Volume= 0.234 of Outflow = 0.10 cfs @ 9.25 hrs, Volume= 0.139 af, Atten= 97%, Lag= 0.0 min Discarded = 0.10 cfs @ 9.25 hrs, Volume= 0.139 of Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Tertiary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 61.84' @ 15.78 hrs Surf.Area= 0.080 ac Storage= 0.128 of Plug-Flow detention time= 254.5 min calculated for 0.138 of(59% of inflow) Center-of-Mass det. time= 144.9 min ( 912.4 - 767.5 ) 31968.00 POST-D EVE LO P M E N T_rev01 Type /// 24-hr 10-YEAR Rainfall=4.80" Prepared by TFMoran Inc. Printed 3/22/2021 HydroCAD® 10.00-19 s/n 00866 ©2016 HydroCAD Software Solutions LLC Page 32 Volume Invert Avail.Storage Storage Description #1 A 59.50' 0.114 of 44.75'W x 77.90'L x 5.50'H Field A 0.440 of Overall - 0.156 of Embedded = 0.285 of x 40.0% Voids #2A 60.25' 0.156 of ADS_StormTech MC-3500 d +Cap x 60 Inside #1 Effective Size= 70.4"W x 45.0"H => 15.33 sf x 7.17'L = 110.0 cf Overall Size= 77.0"W x 45.0"H x 7.50'L with 0.33' Overlap 6 Rows of 10 Chambers Cap Storage= +14.9 cf x 2 x 6 rows = 178.8 cf #3 59.00' 0.000 of 4.00'D x 10.00'H Vertical Cone/Cylinder-Impervious 0.003 of Overall x 0.0% Voids 0.269 of Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 59.50' 1.200 in/hr Exfiltration over Surface area #2 Secondary 64.30' Custom Weir/Orifice, Cv= 2.62 (C= 3.28) Head (feet) 0.00 0.70 1.00 1.00 1.60 Width (feet) 0.02 0.02 0.02 0.06 0.06 #3 Tertiary 66.20' 12.0" x 12.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Discarded OutFlow Max=0.10 cfs @ 9.25 hrs HW=59.50' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.10 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=59.20' TW=59.58' (Dynamic Tailwater) L2=Custom Weir/Orifice ( Controls 0.00 cfs) Tertiary OutFlow Max=0.00 cfs @ 0.00 hrs HW=59.20' TW=59.58' (Dynamic Tailwater) L3=Orifice/Grate ( Controls 0.00 cfs) Summary for Pond 3D: DMH3 Inflow Area = 1.174 ac, 45.94% Impervious, Inflow Depth > 1.89" for 10-YEAR event Inflow = 2.11 cfs @ 12.08 hrs, Volume= 0.185 of Outflow = 2.11 cfs @ 12.08 hrs, Volume= 0.185 af, Atten= 0%, Lag= 0.0 min Primary = 2.11 cfs @ 12.08 hrs, Volume= 0.185 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 61.65' @ 16.38 hrs Flood Elev= 79.74' Device Routing Invert Outlet Devices #1 Primary 60.25' 24.0" Round Culvert L= 8.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 60.25' /60.25' S= 0.0000 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf Primary OutFlow Max=2.05 cfs @ 12.08 hrs HW=61.02' TW=60.52' (Dynamic Tailwater) L1=Culvert (Barrel Controls 2.05 cfs @ 2.72 fps) 31968.00 POST-D EVE LO P M E N T_rev01 Type /// 24-hr 10-YEAR Rainfall=4.80" Prepared by TFMoran Inc. Printed 3/22/2021 HydroCAD® 10.00-19 s/n 00866 ©2016 HydroCAD Software Solutions LLC Page 33 Summary for Pond 3P: CB 7 Inflow Area = 0.388 ac, 16.58% Impervious, Inflow Depth > 0.56" for 10-YEAR event Inflow = 0.13 cfs @ 12.13 hrs, Volume= 0.018 of Outflow = 0.13 cfs @ 12.13 hrs, Volume= 0.018 af, Atten= 0%, Lag= 0.0 min Primary = 0.13 cfs @ 12.13 hrs, Volume= 0.018 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 75.65' @ 12.09 hrs Flood Elev= 79.35' Device Routing Invert Outlet Devices #1 Primary 75.30' 15.0" Round Culvert L= 10.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 75.30' / 75.10' S= 0.0200 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.23 sf Primary OutFlow Max=0.14 cfs @ 12.13 hrs HW=75.61' TW=75.58' (Dynamic Tailwater) L1=Culvert (Outlet Controls 0.14 cfs @ 0.89 fps) Summary for Pond 5D: DMH5 Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 60.13' @ 0.00 hrs Flood Elev= 64.40' Device Routing Invert Outlet Devices #1 Primary 60.13' 15.0" Round Culvert L= 71.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 60.13' / 59.70' S= 0.0061 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.23 sf Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=60.13' TW=59.58' (Dynamic Tailwater) L1=Culvert ( Controls 0.00 cfs) Summary for Pond 5P: CB 5 Inflow Area = 0.141 ac, 18.02% Impervious, Inflow Depth > 0.61" for 10-YEAR event Inflow = 0.06 cfs @ 12.12 hrs, Volume= 0.007 of Outflow = 0.06 cfs @ 12.12 hrs, Volume= 0.007 af, Atten= 0%, Lag= 0.0 min Primary = 0.06 cfs @ 12.12 hrs, Volume= 0.007 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 76.41' @ 12.12 hrs Flood Elev= 79.35' 31968.00 POST-D EVE LO P M E N T_rev01 Type /// 24-hr 10-YEAR Rainfall=4.80" Prepared by TFMoran Inc. Printed 3/22/2021 HydroCAD® 10.00-19 s/n 00866 ©2016 HydroCAD Software Solutions LLC Page 34 Device Routing Invert Outlet Devices #1 Primary 76.30' 15.0" Round Culvert L= 20.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 76.30' / 76.00' S= 0.0150 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.23 sf Primary OutFlow Max=0.06 cfs @ 12.12 hrs HW=76.41' TW=73.91' (Dynamic Tailwater) L1=Culvert (Inlet Controls 0.06 cfs @ 1.12 fps) Summary for Pond 6P: DMH3 Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 59.58' @ 0.00 hrs Flood Elev= 79.74' Device Routing Invert Outlet Devices #1 Primary 59.58' 15.0" Round Culvert L= 10.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 59.58' / 59.52' S= 0.0060 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.23 sf Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=59.58' TW=0.00' (Dynamic Tailwater) 1-6 -1=Culvert ( Controls 0.00 cfs) Summary for Pond 7P: CB 6 Inflow Area = 0.300 ac, 34.74% Impervious, Inflow Depth > 1.12" for 10-YEAR event Inflow = 0.34 cfs @ 12.10 hrs, Volume= 0.028 of Outflow = 0.34 cfs @ 12.10 hrs, Volume= 0.028 af, Atten= 0%, Lag= 0.0 min Primary = 0.34 cfs @ 12.10 hrs, Volume= 0.028 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 75.57' @ 12.10 hrs Flood Elev= 79.35' Device Routing Invert Outlet Devices #1 Primary 75.30' 15.0" Round Culvert L= 10.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 75.30' / 75.10' S= 0.0200 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.23 sf Primary OutFlow Max=0.34 cfs @ 12.10 hrs HW=75.57' TW=74.79' (Dynamic Tailwater) L1=Culvert (Inlet Controls 0.34 cfs @ 1.76 fps) 31968.00 POST-D EVE LO P M E N T_rev01 Type /// 24-hr 10-YEAR Rainfall=4.80" Prepared by TFMoran Inc. Printed 3/22/2021 HydroCAD® 10.00-19 s/n 00866 ©2016 HydroCAD Software Solutions LLC Page 35 Summary for Pond 202D: DMH 2A Inflow Area = 0.423 ac, 57.97% Impervious, Inflow Depth > 2.53" for 10-YEAR event Inflow = 1.10 cfs @ 12.07 hrs, Volume= 0.089 of Outflow = 1.10 cfs @ 12.07 hrs, Volume= 0.089 af, Atten= 0%, Lag= 0.0 min Primary = 1.10 cfs @ 12.07 hrs, Volume= 0.089 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 62.78' @ 12.07 hrs Flood Elev= 66.70' Device Routing Invert Outlet Devices #1 Primary 62.23' 18.0" Round Culvert L= 43.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 62.23' /62.02' S= 0.0049 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.77 sf Primary OutFlow Max=1.06 cfs @ 12.07 hrs HW=62.77' TW=61.00' (Dynamic Tailwater) L1=Culvert (Barrel Controls 1.06 cfs @ 2.74 fps) Summary for Pond 203D: DMH 1A Inflow Area = 0.618 ac, 69.71% Impervious, Inflow Depth > 3.07" for 10-YEAR event Inflow = 1.99 cfs @ 12.07 hrs, Volume= 0.158 of Outflow = 1.99 cfs @ 12.07 hrs, Volume= 0.158 af, Atten= 0%, Lag= 0.0 min Primary = 1.99 cfs @ 12.07 hrs, Volume= 0.158 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 62.02' @ 15.78 hrs Flood Elev= 66.92' Device Routing Invert Outlet Devices #1 Primary 60.25' 24.0" Round Culvert L= 5.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 60.25' /60.25' S= 0.0000 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf Primary OutFlow Max=1.99 cfs @ 12.07 hrs HW=61.00' TW=60.76' (Dynamic Tailwater) L1=Culvert (Barrel Controls 1.99 cfs @ 2.74 fps) Summary for Pond 204P: CB 4 Inflow Area = 0.094 ac, 92.47% Impervious, Inflow Depth > 4.11" for 10-YEAR event Inflow = 0.43 cfs @ 12.07 hrs, Volume= 0.032 of Outflow = 0.43 cfs @ 12.07 hrs, Volume= 0.032 af, Atten= 0%, Lag= 0.0 min Primary = 0.43 cfs @ 12.07 hrs, Volume= 0.032 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 61.84' @ 15.75 hrs 31968.00 POST-D EVE LO P M E N T_rev01 Type /// 24-hr 10-YEAR Rainfall=4.80" Prepared by TFMoran Inc. Printed 3/22/2021 HydroCAD® 10.00-19 s/n 00866 ©2016 HydroCAD Software Solutions LLC Page 36 Device Routing Invert Outlet Devices #1 Primary 60.55' 24.0" Round Culvert L= 2.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 60.55' /60.55' S= 0.0000 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf Primary OutFlow Max=0.45 cfs @ 12.07 hrs HW=60.90' TW=60.75' (Dynamic Tailwater) L1=Culvert (Barrel Controls 0.45 cfs @ 1.86 fps) Summary for Pond 208P: CB 3 Inflow Area = 0.172 ac, 9.13% Impervious, Inflow Depth > 0.34" for 10-YEAR event Inflow = 0.02 cfs @ 12.34 hrs, Volume= 0.005 of Outflow = 0.02 cfs @ 12.34 hrs, Volume= 0.005 af, Atten= 0%, Lag= 0.0 min Primary = 0.02 cfs @ 12.34 hrs, Volume= 0.005 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 63.62' @ 12.34 hrs Flood Elev= 67.80' Device Routing Invert Outlet Devices #1 Primary 63.55' 15.0" Round Culvert L= 43.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 63.55' /63.08' S= 0.0109 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.23 sf Primary OutFlow Max=0.02 cfs @ 12.34 hrs HW=63.62' TW=62.56' (Dynamic Tailwater) L1=Culvert (Barrel Controls 0.02 cfs @ 1.24 fps) Summary for Pond 209P: DMH 1 Inflow Area = 0.098 ac,100.00% Impervious, Inflow Depth > 4.56" for 10-YEAR event Inflow = 0.46 cfs @ 12.07 hrs, Volume= 0.037 of Outflow = 0.46 cfs @ 12.07 hrs, Volume= 0.037 af, Atten= 0%, Lag= 0.0 min Primary = 0.46 cfs @ 12.07 hrs, Volume= 0.037 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 75.87' @ 12.07 hrs Flood Elev= 79.74' Device Routing Invert Outlet Devices #1 Primary 75.50' 15.0" Round Culvert L= 26.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 75.50' / 75.24' S= 0.0100 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.23 sf Primary OutFlow Max=0.44 cfs @ 12.07 hrs HW=75.86' TW=75.62' (Dynamic Tailwater) L1=Culvert (Outlet Controls 0.44 cfs @ 2.27 fps) 31968.00 POST-D EVE LO P M E N T_rev01 Type /// 24-hr 10-YEAR Rainfall=4.80" Prepared by TFMoran Inc. Printed 3/22/2021 HydroCAD® 10.00-19 s/n 00866 ©2016 HydroCAD Software Solutions LLC Page 37 Summary for Pond 212D: DMH 6A Inflow Area = 1.033 ac, 49.74% Impervious, Inflow Depth > 2.06" for 10-YEAR event Inflow = 2.06 cfs @ 12.08 hrs, Volume= 0.178 of Outflow = 2.06 cfs @ 12.08 hrs, Volume= 0.178 af, Atten= 0%, Lag= 0.0 min Primary = 2.06 cfs @ 12.08 hrs, Volume= 0.178 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 74.80' @ 12.08 hrs Flood Elev= 79.35' Device Routing Invert Outlet Devices #1 Primary 74.07' 15.0" Round Culvert L= 73.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 74.07' / 73.34' S= 0.0100 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.23 sf Primary OutFlow Max=1.99 cfs @ 12.08 hrs HW=74.78' TW=73.94' (Dynamic Tailwater) L1=Culvert (Outlet Controls 1.99 cfs @ 3.97 fps) Summary for Pond 213D: DMH 5A Inflow Area = 1.174 ac, 45.94% Impervious, Inflow Depth > 1.89" for 10-YEAR event Inflow = 2.11 cfs @ 12.08 hrs, Volume= 0.185 of Outflow = 2.11 cfs @ 12.08 hrs, Volume= 0.185 af, Atten= 0%, Lag= 0.0 min Primary = 2.11 cfs @ 12.08 hrs, Volume= 0.185 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 73.95' @ 12.08 hrs Flood Elev= 79.74' Device Routing Invert Outlet Devices #1 Primary 73.26' 24.0" Round Culvert L= 95.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 73.26' / 72.79' S= 0.0049 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf Primary OutFlow Max=2.05 cfs @ 12.08 hrs HW=73.94' TW=68.03' (Dynamic Tailwater) L1=Culvert (Barrel Controls 2.05 cfs @ 3.26 fps) Summary for Pond 214P: CB 2 Inflow Area = 0.251 ac, 91.54% Impervious, Inflow Depth > 4.03" for 10-YEAR event Inflow = 1.10 cfs @ 12.07 hrs, Volume= 0.084 of Outflow = 1.10 cfs @ 12.07 hrs, Volume= 0.084 af, Atten= 0%, Lag= 0.0 min Primary = 1.10 cfs @ 12.07 hrs, Volume= 0.084 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 63.06' @ 12.07 hrs Flood Elev= 66.70' 31968.00 POST-D EVE LO P M E N T_rev01 Type /// 24-hr 10-YEAR Rainfall=4.80" Prepared by TFMoran Inc. Printed 3/22/2021 HydroCAD® 10.00-19 s/n 00866 ©2016 HydroCAD Software Solutions LLC Page 38 Device Routing Invert Outlet Devices #1 Primary 62.50' 15.0" Round Culvert L= 10.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 62.50' /62.30' S= 0.0200 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.23 sf Primary OutFlow Max=1.06 cfs @ 12.07 hrs HW=63.04' TW=62.77' (Dynamic Tailwater) L1=Culvert (Outlet Controls 1.06 cfs @ 3.06 fps) Summary for Pond 215P: CB1 Inflow Area = 0.195 ac, 95.18% Impervious, Inflow Depth > 4.24" for 10-YEAR event Inflow = 0.89 cfs @ 12.07 hrs, Volume= 0.069 of Outflow = 0.89 cfs @ 12.07 hrs, Volume= 0.069 af, Atten= 0%, Lag= 0.0 min Primary = 0.89 cfs @ 12.07 hrs, Volume= 0.069 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 63.36' @ 12.07 hrs Flood Elev= 66.70' Device Routing Invert Outlet Devices #1 Primary 62.90' 15.0" Round Culvert L= 10.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 62.90' /62.70' S= 0.0200 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.23 sf Primary OutFlow Max=0.85 cfs @ 12.07 hrs HW=63.35' TW=61.00' (Dynamic Tailwater) L1=Culvert (Barrel Controls 0.85 cfs @ 3.22 fps) Summary for Pond 216D: DMH 7A Inflow Area = 0.618 ac, 47.67% Impervious, Inflow Depth > 2.05" for 10-YEAR event Inflow = 1.19 cfs @ 12.08 hrs, Volume= 0.106 of Outflow = 1.19 cfs @ 12.08 hrs, Volume= 0.106 af, Atten= 0%, Lag= 0.0 min Primary = 1.19 cfs @ 12.08 hrs, Volume= 0.106 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 75.64' @ 12.08 hrs Flood Elev= 79.35' Device Routing Invert Outlet Devices #1 Primary 75.10' 15.0" Round Culvert L= 83.