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HomeMy WebLinkAbout210210 Application 31968.00_ Stormwater Report_Rev00_clean - - 25 Beechwood Drive Figures Figure 1 USGS Map Figure 2 Project Aerial Figure 3 FEMA Flood Boundaries Figure 4 Public Water Supplies Figure 5 Soils Map Figure 6 NOAA Atlas 14 rainfall data Drainage Watershed and Catchment Area Plans A Existing Watershed Map B Proposed Watershed Map Appendices Appendix 1 Stormwater Report Checklist Appendix 2 HydroCADOO Input/Output Appendix 3 Water Quality, Groundwater Recharge,and TSS Removal Calculations Appendix 4 Test Pits&Infiltration Report Appendix 5 Operations and Maintenance Plan i Climate Controlled Self Storage Non-Residential Site Plan Beechwood Drive North Andover MA Date: February 10, 2021 Prepared for: The Stubblebine Company One Cranberry Hill #103 Lexington MA 02421 ttit oF04DUVAL ,� CMl � ,$ N0.47003 � TFM#: 31968-01 NALE � Prepared by: Civil Engineers Dr 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 ­_," I I 1 . , - - . 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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 11/24/2020 Precipitation Frequency Data Server NOAA Atlas 14,Volume 10,Version 3 Location name: North Andover, Massachusetts, USA* Latitude:42.73080, Longitude: -71.11270 Elevation: 59.26 ft** °- ' *source:ESRI Maps � W **source:USGS POINT PRECIPITATION FREQUENCY ESTIMATES Sanja Perica,Sandra Pavlovic,Michael St.Laurent,Carl Trypaluk,Dale Unruh,Orlan Wilhite NOAA,National Weather Service,Silver Spring,Maryland PF tabular I PF graphical I Maps & aerials PF tabular PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1 DurationL- Average recurrence interval(years) 1 2 5 11 10 25 50 100 F- -200 500 1000 5-min 0.310 0.370 0.467 0.548 0.659 0.743 0.830 0.927 1.06 1.18 (0.243-0.386) (0.290-0.460) (0.365-0.585) (0.426-0.688) (0.495-0.864) (0.546-0.994) (0.592-1.15) (0.626-1.32) (0.690-1.57) (0.744-1.77) 10-min 0.439 0.523 0.661 0.775 0.933 1.05 1.18 1.31 1.51 1.67 (0.345-0.546) (0.411-0.652) (0.517-0.827) (0.602-0.974) (0.701-1.22) (0.773-1.41) (0.838-1.63) (0.887-1.87) (0.979-2.22) (1.05-2.50) 15-min 0.517 0.616 0.778 0.913 1.10 1.24 1.38 1.55 1.77 1.96 (0.406-0.643) (0.483-0.767) (0.608-0.973) (0.709-1.15) (0.825-1.44) 1(0.910-1.676) (0.986-1.92) (1.04-2.20) (1.15-2.61) (1.24-2.95) 30-min 0.711 0.848 1.07 1.26 1.51 1.71 1.91 2.13 2.44 2.70 (0.559-0.885) (0.665-1.06) (0.838-1.34) (0.977-1.58) (1.14-1.98) (1.25-2.28) (1.36-2.65) (1.44-3.03) (1.59-3.60) (1.71-4.06) 60-min 0.906 1.08 1.37 1.60 1.93 2.17 2.43 2.71 3.11 3.44 (0.712-1.13) (0.848-1.35) (1.07-1.71) (1.25-2.01) (1.45-2.53) (1.60-2.91) (1.73-3.37) (1.83-3.86) (2.02-4.58) (2.17-5.17) 2-hr 1.17 1.40 1.78 2.10 2.53 2.85 3.20 3.62 4.24 4.76 (0.924-1.44) (1.11-1.73) (1.40-2.21) (1.64-2.62) (1.92-3.31) (2.12-3.82) (2.31-4.46) (2.45-5.12) (2.76-6.21) (3.02-7.12) 3-hr 1.35 1.62 2.07 2.45 2.96 3.34 3.76 4.26 5.04 5.70 (1.07-1.66) (1.29-2.00) (1.64-2.57) (1.93-3.05) (2.26-3.87) (2.50-4.47) (2.73-5.24) (2.89-6.01) (3.28-7.35) (3.63-8.49) 6-h r 1.72 2.08 2.68 3.18 3.86 4.36 4.91 5.59 6.65 7.57 (1.38-2.10) (1.67-2.55) (2.14-3.30) (2.52-3.93) (2.97-5.01) (3.29-5.81) (3.60-6.83) (3.81-7.84) (4.35-9.65) (4.83-11.2) 12-hr 2.15 2.63 3.41 4.06 4.96 5.61 6.33 7.22 8.60 9.79 (1.75-2.62) (2.13-3.20) (2.75-4.17) (3.25-4.99) (3.84-6.40) (4.26-7.43) (4.67-8.75) (4.95-10.1) (5.64-12.4) (6.27-14.4) 24-h r 2.54 3.16 4.17 5.01 6.16 7.00 7.94 9.11 11.0 12.6 (2.08-3.07) (2.58-3.82) (3.39-5.06) (4.04-6.11) (4.81-7.92) (5.36-9.24) (5.91-10.9) (6.26-12.6) (7.21-15.7) (8.06-18.3) 2-day 2.85 3.61 4.86 5.90 7.33 8.36 9.53 11.0 13.5 15.7 (2.35-3.42) (2.97-4.34) (3.99-5.86) (4.80-7.15) (5.78-9.40) (6.46-11.0) (7.18-13.2) (7.62-15.2) (8.91-19.2) (10.1-22.7) 3-day 3.12 3.94 5.29 6.40 7.93 9.04 10.3 11.9 14.6 17.0 (2.59-3.73) (3.26-4.72) (4.36-6.35) (5.24-7.73) (6.28-10.1) (7.02-11.9) (7.79-14.2) (8.26-16.4) (9.65-20.7) (10.9-24.5) 4-day 3.39 4.24 5.62 6.77 8.34 9.49 10.8 12.5 15.2 17.7 (2.82-4.05) (3.52-5.06) (4.65-6.73) (5.56-8.15) (6.63-10.6) (7.39-12.4) (8.17-14.8) (8.64-17.0) (10.1-21.5) (11.4-25.4) 7-day 4.14 5.01 6.44 7.62 9.26 10.4 11.8 13.5 16.3 18.8 (3.47-4.91) (4.19-5.95) (5.37-7.68) (6.31-9.14) (7.40-11.7) (8.17-13.6) (8.95-16.0) (9.41-18.4) (10.9-23.0) (12.2-27.0) 10-day 4.81 5.71 7.18 8.39 10.1 11.3 12.6 14.4 17.2 19.6 (4.05-5.69) (4.80-6.76) (6.01-8.52) (6.97-10.0) (8.07-12.6) (8.85-14.5) (9.61-17.0) (10.1-19.5) (11.4-24.0) (12.7-28.0) 20-day 6.72 7.71 9.33 10.7 12.5 13.9 15.4 17.1 19.5 21.6 (5.71-7.89) (6.54-9.06) (7.88-11.0) (8.95-12.7) (10.1-15.5) (10.9-17.6) (11.6-20.2) (12.0-22.9) (13.1-27.1) (14.0-30.6) 30-day 8.31 9.38 11.1 12.6 14.6 16.1 17.6 19.3 21.6 23.3 (7.10-9.72) (8.00-11.0) (9.45-13.1) (10.6-14.9) (11.8-17.9) (12.6-20.2) (13.2-22.8) (13.7-25.8) 1(14.5-29.8) (15.2-33.0) 45-day 10.3 11.5 13.4 14.9 17.1 18.8 20.4 22.1 24.2 25.7 (8.87-12.0) (9.85-13.4) (11.4-15.7) (12.7-17.6) (13.8-20.8) (14.8-23.3) (15.3-26.2) (15.7-29.3) (16.3-33.2) (16.8-36.2) 60-day 12.1 13.3 15.3 16.9 19.2 21.0 22.8 24.4 26.4 27.8 (10.4-14.0) (11.4-15.5) (13.1-17.8) (14.4-19.9) (15.6-23.3) (16.5-26.0) (17.1-28.9) (17.4-32.3) (17.9-36.2) (18.2-39.0) Precipitation frequency(PF)estimates in this table are based on frequency analysis of partial duration series(PDS). Numbers in parenthesis are PF estimates at lower and upper bounds of the 90%confidence interval.The probability that precipitation frequency estimates (for a given duration and average recurrence interval)will be greater than the upper bound(or less than the lower bound)is 5%.Estimates at upper bounds are not checked against probable maximum precipitation(PMP)estimates and may be higher than currently valid PMP values. Please refer to NOAA Atlas 14 document for more information. 