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 75.10' / 74.27' S= 0.0100 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.23 sf Primary OutFlow Max=1.15 cfs @ 12.08 hrs HW=75.63' TW=74.78' (Dynamic Tailwater) L1=Culvert (Outlet Controls 1.15 cfs @ 3.46 fps) 31968.00 POST-D EVE LO P M E N T_rev01 Type 111 24-hr 10-YEAR Rainfall=4.80" Prepared by TFMoran Inc. Printed 3/22/2021 HydroCAD® 10.00-19 s/n 00866 ©2016 HydroCAD Software Solutions LLC Page 39 Summary for Link A: BEECHWOOD DRIVE Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Summary for Link B: OSGOOD STREET Inflow Area = 1.453 ac, 0.00% Impervious, Inflow Depth > 0.03" for 10-YEAR event Inflow = 0.00 cfs @ 21.15 hrs, Volume= 0.003 of Primary = 0.00 cfs @ 21.15 hrs, Volume= 0.003 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs 31968.00 POST-D EVE LO P M E N T_rev01 Type /// 24-hr 25-YEAR Rainfall=6.00" Prepared by TFMoran Inc. Printed 3/22/2021 HydroCAD® 10.00-19 s/n 00866 ©2016 HydroCAD Software Solutions LLC Page 40 Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 points x 3 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment201 S:TO OSGOOD STREET Runoff Area=63,276 sf 0.00% Impervious Runoff Depth>0.17" Flow Length=547' Tc=14.8 min CN=33 Runoff=0.03 cfs 0.020 of Subcatchment202S:TO CB 2 Runoff Area=5,902 sf 84.34% Impervious Runoff Depth>4.73" Tc=5.0 min CN=89 Runoff=0.73 cfs 0.053 of Subcatchment203S:TO CB 1 Runoff Area=3,473 sf 88.22% Impervious Runoff Depth>4.95" Tc=5.0 min CN=91 Runoff=0.44 cfs 0.033 of Subcatchment204S:TO CB 4 Runoff Area=4,106 sf 92.47% Impervious Runoff Depth>5.29" Tc=5.0 min CN=94 Runoff=0.54 cfs 0.042 of Subcatchment205S:TO CB 4 Runoff Area=5,016 sf 100.00% Impervious Runoff Depth>5.76" Tc=5.0 min CN=98 Runoff=0.68 cfs 0.055 of Subcatchment206S:TO CB 1 Runoff Area=5,017 sf 100.00% Impervious Runoff Depth>5.76" Tc=5.0 min CN=98 Runoff=0.68 cfs 0.055 of Subcatchment207S:TO CB 2 Runoff Area=5,017 sf 100.00% Impervious Runoff Depth>5.76" Tc=5.0 min CN=98 Runoff=0.68 cfs 0.055 of Subcatchment208S:TO CB 3 Runoff Area=7,503 sf 9.13% Impervious Runoff Depth>0.74" Tc=5.0 min CN=44 Runoff=0.09 cfs 0.011 of Subcatchment209S:TO DMH 1 Runoff Area=4,265 sf 100.00% Impervious Runoff Depth>5.76" Tc=5.0 min CN=98 Runoff=0.58 cfs 0.047 of Subcatchment210S:TO CB 7 Runoff Area=5,768 sf 100.00% Impervious Runoff Depth>5.76" Tc=5.0 min CN=98 Runoff=0.78 cfs 0.064 of Subcatchment211 S:TO CB 6 Runoff Area=5,016 sf 100.00% Impervious Runoff Depth>5.76" Tc=5.0 min CN=98 Runoff=0.68 cfs 0.055 of Subcatchment212S:TO CB 6 Runoff Area=13,073 sf 34.74% Impervious Runoff Depth>1.84" Flow Length=108' Tc=5.3 min CN=59 Runoff=0.61 cfs 0.046 of Subcatchment213S:TO CB 5 Runoff Area=6,139 sf 18.02% Impervious Runoff Depth>1.14" Tc=5.0 min CN=50 Runoff=0.15 cfs 0.013 of Subcatchment216S:TO CB 8 Runoff Area=16,890 sf 16.58% Impervious Runoff Depth>1.07" Flow Length=100' Tc=5.2 min CN=49 Runoff=0.38 cfs 0.035 of Pond 1 P: StormTech#1 Peak EIev=62.90' Storage=0.154 of Inflow=3.12 cfs 0.259 of Discarded=0.08 cfs 0.117 of Secondary=0.00 cfs 0.000 of Tertiary=0.00 cfs 0.000 of Outflow=0.08 cfs 0.117 of Pond 2D: DMH2 Peak EIev=68.18' Inflow=3.12 cfs 0.260 of 24.0" Round Culvert n=0.013 L=83.0' S=0.0800 '/' Outflow=3.12 cfs 0.260 of 31968.00 POST-D EVE LO P M E N T_rev01 Type /// 24-hr 25-YEAR Rainfall=6.00" Prepared by TFMoran Inc. Printed 3/22/2021 HydroCAD® 10.00-19 s/n 00866 ©2016 HydroCAD Software Solutions LLC Page 41 Pond 2P: StormTech#2 Peak Elev=62.76' Storage=0.182 of Inflow=3.82 cfs 0.304 of Discarded=0.10 cfs 0.146 of Secondary=0.00 cfs 0.000 of Tertiary=0.00 cfs 0.000 of Outflow=0.10 cfs 0.146 of Pond 31): DMH3 Peak EIev=62.90' Inflow=3.12 cfs 0.260 of 24.0" Round Culvert n=0.013 L=8.0' S=0.0000 '/' Outflow=3.12 cfs 0.259 of Pond 3P: CB 7 Peak EIev=75.81' Inflow=0.38 cfs 0.035 of 15.0" Round Culvert n=0.013 L=10.0' S=0.0200 '/' Outflow=0.38 cfs 0.035 of Pond 51): DMH5 Peak EIev=60.13' Inflow=0.00 cfs 0.000 of 15.0" Round Culvert n=0.013 L=71.0' S=0.0061 T Outflow=0.00 cfs 0.000 of Pond 5P: CB 5 Peak EIev=76.48' Inflow=0.15 cfs 0.013 of 15.0" Round Culvert n=0.013 L=20.0' S=0.0150 '/' Outflow=0.15 cfs 0.013 of Pond 6P: DMH3 Peak EIev=59.58' Inflow=0.00 cfs 0.000 of 15.0" Round Culvert n=0.013 L=10.0' S=0.0060 '/' Outflow=0.00 cfs 0.000 of Pond 7P: CB 6 Peak EIev=75.67' Inflow=0.61 cfs 0.046 of 15.0" Round Culvert n=0.013 L=10.0' S=0.0200 '/' Outflow=0.61 cfs 0.046 of Pond 2021): DMH 2A Peak EIev=62.88' Inflow=1.47 cfs 0.119 of 18.0" Round Culvert n=0.013 L=43.0' S=0.0049'/' Outflow=1.47 cfs 0.119 of Pond 2031): DMH 1A Peak EIev=62.76' Inflow=2.60 cfs 0.207 of 24.0" Round Culvert n=0.013 L=5.0' S=0.0000 '/' Outflow=2.60 cfs 0.207 of Pond 204P: CB 4 Peak EIev=62.76' Inflow=0.54 cfs 0.042 of 24.0" Round Culvert n=0.013 L=2.0' S=0.0000 '/' Outflow=0.54 cfs 0.041 of Pond 208P: CB 3 Peak EIev=63.68' Inflow=0.09 cfs 0.011 of 15.0" Round Culvert n=0.013 L=43.0' S=0.0109'/' Outflow=0.09 cfs 0.011 of Pond 209P: DMH 1 Peak EIev=75.96' Inflow=0.58 cfs 0.047 of 15.0" Round Culvert n=0.013 L=26.0' S=0.0100 '/' Outflow=0.58 cfs 0.047 of Pond 2121): DMH 6A Peak EIev=74.99' Inflow=2.98 cfs 0.246 of 15.0" Round Culvert n=0.013 L=73.0' S=0.0100 '/' Outflow=2.98 cfs 0.246 of Pond 2131): DMH 5A Peak EIev=74.11' Inflow=3.12 cfs 0.260 of 24.0" Round Culvert n=0.013 L=95.0' S=0.0049'/' Outflow=3.12 cfs 0.260 of Pond 214P: CB 2 Peak EIev=63.15' Inflow=1.41 cfs 0.109 of 15.0" Round Culvert n=0.013 L=10.0' S=0.0200 '/' Outflow=1.41 cfs 0.109 of Pond 215P: CB1 Peak EIev=63.43' Inflow=1.12 cfs 0.088 of 15.0" Round Culvert n=0.013 L=10.0' S=0.0200 '/' Outflow=1.12 cfs 0.088 of Pond 2161): DMH 7A Peak EIev=75.78' Inflow=1.70 cfs 0.145 of 15.0" Round Culvert n=0.013 L=83.0' S=0.0100 '/' Outflow=1.70 cfs 0.145 of Link A: BEECHWOOD DRIVE Primary=0.00 cfs 0.000 of 31968.00 POST-DEVELOPMENT_rev01 Type/1/ 24-hr 25-YEAR Rainfall=6.00" Prepared by TFMoran Inc. Printed 3/22/2021 HydroCAD® 10.00-19 s/n 00866 ©2016 HydroCAD Software Solutions LLC Page 42 Link B: OSGOOD STREET Inflow=0.03 cfs 0.020 of Primary=0.03 cfs 0.020 of Total Runoff Area = 3.454 ac Runoff Volume = 0.584 of Average Runoff Depth = 2.03" 66.06% Pervious = 2.282 ac 33.94% Impervious = 1.172 ac 31968.00 POST-D EVE LO P M E N T_rev01 Type /// 24-hr 25-YEAR Rainfall=6.00" Prepared by TFMoran Inc. Printed 3/22/2021 HydroCAD® 10.00-19 s/n 00866 ©2016 HydroCAD Software Solutions LLC Page 43 Summary for Subcatchment 201 S: TO OSGOOD STREET Runoff = 0.03 cfs @ 14.69 hrs, Volume= 0.020 af, Depth> 0.17" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 25-YEAR Rainfall=6.00" Area (sf) CN Description 415491 30 Woods, Good, HSG A 215785 39 >75% Grass cover, Good, HSG A 635276 33 Weighted Average 635276 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.8 50 0.0900 0.12 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.16" 2.9 285 0.1100 1.66 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 5.1 212 0.0190 0.69 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 14.8 547 Total Summary for Subcatchment 202S: TO CB 2 Runoff = 0.73 cfs @ 12.07 hrs, Volume= 0.053 af, Depth> 4.73" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 25-YEAR Rainfall=6.00" Area (sf) CN Description 924 39 >75% Grass cover, Good, HSG A 41978 98 Paved parking, HSG A 5,902 89 Weighted Average 924 15.66% Pervious Area 47978 84.34% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Subcatchment 203S: TO CB 1 Runoff = 0.44 cfs @ 12.07 hrs, Volume= 0.033 af, Depth> 4.95" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 25-YEAR Rainfall=6.00" 31968.00 POST-D EVE LO P M E N T_rev01 Type /// 24-hr 25-YEAR Rainfall=6.00" Prepared by TFMoran Inc. Printed 3/22/2021 HydroCAD® 10.00-19 s/n 00866 ©2016 HydroCAD Software Solutions LLC Page 44 Area (sf) CN Description 409 39 >75% Grass cover, Good, HSG A 3,064 98 Paved parking, HSG A 31473 91 Weighted Average 409 11.78% Pervious Area 31064 88.22% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Subcatchment 204S: TO CB 4 Runoff = 0.54 cfs @ 12.07 hrs, Volume= 0.042 af, Depth> 5.29" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 25-YEAR Rainfall=6.00" Area (sf) CN Description 309 39 >75% Grass cover, Good, HSG A 35797 98 Paved parking, HSG A 4,106 94 Weighted Average 309 7.53% Pervious Area 35797 92.47% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Subcatchment 205S: TO CB 4 Runoff = 0.68 cfs @ 12.07 hrs, Volume= 0.055 af, Depth> 5.76" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 25-YEAR Rainfall=6.00" Area (sf) CN Description 51016 98 Roofs, HSG A 5,016 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, 31968.00 POST-D EVE LO P M E N T_rev01 Type /// 24-hr 25-YEAR Rainfall=6.00" Prepared by TFMoran Inc. Printed 3/22/2021 HydroCAD® 10.00-19 s/n 00866 ©2016 HydroCAD Software Solutions LLC Page 45 Summary for Subcatchment 206S: TO CB 1 Runoff = 0.68 cfs @ 12.07 hrs, Volume= 0.055 af, Depth> 5.76" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 25-YEAR Rainfall=6.00" Area (sf) CN Description 5,017 98 Roofs, HSG A 5,017 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Subcatchment 207S: TO CB 2 Runoff = 0.68 cfs @ 12.07 hrs, Volume= 0.055 af, Depth> 5.76" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 25-YEAR Rainfall=6.00" Area (sf) CN Description 5,017 98 Roofs, HSG A 5,017 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Subcatchment 208S: TO CB 3 Runoff = 0.09 cfs @ 12.12 hrs, Volume= 0.011 af, Depth> 0.74" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 25-YEAR Rainfall=6.00" Area (sf) CN Description 685 98 Paved parking, HSG A 6,818 39 >75% Grass cover, Good, HSG A 7,503 44 Weighted Average 6,818 90.87% Pervious Area 685 9.13% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, 31968.00 POST-D EVE LO P M E N T_rev01 Type /// 24-hr 25-YEAR Rainfall=6.00" Prepared by TFMoran Inc. Printed 3/22/2021 HydroCAD® 10.00-19 s/n 00866 ©2016 HydroCAD Software Solutions LLC Page 46 Summary for Subcatchment 209S: TO DMH 1 Runoff = 0.58 cfs @ 12.07 hrs, Volume= 0.047 af, Depth> 5.76" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 25-YEAR Rainfall=6.00" Area (sf) CN Description 41265 98 Roofs, HSG A 4,265 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Subcatchment 21OS: TO CB 7 Runoff = 0.78 cfs @ 12.07 hrs, Volume= 0.064 af, Depth> 5.76" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 25-YEAR Rainfall=6.00" Area (sf) CN Description 5,768 98 Roofs, HSG A 5,768 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Subcatchment 211 S: TO CB 6 Runoff = 0.68 cfs @ 12.07 hrs, Volume= 0.055 af, Depth> 5.76" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 25-YEAR Rainfall=6.00" Area (sf) CN Description 5,016 98 Roofs, HSG A 5,016 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, 31968.00 POST-D EVE LO P M E N T_rev01 Type /// 24-hr 25-YEAR Rainfall=6.00" Prepared by TFMoran Inc. Printed 3/22/2021 HydroCAD® 10.00-19 s/n 00866 ©2016 HydroCAD Software Solutions LLC Page 47 Summary for Subcatchment 212S: TO CB 6 Runoff = 0.61 cfs @ 12.09 hrs, Volume= 0.046 af, Depth> 1.84" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 25-YEAR Rainfall=6.00" Area (sf) CN Description 4,542 98 Paved parking, HSG A 4,531 39 >75% Grass cover, Good, HSG A 4,000 39 >75% Grass cover, Good, HSG A 135073 59 Weighted Average 8,531 65.26% Pervious Area 4,542 34.74% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.1 50 0.0650 0.16 Sheet Flow, Grass: Dense n= 0.240 P2= 3.16" 0.1 33 0.0650 3.82 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 0.1 25 0.3300 2.87 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 5.3 108 Total Summary for Subcatchment 213S: TO CB 5 Runoff = 0.15 cfs @ 12.10 hrs, Volume= 0.013 af, Depth> 1.14" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 25-YEAR Rainfall=6.00" Area (sf) CN Description 1,106 98 Paved parking, HSG A 51033 39 >75% Grass cover, Good, HSG A 61139 50 Weighted Average 57033 81.98% Pervious Area 1,106 18.02% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Subcatchment 216S: TO CB 8 Runoff = 0.38 cfs @ 12.10 hrs, Volume= 0.035 af, Depth> 1.07" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 25-YEAR Rainfall=6.00" 31968.00 POST-D EVE LO P M E N T_rev01 Type /// 24-hr 25-YEAR Rainfall=6.00" Prepared by TFMoran Inc. Printed 3/22/2021 HydroCAD® 10.00-19 s/n 00866 ©2016 HydroCAD Software Solutions LLC Page 48 Area (sf) CN Description 8,090 39 >75% Grass cover, Good, HSG A 21800 98 Paved parking, HSG A 61000 39 >75% Grass cover, Good, HSG A 16,890 49 Weighted Average 14,090 83.42% Pervious Area 21800 16.58% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.1 50 0.0650 0.16 Sheet Flow, Grass: Dense n= 0.240 P2= 3.16" 0.1 25 0.3300 2.87 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 0.0 25 0.3300 8.62 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 5.2 100 Total Summary for Pond 1P: StormTech #1 Inflow Area = 1.174 ac, 45.94% Impervious, Inflow Depth > 2.65" for 25-YEAR event Inflow = 3.12 cfs @ 12.08 hrs, Volume= 0.259 of Outflow = 0.08 cfs @ 9.25 hrs, Volume= 0.117 af, Atten= 97%, Lag= 0.0 min Discarded = 0.08 cfs @ 9.25 hrs, Volume= 0.117 of Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Tertiary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 62.90' @ 17.85 hrs Surf.Area= 0.065 ac Storage= 0.154 of Plug-Flow detention time= 246.5 min calculated for 0.117 of(45% of inflow) Center-of-Mass det. time= 99.7 min ( 892.7 - 793.0 ) Volume Invert Avail.Storage Storage Description #1 A 59.50' 0.094 of 44.75'W x 63.56'L x 5.50'H Field A 0.359 of Overall - 0.125 of Embedded = 0.234 of x 40.0% Voids #2A 60.25' 0.125 of ADS_StormTech MC-3500 d +Cap x 48 Inside #1 Effective Size= 70.4"W x 45.0"H => 15.33 sf x 7.17'L = 110.0 cf Overall Size= 77.0"W x 45.0"H x 7.50'L with 0.33' Overlap 6 Rows of 8 Chambers Cap Storage= +14.9 cf x 2 x 6 rows = 178.8 cf #3 59.00' 0.000 of 4.00'D x 10.00'H Vertical Cone/Cylinder-Impervious 0.003 of Overall x 0.0% Voids 0.219 of Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 59.50' 1.200 in/hr Exfiltration over Surface area #2 Secondary 63.20' Custom Weir/Orifice, Cv= 2.62 (C= 3.28) Head (feet) 0.00 1.70 2.70 31968.00 POST-D EVE LO P M E N T_rev01 Type /// 24-hr 25-YEAR Rainfall=6.00" Prepared by TFMoran Inc. Printed 3/22/2021 HydroCAD® 10.00-19 s/n 00866 ©2016 HydroCAD Software Solutions LLC Page 49 Width (feet) 0.04 0.04 0.04 #3 Tertiary 66.30' 20.0" x 20.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Discarded OutFlow Max=0.08 cfs @ 9.25 hrs HW=59.50' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.08 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=59.20' TW=60.13' (Dynamic Tailwater) L2=Custom Weir/Orifice ( Controls 0.00 cfs) Tertiary OutFlow Max=0.00 cfs @ 0.00 hrs HW=59.20' TW=60.13' (Dynamic Tailwater) L3=Orifice/Grate ( Controls 0.00 cfs) Summary for Pond 2D: DMH2 Inflow Area = 1.174 ac, 45.94% Impervious, Inflow Depth > 2.65" for 25-YEAR event Inflow = 3.12 cfs @ 12.08 hrs, Volume= 0.260 of Outflow = 3.12 cfs @ 12.08 hrs, Volume= 0.260 af, Atten= 0%, Lag= 0.0 min Primary = 3.12 cfs @ 12.08 hrs, Volume= 0.260 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 68.18' @ 12.08 hrs Flood Elev= 79.74' Device Routing Invert Outlet Devices #1 Primary 67.44' 24.0" Round Culvert L= 83.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 67.44' /60.80' S= 0.0800 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf Primary OutFlow Max=3.03 cfs @ 12.08 hrs HW=68.17' TW=61.19' (Dynamic Tailwater) L1=Culvert (Inlet Controls 3.03 cfs @ 2.91 fps) Summary for Pond 2P: StormTech #2 Inflow Area = 0.827 ac, 76.52% Impervious, Inflow Depth > 4.41" for 25-YEAR event Inflow = 3.82 cfs @ 12.07 hrs, Volume= 0.304 of Outflow = 0.10 cfs @ 8.55 hrs, Volume= 0.146 af, Atten= 97%, Lag= 0.0 min Discarded = 0.10 cfs @ 8.55 hrs, Volume= 0.146 of Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Tertiary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 62.76' @ 16.73 hrs Surf.Area= 0.080 ac Storage= 0.182 of Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 122.0 min ( 886.4 - 764.4 ) 31968.00 POST-D EVE LO P M E N T_rev01 Type /// 24-hr 25-YEAR Rainfall=6.00" Prepared by TFMoran Inc. Printed 3/22/2021 HydroCAD® 10.00-19 s/n 00866 ©2016 HydroCAD Software Solutions LLC Page 50 Volume Invert Avail.Storage Storage Description #1 A 59.50' 0.114 of 44.75'W x 77.90'L x 5.50'H Field A 0.440 of Overall - 0.156 of Embedded = 0.285 of x 40.0% Voids #2A 60.25' 0.156 of ADS_StormTech MC-3500 d +Cap x 60 Inside #1 Effective Size= 70.4"W x 45.0"H => 15.33 sf x 7.17'L = 110.0 cf Overall Size= 77.0"W x 45.0"H x 7.50'L with 0.33' Overlap 6 Rows of 10 Chambers Cap Storage= +14.9 cf x 2 x 6 rows = 178.8 cf #3 59.00' 0.000 of 4.00'D x 10.00'H Vertical Cone/Cylinder-Impervious 0.003 of Overall x 0.0% Voids 0.269 of Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 59.50' 1.200 in/hr Exfiltration over Surface area #2 Secondary 64.30' Custom Weir/Orifice, Cv= 2.62 (C= 3.28) Head (feet) 0.00 0.70 1.00 1.00 1.60 Width (feet) 0.02 0.02 0.02 0.06 0.06 #3 Tertiary 66.20' 12.0" x 12.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Discarded OutFlow Max=0.10 cfs @ 8.55 hrs HW=59.50' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.10 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=59.20' TW=59.58' (Dynamic Tailwater) L2=Custom Weir/Orifice ( Controls 0.00 cfs) Tertiary OutFlow Max=0.00 cfs @ 0.00 hrs HW=59.20' TW=59.58' (Dynamic Tailwater) L3=Orifice/Grate ( Controls 0.00 cfs) Summary for Pond 3D: DMH3 Inflow Area = 1.174 ac, 45.94% Impervious, Inflow Depth > 2.65" for 25-YEAR event Inflow = 3.12 cfs @ 12.08 hrs, Volume= 0.260 of Outflow = 3.12 cfs @ 12.08 hrs, Volume= 0.259 af, Atten= 0%, Lag= 0.0 min Primary = 3.12 cfs @ 12.08 hrs, Volume= 0.259 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 62.90' @ 17.80 hrs Flood Elev= 79.74' Device Routing Invert Outlet Devices #1 Primary 60.25' 24.0" Round Culvert L= 8.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 60.25' /60.25' S= 0.0000 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf Primary OutFlow Max=3.03 cfs @ 12.08 hrs HW=61.19' TW=60.87' (Dynamic Tailwater) L1=Culvert (Barrel Controls 3.03 cfs @ 3.04 fps) 31968.00 POST-D EVE LO P M E N T_rev01 Type /// 24-hr 25-YEAR Rainfall=6.00" Prepared by TFMoran Inc. Printed 3/22/2021 HydroCAD® 10.00-19 s/n 00866 ©2016 HydroCAD Software Solutions LLC Page 51 Summary for Pond 3P: CB 7 Inflow Area = 0.388 ac, 16.58% Impervious, Inflow Depth > 1.07" for 25-YEAR event Inflow = 0.38 cfs @ 12.10 hrs, Volume= 0.035 of Outflow = 0.38 cfs @ 12.10 hrs, Volume= 0.035 af, Atten= 0%, Lag= 0.0 min Primary = 0.38 cfs @ 12.10 hrs, Volume= 0.035 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 75.81' @ 12.09 hrs Flood Elev= 79.35' Device Routing Invert Outlet Devices #1 Primary 75.30' 15.0" Round Culvert L= 10.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 75.30' / 75.10' S= 0.0200 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.23 sf Primary OutFlow Max=0.37 cfs @ 12.10 hrs HW=75.80' TW=75.76' (Dynamic Tailwater) L1=Culvert (Outlet Controls 0.37 cfs @ 1.20 fps) Summary for Pond 5D: DMH5 Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 60.13' @ 0.00 hrs Flood Elev= 64.40' Device Routing Invert Outlet Devices #1 Primary 60.13' 15.0" Round Culvert L= 71.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 60.13' / 59.70' S= 0.0061 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.23 sf Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=60.13' TW=59.58' (Dynamic Tailwater) L1=Culvert ( Controls 0.00 cfs) Summary for Pond 5P: CB 5 Inflow Area = 0.141 ac, 18.02% Impervious, Inflow Depth > 1.14" for 25-YEAR event Inflow = 0.15 cfs @ 12.10 hrs, Volume= 0.013 of Outflow = 0.15 cfs @ 12.10 hrs, Volume= 0.013 af, Atten= 0%, Lag= 0.0 min Primary = 0.15 cfs @ 12.10 hrs, Volume= 0.013 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 76.48' @ 12.10 hrs Flood Elev= 79.35' 31968.00 POST-D EVE LO P M E N T_rev01 Type /// 24-hr 25-YEAR Rainfall=6.00" Prepared by TFMoran Inc. Printed 3/22/2021 HydroCAD® 10.00-19 s/n 00866 ©2016 HydroCAD Software Solutions LLC Page 52 Device Routing Invert Outlet Devices #1 Primary 76.30' 15.0" Round Culvert L= 20.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 76.30' / 76.00' S= 0.0150 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.23 sf Primary OutFlow Max=0.15 cfs @ 12.10 hrs HW=76.48' TW=74.10' (Dynamic Tailwater) L1=Culvert (Inlet Controls 0.15 cfs @ 1.43 fps) Summary for Pond 6P: DMH3 Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 59.58' @ 0.00 hrs Flood Elev= 79.74' Device Routing Invert Outlet Devices #1 Primary 59.58' 15.0" Round Culvert L= 10.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 59.58' / 59.52' S= 0.0060 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.23 sf Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=59.58' TW=0.00' (Dynamic Tailwater) 1-6 -1=Culvert ( Controls 0.00 cfs) Summary for Pond 7P: CB 6 Inflow Area = 0.300 ac, 34.74% Impervious, Inflow Depth > 1.84" for 25-YEAR event Inflow = 0.61 cfs @ 12.09 hrs, Volume= 0.046 of Outflow = 0.61 cfs @ 12.09 hrs, Volume= 0.046 af, Atten= 0%, Lag= 0.0 min Primary = 0.61 cfs @ 12.09 hrs, Volume= 0.046 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 75.67' @ 12.09 hrs Flood Elev= 79.35' Device Routing Invert Outlet Devices #1 Primary 75.30' 15.0" Round Culvert L= 10.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 75.30' / 75.10' S= 0.0200 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.23 sf Primary OutFlow Max=0.60 cfs @ 12.09 hrs HW=75.66' TW=74.97' (Dynamic Tailwater) L1=Culvert (Barrel Controls 0.60 cfs @ 3.02 fps) 31968.00 POST-D EVE LO P M E N T_rev01 Type /// 24-hr 25-YEAR Rainfall=6.00" Prepared by TFMoran Inc. Printed 3/22/2021 HydroCAD® 10.00-19 s/n 00866 ©2016 HydroCAD Software Solutions LLC Page 53 Summary for Pond 202D: DMH 2A Inflow Area = 0.423 ac, 57.97% Impervious, Inflow Depth > 3.38" for 25-YEAR event Inflow = 1.47 cfs @ 12.07 hrs, Volume= 0.119 of Outflow = 1.47 cfs @ 12.07 hrs, Volume= 0.119 af, Atten= 0%, Lag= 0.0 min Primary = 1.47 cfs @ 12.07 hrs, Volume= 0.119 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 62.88' @ 12.07 hrs Flood Elev= 66.70' Device Routing Invert Outlet Devices #1 Primary 62.23' 18.0" Round Culvert L= 43.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 62.23' /62.02' S= 0.0049 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.77 sf Primary OutFlow Max=1.42 cfs @ 12.07 hrs HW=62.86' TW=61.27' (Dynamic Tailwater) L1=Culvert (Barrel Controls 1.42 cfs @ 2.95 fps) Summary for Pond 203D: DMH 1A Inflow Area = 0.618 ac, 69.71% Impervious, Inflow Depth > 4.03" for 25-YEAR event Inflow = 2.60 cfs @ 12.07 hrs, Volume= 0.207 of Outflow = 2.60 cfs @ 12.07 hrs, Volume= 0.207 af, Atten= 0%, Lag= 0.0 min Primary = 2.60 cfs @ 12.07 hrs, Volume= 0.207 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 62.76' @ 16.70 hrs Flood Elev= 66.92' Device Routing Invert Outlet Devices #1 Primary 60.25' 24.0" Round Culvert L= 5.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 60.25' /60.25' S= 0.0000 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf Primary OutFlow Max=2.55 cfs @ 12.07 hrs HW=61.26' TW=61.13' (Dynamic Tailwater) L1=Culvert (Outlet Controls 2.55 cfs @ 2.32 fps) Summary for Pond 204P: CB 4 Inflow Area = 0.094 ac, 92.47% Impervious, Inflow Depth > 5.29" for 25-YEAR event Inflow = 0.54 cfs @ 12.07 hrs, Volume= 0.042 of Outflow = 0.54 cfs @ 12.07 hrs, Volume= 0.041 af, Atten= 0%, Lag= 0.0 min Primary = 0.54 cfs @ 12.07 hrs, Volume= 0.041 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 62.76' @ 16.60 hrs 31968.00 POST-D EVE LO P M E N T_rev01 Type /// 24-hr 25-YEAR Rainfall=6.00" Prepared by TFMoran Inc. Printed 3/22/2021 HydroCAD® 10.00-19 s/n 00866 ©2016 HydroCAD Software Solutions LLC Page 54 Device Routing Invert Outlet Devices #1 Primary 60.55' 24.0" Round Culvert L= 2.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 60.55' /60.55' S= 0.0000 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf Primary OutFlow Max=0.56 cfs @ 12.07 hrs HW=61.15' TW=61.12' (Dynamic Tailwater) L1=Culvert (Outlet Controls 0.56 cfs @ 1.07 fps) Summary for Pond 208P: CB 3 Inflow Area = 0.172 ac, 9.13% Impervious, Inflow Depth > 0.74" for 25-YEAR event Inflow = 0.09 cfs @ 12.12 hrs, Volume= 0.011 of Outflow = 0.09 cfs @ 12.12 hrs, Volume= 0.011 af, Atten= 0%, Lag= 0.0 min Primary = 0.09 cfs @ 12.12 hrs, Volume= 0.011 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 63.68' @ 12.12 hrs Flood Elev= 67.80' Device Routing Invert Outlet Devices #1 Primary 63.55' 15.0" Round Culvert L= 43.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 63.55' /63.08' S= 0.0109 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.23 sf Primary OutFlow Max=0.08 cfs @ 12.12 hrs HW=63.68' TW=62.83' (Dynamic Tailwater) L1=Culvert (Barrel Controls 0.08 cfs @ 1.80 fps) Summary for Pond 209P: DMH 1 Inflow Area = 0.098 ac,100.00% Impervious, Inflow Depth > 5.76" for 25-YEAR event Inflow = 0.58 cfs @ 12.07 hrs, Volume= 0.047 of Outflow = 0.58 cfs @ 12.07 hrs, Volume= 0.047 af, Atten= 0%, Lag= 0.0 min Primary = 0.58 cfs @ 12.07 hrs, Volume= 0.047 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 75.96' @ 12.08 hrs Flood Elev= 79.74' Device Routing Invert Outlet Devices #1 Primary 75.50' 15.0" Round Culvert L= 26.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 75.50' / 75.24' S= 0.0100 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.23 sf Primary OutFlow Max=0.55 cfs @ 12.07 hrs HW=75.94' TW=75.76' (Dynamic Tailwater) L1=Culvert (Outlet Controls 0.55 cfs @ 2.11 fps) 31968.00 POST-D EVE LO P M E N T_rev01 Type /// 24-hr 25-YEAR Rainfall=6.00" Prepared by TFMoran Inc. Printed 3/22/2021 HydroCAD® 10.00-19 s/n 00866 ©2016 HydroCAD Software Solutions LLC Page 55 Summary for Pond 212D: DMH 6A Inflow Area = 1.033 ac, 49.74% Impervious, Inflow Depth > 2.86" for 25-YEAR event Inflow = 2.98 cfs @ 12.08 hrs, Volume= 0.246 of Outflow = 2.98 cfs @ 12.08 hrs, Volume= 0.246 af, Atten= 0%, Lag= 0.0 min Primary = 2.98 cfs @ 12.08 hrs, Volume= 0.246 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 74.99' @ 12.08 hrs Flood Elev= 79.35' Device Routing Invert Outlet Devices #1 Primary 74.07' 15.0" Round Culvert L= 73.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 74.07' / 73.34' S= 0.0100 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.23 sf Primary OutFlow Max=2.88 cfs @ 12.08 hrs HW=74.97' TW=74.09' (Dynamic Tailwater) L1=Culvert (Outlet Controls 2.88 cfs @ 4.27 fps) Summary for Pond 213D: DMH 5A Inflow Area = 1.174 ac, 45.94% Impervious, Inflow Depth > 2.65" for 25-YEAR event Inflow = 3.12 cfs @ 12.08 hrs, Volume= 0.260 of Outflow = 3.12 cfs @ 12.08 hrs, Volume= 0.260 af, Atten= 0%, Lag= 0.0 min Primary = 3.12 cfs @ 12.08 hrs, Volume= 0.260 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 74.11' @ 12.08 hrs Flood Elev= 79.74' Device Routing Invert Outlet Devices #1 Primary 73.26' 24.0" Round Culvert L= 95.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 73.26' / 72.79' S= 0.0049 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf Primary OutFlow Max=3.03 cfs @ 12.08 hrs HW=74.10' TW=68.17' (Dynamic Tailwater) L1=Culvert (Barrel Controls 3.03 cfs @ 3.60 fps) Summary for Pond 214P: CB 2 Inflow Area = 0.251 ac, 91.54% Impervious, Inflow Depth > 5.20" for 25-YEAR event Inflow = 1.41 cfs @ 12.07 hrs, Volume= 0.109 of Outflow = 1.41 cfs @ 12.07 hrs, Volume= 0.109 af, Atten= 0%, Lag= 0.0 min Primary = 1.41 cfs @ 12.07 hrs, Volume= 0.109 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 63.15' @ 12.07 hrs Flood Elev= 66.70' 31968.00 POST-D EVE LO P M E N T_rev01 Type /// 24-hr 25-YEAR Rainfall=6.00" Prepared by TFMoran Inc. Printed 3/22/2021 HydroCAD® 10.00-19 s/n 00866 ©2016 HydroCAD Software Solutions LLC Page 56 Device Routing Invert Outlet Devices #1 Primary 62.50' 15.0" Round Culvert L= 10.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 62.50' /62.30' S= 0.0200 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.23 sf Primary OutFlow Max=1.36 cfs @ 12.07 hrs HW=63.14' TW=62.86' (Dynamic Tailwater) L1=Culvert (Outlet Controls 1.36 cfs @ 3.13 fps) Summary for Pond 215P: CB1 Inflow Area = 0.195 ac, 95.18% Impervious, Inflow Depth > 5.43" for 25-YEAR event Inflow = 1.12 cfs @ 12.07 hrs, Volume= 0.088 of Outflow = 1.12 cfs @ 12.07 hrs, Volume= 0.088 af, Atten= 0%, Lag= 0.0 min Primary = 1.12 cfs @ 12.07 hrs, Volume= 0.088 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 63.43' @ 12.07 hrs Flood Elev= 66.70' Device Routing Invert Outlet Devices #1 Primary 62.90' 15.0" Round Culvert L= 10.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 62.90' /62.70' S= 0.0200 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.23 sf Primary OutFlow Max=1.08 cfs @ 12.07 hrs HW=63.41' TW=61.26' (Dynamic Tailwater) L1=Culvert (Barrel Controls 1.08 cfs @ 3.36 fps) Summary for Pond 216D: DMH 7A Inflow Area = 0.618 ac, 47.67% Impervious, Inflow Depth > 2.82" for 25-YEAR event Inflow = 1.70 cfs @ 12.08 hrs, Volume= 0.145 of Outflow = 1.70 cfs @ 12.08 hrs, Volume= 0.145 af, Atten= 0%, Lag= 0.0 min Primary = 1.70 cfs @ 12.08 hrs, Volume= 0.145 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 75.78' @ 12.08 hrs Flood Elev= 79.35' Device Routing Invert Outlet Devices #1 Primary 75.10' 15.0" Round Culvert L= 83.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 75.10' / 74.27' S= 0.0100 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.23 sf Primary OutFlow Max=1.65 cfs @ 12.08 hrs HW=75.76' TW=74.97' (Dynamic Tailwater) L1=Culvert (Outlet Controls 1.65 cfs @ 3.62 fps) 31968.00 POST-DEVELOPMENT_rev01 Type/1/ 24-hr 25-YEAR Rainfall=6.00" Prepared by TFMoran Inc. Printed 3/22/2021 HydroCAD® 10.00-19 s/n 00866 ©2016 HydroCAD Software Solutions LLC Page 57 Summary for Link A: BEECHWOOD DRIVE Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Summary for Link B: OSGOOD STREET Inflow Area = 1.453 ac, 0.00% Impervious, Inflow Depth > 0.17" for 25-YEAR event Inflow = 0.03 cfs @ 14.69 hrs, Volume= 0.020 of Primary = 0.03 cfs @ 14.69 hrs, Volume= 0.020 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs 31968.00 POST-D EVE LO P M E N T_rev01 Type /// 24-hr 100-YEAR Rainfall=8.60" Prepared by TFMoran Inc. Printed 3/22/2021 HydroCAD® 10.00-19 s/n 00866 ©2016 HydroCAD Software Solutions LLC Page 58 Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 points x 3 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment201 S:TO OSGOOD STREET Runoff Area=63,276 sf 0.00% Impervious Runoff Depth>0.82" Flow Length=547' Tc=14.8 min CN=33 Runoff=0.53 cfs 0.100 of Subcatchment202S:TO CB 2 Runoff Area=5,902 sf 84.34% Impervious Runoff Depth>7.27" Tc=5.0 min CN=89 Runoff=1.09 cfs 0.082 of Subcatchment203S:TO CB 1 Runoff Area=3,473 sf 88.22% Impervious Runoff Depth>7.51" Tc=5.0 min CN=91 Runoff=0.65 cfs 0.050 of Subcatchment204S:TO CB 4 Runoff Area=4,106 sf 92.47% Impervious Runoff Depth>7.87" Tc=5.0 min CN=94 Runoff=0.79 cfs 0.062 of Subcatchment205S:TO CB 4 Runoff Area=5,016 sf 100.00% Impervious Runoff Depth>8.36" Tc=5.0 min CN=98 Runoff=0.98 cfs 0.080 of Subcatchment206S:TO CB 1 Runoff Area=5,017 sf 100.00% Impervious Runoff Depth>8.36" Tc=5.0 min CN=98 Runoff=0.98 cfs 0.080 of Subcatchment207S:TO CB 2 Runoff Area=5,017 sf 100.00% Impervious Runoff Depth>8.36" Tc=5.0 min CN=98 Runoff=0.98 cfs 0.080 of Subcatchment208S:TO CB 3 Runoff Area=7,503 sf 9.13% Impervious Runoff Depth>1.95" Tc=5.0 min CN=44 Runoff=0.34 cfs 0.028 of Subcatchment209S:TO DMH 1 Runoff Area=4,265 sf 100.00% Impervious Runoff Depth>8.36" Tc=5.0 min CN=98 Runoff=0.83 cfs 0.068 of Subcatchment210S:TO CB 7 Runoff Area=5,768 sf 100.00% Impervious Runoff Depth>8.36" Tc=5.0 min CN=98 Runoff=1.13 cfs 0.092 of Subcatchment211 S:TO CB 6 Runoff Area=5,016 sf 100.00% Impervious Runoff Depth>8.36" Tc=5.0 min CN=98 Runoff=0.98 cfs 0.080 of Subcatchment212S:TO CB 6 Runoff Area=13,073 sf 34.74% Impervious Runoff Depth>3.67" Flow Length=108' Tc=5.3 min CN=59 Runoff=1.27 cfs 0.092 of Subcatchment213S:TO CB 5 Runoff Area=6,139 sf 18.02% Impervious Runoff Depth>2.62" Tc=5.0 min CN=50 Runoff=0.41 cfs 0.031 of Subcatchment216S:TO CB 8 Runoff Area=16,890 sf 16.58% Impervious Runoff Depth>2.51" Flow Length=100' Tc=5.2 min CN=49 Runoff=1.06 cfs 0.081 of Pond 1 P: StormTech#1 Peak EIev=66.07' Storage=0.219 of Inflow=5.62 cfs 0.443 of Discarded=0.08 cfs 0.126 of Secondary=0.63 cfs 0.141 of Tertiary=0.00 cfs 0.000 of Outflow=0.71 cfs 0.267 of Pond 2D: DMH2 Peak EIev=68.47' Inflow=5.62 cfs 0.444 of 24.0" Round Culvert n=0.013 L=83.0' S=0.0800 '/' Outflow=5.62 cfs 0.444 of 31968.00 POST-D EVE LO P M E N T_rev01 Type /// 24-hr 100-YEAR Rainfall=8.60" Prepared by TFMoran Inc. Printed 3/22/2021 HydroCAD® 10.00-19 s/n 00866 ©2016 HydroCAD Software Solutions LLC Page 59 Pond 2P: StormTech#2 Peak Elev=66.23' Storage=0.269 of Inflow=5.80 cfs 0.462 of Discarded=0.10 cfs 0.158 of Secondary=0.26 cfs 0.053 of Tertiary=0.07 cfs 0.001 of Outflow=0.43 cfs 0.212 of Pond 31): DMH3 Peak EIev=66.07' Inflow=5.62 cfs 0.444 of 24.0" Round Culvert n=0.013 L=8.0' S=0.0000 '/' Outflow=5.62 cfs 0.443 of Pond 3P: CB 7 Peak EIev=76.20' Inflow=1.06 cfs 0.081 of 15.0" Round Culvert n=0.013 L=10.0' S=0.0200 '/' Outflow=1.06 cfs 0.081 of Pond 51): DMH5 Peak EIev=60.55' Inflow=0.63 cfs 0.141 of 15.0" Round Culvert n=0.013 L=71.0' S=0.0061 T Outflow=0.63 cfs 0.141 of Pond 5P: CB 5 Peak EIev=76.60' Inflow=0.41 cfs 0.031 of 15.0" Round Culvert n=0.013 L=20.0' S=0.0150 '/' Outflow=0.41 cfs 0.031 of Pond 6P: DMH3 Peak EIev=60.05' Inflow=0.70 cfs 0.195 of 15.0" Round Culvert n=0.013 L=10.0' S=0.0060 '/' Outflow=0.70 cfs 0.195 of Pond 7P: CB 6 Peak EIev=75.87' Inflow=1.27 cfs 0.092 of 15.0" Round Culvert n=0.013 L=10.0' S=0.0200 '/' Outflow=1.27 cfs 0.092 of Pond 2021): DMH 2A Peak