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Oo IRICAF(F) 90 • N nc�aLor�o � a�o d010 own�t Do ♦� ` �^ -�`_�.' �_ ■■®■■■ ■ TAX MAP 34 LOT 50 ■■.■ ■ PRE-DEVELOPMENT DRAINAGE PLAN 477.58' -- ` S85'o721'w .�®■.®�®®■ CLIMATE CONTROLLED SELF STORAGE \■� 0 BEECHWOOD DRIVE,NORTH ANDOVER,MA ■■■■■■®■ ` OWNED BY ®_ so®��■�� - ALBACADO LIMITED ■■■■ ■ - PREPARED FOR \��■ - \ monsoon \ - ■ ,...■�.■...■■`/■/■■ STUBBLEBINE COMPANY SCALE:1"=30' JANUARY 7,2M St-tTraff,cu nn9E ers ers g8quf oa 03,1D er(6031 on Drive Lana Surve 472-4488 ors HORIZONTAL SCALE 1'=20' \ sc ea ecetse Architects w—w<60 4 ora�.cnrr,9 20 10 0 20 REv DWE oEscRfPnor —DR cK E 31968.00�DR�PWH� SH CADFiLF 31968-00 DRAINAGE SHEET A LEGEND >•>•>•>•--- DRAINAGE AREA BOUNDARY TIME OF CONCENTRATION 6 GB.a H.(f) �♦♦ / A 7L_57 � j O SUBCATCHMENT E DR ` � _ i!� \ - Q POND DRIVE ECH,/�E 1,- R ® ❑9 REACH -- v 69.4 DISCHARGE POINT 87.41 - „E �y- N76o2q'11 .6 BOW-G 6352 3e .\ 209 T =a "s � a 5mgfif `/ DRAINADE EA , ;� OW-SO♦♦ CB 7 2 8 ♦. . �209 796 15 i \ /�\ ♦�� m ♦♦ f.; ♦♦♦ NRCS SOILS LEGEND / ♦® • ♦ ♦♦`� 80.0 216 0 �' - ♦ SYMBOL MAP UNIT SLOPE HSG \ BOW,80♦ ,., ,, ♦♦� -- ♦♦� ��\ � TOW=86 `� .' � -WINDSOR LOAMY SAND 3-8% A / _ � � ♦� ♦♦♦ 216 ♦♦� ♦ - .._WINDSOR LOAMY SAND 8-159 A 68. _ _ \ ` 67.4�� 2 0 ♦.♦♦♦♦ \; ♦ owa- ♦ 0 . o0O IR/CAP(F) B 2 RL 2 o.o B 202 ♦ .85 ♦1 66.7 i ric' FOUNDATION DRAIN Y ) INV.OUT==61.00 ♦ ♦♦♦♦ � \ P�q, a 90 � row=so♦♦—= B 202° ♦ ♦ 2 0 N �x rn 212 214 i O5 68.00 ♦♦♦, ♦goo�F<�<° \: 7s. m eow eo♦♦ DRAINADE 6A EM ♦ T� 79.35i OW 90 r —OOfP RL�4 v Q, ♦ ♦♦ BOW-80 DO 4 `. -... 203, INLET 1 `; \�� ♦♦® ♦♦ \ \�� T ♦♦ - � FCW 90 ` OS-2 ` / ' ,00L,F., pE, 203 68.00 STORMTECH SYSTEM#2 ♦♦�♦ `\\� ♦♦ RIM=67.2 \ 1.00% 54 N W N MC-3 50DCHAMBERS INVIN=60.55 ♦♦ ,=60.5y x \ �� • �y BOW 8 4N wLIK LL.R.84.30 \ 9-FOUNDATION 7IN �67:70� ♦♦♦♦ •.� T 8�♦ VIAOUT o �� \ ® 10, \� ♦♦ °o o°o° \ ` ♦♦ 211, v v v TDW�- ��, °oo°o - ♦ v - -= 000000° � \ � °°000 \ \APRON(T ♦♦♦ '\ �� ♦♦ \ \ �� y \ \ \ ♦♦ ♦ ♦ \ 7s s 213 10 \ Bow=a \ — ,INLET 2 • 5 TOW" INV.9UT 5�5010 205 OS♦ \ 26 LF.,1�5 DPE ` BOY CB 4 \ 1 7W� 0 INV OUT 75 30 l\4 =76.00 - 61.D0 • - \ od l` ` L 212 ♦♦ ' 204 \ ■ 20A _ 1 � ■ 213 ♦ . ■ ° 10 v a.Do 81.00 •10 ' ■ L E T, :♦♦; f A a ` _ STOF'TECH SYSTEM 45 1" 4 '1 DMH3 x \ ago as TAX MAP 34 LOT 50 ■■■■ ■ POST-DEVELOPMENT DRAINAGE PLAN ■ S85e07 z,'w CLIMATE CONTROLLED SELF STORAGE t ■ 0 BEECHWOOD DRIVE NORTH ANDOVER MA ' OWNED BY _ — A ■■�■■�■■�\ LBACADO LIMITED ■� ■■■■ \ PREPARED FOR ■■,s ■ �■■®■■ ■�■ . ,� _ .....■......■ STUBBLEBINE COMPANY SCALE,1•■30' JANUARY 7,2021 Pr■■. n on re as Cet tut on Drive k _'_ �-..�, �� Engineers B 0 Enginedford,NH 3110 _ -- \ T E Land Su,eya Fax Phan e(6034727974788 \`\ Landscape Architects HORIZONTAL SCALE 1"=20' saenttsts www.tfmottmoran.com 20 10 0 20 REV. Q4TE DESCRIP77ON DR CK E 319 6 8.00 MR P SH CADBFILE 31968-00 DRAINAGE SHEET B 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 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 Prepared by TFMoran Inc., Printed 2/1/2021 HydroCADO 10.00-19 s/n 00866 O 2016 HydroCAD Software Solutions LLC 31968.00 PRE-DEVELOPMENT Prepared by TFMoran Inc. Printed 2/1/2021 HydroCAD® 10.00-19 s/n 00866 ©2016 HydroCAD Software Solutions LLC Page 2 Area Listing (all nodes) Area CN Description (acres) (subcatchment-numbers) 0.255 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) 3.225 31 TOTAL AREA 31968.00 PRE-DEVELOPMENT Prepared by TFMoran Inc. Printed 2/1/2021 HydroCAD® 10.00-19 s/n 00866 ©2016 HydroCAD Software Solutions LLC Page 3 Soil Listing (all nodes) Area Soil Subcatchment (acres) Group Numbers 3.225 HSG A 1S5 2S 0.000 HSG B 0.000 HSG C 0.000 HSG D 0.000 Other 3.225 TOTAL AREA 31968.00 PRE-DEVELOPMENT Type 111 24-hr 2-YEAR Rainfall=3.16" Prepared by TFMoran Inc. Printed 2/1/2021 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=23,054 sf 0.00% Impervious Runoff Depth=0.00" Flow Length=222' Slope=0.0650 '/' Tc=15.1 min CN=32 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=514' Tc=16.7 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 = 3.225 ac Runoff Volume = 0.000 of Average Runoff Depth = 0.00" 99.42% Pervious = 3.207 ac 0.58% Impervious = 0.019 ac 31968.00 PRE-DEVELOPMENT Type /// 24-hr 2-YEAR Rainfall=3.16" Prepared by TFMoran Inc. Printed 2/1/2021 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=3.16" Area (sf) CN Description 185025 30 Woods, Good, HSG A 5,029 39 >75% Grass cover, Good, HSG A 235054 32 Weighted Average 235054 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 13.5 100 0.0650 0.12 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.16" 1.6 122 0.0650 1.27 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 15.1 222 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=3.16" 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) 11.8 100 0.0900 0.14 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.16" 4.9 414 0.0800 1.41 