EIev=66.23' Inflow=2.40 cfs 0.190 of 18.0" Round Culvert n=0.013 L=43.0' S=0.0049'/' Outflow=2.40 cfs 0.190 of Pond 2031): DMH 1A Peak EIev=66.23' Inflow=4.03 cfs 0.320 of 24.0" Round Culvert n=0.013 L=5.0' S=0.0000 '/' Outflow=4.03 cfs 0.319 of Pond 204P: CB 4 Peak EIev=66.23' Inflow=0.79 cfs 0.062 of 24.0" Round Culvert n=0.013 L=2.0' S=0.0000 '/' Outflow=0.79 cfs 0.062 of Pond 208P: CB 3 Peak EIev=66.23' Inflow=0.34 cfs 0.028 of 15.0" Round Culvert n=0.013 L=43.0' S=0.0109'/' Outflow=0.34 cfs 0.028 of Pond 209P: DMH 1 Peak EIev=76.22' Inflow=0.83 cfs 0.068 of 15.0" Round Culvert n=0.013 L=26.0' S=0.0100 '/' Outflow=0.83 cfs 0.068 of Pond 2121): DMH 6A Peak EIev=75.46' Inflow=5.21 cfs 0.413 of 15.0" Round Culvert n=0.013 L=73.0' S=0.0100 '/' Outflow=5.21 cfs 0.413 of Pond 2131): DMH 5A Peak EIev=74.44' Inflow=5.62 cfs 0.444 of 24.0" Round Culvert n=0.013 L=95.0' S=0.0049'/' Outflow=5.62 cfs 0.444 of Pond 214P: CB 2 Peak EIev=66.23' Inflow=2.07 cfs 0.162 of 15.0" Round Culvert n=0.013 L=10.0' S=0.0200 '/' Outflow=2.07 cfs 0.162 of Pond 215P: CB1 Peak EIev=66.23' Inflow=1.63 cfs 0.130 of 15.0" Round Culvert n=0.013 L=10.0' S=0.0200 '/' Outflow=1.63 cfs 0.130 of Pond 2161): DMH 7A Peak EIev=76.14' Inflow=2.98 cfs 0.241 of 15.0" Round Culvert n=0.013 L=83.0' S=0.0100 '/' Outflow=2.98 cfs 0.241 of Link A: BEECHWOOD DRIVE Primary=0.00 cfs 0.000 of 31968.00 POST-D EVE LO P M E N T_rev01 Type/1/ 24-hr 100-YEAR Rainfall=8.60" Prepared by TFMoran Inc. Printed 3/22/2021 HydroCAD® 10.00-19 s/n 00866 ©2016 HydroCAD Software Solutions LLC Page 60 Link B: OSGOOD STREET Inflow=0.87 cfs 0.294 of Primary=0.87 cfs 0.294 of Total Runoff Area = 3.454 ac Runoff Volume = 1.006 of Average Runoff Depth = 3.50" 66.06% Pervious = 2.282 ac 33.94% Impervious = 1.172 ac 31968.00 POST-D EVE LO P M E N T_rev01 Type /// 24-hr 100-YEAR Rainfall=8.60" Prepared by TFMoran Inc. Printed 3/22/2021 HydroCAD® 10.00-19 s/n 00866 ©2016 HydroCAD Software Solutions LLC Page 61 Summary for Subcatchment 201 S: TO OSGOOD STREET Runoff = 0.53 cfs @ 12.42 hrs, Volume= 0.100 af, Depth> 0.82" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 100-YEAR Rainfall=8.60" Area (sf) CN Description 415491 30 Woods, Good, HSG A 215785 39 >75% Grass cover, Good, HSG A 635276 33 Weighted Average 635276 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.8 50 0.0900 0.12 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.16" 2.9 285 0.1100 1.66 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 5.1 212 0.0190 0.69 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 14.8 547 Total Summary for Subcatchment 202S: TO CB 2 Runoff = 1.09 cfs @ 12.07 hrs, Volume= 0.082 af, Depth> 7.27" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 100-YEAR Rainfall=8.60" Area (sf) CN Description 924 39 >75% Grass cover, Good, HSG A 41978 98 Paved parking, HSG A 5,902 89 Weighted Average 924 15.66% Pervious Area 47978 84.34% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Subcatchment 203S: TO CB 1 Runoff = 0.65 cfs @ 12.07 hrs, Volume= 0.050 af, Depth> 7.51" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 100-YEAR Rainfall=8.60" 31968.00 POST-D EVE LO P M E N T_rev01 Type /// 24-hr 100-YEAR Rainfall=8.60" Prepared by TFMoran Inc. Printed 3/22/2021 HydroCAD® 10.00-19 s/n 00866 ©2016 HydroCAD Software Solutions LLC Page 62 Area (sf) CN Description 409 39 >75% Grass cover, Good, HSG A 3,064 98 Paved parking, HSG A 31473 91 Weighted Average 409 11.78% Pervious Area 31064 88.22% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Subcatchment 204S: TO CB 4 Runoff = 0.79 cfs @ 12.07 hrs, Volume= 0.062 af, Depth> 7.87" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 100-YEAR Rainfall=8.60" Area (sf) CN Description 309 39 >75% Grass cover, Good, HSG A 35797 98 Paved parking, HSG A 4,106 94 Weighted Average 309 7.53% Pervious Area 35797 92.47% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Subcatchment 205S: TO CB 4 Runoff = 0.98 cfs @ 12.07 hrs, Volume= 0.080 af, Depth> 8.36" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 100-YEAR Rainfall=8.60" Area (sf) CN Description 51016 98 Roofs, HSG A 5,016 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, 31968.00 POST-D EVE LO P M E N T_rev01 Type /// 24-hr 100-YEAR Rainfall=8.60" Prepared by TFMoran Inc. Printed 3/22/2021 HydroCAD® 10.00-19 s/n 00866 ©2016 HydroCAD Software Solutions LLC Page 63 Summary for Subcatchment 206S: TO CB 1 Runoff = 0.98 cfs @ 12.07 hrs, Volume= 0.080 af, Depth> 8.36" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 100-YEAR Rainfall=8.60" Area (sf) CN Description 5,017 98 Roofs, HSG A 5,017 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Subcatchment 207S: TO CB 2 Runoff = 0.98 cfs @ 12.07 hrs, Volume= 0.080 af, Depth> 8.36" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 100-YEAR Rainfall=8.60" Area (sf) CN Description 5,017 98 Roofs, HSG A 5,017 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Subcatchment 208S: TO CB 3 Runoff = 0.34 cfs @ 12.09 hrs, Volume= 0.028 af, Depth> 1.95" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 100-YEAR Rainfall=8.60" Area (sf) CN Description 685 98 Paved parking, HSG A 6,818 39 >75% Grass cover, Good, HSG A 7,503 44 Weighted Average 6,818 90.87% Pervious Area 685 9.13% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, 31968.00 POST-D EVE LO P M E N T_rev01 Type /// 24-hr 100-YEAR Rainfall=8.60" Prepared by TFMoran Inc. Printed 3/22/2021 HydroCAD® 10.00-19 s/n 00866 ©2016 HydroCAD Software Solutions LLC Page 64 Summary for Subcatchment 209S: TO DMH 1 Runoff = 0.83 cfs @ 12.07 hrs, Volume= 0.068 af, Depth> 8.36" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 100-YEAR Rainfall=8.60" Area (sf) CN Description 41265 98 Roofs, HSG A 4,265 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Subcatchment 21OS: TO CB 7 Runoff = 1.13 cfs @ 12.07 hrs, Volume= 0.092 af, Depth> 8.36" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 100-YEAR Rainfall=8.60" Area (sf) CN Description 5,768 98 Roofs, HSG A 5,768 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Subcatchment 211 S: TO CB 6 Runoff = 0.98 cfs @ 12.07 hrs, Volume= 0.080 af, Depth> 8.36" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 100-YEAR Rainfall=8.60" Area (sf) CN Description 5,016 98 Roofs, HSG A 5,016 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, 31968.00 POST-D EVE LO P M E N T_rev01 Type /// 24-hr 100-YEAR Rainfall=8.60" Prepared by TFMoran Inc. Printed 3/22/2021 HydroCAD® 10.00-19 s/n 00866 ©2016 HydroCAD Software Solutions LLC Page 65 Summary for Subcatchment 212S: TO CB 6 Runoff = 1.27 cfs @ 12.09 hrs, Volume= 0.092 af, Depth> 3.67" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 100-YEAR Rainfall=8.60" Area (sf) CN Description 4,542 98 Paved parking, HSG A 4,531 39 >75% Grass cover, Good, HSG A 4,000 39 >75% Grass cover, Good, HSG A 135073 59 Weighted Average 8,531 65.26% Pervious Area 4,542 34.74% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.1 50 0.0650 0.16 Sheet Flow, Grass: Dense n= 0.240 P2= 3.16" 0.1 33 0.0650 3.82 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 0.1 25 0.3300 2.87 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 5.3 108 Total Summary for Subcatchment 213S: TO CB 5 Runoff = 0.41 cfs @ 12.09 hrs, Volume= 0.031 af, Depth> 2.62" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 100-YEAR Rainfall=8.60" Area (sf) CN Description 1,106 98 Paved parking, HSG A 51033 39 >75% Grass cover, Good, HSG A 61139 50 Weighted Average 57033 81.98% Pervious Area 1,106 18.02% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Subcatchment 216S: TO CB 8 Runoff = 1.06 cfs @ 12.09 hrs, Volume= 0.081 af, Depth> 2.51" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 100-YEAR Rainfall=8.60" 31968.00 POST-D EVE LO P M E N T_rev01 Type /// 24-hr 100-YEAR Rainfall=8.60" Prepared by TFMoran Inc. Printed 3/22/2021 HydroCAD® 10.00-19 s/n 00866 ©2016 HydroCAD Software Solutions LLC Page 66 Area (sf) CN Description 8,090 39 >75% Grass cover, Good, HSG A 21800 98 Paved parking, HSG A 61000 39 >75% Grass cover, Good, HSG A 16,890 49 Weighted Average 14,090 83.42% Pervious Area 21800 16.58% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.1 50 0.0650 0.16 Sheet Flow, Grass: Dense n= 0.240 P2= 3.16" 0.1 25 0.3300 2.87 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 0.0 25 0.3300 8.62 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 5.2 100 Total Summary for Pond 1P: StormTech #1 Inflow Area = 1.174 ac, 45.94% Impervious, Inflow Depth > 4.53" for 100-YEAR event Inflow = 5.62 cfs @ 12.08 hrs, Volume= 0.443 of Outflow = 0.71 cfs @ 13.00 hrs, Volume= 0.267 af, Atten= 87%, Lag= 55.1 min Discarded = 0.08 cfs @ 8.20 hrs, Volume= 0.126 of Secondary = 0.63 cfs @ 13.00 hrs, Volume= 0.141 of Tertiary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 66.07' @ 13.00 hrs Surf.Area= 0.065 ac Storage= 0.219 of Plug-Flow detention time= 226.1 min calculated for 0.267 of(60% of inflow) Center-of-Mass det. time= 107.6 min ( 899.5 - 791.8 ) Volume Invert Avail.Storage Storage Description #1 A 59.50' 0.094 of 44.75'W x 63.56'L x 5.50'H Field A 0.359 of Overall - 0.125 of Embedded = 0.234 of x 40.0% Voids #2A 60.25' 0.125 of ADS_StormTech MC-3500 d +Cap x 48 Inside #1 Effective Size= 70.4"W x 45.0"H => 15.33 sf x 7.17'L = 110.0 cf Overall Size= 77.0"W x 45.0"H x 7.50'L with 0.33' Overlap 6 Rows of 8 Chambers Cap Storage= +14.9 cf x 2 x 6 rows = 178.8 cf #3 59.00' 0.000 of 4.00'D x 10.00'H Vertical Cone/Cylinder-Impervious 0.003 of Overall x 0.0% Voids 0.219 of Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 59.50' 1.200 in/hr Exfiltration over Surface area #2 Secondary 63.20' Custom Weir/Orifice, Cv= 2.62 (C= 3.28) Head (feet) 0.00 1.70 2.70 31968.00 POST-D EVE LO P M E N T_rev01 Type /// 24-hr 100-YEAR Rainfall=8.60" Prepared by TFMoran Inc. Printed 3/22/2021 HydroCAD® 10.00-19 s/n 00866 ©2016 HydroCAD Software Solutions LLC Page 67 Width (feet) 0.04 0.04 0.04 #3 Tertiary 66.30' 20.0" x 20.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Discarded OutFlow Max=0.08 cfs @ 8.20 hrs HW=59.50' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.08 cfs) Secondary OutFlow Max=0.62 cfs @ 13.00 hrs HW=66.03' TW=60.54' (Dynamic Tailwater) L2=Custom Weir/Orifice (Orifice Controls 0.62 cfs @ 5.71 fps) Tertiary OutFlow Max=0.00 cfs @ 0.00 hrs HW=59.20' TW=60.13' (Dynamic Tailwater) L3=Orifice/Grate ( Controls 0.00 cfs) Summary for Pond 2D: DMH2 Inflow Area = 1.174 ac, 45.94% Impervious, Inflow Depth > 4.54" for 100-YEAR event Inflow = 5.62 cfs @ 12.08 hrs, Volume= 0.444 of Outflow = 5.62 cfs @ 12.08 hrs, Volume= 0.444 af, Atten= 0%, Lag= 0.0 min Primary = 5.62 cfs @ 12.08 hrs, Volume= 0.444 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 68.47' @ 12.08 hrs Flood Elev= 79.74' Device Routing Invert Outlet Devices #1 Primary 67.44' 24.0" Round Culvert L= 83.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 67.44' /60.80' S= 0.0800 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf Primary OutFlow Max=5.44 cfs @ 12.08 hrs HW=68.45' TW=62.10' (Dynamic Tailwater) L1=Culvert (Inlet Controls 5.44 cfs @ 3.42 fps) Summary for Pond 2P: StormTech #2 Inflow Area = 0.827 ac, 76.52% Impervious, Inflow Depth > 6.69" for 100-YEAR event Inflow = 5.80 cfs @ 12.07 hrs, Volume= 0.462 of Outflow = 0.43 cfs @ 13.45 hrs, Volume= 0.212 af, Atten= 93%, Lag= 82.7 min Discarded = 0.10 cfs @ 7.20 hrs, Volume= 0.158 of Secondary = 0.26 cfs @ 13.45 hrs, Volume= 0.053 of Tertiary = 0.07 cfs @ 13.45 hrs, Volume= 0.001 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 66.23' @ 13.45 hrs Surf.Area= 0.080 ac Storage= 0.269 of Plug-Flow detention time= 244.4 min calculated for 0.212 of(46% of inflow) Center-of-Mass det. time= 107.5 min ( 866.6 - 759.1 ) 31968.00 POST-D EVE LO P M E N T_rev01 Type /// 24-hr 100-YEAR Rainfall=8.60" Prepared by TFMoran Inc. Printed 3/22/2021 HydroCAD® 10.00-19 s/n 00866 ©2016 HydroCAD Software Solutions LLC Page 68 Volume Invert Avail.Storage Storage Description #1 A 59.50' 0.114 of 44.75'W x 77.90'L x 5.50'H Field A 0.440 of Overall - 0.156 of Embedded = 0.285 of x 40.0% Voids #2A 60.25' 0.156 of ADS_StormTech MC-3500 d +Cap x 60 Inside #1 Effective Size= 70.4"W x 45.0"H => 15.33 sf x 7.17'L = 110.0 cf Overall Size= 77.0"W x 45.0"H x 7.50'L with 0.33' Overlap 6 Rows of 10 Chambers Cap Storage= +14.9 cf x 2 x 6 rows = 178.8 cf #3 59.00' 0.000 of 4.00'D x 10.00'H Vertical Cone/Cylinder-Impervious 0.003 of Overall x 0.0% Voids 0.269 of Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 59.50' 1.200 in/hr Exfiltration over Surface area #2 Secondary 64.30' Custom Weir/Orifice, Cv= 2.62 (C= 3.28) Head (feet) 0.00 0.70 1.00 1.00 1.60 Width (feet) 0.02 0.02 0.02 0.06 0.06 #3 Tertiary 66.20' 12.0" x 12.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Discarded OutFlow Max=0.10 cfs @ 7.20 hrs HW=59.50' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.10 cfs) Secondary OutFlow Max=0.26 cfs @ 13.45 hrs HW=66.23' TW=60.03' (Dynamic Tailwater) L2=Custom Weir/Orifice (Orifice Controls 0.26 cfs @ 4.57 fps) Tertiary OutFlow Max=0.07 cfs @ 13.45 hrs, HW=66.23' TW=60.03' (Dynamic Tailwater) L3=Orifice/Grate (Weir Controls 0.07 cfs @ 0.57 fps) Summary for Pond 3D: DMH3 Inflow Area = 1.174 ac, 45.94% Impervious, Inflow Depth > 4.54" for 100-YEAR event Inflow = 5.62 cfs @ 12.08 hrs, Volume= 0.444 of Outflow = 5.62 cfs @ 12.08 hrs, Volume= 0.443 af, Atten= 0%, Lag= 0.0 min Primary = 5.62 cfs @ 12.08 hrs, Volume= 0.443 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 66.07' @ 13.00 hrs Flood Elev= 79.74' Device Routing Invert Outlet Devices #1 Primary 60.25' 24.0" Round Culvert L= 8.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 60.25' /60.25' S= 0.0000 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf Primary OutFlow Max=5.68 cfs @ 12.08 hrs HW=62.10' TW=61.95' (Dynamic Tailwater) L1=Culvert (Inlet Controls 5.68 cfs @ 1.87 fps) 31968.00 POST-D EVE LO P M E N T_rev01 Type /// 24-hr 100-YEAR Rainfall=8.60" Prepared by TFMoran Inc. Printed 3/22/2021 HydroCAD® 10.00-19 s/n 00866 ©2016 HydroCAD Software Solutions LLC Page 69 Summary for Pond 3P: CB 7 I nflow Area = 0.388 ac, 16.58% Impervious, Inflow Depth > 2.51" for 100-YEAR event Inflow = 1.06 cfs @ 12.09 hrs, Volume= 0.081 of Outflow = 1.06 cfs @ 12.09 hrs, Volume= 0.081 af, Atten= 0%, Lag= 0.0 min Primary = 1.06 cfs @ 12.09 hrs, Volume= 0.081 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 76.20' @ 12.08 hrs Flood Elev= 79.35' Device Routing Invert Outlet Devices #1 Primary 75.30' 15.0" Round Culvert L= 10.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 75.30' / 75.10' S= 0.0200 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.23 sf Primary OutFlow Max=1.04 cfs @ 12.09 hrs HW=76.18' TW=76.11' (Dynamic Tailwater) L1=Culvert (Outlet Controls 1.04 cfs @ 1.58 fps) Summary for Pond 5D: DMH5 Inflow = 0.63 cfs @ 13.00 hrs, Volume= 0.141 of Outflow = 0.63 cfs @ 13.00 hrs, Volume= 0.141 af, Atten= 0%, Lag= 0.0 min Primary = 0.63 cfs @ 13.00 hrs, Volume= 0.141 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 60.55' @ 13.00 hrs Flood Elev= 64.40' Device Routing Invert Outlet Devices #1 Primary 60.13' 15.0" Round Culvert L= 71.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 60.13' / 59.70' S= 0.0061 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.23 sf Primary OutFlow Max=0.61 cfs @ 13.00 hrs HW=60.54' TW=60.02' (Dynamic Tailwater) L1=Culvert (Outlet Controls 0.61 cfs @ 2.60 fps) Summary for Pond 5P: CB 5 Inflow Area = 0.141 ac, 18.02% Impervious, Inflow Depth > 2.62" for 100-YEAR event Inflow = 0.41 cfs @ 12.09 hrs, Volume= 0.031 of Outflow = 0.41 cfs @ 12.09 hrs, Volume= 0.031 af, Atten= 0%, Lag= 0.0 min Primary = 0.41 cfs @ 12.09 hrs, Volume= 0.031 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 76.60' @ 12.09 hrs Flood Elev= 79.35' 31968.00 POST-D EVE LO P M E N T_rev01 Type /// 24-hr 100-YEAR Rainfall=8.60" Prepared by TFMoran Inc. Printed 3/22/2021 HydroCAD® 10.00-19 s/n 00866 ©2016 HydroCAD Software Solutions LLC Page 70 Device Routing Invert Outlet Devices #1 Primary 76.30' 15.0" Round Culvert L= 20.