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 16.7 514 Total Summary for Link A: BEECHWOOD DRIVE Inflow Area = 0.529 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 31968.00 PRE-DEVELOPMENT Type 111 24-hr 2-YEAR Rainfall=3.16" Prepared by TFMoran Inc. Printed 2/1/2021 HydroCAD® 10.00-19 s/n 00866 ©2016 HydroCAD Software Solutions LLC Page 6 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 Type 111 24-hr 10-YEAR Rainfall=5.01" Prepared by TFMoran Inc. Printed 2/1/2021 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=23,054 sf 0.00% Impervious Runoff Depth>0.01" Flow Length=222' Slope=0.0650 '/' Tc=15.1 min CN=32 Runoff=0.00 cfs 0.001 of Subcatchment2S: TO OSGOOD STREET Runoff Area=117,438 sf 0.69% Impervious Runoff Depth>0.00" Flow Length=514' Tc=16.7 min CN=31 Runoff=0.01 cfs 0.001 of Link A: BEECHWOOD DRIVE Inflow=0.00 cfs 0.001 of Primary=0.00 cfs 0.001 of Link B: OSGOOD STREET Inflow=0.01 cfs 0.001 of Primary=0.01 cfs 0.001 of Total Runoff Area = 3.225 ac Runoff Volume = 0.002 of Average Runoff Depth = 0.01" 99.42% Pervious = 3.207 ac 0.58% Impervious = 0.019 ac 31968.00 PRE-DEVELOPMENT Type /// 24-hr 10-YEAR Rainfall=5.01 If Prepared by TFMoran Inc. Printed 2/1/2021 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 @ 20.00 hrs, Volume= 0.001 af, Depth> 0.01" 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=5.01" Area (sf) CN Description 185025 30 Woods, Good, HSG A 5,029 39 >75% Grass cover, Good, HSG A 235054 32 Weighted Average 235054 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 13.5 100 0.0650 0.12 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.16" 1.6 122 0.0650 1.27 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 15.1 222 Total Summary for Subcatchment 2S: TO OSGOOD STREET Runoff = 0.01 cfs @ 20.00 hrs, Volume= 0.001 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=5.01" 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) 11.8 100 0.0900 0.14 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.16" 4.9 414 0.0800 1.41 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 16.7 514 Total Summary for Link A: BEECHWOOD DRIVE Inflow Area = 0.529 ac, 0.00% Impervious, Inflow Depth > 0.01" for 10-YEAR event Inflow = 0.00 cfs @ 20.00 hrs, Volume= 0.001 of Primary = 0.00 cfs @ 20.00 hrs, Volume= 0.001 af, Atten= 0%, Lag= 0.0 min 31968.00 PRE-DEVELOPMENT Type 111 24-hr 10-YEAR Rainfall=5.01 If Prepared by TFMoran Inc. Printed 2/1/2021 HydroCAD® 10.00-19 s/n 00866 ©2016 HydroCAD Software Solutions LLC Page 9 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 = 0.01 cfs @ 20.00 hrs, Volume= 0.001 of Primary = 0.01 cfs @ 20.00 hrs, Volume= 0.001 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 Type 111 24-hr 25-YEAR Rainfall=6.16" Prepared by TFMoran Inc. Printed 2/1/2021 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=23,054 sf 0.00% Impervious Runoff Depth>0.12" Flow Length=222' Slope=0.0650 '/' Tc=15.1 min CN=32 Runoff=0.01 cfs 0.005 of Subcatchment2S: TO OSGOOD STREET Runoff Area=117,438 sf 0.69% Impervious Runoff Depth>0.09" Flow Length=514' Tc=16.7 min CN=31 Runoff=0.04 cfs 0.019 of Link A: BEECHWOOD DRIVE Inflow=0.01 cfs 0.005 of Primary=0.01 cfs 0.005 of Link B: OSGOOD STREET Inflow=0.04 cfs 0.019 of Primary=0.04 cfs 0.019 of Total Runoff Area = 3.225 ac Runoff Volume = 0.024 of Average Runoff Depth = 0.09" 99.42% Pervious = 3.207 ac 0.58% Impervious = 0.019 ac 31968.00 PRE-DEVELOPMENT Type /// 24-hr 25-YEAR Rainfall=6.16" Prepared by TFMoran Inc. Printed 2/1/2021 HydroCAD® 10.00-19 s/n 00866 ©2016 HydroCAD Software Solutions LLC Page 11 Summary for Subcatchment 1 S: TO BEECHWOOD DRIVE Runoff = 0.01 cfs @ 14.80 hrs, Volume= 0.005 af, Depth> 0.12" 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=6.16" Area (sf) CN Description 185025 30 Woods, Good, HSG A 5,029 39 >75% Grass cover, Good, HSG A 235054 32 Weighted Average 235054 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 13.5 100 0.0650 0.12 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.16" 1.6 122 0.0650 1.27 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 15.1 222 Total Summary for Subcatchment 2S: TO OSGOOD STREET Runoff = 0.04 cfs @ 15.12 hrs, Volume= 0.019 af, Depth> 0.09" 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=6.16" 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) 11.8 100 0.0900 0.14 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.16" 4.9 414 0.0800 1.41 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 16.7 514 Total Summary for Link A: BEECHWOOD DRIVE Inflow Area = 0.529 ac, 0.00% Impervious, Inflow Depth > 0.12" for 25-YEAR event Inflow = 0.01 cfs @ 14.80 hrs, Volume= 0.005 of Primary = 0.01 cfs @ 14.80 hrs, Volume= 0.005 af, Atten= 0%, Lag= 0.0 min 31968.00 PRE-DEVELOPMENT Type 111 24-hr 25-YEAR Rainfall=6.16" Prepared by TFMoran Inc. Printed 2/1/2021 HydroCAD® 10.00-19 s/n 00866 ©2016 HydroCAD Software Solutions LLC Page 12 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 > 0.09" for 25-YEAR event Inflow = 0.04 cfs @ 15.12 hrs, Volume= 0.019 of Primary = 0.04 cfs @ 15.12 hrs, Volume= 0.019 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 Type/1/ 24-hr 100-YEAR Rainfall=7.94" Prepared by TFMoran Inc. Printed 2/1/2021 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=23,054 sf 0.00% Impervious Runoff Depth>0.45" Flow Length=222' Slope=0.0650 '/' Tc=15.1 min CN=32 Runoff=0.10 cfs 0.020 of Subcatchment2S: TO OSGOOD STREET Runoff Area=117,438 sf 0.69% Impervious Runoff Depth>0.38" Flow Length=514' Tc=16.7 min CN=31 Runoff=0.36 cfs 0.086 of Link A: BEECHWOOD DRIVE Inflow=0.10 cfs 0.020 of Primary=0.10 cfs 0.020 of Link B: OSGOOD STREET Inflow=0.36 cfs 0.086 of Primary=0.36 cfs 0.086 of Total Runoff Area = 3.225 ac Runoff Volume = 0.106 of Average Runoff Depth = 0.40" 99.42% Pervious = 3.207 ac 0.58% Impervious = 0.019 ac 31968.00 PRE-DEVELOPMENT Type /// 24-hr 100-YEAR Rainfall=7.94" Prepared by TFMoran Inc. Printed 2/1/2021 HydroCAD® 10.00-19 s/n 00866 ©2016 HydroCAD Software Solutions LLC Page 14 Summary for Subcatchment 1 S: TO BEECHWOOD DRIVE Runoff = 0.10 cfs @ 12.50 hrs, Volume= 0.020 af, Depth> 0.45" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-YEAR Rainfall=7.94" Area (sf) CN Description 185025 30 Woods, Good, HSG A 5,029 39 >75% Grass cover, Good, HSG A 235054 32 Weighted Average 235054 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 13.5 100 0.0650 0.12 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.16" 1.6 122 0.0650 1.27 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 15.1 222 Total Summary for Subcatchment 2S: TO OSGOOD STREET Runoff = 0.36 cfs @ 12.55 hrs, Volume= 0.086 af, Depth> 0.38" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-YEAR Rainfall=7.94" 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) 11.8 100 0.0900 0.14 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.16" 4.9 414 0.0800 1.41 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 16.7 514 Total Summary for Link A: BEECHWOOD DRIVE Inflow Area = 0.529 ac, 0.00% Impervious, Inflow Depth > 0.45" for 100-YEAR event Inflow = 0.10 cfs @ 12.50 hrs, Volume= 0.020 of Primary = 0.10 cfs @ 12.50 hrs, Volume= 0.020 af, Atten= 0%, Lag= 0.0 min 31968.00 PRE-DEVELOPMENT Type/1/ 24-hr 100-YEAR Rainfall=7.94" Prepared by TFMoran Inc. Printed 2/1/2021 HydroCAD® 10.00-19 s/n 00866 ©2016 HydroCAD Software Solutions LLC Page 15 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 > 0.38" for 100-YEAR event Inflow = 0.36 cfs @ 12.55 hrs, Volume= 0.086 of Primary = 0.36 cfs @ 12.55 hrs, Volume= 0.086 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs A BEECHWOOD DRIVE 202S To B 2 208P 208S 215S CB TOCB3 TO B8 CB CB CB 202P 207S 2 0 9 S AP 215P CB 2 TO CB 2 TO DMH 1 DMH 1 CB 8 CB 201 S 203S 210S 216P 216S TO OSG OD STREET 20B TO CB 1 TO CB 7 C 7 TO CB 8 3 CB 1 CB CB 206S 211 S 212P 214P 2 TO CB 1 TOCB6 CB 6 9 g StormTech /2 in/hr 205S 212S OSGOOD STREET,\ 2 CB TO CB 4 TO CB 6 v c6 4 CB 204S 213P 214S TOCB4 5 TOCB9 CB 2D 213S 1 � CDCB MH2 TO CB 5 StormTech#1 /2 in/hr DMH3 Subcat Reach Pon Link Routing Diagram for 31968.00 POST-DEVELOPMENT Subcat Reach P Aon Link Prepared by TFMoran Inc., Printed 2/8/2021 HydroCAD®10.00-19 s/n 00866 ©2016 HydroCAD Software Solutions LLC 31968.00 POST-DEVELOPMENT Prepared by TFMoran Inc. Printed 2/8/2021 HydroCAD® 10.00-19 s/n 00866 ©2016 HydroCAD Software Solutions LLC Page 2 Area Listing (all nodes) Area CN Description (acres) (subcatchment-numbers) 1.164 39 >75% Grass cover, Good, HSG A (201 S, 202S, 203S, 204S, 208S, 212S, 213S, 214S, 215S, 216S) 0.417 98 Paved parking, HSG A (202S, 203S, 204S, 208S, 212S, 213S, 214S) 0.691 98 Roofs, HSG A (205S, 206S3 207S7 209S, 210S, 211 S) 0.953 30 Woods, Good, HSG A (201 S) 3.225 57 TOTAL AREA 31968.00 POST-DEVELOPMENT Prepared by TFMoran Inc. Printed 2/8/2021 HydroCAD® 10.00-19 s/n 00866 ©2016 HydroCAD Software Solutions LLC Page 3 Soil Listing (all nodes) Area Soil Subcatchment (acres) Group Numbers 3.225 HSG A 201 S, 202S, 203S, 204S, 205S9 206S, 207S, 208S, 209S, 210S, 211 S, 212S, 213S, 214S, 215S, 216S 0.000 HSG B 0.000 HSG C 0.000 HSG D 0.000 Other 3.225 TOTAL AREA 31968.00 POST-DEVELOPMENT Type /// 24-hr 2-YEAR Rainfall=3.16" Prepared by TFMoran Inc. Printed 2/8/2021 HydroCAD® 10.00-19 s/n 00866 ©2016 HydroCAD Software Solutions LLC Page 4 Time span=0.00-20.00 hrs, dt=0.05 hrs, 401 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=19.3 min CN=33 Runoff=0.00 cfs 0.000 of Subcatchment202S:TO CB 2 Runoff Area=5,902 sf 84.34% Impervious Runoff Depth>1.92" Tc=5.0 min C N=89 Runoff=0.32 cfs 0.022 of Subcatchment203S:TO CB 1 Runoff Area=3,473 sf 88.22% Impervious Runoff Depth>2.09" Tc=5.0 min CN=91 Runoff=0.21 cfs 0.014 of Subcatchment204S:TO CB 4 Runoff Area=4,106 sf 92.47% Impervious Runoff Depth>2.37" Tc=5.0 min CN=94 Runoff=0.27 cfs 0.019 of Subcatchment205S:TO CB 4 Runoff Area=5,016 sf 100.00% Impervious Runoff Depth>2.79" Tc=5.0 min CN=98 Runoff=0.36 cfs 0.027 of Subcatchment206S:TO CB 1 Runoff Area=5,017 sf 100.00% Impervious Runoff Depth>2.79" Tc=5.0 min CN=98 Runoff=0.36 cfs 0.027 of Subcatchment207S:TO CB 2 Runoff Area=5,017 sf 100.00% Impervious Runoff Depth>2.79" Tc=5.0 min CN=98 Runoff=0.36 cfs 0.027 of Subcatchment208S:TO CB 3 Runoff Area=7,503 sf 9.13% Impervious Runoff Depth>0.02" 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>2.79" Tc=5.0 min CN=98 Runoff=0.30 cfs 0.023 of Subcatchment210S:TO CB 7 Runoff Area=5,768 sf 100.00% Impervious Runoff Depth>2.79" Tc=5.0 min CN=98 Runoff=0.41 cfs 0.031 of Subcatchment211 S:TO CB 6 Runoff Area=5,016 sf 100.00% Impervious Runoff Depth>2.79" Tc=5.0 min CN=98 Runoff=0.36 cfs 0.027 of Subcatchment212S:TO CB 6 Runoff Area=5,398 sf 