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 76.30' / 76.00' S= 0.0150 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.23 sf Primary OutFlow Max=0.40 cfs @ 12.09 hrs HW=76.59' TW=74.42' (Dynamic Tailwater) L1=Culvert (Inlet Controls 0.40 cfs @ 1.84 fps) Summary for Pond 6P: DMH3 Inflow = 0.70 cfs @ 13.50 hrs, Volume= 0.195 of Outflow = 0.70 cfs @ 13.50 hrs, Volume= 0.195 af, Atten= 0%, Lag= 0.0 min Primary = 0.70 cfs @ 13.50 hrs, Volume= 0.195 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 60.05' @ 13.50 hrs Flood Elev= 79.74' Device Routing Invert Outlet Devices #1 Primary 59.58' 15.0" Round Culvert L= 10.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 59.58' / 59.52' S= 0.0060 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.23 sf Primary OutFlow Max=0.69 cfs @ 13.50 hrs HW=60.05' TW=0.00' (Dynamic Tailwater) L1=Culvert (Barrel Controls 0.69 cfs @ 2.44 fps) Summary for Pond 7P: CB 6 Inflow Area = 0.300 ac, 34.74% Impervious, Inflow Depth > 3.67" for 100-YEAR event Inflow = 1.27 cfs @ 12.09 hrs, Volume= 0.092 of Outflow = 1.27 cfs @ 12.09 hrs, Volume= 0.092 af, Atten= 0%, Lag= 0.0 min Primary = 1.27 cfs @ 12.09 hrs, Volume= 0.092 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 75.87' @ 12.09 hrs Flood Elev= 79.35' Device Routing Invert Outlet Devices #1 Primary 75.30' 15.0" Round Culvert L= 10.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 75.30' / 75.10' S= 0.0200 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.23 sf Primary OutFlow Max=1.24 cfs @ 12.09 hrs HW=75.86' TW=75.43' (Dynamic Tailwater) L1=Culvert (Barrel Controls 1.24 cfs @ 3.44 fps) 31968.00 POST-D EVE LO P M E N T_rev01 Type /// 24-hr 100-YEAR Rainfall=8.60" Prepared by TFMoran Inc. Printed 3/22/2021 HydroCAD® 10.00-19 s/n 00866 ©2016 HydroCAD Software Solutions LLC Page 71 Summary for Pond 202D: DMH 2A Inflow Area = 0.423 ac, 57.97% Impervious, Inflow Depth > 5.39" for 100-YEAR event Inflow = 2.40 cfs @ 12.07 hrs, Volume= 0.190 of Outflow = 2.40 cfs @ 12.07 hrs, Volume= 0.190 af, Atten= 0%, Lag= 0.0 min Primary = 2.40 cfs @ 12.07 hrs, Volume= 0.190 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 66.23' @ 13.45 hrs Flood Elev= 66.70' Device Routing Invert Outlet Devices #1 Primary 62.23' 18.0" Round Culvert L= 43.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 62.23' /62.02' S= 0.0049 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.77 sf Primary OutFlow Max=2.31 cfs @ 12.07 hrs HW=63.06' TW=62.15' (Dynamic Tailwater) L1=Culvert (Barrel Controls 2.31 cfs @ 3.33 fps) Summary for Pond 203D: DMH 1A Inflow Area = 0.618 ac, 69.71% Impervious, Inflow Depth > 6.21" for 100-YEAR event Inflow = 4.03 cfs @ 12.07 hrs, Volume= 0.320 of Outflow = 4.03 cfs @ 12.07 hrs, Volume= 0.319 af, Atten= 0%, Lag= 0.0 min Primary = 4.03 cfs @ 12.07 hrs, Volume= 0.319 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 66.23' @ 13.45 hrs Flood Elev= 66.92' Device Routing Invert Outlet Devices #1 Primary 60.25' 24.0" Round Culvert L= 5.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 60.25' /60.25' S= 0.0000 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf Primary OutFlow Max=3.99 cfs @ 12.07 hrs HW=62.14' TW=62.07' (Dynamic Tailwater) L1=Culvert (Inlet Controls 3.99 cfs @ 1.30 fps) Summary for Pond 204P: CB 4 Inflow Area = 0.094 ac, 92.47% Impervious, Inflow Depth > 7.87" for 100-YEAR event Inflow = 0.79 cfs @ 12.07 hrs, Volume= 0.062 of Outflow = 0.79 cfs @ 12.07 hrs, Volume= 0.062 af, Atten= 0%, Lag= 0.0 min Primary = 0.79 cfs @ 12.07 hrs, Volume= 0.062 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 66.23' @ 13.45 hrs 31968.00 POST-D EVE LO P M E N T_rev01 Type /// 24-hr 100-YEAR Rainfall=8.60" Prepared by TFMoran Inc. Printed 3/22/2021 HydroCAD® 10.00-19 s/n 00866 ©2016 HydroCAD Software Solutions LLC Page 72 Device Routing Invert Outlet Devices #1 Primary 60.55' 24.0" Round Culvert L= 2.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 60.55' /60.55' S= 0.0000 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf Primary OutFlow Max=0.79 cfs @ 12.07 hrs HW=62.06' TW=62.05' (Dynamic Tailwater) L1=Culvert (Outlet Controls 0.79 cfs @ 0.43 fps) Summary for Pond 208P: CB 3 Inflow Area = 0.172 ac, 9.13% Impervious, Inflow Depth > 1.95" for 100-YEAR event Inflow = 0.34 cfs @ 12.09 hrs, Volume= 0.028 of Outflow = 0.34 cfs @ 12.09 hrs, Volume= 0.028 af, Atten= 0%, Lag= 0.0 min Primary = 0.34 cfs @ 12.09 hrs, Volume= 0.028 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 66.23' @ 13.50 hrs Flood Elev= 67.80' Device Routing Invert Outlet Devices #1 Primary 63.55' 15.0" Round Culvert L= 43.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 63.55' /63.08' S= 0.0109 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.23 sf Primary OutFlow Max=0.34 cfs @ 12.09 hrs HW=63.82' TW=63.06' (Dynamic Tailwater) L1=Culvert (Barrel Controls 0.34 cfs @ 2.64 fps) Summary for Pond 209P: DMH 1 Inflow Area = 0.098 ac,100.00% Impervious, Inflow Depth > 8.36" for 100-YEAR event Inflow = 0.83 cfs @ 12.07 hrs, Volume= 0.068 of Outflow = 0.83 cfs @ 12.07 hrs, Volume= 0.068 af, Atten= 0%, Lag= 0.0 min Primary = 0.83 cfs @ 12.07 hrs, Volume= 0.068 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 76.22' @ 12.08 hrs Flood Elev= 79.74' Device Routing Invert Outlet Devices #1 Primary 75.50' 15.0" Round Culvert L= 26.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 75.50' / 75.24' S= 0.0100 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.23 sf Primary OutFlow Max=0.80 cfs @ 12.07 hrs HW=76.20' TW=76.10' (Dynamic Tailwater) L1=Culvert (Outlet Controls 0.80 cfs @ 1.65 fps) 31968.00 POST-D EVE LO P M E N T_rev01 Type /// 24-hr 100-YEAR Rainfall=8.60" Prepared by TFMoran Inc. Printed 3/22/2021 HydroCAD® 10.00-19 s/n 00866 ©2016 HydroCAD Software Solutions LLC Page 73 Summary for Pond 212D: DMH 6A Inflow Area = 1.033 ac, 49.74% Impervious, Inflow Depth > 4.80" for 100-YEAR event Inflow = 5.21 cfs @ 12.08 hrs, Volume= 0.413 of Outflow = 5.21 cfs @ 12.08 hrs, Volume= 0.413 af, Atten= 0%, Lag= 0.0 min Primary = 5.21 cfs @ 12.08 hrs, Volume= 0.413 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 75.46' @ 12.08 hrs Flood Elev= 79.35' Device Routing Invert Outlet Devices #1 Primary 74.07' 15.0" Round Culvert L= 73.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 74.07' / 73.34' S= 0.0100 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.23 sf Primary OutFlow Max=5.05 cfs @ 12.08 hrs HW=75.43' TW=74.42' (Dynamic Tailwater) L1=Culvert (Inlet Controls 5.05 cfs @ 4.12 fps) Summary for Pond 213D: DMH 5A Inflow Area = 1.174 ac, 45.94% Impervious, Inflow Depth > 4.54" for 100-YEAR event Inflow = 5.62 cfs @ 12.08 hrs, Volume= 0.444 of Outflow = 5.62 cfs @ 12.08 hrs, Volume= 0.444 af, Atten= 0%, Lag= 0.0 min Primary = 5.62 cfs @ 12.08 hrs, Volume= 0.444 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 74.44' @ 12.08 hrs Flood Elev= 79.74' Device Routing Invert Outlet Devices #1 Primary 73.26' 24.0" Round Culvert L= 95.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 73.26' / 72.79' S= 0.0049 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf Primary OutFlow Max=5.44 cfs @ 12.08 hrs HW=74.42' TW=68.45' (Dynamic Tailwater) L1=Culvert (Barrel Controls 5.44 cfs @ 4.15 fps) Summary for Pond 214P: CB 2 Inflow Area = 0.251 ac, 91.54% Impervious, Inflow Depth > 7.77" for 100-YEAR event Inflow = 2.07 cfs @ 12.07 hrs, Volume= 0.162 of Outflow = 2.07 cfs @ 12.07 hrs, Volume= 0.162 af, Atten= 0%, Lag= 0.0 min Primary = 2.07 cfs @ 12.07 hrs, Volume= 0.162 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 66.23' @ 13.50 hrs Flood Elev= 66.70' 31968.00 POST-D EVE LO P M E N T_rev01 Type /// 24-hr 100-YEAR Rainfall=8.60" Prepared by TFMoran Inc. Printed 3/22/2021 HydroCAD® 10.00-19 s/n 00866 ©2016 HydroCAD Software Solutions LLC Page 74 Device Routing Invert Outlet Devices #1 Primary 62.50' 15.0" Round Culvert L= 10.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 62.50' /62.30' S= 0.0200 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.23 sf Primary OutFlow Max=1.99 cfs @ 12.07 hrs HW=63.34' TW=63.06' (Dynamic Tailwater) L1=Culvert (Outlet Controls 1.99 cfs @ 3.22 fps) Summary for Pond 215P: CB1 Inflow Area = 0.195 ac, 95.18% Impervious, Inflow Depth > 8.01" for 100-YEAR event Inflow = 1.63 cfs @ 12.07 hrs, Volume= 0.130 of Outflow = 1.63 cfs @ 12.07 hrs, Volume= 0.130 af, Atten= 0%, Lag= 0.0 min Primary = 1.63 cfs @ 12.07 hrs, Volume= 0.130 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 66.23' @ 13.45 hrs Flood Elev= 66.70' Device Routing Invert Outlet Devices #1 Primary 62.90' 15.0" Round Culvert L= 10.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 62.90' /62.70' S= 0.0200 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.23 sf Primary OutFlow Max=1.57 cfs @ 12.07 hrs HW=63.54' TW=62.12' (Dynamic Tailwater) L1=Culvert (Barrel Controls 1.57 cfs @ 3.60 fps) Summary for Pond 216D: DMH 7A Inflow Area = 0.618 ac, 47.67% Impervious, Inflow Depth > 4.69" for 100-YEAR event Inflow = 2.98 cfs @ 12.08 hrs, Volume= 0.241 of Outflow = 2.98 cfs @ 12.08 hrs, Volume= 0.241 af, Atten= 0%, Lag= 0.0 min Primary = 2.98 cfs @ 12.08 hrs, Volume= 0.241 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 76.14' @ 12.08 hrs Flood Elev= 79.35' Device Routing Invert Outlet Devices #1 Primary 75.10' 15.0" Round Culvert L= 83.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 75.10' / 74.27' S= 0.0100 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.23 sf Primary OutFlow Max=2.89 cfs @ 12.08 hrs HW=76.11' TW=75.43' (Dynamic Tailwater) L1=Culvert (Outlet Controls 2.89 cfs @ 3.72 fps) 31968.00 POST-D EVE LO P M E N T_rev01 Type/1/ 24-hr 100-YEAR Rainfall=8.60" Prepared by TFMoran Inc. Printed 3/22/2021 HydroCAD® 10.00-19 s/n 00866 ©2016 HydroCAD Software Solutions LLC Page 75 Summary for Link A: BEECHWOOD DRIVE Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Summary for Link B: OSGOOD STREET Inflow Area = 1.453 ac, 0.00% Impervious, Inflow Depth > 2.43" for 100-YEAR event Inflow = 0.87 cfs @ 13.50 hrs, Volume= 0.294 of Primary = 0.87 cfs @ 13.50 hrs, Volume= 0.294 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Self-storage Facility North Andover, MA 1/20/2021 Revised 3/17/21 Water Quality Volume Calculation Provided A(Imp) D(wq) V(wq) Volume (acres) (inches) (cf) (CF) 1.1 1 3993 17946.72 Provided Water Quality Volume Static Storage Static Filtration Volume (acre Storage Area ft) Volu (cf) 1 0.165 7187.4 2 0.247 10759.32 TOTAL 1 0.4121 17946.72 31968.00 POST-D EVE LO P M E N T_rev01 Type /// 24-hr 25-YEAR Rainfall=6.00" Prepared by TFMoran Inc. Printed 3/17/2021 HydroCAD® 10.00-19 s/n 00866 ©2016 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 1 P: StormTech #1 Elevation Surface Storage Elevation Surface Storage (feet) (acres) (acre-feet) (feet) (acres) (acre-feet) 59.00 0.000 0.000 64.30 0.064 0.198 59.10 0.000 0.000 64.40 0.064 0.201 59.20 0.000 0.000 64.50 0.064 0.203 59.30 0.000 0.000 64.60 0.064 0.206 59.40 0.000 0.000 64.70 0.064 0.208 59.50 0.064 0.000 64.80 0.064 0.211 59.60 0.064 0.003 64.90 0.064 0.214 59.70 0.064 0.005 65.00 0.064 0.216 59.80 0.064 0.008 65.10 0.064 0.216 59.90 0.064 0.010 65.20 0.064 0.216 60.00 0.064 0.013 65.30 0.064 0.216 60.10 0.064 0.015 65.40 0.064 0.216 60.20 0.064 0.018 65.50 0.064 0.216 60.30 0.064 0.022 65.60 0.064 0.216 60.40 0.064 0.027 65.70 0.064 0.216 60.50 0.064 0.033 65.80 0.064 0.216 60.60 0.064 0.038 65.90 0.064 0.216 60.70 0.064 0.043 66.00 0.064 0.216 60.80 0.064 0.049 66.10 0.064 0.216 60.90 0.064 0.054 66.20 0.064 0.216 61.00 0.064 0.059 66.30 0.064 0.216 61.10 0.064 0.065 66.40 0.064 0.216 61.20 0.064 0.070 66.50 0.064 0.216 61.30 0.064 0.075 66.60 0.064 0.216 61.40 0.064 0.080 66.70 0.064 0.216 61.50 0.064 0.085 66.80 0.064 0.216 61.60 0.064 0.091 66.90 0.064 0.216 61.70 0.064 0.096 67.00 0.064 0.216 61.80 0.064 0.101 67.10 0.064 0.216 61.90 0.064 0.106 67.20 0.064 0.216 62.00 0.064 0.110 67.30 0.064 0.216 62.10 0.064 0.115 67.40 0.064 0.216 62.20 0.064 0.120 67.50 0.064 0.216 62.30 0.064 0.125 67.60 0.064 0.216 62.40 0.064 0.130 67.70 0.064 0.216 62.50 0.064 0.134 67.80 0.064 0.216 62.60 0.064 0.139 67.90 0.064 0.216 62.70 0.064 0.143 68.00 0.064 0.216 62.80 0.064 0.148 68.10 0.064 0.216 62.90 0.064 0.152 68.20 0.064 0.216 63.00 0.064 0.156 68.30 0.064 0.216 63.10 0.064 0.161 68.40 0.064 0.216 63.20 0.064 0.165 68.50 0.064 0.216 6 8.6 0 0.064 0.216 63.40 0.064 0.172 68.70 0.064 0.216 63.50 0.064 0.176 68.80 0.064 0.216 63.60 0.064 0.179 68.90 0.064 0.216 63.70 0.064 0.182 69.00 0.064 0.216 63.80 0.064 0.185 63.90 0.064 0.188 64.00 0.064 0.190 64.10 0.064 0.193 64.20 0.064 0.196 31968.00 POST-D EVE LO P M E N T_rev01 Type /// 24-hr 25-YEAR Rainfall=6.00" Prepared by TFMoran Inc. Printed 3/17/2021 HydroCAD® 10.00-19 s/n 00866 ©2016 HydroCAD Software Solutions LLC Summary for Pond 1P: StormTech #1 [80] Warning: Exceeded Pond 3D by 0.14' @ 23.45 hrs (5.59 cfs 1.787 af) Inflow Area = 1.174 ac, 45.94% Impervious, Inflow Depth > 2.65" for 25-YEAR event Inflow = 3.12 cfs @ 12.08 hrs, Volume= 0.259 of Outflow = 0.08 cfs @ 9.20 hrs, Volume= 0.115 af, Atten= 98%, Lag= 0.0 min Discarded = 0.08 cfs @ 9.20 hrs, Volume= 0.115 of Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Tertiary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 62.96' @ 17.91 hrs Surf.Area= 0.064 ac Storage= 0.155 of Plug-Flow detention time= 247.2 min calculated for 0.115 of(44% of inflow) Center-of-Mass det. time= 97.8 min ( 891.0 - 793.2 ) Volume Invert Avail.Storage Storage Description #1 A 59.50' 0.091 of 44.25'W x 63.06'L x 5.50'H Field A 0.352 of Overall - 0.125 of Embedded = 0.227 of x 40.0% Voids #2A 60.25' 0.125 of ADS_StormTech MC-3500 d +Cap x 48 Inside #1 Effective Size= 70.4"W x 45.0"H => 15.33 sf x 7.17'L = 110.0 cf Overall Size= 77.0"W x 45.0"H x 7.50'L with 0.33' Overlap 6 Rows of 8 Chambers Cap Storage= +14.9 cf x 2 x 6 rows = 178.8 cf #3 59.00' 0.000 of 4.00'D x 10.00'H Vertical Cone/Cylinder-Impervious 0.003 of Overall x 0.0% Voids 0.216 of Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 59.50' 1.200 in/hr Exfiltration over Surface area #2 Secondary 63.20' Custom Weir/Orifice, Cv= 2.62 (C= 3.28) Head (feet) 0.00 1.70 Width (feet) 0.02 0.02 #3 Tertiary 66.10' 20.0" x 20.