71.14% Impervious Runoff Depth>1.33" Tc=5.0 min CN=81 Runoff=0.21 cfs 0.014 of Subcatchment213S:TO CB 5 Runoff Area=2,581 sf 42.85% Impervious Runoff Depth>0.48" Tc=5.0 min CN=64 Runoff=0.03 cfs 0.002 of Subcatchment214S:TO CB 9 Runoff Area=7,233 sf 9.71% Impervious Runoff Depth>0.03" Tc=5.0 min CN=45 Runoff=0.00 cfs 0.000 of Subcatchment215S:TO CB 8 Runoff Area=5,445 sf 0.00% Impervious Runoff Depth=0.00" Tc=5.0 min CN=39 Runoff=0.00 cfs 0.000 of Subcatchment216S:TO CB 8 Runoff Area=5,445 sf 0.00% Impervious Runoff Depth=0.00" Tc=5.0 min CN=39 Runoff=0.00 cfs 0.000 of 31968.00 POST-DEVELOPMENT Type /// 24-hr 2-YEAR Rainfall=3.16" Prepared by TFMoran Inc. Printed 2/8/2021 HydroCAD® 10.00-19 s/n 00866 ©2016 HydroCAD Software Solutions LLC Page 5 Pond 1: StormTech#1 /2 in / hr Peak EIev=60.59' Storage=0.035 of Inflow=1.30 cfs 0.097 of Discarded=0.12 cfs 0.097 of Secondary=0.00 cfs 0.000 of Outflow=0.12 cfs 0.097 of Pond 2: StormTech#2/2 in / hr Peak EIev=60.79' Storage=0.054 of Inflow=1.86 cfs 0.135 of Discarded=0.14 cfs 0.129 of Secondary=0.00 cfs 0.000 of Outflow=0.14 cfs 0.129 of Pond 21): DMH2 Peak EIev=71.12' Inflow=1.30 cfs 0.097 of 24.0" Round Culvert n=0.013 L=93.0' S=0.0808'/' Outflow=1.30 cfs 0.097 of Pond 31): DMH3 Peak EIev=61.01' Inflow=1.30 cfs 0.097 of 24.0" Round Culvert n=0.013 L=8.0' S=0.0050 '/' Outflow=1.30 cfs 0.097 of Pond 202P: CB 2 Peak EIev=62.62' Inflow=0.68 cfs 0.049 of 15.0" Round Culvert n=0.013 L=72.0' S=0.0106 '/' Outflow=0.68 cfs 0.049 of Pond 203P: CB 1 Peak EIev=61.13' Inflow=1.24 cfs 0.089 of 24.0" Round Culvert n=0.013 L=2.0' S=0.0000 '/' Outflow=1.24 cfs 0.089 of Pond 204P: CB 4 Peak EIev=60.96' Inflow=0.62 cfs 0.045 of 24.0" Round Culvert n=0.013 L=2.0' S=0.0000 '/' Outflow=0.62 cfs 0.045 of Pond 208P: CB 3 Peak EIev=63.56' Inflow=0.00 cfs 0.000 of 15.0" Round Culvert n=0.013 L=49.0' S=0.0104 '/' Outflow=0.00 cfs 0.000 of Pond 209P: DMH 1 Peak EIev=74.78' Inflow=0.30 cfs 0.023 of 15.0" Round Culvert n=0.013 L=26.0' S=0.0115'/' Outflow=0.30 cfs 0.023 of Pond 212P: CB 6 Peak EIev=73.68' Inflow=1.27 cfs 0.094 of 15.0" Round Culvert n=0.013 L=73.0' S=0.0105'/' Outflow=1.27 cfs 0.094 of Pond 213P: CB 5 Peak EIev=72.86' Inflow=1.30 cfs 0.097 of 24.0" Round Culvert n=0.013 L=5.0' S=0.0000 '/' Outflow=1.30 cfs 0.097 of Pond 214P: CB 9 Peak EIev=74.46' Inflow=0.00 cfs 0.000 of 15.0" Round Culvert n=0.013 L=15.0' S=0.0127 '/' Outflow=0.00 cfs 0.000 of Pond 215P: CB 8 Peak EIev=74.50' Inflow=0.00 cfs 0.000 of 15.0" Round Culvert n=0.013 L=15.0' S=0.0127 '/' Outflow=0.00 cfs 0.000 of Pond 216P: CB 7 Peak EIev=74.51' Inflow=0.71 cfs 0.054 of 15.0" Round Culvert n=0.013 L=83.0' S=0.0105'/' Outflow=0.71 cfs 0.054 of Link A: BEECHWOOD DRIVE 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 = 3.225 ac Runoff Volume = 0.232 of Average Runoff Depth = 0.86" 65.63% Pervious = 2.116 ac 34.37% Impervious = 1.108 ac 31968.00 POST-DEVELOPMENT Type /// 24-hr 2-YEAR Rainfall=3.16" Prepared by TFMoran Inc. Printed 2/8/2021 HydroCAD® 10.00-19 s/n 00866 ©2016 HydroCAD Software Solutions LLC Page 6 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= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-YEAR Rainfall=3.16" 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) 11.8 100 0.0900 0.14 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.16" 2.4 235 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 19.3 547 Total Summary for Subcatchment 202S: TO CB 2 Runoff = 0.32 cfs @ 12.07 hrs, Volume= 0.022 af, Depth> 1.92" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-YEAR Rainfall=3.16" 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= 0.014 af, Depth> 2.09" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-YEAR Rainfall=3.16" 31968.00 POST-DEVELOPMENT Type 111 24-hr 2-YEAR Rainfall=3.16" Prepared by TFMoran Inc. Printed 2/8/2021 HydroCAD® 10.00-19 s/n 00866 ©2016 HydroCAD Software Solutions LLC Page 7 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= 0.019 af, Depth> 2.37" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-YEAR Rainfall=3.16" 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= 0.027 af, Depth> 2.79" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-YEAR Rainfall=3.16" 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-DEVELOPMENT Type /// 24-hr 2-YEAR Rainfall=3.16" Prepared by TFMoran Inc. Printed 2/8/2021 HydroCAD® 10.00-19 s/n 00866 ©2016 HydroCAD Software Solutions LLC Page 8 Summary for Subcatchment 206S: TO CB 1 Runoff = 0.36 cfs @ 12.07 hrs, Volume= 0.027 af, Depth> 2.79" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-YEAR Rainfall=3.16" 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= 0.027 af, Depth> 2.79" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-YEAR Rainfall=3.16" 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 @ 16.77 hrs, Volume= 0.000 af, Depth> 0.02" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-YEAR Rainfall=3.16" 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-DEVELOPMENT Type /// 24-hr 2-YEAR Rainfall=3.16" Prepared by TFMoran Inc. Printed 2/8/2021 HydroCAD® 10.00-19 s/n 00866 ©2016 HydroCAD Software Solutions LLC Page 9 Summary for Subcatchment 209S: TO DMH 1 Runoff = 0.30 cfs @ 12.07 hrs, Volume= 0.023 af, Depth> 2.79" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-YEAR Rainfall=3.16" 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= 0.031 af, Depth> 2.79" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-YEAR Rainfall=3.16" 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= 0.027 af, Depth> 2.79" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-YEAR Rainfall=3.16" 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-DEVELOPMENT Type /// 24-hr 2-YEAR Rainfall=3.16" Prepared by TFMoran Inc. Printed 2/8/2021 HydroCAD® 10.00-19 s/n 00866 ©2016 HydroCAD Software Solutions LLC Page 10 Summary for Subcatchment 212S: TO CB 6 Runoff = 0.21 cfs @ 12.08 hrs, Volume= 0.014 af, Depth> 1.33" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-YEAR Rainfall=3.16" Area (sf) CN Description 3,840 98 Paved parking, HSG A 1,558 39 >75% Grass cover, Good, HSG A 5,398 81 Weighted Average 1,558 28.86% Pervious Area 3,840 71.14% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Subcatchment 213S: TO CB 5 Runoff = 0.03 cfs @ 12.10 hrs, Volume= 0.002 af, Depth> 0.48" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-YEAR Rainfall=3.16" Area (sf) CN Description 1,106 98 Paved parking, HSG A 1,475 39 >75% Grass cover, Good, HSG A 2,581 64 Weighted Average 1,475 57.15% Pervious Area 1,106 42.85% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Subcatchment 214S: TO CB 9 Runoff = 0.00 cfs @ 15.44 hrs, Volume= 0.000 af, Depth> 0.03" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-YEAR Rainfall=3.16" Area (sf) CN Description 702 98 Paved parking, HSG A 6,531 39 >75% Grass cover, Good, HSG A 7,233 45 Weighted Average 6,531 90.29% Pervious Area 702 9.71% Impervious Area 31968.00 POST-DEVELOPMENT Type /// 24-hr 2-YEAR Rainfall=3.16" Prepared by TFMoran Inc. Printed 2/8/2021 HydroCAD® 10.00-19 s/n 00866 ©2016 HydroCAD Software Solutions LLC Page 11 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Subcatchment 215S: TO CB 8 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= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-YEAR Rainfall=3.16" Area (sf) CN Description 5,445 39 >75% Grass cover, Good, HSG A 5,445 100.00% Pervious 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 = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-YEAR Rainfall=3.16" Area (sf) CN Description 5,445 39 >75% Grass cover, Good, HSG A 5,445 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Pond 1: StormTech #1 / 2 in / hr Inflow Area = 0.945 ac, 50.30% Impervious, Inflow Depth > 1.23" for 2-YEAR event Inflow = 1.30 cfs @ 12.07 hrs, Volume= 0.097 of Outflow = 0.12 cfs @ 11.75 hrs, Volume= 0.097 af, Atten= 91%, Lag= 0.0 min Discarded = 0.12 cfs @ 11.75 hrs, Volume= 0.097 of Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 60.59' @ 12.95 hrs Surf.Area= 0.060 ac Storage= 0.035 of Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 95.5 min ( 837.9 - 742.4 ) 31968.00 POST-DEVELOPMENT Type /// 24-hr 2-YEAR Rainfall=3.16" Prepared by TFMoran Inc. Printed 2/8/2021 HydroCAD® 10.00-19 s/n 00866 ©2016 HydroCAD Software Solutions LLC Page 12 Volume Invert Avail.Storage Storage Description #1 A 59.50' 0.085 of 37.08'W x 70.23'L x 5.50'H Field A 0.329 of Overall - 0.117 of Embedded = 0.212 of x 40.0% Voids #2A 60.25' 0.117 of ADS_StormTech MC-3500 d +Cap x 45 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 5 Rows of 9 Chambers Cap Storage= +14.9 cf x 2 x 5 rows = 149.0 cf 0.202 of Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 59.50' 2.000 in/hr Exfiltration over Surface area #2 Secondary 63.99' Custom Weir/Orifice, Cv= 2.62 (C= 3.28) Head (feet) 0.00 0.01 Width (feet) 4.00 4.00 Discarded OutFlow Max=0.12 cfs @ 11.75 hrs HW=59.58' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.12 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=59.50' TW=0.00' (Dynamic Tailwater) L2=Custom Weir/Orifice ( Controls 0.00 cfs) Summary for Pond 2: StormTech #2 / 2 in / hr Inflow Area = 0.827 ac, 76.52% Impervious, Inflow Depth > 1.96" for 2-YEAR event Inflow = 1.86 cfs @ 12.07 hrs, Volume= 0.135 of Outflow = 0.14 cfs @ 11.65 hrs, Volume= 0.129 af, Atten= 92%, Lag= 0.0 min Discarded = 0.14 cfs @ 11.65 hrs, Volume= 0.129 of Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs,/ 3 Peak Elev= 60.79' @ 13.12 hrs Surf.Area= 0.071 ac Storage= 0.054 of Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 116.8 min ( 861.8 - 745.0 ) Volume Invert Avail.Storage Storage Description #1 A 59.50' 0.101 of 44.25'W x 70.23'L x 5.50'H Field A 0.392 of Overall - 0.140 of Embedded = 0.252 of x 40.0% Voids #2A 60.25' 0.140 of ADS_StormTech MC-3500 d +Cap x 54 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 9 Chambers Cap Storage= +14.9 cf x 2 x 6 rows = 178.8 cf 0.241 of Total Available Storage Storage Group A created with Chamber Wizard 31968.00 POST-DEVELOPMENT Type /// 24-hr 2-YEAR Rainfall=3.16" Prepared by TFMoran Inc. Printed 2/8/2021 HydroCAD® 10.00-19 s/n 00866 ©2016 HydroCAD Software Solutions LLC Page 13 Device Routing Invert Outlet Devices #1 Discarded 59.50' 2.000 in/hr Exfiltration over Surface area #2 Secondary 64.00' Custom Weir/Orifice, Cv= 2.62 (C= 3.28) Head (feet) 0.00 0.01 Width (feet) 4.00 4.00 Discarded OutFlow Max=0.14 cfs @ 11.65 hrs HW=59.56' (Free Discharge) L1=Exfi1tration (Exfiltration Controls 0.14 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=59.50' TW=0.00' (Dynamic Tailwater) L2=Custom Weir/Orifice ( Controls 0.00 cfs) Summary for Pond 2D: DMH2 Inflow Area = 0.945 ac, 50.30% Impervious, Inflow Depth > 1.23" for 2-YEAR event Inflow = 1.30 cfs @ 12.07 hrs, Volume= 0.097 of Outflow = 1.30 cfs @ 12.07 hrs, Volume= 0.097 af, Atten= 0%, Lag= 0.0 min Primary = 1.30 cfs @ 12.07 hrs, Volume= 0.097 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 71.12' @ 12.07 hrs Flood Elev= 79.74' Device Routing Invert Outlet Devices #1 Primary 70.65' 24.0" Round Culvert L= 93.