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Discarded OutFlow Max=0.08 cfs @ 9.20 hrs HW=59.50' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.08 cfs) econdary OutFlow Max=0.00 cfs @ 0.00 hrs HW=59.20' TW=0.00' (Dynamic Tailwater) 2=Custom Weir/Orifice ( Controls 0.00 cfs) Tertiary OutFlow Max=0.00 cfs @ 0.00 hrs HW=59.20' TW=0.00' (Dynamic Tailwater) L3=Orifice/Grate ( Controls 0.00 cfs) 31968.00 POST-D EVE LO P M E N T_rev01 Type /// 24-hr 25-YEAR Rainfall=6.00" Prepared by TFMoran Inc. Printed 3/17/2021 HydroCAD® 10.00-19 s/n 00866 ©2016 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 2P: StormTech #2_test Elevation Surface Storage Elevation Surface Storage (feet) (acres) (acre-feet) (feet) (acres) (acre-feet) 59.00 0.000 0.000 64.30 0.080 0.247 59.10 0.000 0.000 iiiu�u�u�u�u�u���j � 59.20 0.000 0.000 64.50 0.080 0.253 59.30 0.000 0.000 64.60 0.080 0.257 59.40 0.000 0.000 64.70 0.080 0.260 59.50 0.080 0.000 64.80 0.080 0.263 59.60 0.080 0.003 64.90 0.080 0.266 59.70 0.080 0.006 65.00 0.080 0.269 59.80 0.080 0.010 65.10 0.080 0.269 59.90 0.080 0.013 65.20 0.080 0.269 60.00 0.080 0.016 65.30 0.080 0.269 60.10 0.080 0.019 65.40 0.080 0.269 60.20 0.080 0.022 65.50 0.080 0.269 60.30 0.080 0.027 65.60 0.080 0.269 60.40 0.080 0.034 65.70 0.080 0.269 60.50 0.080 0.041 65.80 0.080 0.269 60.60 0.080 0.048 65.90 0.080 0.269 60.70 0.080 0.054 66.00 0.080 0.269 60.80 0.080 0.061 66.10 0.080 0.269 60.90 0.080 0.068 66.20 0.080 0.269 61.00 0.080 0.074 66.30 0.080 0.269 61.10 0.080 0.081 66.40 0.080 0.269 61.20 0.080 0.087 66.50 0.080 0.269 61.30 0.080 0.094 66.60 0.080 0.269 61.40 0.080 0.100 66.70 0.080 0.269 61.50 0.080 0.106 66.80 0.080 0.269 61.60 0.080 0.113 66.90 0.080 0.269 61.70 0.080 0.119 67.00 0.080 0.269 61.80 0.080 0.125 67.10 0.080 0.269 61.90 0.080 0.132 67.20 0.080 0.269 62.00 0.080 0.138 67.30 0.080 0.269 62.10 0.080 0.144 67.40 0.080 0.269 62.20 0.080 0.150 67.50 0.080 0.269 62.30 0.080 0.156 67.60 0.080 0.269 62.40 0.080 0.162 67.70 0.080 0.269 62.50 0.080 0.167 67.80 0.080 0.269 62.60 0.080 0.173 67.90 0.080 0.269 62.70 0.080 0.179 68.00 0.080 0.269 62.80 0.080 0.184 68.10 0.080 0.269 62.90 0.080 0.190 68.20 0.080 0.269 63.00 0.080 0.195 68.30 0.080 0.269 63.10 0.080 0.200 68.40 0.080 0.269 63.20 0.080 0.205 68.50 0.080 0.269 63.30 0.080 0.210 68.60 0.080 0.269 63.40 0.080 0.215 68.70 0.080 0.269 63.50 0.080 0.219 68.80 0.080 0.269 63.60 0.080 0.223 68.90 0.080 0.269 63.70 0.080 0.227 69.00 0.080 0.269 63.80 0.080 0.231 63.90 0.080 0.234 64.00 0.080 0.237 64.10 0.080 0.241 64.20 0.080 0.244 31968.00 POST-D EVE LO P M E N T_rev01 Type /// 24-hr 25-YEAR Rainfall=6.00" Prepared by TFMoran Inc. Printed 3/17/2021 HydroCAD® 10.00-19 s/n 00866 ©2016 HydroCAD Software Solutions LLC Summary for Pond 2P: StormTech #2_test [80] Warning: Exceeded Pond 203D by 2.50' @ 17.70 hrs (15.56 cfs 1.276 af) [80] Warning: Exceeded Pond 204P by 2.09' @ 14.50 hrs (12.42 cfs 1.467 af) Inflow Area = 0.827 ac, 76.52% Impervious, Inflow Depth > 4.41" for 25-YEAR event Inflow = 3.82 cfs @ 12.07 hrs, Volume= 0.304 of Outflow = 0.10 cfs @ 8.55 hrs, Volume= 0.146 af, Atten= 97%, Lag= 0.0 min Discarded = 0.10 cfs @ 8.55 hrs, Volume= 0.146 of Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Tertiary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 62.76' @ 16.73 hrs Surf.Area= 0.080 ac Storage= 0.182 of Plug-Flow detention time= 251.6 min calculated for 0.145 of(48% of inflow) Center-of-Mass det. time= 122.0 min ( 886.4 - 764.4 ) Volume Invert Avail.Storage Storage Description #1 A 59.50' 0.114 of 44.75'W x 77.90'L x 5.50'H Field A 0.440 of Overall - 0.156 of Embedded = 0.285 of x 40.0% Voids #2A 60.25' 0.156 of ADS_StormTech MC-3500 d +Cap x 60 Inside #1 Effective Size= 70.4"W x 45.0"H => 15.33 sf x 7.17'L = 110.0 cf Overall Size= 77.0"W x 45.0"H x 7.50'L with 0.33' Overlap 6 Rows of 10 Chambers Cap Storage= +14.9 cf x 2 x 6 rows = 178.8 cf #3 59.00' 0.000 of 4.00'D x 10.00'H Vertical Cone/Cylinder-Impervious 0.003 of Overall x 0.0% Voids 0.269 of Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 59.50' 1.200 in/hr Exfiltration over Surface area #2 Secondary 64.30' Custom Weir/Orifice, Cv= 2.62 (C= 3.28) Head (feet) 0.00 0.70 1.00 1.00 1.60 Width (feet) 0.02 0.02 0.02 0.06 0.06 #3 Tertiary 66.20' 12.0" x 12.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Discarded OutFlow Max=0.10 cfs @ 8.55 hrs HW=59.50' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.10 cfs) econdary OutFlow Max=0.00 cfs @ 0.00 hrs HW=59.20' TW=0.00' (Dynamic Tailwater) 2=Custom Weir/Orifice ( Controls 0.00 cfs) Tertiary OutFlow Max=0.00 cfs @ 0.00 hrs HW=59.20' TW=0.00' (Dynamic Tailwater) L3=Orifice/Grate ( Controls 0.00 cfs) V INSTRUCTIONS: Version 1,Automated:Mar.4, 2008 1. In BMP Column, click on Blue Cell to Activate Drop Down Menu 2. Select BMP from Drop Down Menu 3. After BMP is selected, TSS Removal and other Columns are automatically completed. Location: lInfiltration Area 1 B C D E F TSS Removal Starting TSS Amount Remaining BMP Rate' Load* Removed (C*D) Load (D-E 4� Street Sweeping -5% 0.05 1.00 0.05 0.95 s L Deep Sump and Hooded Catch Basin 0.25 0.95 0.24 0.71 E : 4� a Subsurface Infiltration Structure 0.80 0.71 0.57 0.14 FM 0.00 0.14 0.00 0.14 0 V 0.00 0.14 0.00 0.14 Separate Form Needs to be Completed for Each Total TSS Removal = 86% Outlet or BMP Train Project: Self-storage-Norwood Realty Prepared By: PWH *Equals remaining load from previous BMP (E) Date: 12/xx/2020 which enters the BMP Non-automated TSS Calculation Sheet must be used if Proprietary BMP Proposed 1. From MassDEP Stormwater Handbook Vol. 1 Mass.Dept.of Environmental Protection V INSTRUCTIONS: Version 1,Automated:Mar.4, 2008 1. In BMP Column, click on Blue Cell to Activate Drop Down Menu 2. Select BMP from Drop Down Menu 3. After BMP is selected, TSS Removal and other Columns are automatically completed. Location: lInfiltration Area 2 B C D E F TSS Removal Starting TSS Amount Remaining BMP Rate' Load* Removed (C*D) Load (D-E 4� Street Sweeping -5% 0.05 1.00 0.05 0.95 s L Deep Sump and Hooded Catch Basin 0.25 0.95 0.24 0.71 E : 4� a Subsurface Infiltration Structure 0.80 0.71 0.57 0.14 FM 0.00 0.14 0.00 0.14 0 V 0.00 0.14 0.00 0.14 Separate Form Needs to be Completed for Each Total TSS Removal = 86% Outlet or BMP Train Project: Self-storage-Norwood Realty Prepared By: PWH *Equals remaining load from previous BMP (E) Date: 12/xx/2020 which enters the BMP Non-automated TSS Calculation Sheet must be used if Proprietary BMP Proposed 1. From MassDEP Stormwater Handbook Vol. 1 Mass.Dept.of Environmental Protection TSS Removal Efficiencies for Best Management Practices From MassDEP Stormwater Handbook Vol.1 Best Management Practice(BMP) I TSS Removal Efficiency Non-Structural Pretreatment BMPs Street Sweeping 0-10%,See Volume 2,Chapter 1. Structural Pretreatment BMPs Deep Sump Catch Basins 25%only if used for pretreatment and only if off-line Oil Grit Separator 25%only if used for pretreatment and only if off-line Proprietary Separators Varies—see Volume 2,Chapter 4. Sediment Forebays 25%if used for pretreatment Vegetated filter strips 10%if at least 25 feet wide,45%if at least 50 feet wide Treatment BMPs Bioretention Areas including rain 90%provided it is combined with adequate pretreatment gardens Constructed Stormwater Wetlands 80%provided it is combined with a sediment forebay Extended Dry Detention Basins 50%provided it is combined with a sediment forebay Gravel Wetlands 80%provided it is combined with a sediment forebay Proprietary Media Filters Varies—see Volume 2,Chapter 4 Sand/Organic Filters 80%provided it is combined with sediment forebay Treebox filter 80%provided it is combined with adequate pretreatment Wet Basins 80%provided it is combined with sediment forebay Conveyance Drainage Channels For conveyance only.No TSS Removal credit. Grass Channels(formerly biofilter 50%if combined with sediment forebay or equivalent swales Water Quality Swale— 70%provided it is combined with sediment forebay or wet&dry equivalent Infiltration BMPs Dry Wells 80%for runoff from non-metal roofs;may also be used for runoff from metal roofs but only if metal roof is not located within a Zone II,or IWPA or at an industrial site Infiltration Basins&Infiltration Trenches 80%provided it is combined with adequate pretreatment (sediment forebay or vegetated filter strip,grass channel,water quality swale)prior to infiltration Leaching Catch Basins 80%provided a deep sump catch basin is used for pretreatment Subsurface Structure 80%provided they are combined with one or more pretreatment BMPs prior to infiltration. Other BMPs Dry Detention Basins For peak rate attenuation only.No TSS Removal credit. Green Roofs See Volume 2.Chapter 2. May reduce required water quality volume.No TSS Removal Credit. Porous Pavement 80%if designed to prevent runon and with adequate storage capacity. Limited to uses identified in Volume 2, Chapter 2. Rain Barrels and Cisterns May reduce required water quality volume.No TSS Removal Credit. F P CALCULATIONS e-Controlled Self-Storage wood DriveAndover, MA 1/4/21 r v : / 1/ J N: 31968.00 OUTLET Do (ft.) Q25 (cfs) Tw (ft.) LENGTH (ft.) WIDTH up (ft.) WIDTH do (ft.) d50 (in.)* FOUND DRAIN 0.50 0.1 0.0 4.3 1.5 3.2 #DIV/0! HW-2 1.25 0.0 0.0 8.8 3.8 7.3 #DIV/0! *Note:6"min. Notes: 1 Use N H DOT Class C Stone 2 Depth of Stone to be 12" min. or 1.5 times d50-which ever is larger 3 Design storm: 25-year storm Calculations 1. 'When Tw<0.5Do at pipe outlet: Where: La = 1.8Q/Do^3/2 +7Do Tw is the tailwater depth at the outlet of the pipe or channel Wup = 3Do Do is the diameter of the pipe or the width of channel Wdn = 3Do+ La Q is the discharge from the pipe of channel d50= (0.02Q^4/3)/(TwDo) La is the length of apron Wup is the upstream width of apron Wdn is the downstream width of apron 2. When Tw> or= 0.5Do at pipe outlet: d50 is the median stone diameter La = 3Q/Do^3/2 + 7Do Wup= 3Do Wdn = 3Do+0.4La d50= (0.02Q^4/3)/(TwDo) TEST PIT REPORT for Proposed Storage Facility Albacado Limited 0 Beechwood Drive North Andover, MA PREPARED FOR Norwood Realty 31962.00 PREPARED BY TFMoran, Inc. 48 Constitution Drive Bedford, N H 03110 December 5, 2020 ����� �� IIIII ��w ��� ��w IIII���� � IIIII���� IIIII liiiiI��� iii IIII ��iiii��ll� iiii ��� IIIII iiii ������ �IIIII IIIII o iira iiii�„W i i IIppi� � I � i i „uli.11 81 C o ii w ��iu :� �� 11,11) N III piiii 3 I l 21212,u a I.II,h)III:...,ri I m 1 C'III IlI''Lap 3,,I L,ot 0 m Test Pit #1 12/5/2020 0-8" 10YR 2/2 Very Dark Brown, Loamy Sand Granular, Friable, Fine Roots 8-24" 10YR 5/4 Yellowish Brown, Loamy Sand, Granular Friable, medium-Fine Roots, 24-38" 2.5Y 6/4 Light Yellowish Brown, Loamy Sand Granular, Friable 38-60" 2.5Y 6/3 Light Yellowish Brown, Med. Sand, Single Grain. Loose 60-80" 2.5Y 7/3 Pale Yellow, Loamy Fine Sand, Weak Angular, Blocky, Friable with inclusions of gravelly sand single grain, loose. 80-100" 2.5Y 6/2 Light Brownish Gray, Loamy Sand, Single Grain, Loose Redox Concentrations:7.5YR 5/8, Common, bands ESHWT: Obs @ 80" Seeps: None observed at 100" Roots: obs to 56" No Refusal @ 100" Test Pit #2 12/5/2020 0-4" 10YR 2/2 Very Dark Brown, Sandy Loam, Granular, Friable, Fine Roots 4-21" 2.5Y 5/6 Light Olive Brown, Loamy Sand, Granular, Friable, 5% gravels, Med. Roots 21-36" 2.5Y 5/4Light Olive Brown, Loamy Sand Granular, Friable Med Roots 36-52" 2.5Y 6/2 Light Brownish Gray, Fine Sand, Weak Angular Block, Friable ESHWT: None Obs @ 108" Seeps: None observed at 72" Roots: obs to 64" No Refusal @ 108" lI''La `I, 5C cd . Test Pit #3 12/05/2020 0-7" 10YR 2/2 Very Dark Brown, Loamy Sand, Granular, Friable, Fine Roots. 7-30" 10YR 5/6 Yellowish Brown, Loamy Sand, Granular, Friable Fine Roots 30-40" 2.5Y 6/4 Light Yellowish Brown Loamy Sand, Granular, Friable to weak subangular, Blocky. 40-56" 2.5Y 6/2 Light Yellowish Gray, Loamy Fine Sand, Weak Subangular, Blocky, Friable @54" Redox Depletions 2.5Y 7/2 Concentrations 10YR 5/8 56-96" 2.5Y 7/2 Light Gray, Medium sand, gravelly, Single Grain, loose. ESHWT: Obs @ 54" Seeps: None observed at 96" Roots: obs to 48" No Refusal @ 96 Test Pit #4 12/05/2020 0-6" 10YR 2/2 Very Dark Brown, Loamy Sand, Granular, Friable, Coarse Roots. 6-30" 10YR 5/4 Yellowish Brown, Loamy Sand, Granular, Friable Fine Roots Redox Concentrations 2.5Y 5/6 @14 15 30-48" 2.5Y 6/2 Light Brownish Gray, Coarse Gravelly sand, Single Grain, loose 48-84" 2.5Y 7/3 Pale Yellow, Coarse Sand, Single Grain, Loose w/inclusions of fine sand 84-108" 2.5Y 7/2 Light Gray, Medium Sand, Single Grain, Loose, ESHWT: Obs @ 48" Redox Concentrations 10YR 5/8 Seeps: None observed at 108" Roots: obs to 48" No Refusal @ 108" Y am. m„y��;,f` � `��;,�;i V !�y'"e p s S r��I�'„'v� , Ir s r Lar dscape '111 MEMO uf "I,"INS ni uy 1tloi, v C fl u Ir„rl iI IV t Amoozemeter Field Data Sheet DATE: December 5,2020 Project: 31691 Albacado North Andover,MA LOCATION:0 Beechwood Drive,North Andover,MA AIR TEMPERATURE: 30OF Map 34/50 TEST BY: Chris Danforth SOIL MAP UNIT:Windsor Loamy Sand,8/15%slopes(255C) NOTES: HORIZON: B-Stratified sands Test conducted at 30"below existing grade DISTURBED SITE: Forested site SOIL LOG RECORDED:Test Pit#1 SETUP CALCULATIONS Sample Round 1 Sample Round 2 Sample Round 3 D- Bottom of Hole to Ref line 40cm 39 39 H-DEPTH OF H2O IN HOLE 21cm 15cm 15cm Coefficient A 0.000699 0.001163 0.001163 Amoozemeter Data Calculation Sheet Albacado Limited 31961.00 30F 12/5/2020 TP#1 @ 30" BELOW GRADE Ksat Ksat Drop in Water Time Min./hr. Outflow C.F. Outflow Q (cm/hr) (in/hr) Sample Set 1 Coefficient A=0.000699 1.80 1 0.016667 105 11340 7.92666 3.12073 1.40 1 0.016667 105 8820 6.16518 2.42724 1.40 1 0.016667 105 8820 6.16518 2.42724 1.10 1 0.016667 105 6930 4.84407 1.90711 1.30 1 0.016667 105 8190 5.72481 2.25386 1.10 1 0.016667 105 6930 4.84407 1.90711 Ave rage 5.944995 2.3405492 Stand Dev 1.139869 0.44201874 Sample Set 2 Coefficient A= 0.001163 3.00 1 0.016667 105 18900 21.98070 8.6538189 1.00 1 0.016667 105 6300 7.32690 2.8846063 0.50 1 0.016667 105 3150 3.66345 1.44230315 1.00 1 0.016667 105 6300 7.32690 2.8846063 1.00 1 0.016667 105 6300 7.32690 2.8846063 1.00 1 0.016667 105 6300 7.32690 2.8846063 Ave rage 9.15863 3.60575787 Stand Dev 6.45017 2.53943674 Sample Set 3 Coefficient A=0.001163 1.20 1 0.016667 105 7560 8.79228 3.46152756 2.50 1 0.016667 105 15750 18.31725 7.21151575 2.00 1 0.016667 105 12600 14.65380 5.7692126 2.00 1 0.016667 105 12600 14.65380 5.7692126 1.90 1 0.016667 105 11970 13.92111 5.48075197 2.00 1 0.016667 105 12600 14.65380 5.7692126 Ave rage 14.16534 5.57690551 Stand Dev 3.062142 1.20556759 p you, HAV£RHKL Q BOXFORD NIF LOT 3 ALBACADO BEECHWOOD LIMITED MAP 34, LOT 6 40 0 40 80 FT LANE SCALE. 1"=40' FORMER TECHN LOCENT'�i� BEECH WOOD N� SIT£ W LOCUS NIF a MICROWAVE ENGINEERING CORP. c MAP 34, LOT 42 a Viol-,�p,U a; � w LOCUS MAP SCALE. 1"= 1000'-* �' \ 12 V RCP [)RIVE v Q SEECHWO Is Rcp_ ` - ZONING DISTRICT:CDD 3 100-YEAR G v MIN.LOT AREA=108,500 S.F. FLOELEVATION �c� s�RpNiTE CURBING 35238, 1 EASEVErIr MIN.FRONTAGE=250 FT. (58.7) rn °SLOPED �' // MIN.FRONT YARD=15 FT. �- _ '47 MIN.SIDE YARD=20 FT. N7s 22 =- 92.86� �' �� MIN.REAR YARD=30 FT. a. 1$"ROP AINAGE 2. "E''� ��` LOT 2A MAX.HEIGHT=45 FT. )JR N78 2 r / MAX.FLOOR AREA RATIO=0.75:1 \A NIF MAX.LOT COVERAGE=70% 7— Op ` ' A BACA D MIN.OPEN SPACE-30% L DO LIMITED �, O'00'b0�" 58 - N PARTNERSHIP R,`=30.00'' \ 0 I.,, SEPTIG ` ! L=47.12' y6 \'l RESERVE SYSliM i �, '�Q �� of MAP 34, LOT 51 \ AREA AREA G Q I DRAINAGE IPROPGSED t!1 EASEMENT 1 \ 2-STOkY 150'X 100' �o BUILDING <, .14---`4�--=,�--_.� \ \(30,000 S.F.TOTA (p 011 zv ,00, \ FLOOR AREA) t!1 v'ta ff �"♦ Z+ w` I „ ` oa Nc>p �o PARKING SPACES SHOWN 21 RCP \a+ \ (2.QSPACES PER 1,000 S.F.OF .p w t'tl so NV= 1�51.0 Aso �.�\ r .\•� �\ � �? \� ;. � LOSS FLOOR AREA)wA 'I T7tO- " '' EDGE OF BORDERING, 15 VCP VEGETATED WETLAND s � INV 53.14 \� ?\ STORMWATER \� \ A _ \ \MANAGEMENT \, \ r42"CMP A A ''AREA r LIMIT OF 100-FOOT s� A-7 \ LOT,1 A \ BUFFER ZONE v, -8 `ra \\°o so\ _ \ AREA= 124,684 S.F. A 2 ,N A-4 A-6 A .a "oa t (2.86 ACRES) \ HEADWALL - `_ C fL too,— HEADWALL _ low INV 12"RCP=53.42 i� e T \ INTERMITTENT \\ - -"ter+ \ " 1 A-1CMP=50.56 0INV 42 w oc toe �, •J_. 