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 70.65' /63.14' S= 0.0808 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf Primary OutFlow Max=1.25 cfs @ 12.07 hrs HW=71.11' TW=60.99' (Dynamic Tailwater) L1=Culvert (Inlet Controls 1.25 cfs @ 2.30 fps) Summary for Pond 3D: DMH3 Inflow Area = 0.945 ac, 50.30% Impervious, Inflow Depth > 1.23" for 2-YEAR event Inflow = 1.30 cfs @ 12.07 hrs, Volume= 0.097 of Outflow = 1.30 cfs @ 12.07 hrs, Volume= 0.097 af, Atten= 0%, Lag= 0.0 min Primary = 1.30 cfs @ 12.07 hrs, Volume= 0.097 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 61.01' @ 12.07 hrs Flood Elev= 79.74' Device Routing Invert Outlet Devices #1 Primary 60.43' 24.0" Round Culvert L= 8.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 60.43' /60.39' S= 0.0050 T Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf Primary OutFlow Max=1.25 cfs @ 12.07 hrs HW=60.99' TW=60.16' (Dynamic Tailwater) L1=Culvert (Barrel Controls 1.25 cfs @ 2.58 fps) 31968.00 POST-DEVELOPMENT Type /// 24-hr 2-YEAR Rainfall=3.16" Prepared by TFMoran Inc. Printed 2/8/2021 HydroCAD® 10.00-19 s/n 00866 ©2016 HydroCAD Software Solutions LLC Page 14 Summary for Pond 202P: CB 2 Inflow Area = 0.423 ac, 57.97% Impervious, Inflow Depth > 1.38" for 2-YEAR event Inflow = 0.68 cfs @ 12.07 hrs, Volume= 0.049 of Outflow = 0.68 cfs @ 12.07 hrs, Volume= 0.049 af, Atten= 0%, Lag= 0.0 min Primary = 0.68 cfs @ 12.07 hrs, Volume= 0.049 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 62.62' @ 12.07 hrs Flood Elev= 66.70' Device Routing Invert Outlet Devices #1 Primary 62.23' 15.0" Round Culvert L= 72.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 62.23' /61.47' S= 0.0106 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.23 sf Primary OutFlow Max=0.65 cfs @ 12.07 hrs HW=62.61' TW=61.12' (Dynamic Tailwater) L1=Culvert (Inlet Controls 0.65 cfs @ 2.09 fps) Summary for Pond 203P: CB 1 Inflow Area = 0.618 ac, 69.71% Impervious, Inflow Depth > 1.74" for 2-YEAR event Inflow = 1.24 cfs @ 12.07 hrs, Volume= 0.089 of Outflow = 1.24 cfs @ 12.07 hrs, Volume= 0.089 af, Atten= 0%, Lag= 0.0 min Primary = 1.24 cfs @ 12.07 hrs, Volume= 0.089 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 61.13' @ 12.07 hrs Flood Elev= 66.92' 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=1.19 cfs @ 12.07 hrs HW=61.12' TW=60.31' (Dynamic Tailwater) L1=Culvert (Barrel Controls 1.19 cfs @ 2.43 fps) Summary for Pond 204P: CB 4 Inflow Area = 0.209 ac, 96.61% Impervious, Inflow Depth > 2.60" for 2-YEAR event Inflow = 0.62 cfs @ 12.07 hrs, Volume= 0.045 of Outflow = 0.62 cfs @ 12.07 hrs, Volume= 0.045 af, Atten= 0%, Lag= 0.0 min Primary = 0.62 cfs @ 12.07 hrs, Volume= 0.045 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 60.96' @ 12.07 hrs 31968.00 POST-DEVELOPMENT Type /// 24-hr 2-YEAR Rainfall=3.16" Prepared by TFMoran Inc. Printed 2/8/2021 HydroCAD® 10.00-19 s/n 00866 ©2016 HydroCAD Software Solutions LLC Page 15 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=0.60 cfs @ 12.07 hrs HW=60.95' TW=60.31' (Dynamic Tailwater) L1=Culvert (Barrel Controls 0.60 cfs @ 2.02 fps) Summary for Pond 208P: CB 3 Inflow Area = 0.172 ac, 9.13% Impervious, Inflow Depth > 0.02" for 2-YEAR event Inflow = 0.00 cfs @ 16.77 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 16.79 hrs, Volume= 0.000 af, Atten= 0%, Lag= 1.4 min Primary = 0.00 cfs @ 16.79 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 63.56' @ 16.79 hrs Flood Elev= 67.80' Device Routing Invert Outlet Devices #1 Primary 63.55' 15.0" Round Culvert L= 49.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 63.55' /63.04' S= 0.0104 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.23 sf Primary OutFlow Max=0.00 cfs @ 16.79 hrs HW=63.56' TW=62.29' (Dynamic Tailwater) L1=Culvert (Barrel Controls 0.00 cfs @ 0.40 fps) Summary for Pond 209P: DMH 1 Inflow Area = 0.098 ac,100.00% Impervious, Inflow Depth > 2.79" for 2-YEAR event Inflow = 0.30 cfs @ 12.07 hrs, Volume= 0.023 of Outflow = 0.30 cfs @ 12.07 hrs, Volume= 0.023 af, Atten= 0%, Lag= 0.0 min Primary = 0.30 cfs @ 12.07 hrs, Volume= 0.023 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 74.78' @ 12.07 hrs Flood Elev= 79.74' Device Routing Invert Outlet Devices #1 Primary 74.50' 15.0" Round Culvert L= 26.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 74.50' / 74.20' S= 0.0115 '/' 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=74.77' TW=74.50' (Dynamic Tailwater) L1=Culvert (Outlet Controls 0.29 cfs @ 2.23 fps) 31968.00 POST-DEVELOPMENT Type /// 24-hr 2-YEAR Rainfall=3.16" Prepared by TFMoran Inc. Printed 2/8/2021 HydroCAD® 10.00-19 s/n 00866 ©2016 HydroCAD Software Solutions LLC Page 16 Summary for Pond 212P: CB 6 Inflow Area = 0.885 ac, 50.79% Impervious, Inflow Depth > 1.28" for 2-YEAR event Inflow = 1.27 cfs @ 12.07 hrs, Volume= 0.094 of Outflow = 1.27 cfs @ 12.07 hrs, Volume= 0.094 af, Atten= 0%, Lag= 0.0 min Primary = 1.27 cfs @ 12.07 hrs, Volume= 0.094 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 73.68' @ 12.07 hrs Flood Elev= 79.35' Device Routing Invert Outlet Devices #1 Primary 73.13' 15.0" Round Culvert L= 73.