54/54-� L\�\ `� �• do,, `N 307.5 ' so-- CONCEPTUAL SITE PLAN A-r \�\ 4Z7.58 B-4- - 8 FOR % 3s 170.00 6 01 \ NIF `� Jam' 676 OSGOOD STREET TRUST LOT 1A BEECHWOOD DRIVE 2s•— —�s-- MAP 34, LOT 7 IN LIMIT BUILD ZONE OF T NORTH ANDOVER,MASS. LIMIT OF 25-FOOT`-'' — DATE:APRIL 15,2016 NO-DISTURB ZONE APPROXIMATE EDGE APPROXIMATE EDGE OF PROFESSIONAL ENGINEERS$LAND SURVEYORS BORDERING VEGETATBORWRWILVEGETATED WETLAND C H R I ST IA N S E N&S E RG I,INC. 160 SUMMER ST.HAVERHILL,MA 01830 WWW.CSI-ENGR.COM TEL.978-373-0310 FAX.978-372-3960 COPYRIGHT 2016 DWG.NO.93140013 Inspection & Maintenance Manual Stubblebine Company Beechwood Drive N. Andover, MA Table of Contents Responsible Party Stormwater Practices—Schedule of Maintenance Stormwater Practices— Maintenance Guidelines Non-Structural BMPs (Street Sweeping) Treatment Practices Subsurface Treatment System Conveyance Practices Catch Basin Drainage Manhole Inspection & Maintenance Log Inspection Checklist and Inspection & Maintenance Plan Property Owner Signature date Inspection&Maintenance Manual Stubblebine-N.Andover MA Description of Project • A closed catch basin and pipe drainage system is proposed to capture runoff from the project. An underground chamber systems will provide stormwater detention and treatment of stormwater pollutants via infiltration through native soil. • Best Management Practices are proposed to manage the stormwater from the development, propose treatment, and maintain existing flow rates leaving the site. o Underground chamber systems will collect and treat stormwater from the site. Isolator rows will provide pretreatment and stormwater treatment occurs as runoff pollutants bind to particles that will settle beneath the basin as the water infiltrates through the native soil. Biological and chemical processes occurring within the soil continue the breakdown of pollutants. • There is no increase in the peak rate of runoff at the discharge points from the project site. Inspection& Maintenance Manual Stubblebine-N.Andover MA Responsible Party Owner: The Stubblebine Company Address: One Cranberry Hill Lexington MA Stormwater Practices — Schedule of Maintenance The following practices shall be performed once quarterly, and at the end of the foliage and snow removal seasons: • Deep sump catch basins The following practices shall be as a monthly average, particularly at during foliage and snow melt periods: • Street/ parking lot sweeping; The following practices shall be inspected twice annually; once following snow-melt (spring) and once following leaf-drop (fall): • Underground Chamber System (Subsurface Recharge Area); • Drainage Manholes An Inspection Checklist is provided on the following pages which outlines the critical components of the Facility Stormwater Management System. The Inspection Checklist shall be retained onsite for review by municipal officials for record annually. Additionally, each stormwater structure subject to inspection will require photographs of each structure. Inspection& Maintenance Manual Stubblebine-N.Andover MA Stormwater Practices — Maintenance Guidelines Street Sweeping One effective nonstructural source control is street and parking lot sweeping. Many municipalities and some private entities (e.g., commercial shopping areas or office parks)have street sweeping programs. Although intended to provide important nonpoint source pollution control,many street sweeping programs are not effective at capturing the peak sediment loads. The NURP study(EPA, 1983) indicates that sweeping streets once a year using rotary brush sweepers resulted in no TSS removal. A study conducted by the USGS (Smith, 2002) along the Southeast Expressway in Boston indicates that sweeping yielded a net increase in sediment,because the road shoulder was not stabilized and contributed more sediment to the Southeast Expressway than the sweepers could remove. There are many reasons that some street sweeping programs are not effective. o The period immediately following winter snowmelt, when road sand and other accumulated sediment and debris is washed off, is frequently missed by street sweeping programs. o Larger particles of street dirt may prevent smaller particles from being collected. o The entire width of roadway may not be swept. o Sweepers may be driven too quickly to achieve maximum efficiency. o Land surfaces along the paved surfaces may not be entirely stabilized. Other studies have shown that if done properly, street sweeping can be highly effective. Breault 2005 indicates that sweepers can achieve high removal efficiencies. That study assessed total solids removal, and included large particles. Zarriello 2002 verified the effectiveness of high efficiency sweepers. There are three factors in particular that can have a major influence on the effectiveness of a street sweeping program: access,the type of sweeper, and the frequency of sweeping. Effective sweeping requires access to the areas to be swept. Parked cars impede street sweeping. Studies have shown that up to 95% of the solids on a paved surface accumulate within 40 inches of the curb,regardless of land use. It is essential that applicants or those responsible for stormwater maintenance have the ability to impose parking regulations to facilitate proper sweeping,particularly in densely populated or heavily traveled areas, so that sweepers can get as close to curbs as possible. A good street sweeping program requires an efficient sweeper. There are three types of sweepers: Mechanical,Regenerative Air, and Vacuum Filter. Each has a different ability to remove TSS. • Mechanical: Mechanical sweepers use brooms or rotary brushes to scour the pavement. Although most of the sweepers currently in use in Massachusetts are mechanical sweepers, they are not effective at removing TSS (from 0%to 20%removal). Mechanical sweepers are especially ineffective at picking up fine particles ("fines") (less than 100 microns). • Regenerative Air: These sweepers blow air onto the road or parking lot surface, causing fines to rise where they are vacuumed. Regenerative air sweepers may blow fines off the vacuumed portion of the roadway or parking lot,where they contaminate stormwater when it rains. • Vacuum filter: These sweepers remove fines along roads. Two general types of vacuum filter sweepers are available -wet and dry. The dry type uses a broom in combination with the vacuum. The wet type uses water for dust suppression. Research indicates vacuum sweepers are Inspection& Maintenance Manual Stubblebine-N.Andover MA highly effective in removing TSS. The best ones (in terms of pollutant removal efficiencies) typically cost about$240,000 to $310,000. Regardless of the type chosen,the efficiency of street sweeping is increased when sweepers are operated in tandem. The frequency of sweeping is a major factor in determining efficiency. Unlike other stormwater treatment practices that function whenever it rains, street sweeping only picks up street dirt when streets and parking lots are actually swept. TSS removal efficiency is determined based on annual loading rates. If a road were swept only once a year with a sweeper that is 100% efficient, it would remove only a small fraction of the annual TSS load. Street dirt accumulates on roads and parking lots and runs off in response to precipitation. The average interval between precipitation events in Massachusetts is approximately 3 days. Therefore,the hypothetical maximum effectiveness for street dirt removal requires sweeping at least once every 3 days, with a street sweeper with 100% efficiency at removing solids on paved surfaces before they become suspended. Modeling studies by Claytor(1999) in the Pacific Northwest suggest that optimum pollutant removal occurs when surfaces are swept every two weeks. Because street sweeping may be an effective source reduction tool, a credit towards the 80% TSS removal standard may be available.At the discretion of the issuing authority, a street sweeping program is eligible to receive credit towards the 80% TSS removal standard as set forth in the Table SS 1. TSS REMOVAL CREDITS FOR STREET SWEEPING Table SS I TSS High Efficiency Vacuum Regenerative Air Mechanical Sweeper Removal Sweeper—Frequency of Sweeper—Frequency of (Rotary Broom) Rate Sweeping Sweeping 10% Monthly Average, with Every 2 Weeks Average, Weekly Average, with sweeping scheduled with sweeping scheduled sweeping scheduled primarily in spring and primarily in spring and primarily in spring and fall. fall. fall. 5% Quarterly Average,with Quarterly Average,with Monthly Average,with sweeping scheduled sweeping scheduled sweeping scheduled primarily in spring and primarily in spring and primarily in spring and fall. fall. fall. 0% Less than above Less than above Less than above Street sweeping is not recommended as a practice to receive a TSS removal credit for post-construction period runoff, if the road or parking lot shoulders are not stabilized. All TSS Removal Credits shown in Table SS I assume that the sweeping program gives special attention to sweeping paved surfaces in March/April before spring rains wash residual sand from winter applications into streams. If this assumption is not correct, the issuing authority should reduce the TSS removal credit by 50%. Planning Considerations In deciding whether street sweeping is an effective option, consider factors such as whether road and parking lot shoulders are stabilized,the speed at which the sweepers will need to be driven(safety factor such as along a highway),whether access is available to the curb (whether vehicles parked along the curb Inspection& Maintenance Manual Stubblebine-N.Andover MA line will preclude sweeping of the curb line),the type of sweepers, and whether the sweepers will be operated in tandem. Municipalities or private developers that are planning to purchase a new street sweeper should consider vacuum sweepers,because they are most consistently effective. Maintenance Reuse and Disposal of Street Sweepings Once removed from paved surfaces,the sweeping must be handled and disposed of properly. MassDEP's Bureau of Waste Prevention has issued a written policy regarding the reuse and disposal of street sweepings. These sweepings are regulated as a solid waste, and can be used in three ways: • In one of the ways already approved by MassDEP (e.g., daily cover in a landfill, additive to compost, fill in a public way) • If approved under a Beneficial Use Determination • Disposed in a landfill MassDEP provides guidance and standards for handling, reusing, and disposing of street sweepings. (For more information, go to: http://www.mass.,aov/eea/docs/dep/recycle/laws/stsweep.pdf Treatment Practices (Inspected twice a year) Underground Chamber System (Isolator Rows) Maintenance Requirements: • Isolator Rows shall be inspected immediately after completion of the site construction and cleaned out if necessary. The typical inspection schedule after construction for the Isolator Rows is a minimum of twice a year (spring & fall) or after any rainfall event exceeding 2.5 inches in a 24-hour period. • Inspection of the Isolator Row shall involve a visual check using either the inspection ports or the access manholes. • If upon visual inspection of the Isolator Row, it is found that sediment has accumulated to an average depth exceeding 3 inches throughout the length of the Isolator Row, ceanout is required. • Cleanout of the accumulated material in the Isolator Row should be accomplished by vacuum pumping. Cleanout should be performed during dry weather and care should be taken to avoid tearing the fabric in the Isolator Rows. • A site maintenance log will be kept. This log will record the dates when maintenance tasks were completed, the person who completed the task, and any observations of malfunctions in components of the stormwater management system. Call 1-888-892- 2694 to speak with a Technical representative or visit www.stormtech.com. Conveyance Practices (Inspected /cleaned quarterly and at the end of foliage and snowmelt ) Deep Sump Catch Basins Maintenance Requirements: • Sediment should be removed when it approaches half the sump depth. • Clean debris from grate. Inspection& Maintenance Manual Stubblebine-N.Andover MA • If floating hydrocarbons are observed during an inspection, the material should be removed immediately by skimming, absorbent materials, or other method and disposed in conformance with applicable state and federal regulations. Conveyance Practices (Inspected /cleaned twice a year) Drain Manhole Maintenance Requirements: • To be inspection a least twice annually, once following snow-melt and once following leaf-drop and cleaned as indicated by inspection. • Sediment should be removed when it approaches half the sump depth. • If floating hydrocarbons are observed during an inspection, the material should be removed immediately by skimming, absorbent materials, or other method and disposed in conformance with applicable state and federal regulations. Operations & Maintenance Budget Estimate It is recommended that the owner provide an annual maintenance budget of$3000 to cover the cost of street sweeping and cleaning of the stormwater management system. Inspection& Maintenance Manual Stubblebine-N.Andover MA Inspection & Maintenance Log Date Inspector BMPs checked Maintenance Required Inspection& Maintenance Manual Stubblebine-N.Andover MA Inspection Checklist Inspector's Name/Title: Inspector's Contact Information: ❑ 1St Yearly Inspection BMP's to be inspected: ALL p 2na Yearly Inspection BMP's to be inspected: Treatment Practices & Pretreatment Practices BMP* Maintenance Corrective Action Needed and Refer to following Inspection & Required Notes Maintenance Plan for BMP location # BMP Yes/No Comments Inspection&Maintenance Manual Stubblebine-N.Andover MA Deicing Log Location Event Event Event Total Pave Temp Material Amount Applicati Date Operator Began End Type Precip ment Trend Used Used on Rate Temp Inspection 8 Maintenance Manual Stubblebine-N.Andover MA Ill illll llllilll 11 llll llllll llllll lllllllll Actions shall be taken if any invasive species begin to grow in the stormwater management practices in accordance with Massachusetts Dept of Environmental Protection guidelines. An Invasive Species Management Plan (ISMP)will be required If the presence of invasive species is noted, a management plan will be prepared to address the problem and will likely require the use of several techniques. Action will be taken immediately when an invasive species is noted. Delay will only make the problem more difficult to address properly. Monitoring for invasive species will be conducted throughout the construction period as part of the regular construction environmental monitoring and will continue after completion of construction Monitoring and management measures for invasive species will also be part of the regular ongoing operations and management activities for the components of the stormwater management system. Invasive plant species most likely to be a problem in the constructed in stormwater facilities may include Japanese barberry, purple loosestrife, common reed and European buckthorn. Each species will be addressed according to methods most likely to be effective in control of the species. Invasive species are broadly grouped as herbaceous and woody. Each will be address in accordance with the most effective methods. Inspection&Maintenance Manual Stubblebine-N.Andover MA s i NOTES t / 1. ALL WORK SHALL CONFORM TO THE APPLICABLE REGULATIONS AND STANDARDS OF THE TOWN OF NORTH ANDOVER,AND SHALL BE BUILT IN A WORKMANLIKE MANNER IN ACCORDANCE WITH THE PLANS AND SPECIFICATIONS. \ ` 2.IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO FAMILIARIZE HIMSELF WITH THE SITE AND ALL SURROUNDING CONDITIONS. 3.THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING AND DETERMINING THE LOCATION,SIZE AND - ELEVATION OF ALL EXISTING UTILITIES,SHOWN OR NOT SHOWN ON THESE PLANS,PRIOR TO THE START OF ANY CONSTRUCTION.THE ENGINEER SHALL BE NOTIFIED IN WRITING OF ANY UTILITIES FOUND INTERFERING WITH THE PROPOSED BEFORE PROCEEDING WITH THE THE CONTRACTORTION AND APPROPRIATE SHALLBE RESPONSIBLE TO CONEMEDIAL ACTION BE AGREED TO TACTH DIGSAFEEER R , D D/ (811)AT LEAST 72 HOURS BEFORE DIGGING. .._ ��WOOD EE 4.THE CONTRACTOR SHALL CONTACT ALL UTILITY COMPANIES OWNING UTILITIES,EITHER OVERHEAD OR B \; UNDERGROUND,WITHIN THE CONSTRUCTION AREA AND SHALL COORDINATE AS NECESSARY WITH THE UTILITY ' t, / _ \ PROTECTION OR RELOCATION OF UTILITIES IS ULTIMATELY THE '`, COMPANIES OF SAID UTILITIES.THE ,— - \ RESPONSIBILITY OF THE CONTRACTOR. 5.ROAD AND DRAINAGE CONSTRUCTION SHALL CONFORM TO THE TYPICAL SECTIONS AND DETAILS SHOWN ON THE PLANS,AND SHALL MEET LOCAL STANDARDS AND THE REQUIREMENTSOF THE LATEST MASSDOT STANDARD SPECIFICATIONS FOR ROADS AN BRIDGE CONSTRUCTION AND THE MASSDOT STANDARD s o D E STRUCTURE DRAWINGS UNLESS OTHERWISE NOTED. 6. ALL MANHOLES IN PAVEMENT SHALL HAVE RIMS SET TO FINISH GRADE REGARDLESS OF ANY ELEVATIONS OTHERWISE SHOWN. _DMH 7. S BY THE CONTRACTOR AT THE ALL EXCAVATIONS SHALL BE THOROUGHLY SECURED ON A DAILY BAST COMPLETION OF CONSTRUCTION OPERATIONS IN THE IMMEDIATE AREA. J `/ EASEMENT, RL 6�� 8.THE EROSION CONTROL PRACTICES SHOWN ON THESE PLANS ARE ILLUSTRATIVE ONLY AND SHALL BE —Z ORA A E \ �� V SUPPLEMENTED BY THE SITE CONTRACTOR AS NEEDED. — o ,ENO � H 7A 9.COORDINATE WITH MECHANICAL AND PLUMBING PLANS FOR ROOF DRAIN INFORMATION. ---- CB 3 / \� 10.LIMITS OF WORK ARE SHOWN AS APPROXIMATE.THE CONTRACTOR SHALL COORDINATE ALL WORK TO /R(F)0` 7� PROVIDE SMOOTH TRANSITIONS.THIS INCLUDES GRADING,PAVEMENT,CURBING,SIDEWALKS AND ,y \\ - ALIGNMENTS. ,;� •" ` ` - 11.THE CONTRACTOR IS RESPONSIBLE FOR THE MEANS AND METHODS OF CONSTRUCTION AND FOR THE CONDITIONS AT THE SITE.WRITTEN DIMENSIONS HAVE PRECEDENCE OVER SCALED DIMENSIONS.THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND REPORT DISCREPANCIES TO THE ENGINEER. --- -- �? ` RL 5 \�. \\ 12.IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO CHECK THE ACCURACY OF THE TOPOGRAPHY AND REPORT ANY DISCREPANCIES TO THE ENGINEER PRIOR TO ANY EARTHWORK BEING PERFORMED ON THE RL 2 �� SITE.NO CLAIM FOR EXTRA WORK WILL BE CONSIDERED FOR PAYMENT AFTER EARTHWORK HAS COMMENCED. 13.VERIFY TBM ELEVATIONS PRIOR TO CONSTRUCTION. O i O �R/CAPrF> �� \ \\ � �� �\� \ 14.IN THE EVENT OF A CONFLICT BETWEEN PLANS,SPECIFICATIONS,AND DETAILS,THE ENGINEER SHALL BE .M �, DMH - \ _�� NOTIFIED IMMEDIATELY FOR CLARIFICATION. 15.IF CONDITIONS AT THE SITE ARE DIFFERENT THAN SHOWN THE ENGINEER SHALL BE NOTIFIED PRIOR TO ' �FDUNDATION DRAIN t I PROCEEDING WITH THE AFFECTED WORK. \ \ , + p INV.OUT=61.00 16.THESE PLANS WERE PREPARED UNDER THE SUPERVISION OF A LICENSED PROFESSIONAL ENGINEER. MODULAR TFMORAN INC.ASSUMES NO LIABILITY AS A RESULT OF ANY CHANGES OR NON—CONFORMANCE WITH THESE ` X 9 CONCRETE PLANS EXCEPT UPON THE WRITTEN APPROVAL OF THE ENGINEER OF RECORD. RETAINING WALL 2 RL 1 �\ ��, MH BA \ \ _ 17.TFMORAN INC.ASSUMES NO LIABILITY FOR WORK PERFORMED WITHOUT AN ACCEPTABLE PROGRAM OF TESTING AND INSPECTION AS APPROVED BY THE ENGINEER OF RECORD. EASEMENT WE v+ DRAINAGE_ `E B Dk6,1 A i. e , RL O \ s'eD% c \ \ \ STORMTECH SYSTEM#2 y�"' 60 MC-3500 CHAMBERS N y FOUNDATION DRAIN -31 INV.OUT=60.00 --- \ - 1 x O \ \ � \\\ zs \ F \ ItiV I\6r 5. RIoRAP OUTLET \ - ier \ INVCLT 6C55 APRON JYF) ��, \ WEIR EL.64.30 \ c RL 3 DMH 5A / INV.OUT=59.50 \ \ \ \26 L.F.,15"HOPE ` 4. i 1� H' IF l ' rn D � MH /ter • ` \ STORMTECH SYSTEM# - 45 C 3500 CHAMBERS\ =9 SITE 1 • ■ PLANS TAX MAP 34 LOT 50 DMH5, STORMWATER OPERATION&MAINTENACE MAP �. LIMATE-CONTROLLED SELF-STORAGE BEECHWOOD DR.,NORTH ANDOVER,MA ,�i `. � - ��• � \\—— ��� ��� OWNED BY ALBACADO LIMITED PARTNERSHIP PREPARED FOR \ THE STUBBLEBINE COMPANY SCALE.I'm201 FEBRUARY 10,2021 Civil Engineers 48 Constitution Drive Copyright 2021©Thomas F.Moran,Inc. orc saeF ,_; ,_ '' _ �, Structural Engineers Bedford,NH 03110 \' �� Traffic Engineers 48 Constitution Drive,Bedford,N.H.03110 JO�ry Landscape Architects Fax(603)472-9747 Land Surveyors Phone(603)472-4488 All rights reserved.These plans and materials may not be copied, ft'`-'� HORIZONTAL SCALE 1'=20' duplicated,replicated or otherwise reproduced in any form whatsoever ' 20 10 0 20 Scientists www.tfmoran.com without the prior written permission of Thomas F.Moran,Inc. s g o FF DR JSH FB — This plan is not effective unless signed by a duly authorized officer of L 31968.00 C-5 Thomas F.Moran,Inc. novas��ro cws�rnw REV DATE DESCRIP77ON OR CK E CK RED CADFILE 31968—OD SITE PLANS I \\ 'Alt a_mw z \ Mm,Um mi Ag . — �. - \\ a \ v } r fi s a \\\\ ti h II&MIkk \\ • t s r - a a �R y � o j uuu uu uu�»uu m uu uuum uu»�,r1rn/��illlla %l�dipmoi mi uu uu J1J um�»»i OR" uu�»»»iu»r, ylllriiiiiiiio/mp)iu ,uu ip»u uui ��������� ���iiii iiiii ���� �, � ,,J��� '�II��l�i�IIIIII ', 1 �III I` INTRODUCTION An important component of any Stormwater Pollution Prevention Plan is inspection and maintenance.The StormTech Isolator Row is a technique to inexpensively enhance Total Suspended Solids(TSS) removal and provide easy access for inspection and maintenance. THE ISOLATOR ROW The Isolator Row is a row of StormTech chambers, either SC-160LP, SC-310, SC-310-3,SC-740, DC-780, MC-3500 or MC-4500 models, that is surrounded with filter fabric and connected to a closely located manhole for easy access.The fabric-wrapped chambers provide for Looking down the Isolator Row from the settling and filtration of sediment as storm water rises in the Isolator manhole opening,woven geotextile is shown Row and ultimately passes through the filter fabric.The open bottom between the chamber and stone base. chambers and perforated sidewal Is SC 310 SC 310 3 and SC 740 models allow storm water to flow both vertical) and horizontal) out of y y the chambers. Sediments are captured in the Isolator Row protecting the storage areas of the adjacent stone and chambers from sediment ' accumulation fife!�r�j/F///✓/F/i , Two different fabrics are used for the Isolator Row.A woven geotextile fabric is placed between the stone and the Isolator Row chambers. The tough geotextile provides a media for storm water filtration and provides a durable surface for maintenance operations. It is also " designed to prevent scour of the underlying stone and remain intact r v P during high pressure jetting.A non-woven fabric is placed over the chambers to provide a filter media for flows passing through the perforations in the sidewall of the chamber.The non-woven fabric is not �� required over the SC-160LP, DC-780, MC-3500 or MC-4500 models as these chambers do not have perforated side walls. StormTech Isolator Row with The Isolator Row is typically designed to capture the"first flush" and Overflow Spillway(not to scale) offers the versatility to be sized on a volume basis or flow rate basis. OPTIONAL An upstream manhole not only provides access to the Isolator Row but PRE—TREATMENT typically includes a high flow weir such that storm water flowrates or volumes that exceed the capacity of the Isolator Row overtop the over STORMTECH p y p ISOLATOR ROW flow weir and discharge through a manifold to the other chambers. The Isolator Row may also be part of a treatment train. By treating 1"Ptv '_ MANHOLE j„ j % %J storm water prior to entry into the chamber system,the service life can WITH OW be extended and pollutants such as hydrocarbons can be captured. OVER WEIR Pre-treatment best management practices can be as simple as deep sump catch basins, oil-water separators or can be innovative storm water treatment devices.The design of the treatment train and selection of pretreatment devices by the design engineer is often ECCENTRIC HEADER driven by regulatory requirements.Whether pretreatment is used or not, the Isolator Row is recommended by StormTech as an effective means to minimize maintenance requirements and maintenance costs. Note: See the StormTech Design Manual for detailed information on designing inlets for a StormTech system, including the Isolator Row. OPTIONAL ACCESS STORMTECH CHAMBERS r i lrrr l i i i W1111 m»i m» m uuu uu // m uu i / m r //II //// UUUI UIDl /// /I //111 1 // lit 1 Ul /////I /q JJ /ii, li ! /lii lll� rr I %/oi, l 1 %/ ri� fl l IIII IIIII/ / /�// lMENEM NEW �� ,�l)� ����,„///////% n, l„inrri/ar/ii iiu lllUvfra!a(( ✓rrri w I I III»i III III»S III IIIr III»i / IIIIIImIIIr, III III»iIIIIII» III I IIII IIIIIII IIIIII»ClE »iuu� »»»» /iiiii um»»I l��/iii rum»» »»»»rri 11118 %/�i�„ %/ii�i, a I, % J+� Illlli 1 llllir / �IIIII Ild / // 1D1 11 � /q fp IIIIIIld ifsl�l� 1D�� Jii r ll �V. l�iiJii �I�, Jio r�f uuuul I' 111 r I� r /// uuuuu /// ///IIIIIIIII� � � 1 /ll r ��- riiiiiii��, 111111rrrrrrrr�� 111i /Ir Ir l I r /m uu m 000idl l I uuuum uu / m uu ///, m uu�ulllllluuulffff c III�IOnoul uu ul uu G, uuuuu 000idlu uc Iliuuffffllll I 1111�16olr uu li; lii/i .lull) 1%////� /r l ra ' °rOn INSPECTION n The frequency of inspection and maintenance varies by location.A ' routine inspection schedule needs to be established for each individual location based upon site specific variables.The type of land use(i.e. industrial, commercial, residential), anticipated pollutant load, percent imperviousness, climate, etc. all play a critical role in determining the Ftuh,J¢f v actual frequency of inspection and maintenance practices. Hr»1aoy,,,riiili r i�%'/ j a At a minimum StormTech recommends annual inspections. Initially, r the Isolator Row should be inspected every 6 months for the first year of operation. For subsequent years,the inspection should be adjusted based upon previous observation of sediment deposition. The Isolator Row incorporates a combination of standard manhole(s)and strategically located inspection ports (as needed).The inspection ports allow for easy access to the system from the surface,eliminating the need to perform a confined space entry for inspection purposes. If upon visual inspection it is found that sediment has accumulated, a stadia rod should be inserted to determine the depth of sediment.When the average depth of sediment exceeds 3 inches throughout the length of the Isolator Row, clean-out should be performed. MAINTENANCE The Isolator Row was designed to reduce the cost of periodic maintenance. By"isolating"sediments to just one row, costs are dramatically reduced by eliminating the need to clean out each row of the entire storage bed. If inspection indicates the potential need for maintenance, access is provided via a manhole(s) located on the end(s)of the row for cleanout. If entry into the manhole is required, please follow local and OSHA rules for a confined space entries. Maintenance is accomplished with the JetVac process.The JetVac process utilizes a high pressure water nozzle to propel itself down the Isolator Row while scouring and suspending sediments.As the nozzle is retrieved,the captured pollutants are flushed back into the manhole for vacuuming. Most sewer and pipe maintenance companies have vacuum/JetVac combination vehicles. Selection of an appropriate JetVac nozzle will improve maintenance efficiency. Fixed nozzles designed for culverts or large diameter pipe cleaning are preferable. Rear facing jets with an effective spread of at least 45"are best. Most JetVac reels have 400 feet of hose allowing maintenance of an Isolator Row up to 50 chambers long.The JetVac process shall only be performed on StormTech Isolator Rows that have AASHTO class 1 woven geotextile(as specified by StormTech)over their angular base stone. StormTech Isolator Row(not to scale) Note:Non-woven fabric is only required over the inlet pipe connection into the end cap for SC-160LP,DC-780,MC-3500 and MC-4500 chamber models and is not required over the entire Isolator Row. OPTIONAL INSPECTION PORT SC-740,SC-310;COVER ENTIRE ISOLATOR ROW WITH ADS GEOSYNTHETICS 601T NON—WOVEN GEOTEXTILE SC-730:8'(2.4 m)MIN WIDE SC-310:5'(1.5 m)MIN WIDE STORMTECH CHAMBER MC-4500,MC-3500,DC-780,SC-1601_P;COVER PIPE CONNECTION TO END CAP WITH ADS GEOSYNTHETICS 601T NON—WOVEN GEOTEXTILE STORMTECH END CAP CATCH BASIN OR MANHOLE SUMP DEPTH TBD BY SITE DESIGN ENGINEER (24"[600 mm]MIN RECOMMENDED) TWO LAYERS OF ADS GEOSYNTHETICS 315WT WOVEN GEOTEXTILE BETWEEN FOUNDATION STONE AND CHAMBERS,CONTINUOUS FABRIC WITHOUT SEAMS 24"(600 mm)HDPE ACCESS PIPE REQUIRED:MC-4500,MC-3500,SC-740,DC-780 10.3'(3.1 m)MIN WIDE:MC-4500 12"(300 mm)HDPE ACCESS PIPE REQUIRED:SC-310 8.25'(2.5 m)MIN WIDE:MC-3500 8"(200 mm)HDPE ACCESS PIPE REQUIRED:SC-160LP 5'(1.5 m)MIN WIDE:DC-780,SC-740 4'(1.2 m)MIN WIDE:SC-310,SC-160LPIsm rrrrrr,, j�j j/ j/ /j jj 1 f //// ��111111[[[IIIIIIIIIA. I I I I S I I I I /////+ I I I I I II R ED I .RiE S/ ( IIII III III III 111 IIII III III III I III 11111 IIII II III Ilf // III III II IIII /,A IIII III III IIII III IIII IIIII IIII IIIA III IIII IIIIC1,,E 11III I II IIIII 11 III IIIIII IIIIIIII// ///// IIIII IIIIII //))J 1111111 1111111 %%/ IIIII IIIIII 11111111 11 1 / IIIII IIIIII 11111111 11 / I IIIIII IIII (IIIIIII 1 1111111 III ocill 11111 11111111 / J 1 1 / 1 1 Ill 11 I.I .III 1111 1 // J / 1 1, : : 1 I / ! 1 l� rJ / / / ! J llm l I 1 1 I / / / 11 l / IIIIIIJ IIIIII / IIIIII IIIIII IIIIII l / ll IIIII118 / IIIII118 l IIIII 118 1 IIII. IIIII lu/ ol � o l.1, ll J ( 1 % II II it li( / I /l » 1 � Ji u !�I r l � / ! / I/ J r I / l /lJ / � l l r l IIIIII // // r � (IIIIIIII � f f / IIIIIIIIII uuuuu / / IIIIIIIIIIIIIIIIIII / � l / ll �r ,>1 „� l /fl l r /1� Il ll �t r�/ � �I /�� I (l, lu,tf 1 rlu,r( / /1 / IIIIIII 1 �I / r .Il ll, ii�ll � rI 1 / lf� � l 1 I , JI I IIIll ll � 1 � 1I1 r � / I I I I �I 1 / / � ,r l IIIIIIII Illl mlr// liio�ll IllIII�(lloll,IIII IIII /���iii�III������III nrr�, III������III lrrr�, »�o� II��II�� IIII IIII Ill������llllllldlllll III������IIII Ill������llllllr III��II IIII II IIII.»»f IIII IIII Ill������llllllldlllll III������IIII IIII IIII�1111111111111ll�IIII IIII III������IIII �� III������IIII IIII Illllllldlllb IIII IIII /IIIlll lll������llll �/ lllllldlllll III�����IIII IIIl ����IIIIII rla��II IIIIIIdIIIN STEP 1 Inspect Isolator Row for sediment. A) Inspection ports(if present) i. Remove lid from floor box frame ii. Remove cap from inspection riser iii. Using a flashlight and stadia rod,measure depth of sediment and record results on maintenance log. iv. If sediment is at or above 3 inch depth, proceed to Step 2. If not, proceed to Step 3. B)All Isolator Rows i. Remove cover from manhole at upstream end of Isolator Row ii. Using a flashlight, inspect down Isolator Row through outlet pipe 1. Mirrors on poles or cameras may be used to avoid a confined space entry 2. Follow OSHA regulations for confined space entry if entering manhole iii. If sediment is at or above the lower row of sidewall holes(approximately 3 inches), proceed to Step 2. If not, proceed to Step 3. STEP 2 Clean out Isolator Row using the JetVac process. A)A fixed floor cleaning nozzle with rear facing nozzle spread of 45 inches or more is preferable B)Apply multiple passes of JetVac until backflush water is clean C)Vacuum manhole sump as required STEP 3 Replace all caps, lids and covers, record observations and actions. STEP 4 Inspect&clean catch basins and manholes upstream of the StormTech system. 1)B) 2 1)A) Z71' -- 1 1 I � I 4 1 , , �, , 01 0 � o � e o o � o � o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 SAMPLE MAINTENANCE LOG „ r 1 1 IIIIIII I�IIIIII ����>' �»������ IIIIIIJIIIIII III II I J J» IJ J IJ I I J JJ J J J J J J J J I IJ J IL J IL J J II� l I , I , I.L I I I IIII II ll 11 IIIIII II 1 L � J 1 I,r II���II�I r Il l�rrrrr III III r/���,,,,,IIIIII III!,�1�,��II II II r,I»,11111111111111111111111111111111111111111111111111111111111111111111 , J I J l . I 11 I I I I �,�� III 111 Ill II IIIII III„IIII.I III�IIIIIIJ II II III IIIII III III 11111 IIIII III II111. IIIIII IIIJ„IIIIIIII.II I IIIIIII�II IIIIJJJJJIJ IIIII, �� �� � >� � � �� ��>��>�>�>�>��J I 1 I IIIIII J J1J IIIII 1 1 J 1 / I I I / I I I c I I i c c i I i I 1 ))III 1 11 I I I I .I� I IIII 1 /IIII >< IIIIIIII IrJ 111III�111» I I »1 IJI J �. I I �J J ,I J,.J I J 1 11.� Ill , . � t� JJ11 J 1J 11111�J111111rJJJ� I JIB tl IIII 1J11111JJJ 1JJJ JJ 1 JJJJ1 JJ� ll t l� 1 I J J II �I J I� 1 1 / , I I I I I »»»» fill]»1111>>,»,IIIIII»�������������������� 15/�11 10.3 Ne-o i.KAaUoI�. FlXeA POLIKE LS Cl frame o& Dim 0.5 fE mucktj feed, debrLs vLsLbLe 4t mo:KkoLe aKa LK NV O 1 `• —• .•- — 1 1 �" r of, I StormTech Maintenance Log Project Name: Location: t o iTe c h, ww.stormtech.com Stadia Rod Readings Fixed point to chamber Fixed point to top of Sediment Depth Date Observations/Actions Inspector bottom(1) sediment(2) (1)-(2)