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 73.13' / 72.36' S= 0.0105 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.23 sf Primary OutFlow Max=1.23 cfs @ 12.07 hrs HW=73.67' TW=72.85' (Dynamic Tailwater) L1=Culvert (Outlet Controls 1.23 cfs @ 3.58 fps) Summary for Pond 213P: CB 5 Inflow Area = 0.945 ac, 50.30% Impervious, Inflow Depth > 1.23" for 2-YEAR event Inflow = 1.30 cfs @ 12.07 hrs, Volume= 0.097 of Outflow = 1.30 cfs @ 12.07 hrs, Volume= 0.097 af, Atten= 0%, Lag= 0.0 min Primary = 1.30 cfs @ 12.07 hrs, Volume= 0.097 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 72.86' @ 12.07 hrs Flood Elev= 79.74' Device Routing Invert Outlet Devices #1 Primary 72.26' 24.0" Round Culvert L= 5.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 72.26' / 72.26' S= 0.0000 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf Primary OutFlow Max=1.25 cfs @ 12.07 hrs HW=72.85' TW=71.11' (Dynamic Tailwater) L1=Culvert (Barrel Controls 1.25 cfs @ 2.41 fps) Summary for Pond 214P: CB 9 Inflow Area = 0.166 ac, 9.71% Impervious, Inflow Depth > 0.03" for 2-YEAR event Inflow = 0.00 cfs @ 15.44 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 15.44 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.3 min Primary = 0.00 cfs @ 15.44 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 74.46' @ 15.44 hrs Flood Elev= 78.70' 31968.00 POST-DEVELOPMENT Type /// 24-hr 2-YEAR Rainfall=3.16" Prepared by TFMoran Inc. Printed 2/8/2021 HydroCAD® 10.00-19 s/n 00866 ©2016 HydroCAD Software Solutions LLC Page 17 Device Routing Invert Outlet Devices #1 Primary 74.45' 15.0" Round Culvert L= 15.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 74.45' / 74.26' S= 0.0127 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.23 sf Primary OutFlow Max=0.00 cfs @ 15.44 hrs HW=74.46' TW=73.23' (Dynamic Tailwater) L1=Culvert (Barrel Controls 0.00 cfs @ 0.48 fps) Summary for Pond 215P: CB 8 Inflow Area = 0.125 ac, 0.00% Impervious, Inflow Depth = 0.00" for 2-YEAR event 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= 0.00-20.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 74.50' @ 12.08 hrs Flood Elev= 78.70' Device Routing Invert Outlet Devices #1 Primary 74.45' 15.0" Round Culvert L= 15.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 74.45' / 74.26' S= 0.0127 '/' 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=74.45' TW=74.10' (Dynamic Tailwater) 1-6 -1=Culvert ( Controls 0.00 cfs) Summary for Pond 216P: CB 7 Inflow Area = 0.480 ac, 47.95% Impervious, Inflow Depth > 1.34" for 2-YEAR event Inflow = 0.71 cfs @ 12.07 hrs, Volume= 0.054 of Outflow = 0.71 cfs @ 12.07 hrs, Volume= 0.054 af, Atten= 0%, Lag= 0.0 min Primary = 0.71 cfs @ 12.07 hrs, Volume= 0.054 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 74.51' @ 12.07 hrs Flood Elev= 79.35' Device Routing Invert Outlet Devices #1 Primary 74.10' 15.0" Round Culvert L= 83.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 74.10' / 73.23' S= 0.0105 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.23 sf Primary OutFlow Max=0.68 cfs @ 12.07 hrs HW=74.50' TW=73.67' (Dynamic Tailwater) L1=Culvert (Outlet Controls 0.68 cfs @ 3.06 fps) 31968.00 POST-DEVELOPMENT Type 111 24-hr 2-YEAR Rainfall=3.16" Prepared by TFMoran Inc. Printed 2/8/2021 HydroCAD® 10.00-19 s/n 00866 ©2016 HydroCAD Software Solutions LLC Page 18 Summary for Link A: BEECHWOOD DRIVE Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Primary outflow = Inflow, Time Span= 0.00-20.00 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= 0.00-20.00 hrs, dt= 0.05 hrs 31968.00 POST-DEVELOPMENT Type /// 24-hr 10-YEAR Rainfall=5.01 If Prepared by TFMoran Inc. Printed 2/8/2021 HydroCAD® 10.00-19 s/n 00866 ©2016 HydroCAD Software Solutions LLC Page 19 Time span=0.00-20.00 hrs, dt=0.05 hrs, 401 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>0.02" Flow Length=547' Tc=19.3 min CN=33 Runoff=0.01 cfs 0.003 of Subcatchment202S:TO CB 2 Runoff Area=5,902 sf 84.34% Impervious Runoff Depth>3.57" Tc=5.0 min CN=89 Runoff=0.59 cfs 0.040 of Subcatchment203S:TO CB 1 Runoff Area=3,473 sf 88.22% Impervious Runoff Depth>3.78" Tc=5.0 min CN=91 Runoff=0.36 cfs 0.025 of Subcatchment204S:TO CB 4 Runoff Area=4,106 sf 92.47% Impervious Runoff Depth>4.10" Tc=5.0 min CN=94 Runoff=0.45 cfs 0.032 of Subcatchment205S:TO CB 4 Runoff Area=5,016 sf 100.00% Impervious Runoff Depth>4.55" Tc=5.0 min CN=98 Runoff=0.57 cfs 0.044 of Subcatchment206S:TO CB 1 Runoff Area=5,017 sf 100.00% Impervious Runoff Depth>4.55" Tc=5.0 min CN=98 Runoff=0.57 cfs 0.044 of Subcatchment207S:TO CB 2 Runoff Area=5,017 sf 100.00% Impervious Runoff Depth>4.55" Tc=5.0 min CN=98 Runoff=0.57 cfs 0.044 of Subcatchment208S:TO CB 3 Runoff Area=7,503 sf 9.13% Impervious Runoff Depth>0.34" Tc=5.0 min CN=44 Runoff=0.03 cfs 0.005 of Subcatchment209S:TO DMH 1 Runoff Area=4,265 sf 100.00% Impervious Runoff Depth>4.55" Tc=5.0 min CN=98 Runoff=0.48 cfs 0.037 of Subcatchment210S:TO CB 7 Runoff Area=5,768 sf 100.00% Impervious Runoff Depth>4.55" Tc=5.0 min CN=98 Runoff=0.65 cfs 0.050 of Subcatchment211 S:TO CB 6 Runoff Area=5,016 sf 100.00% Impervious Runoff Depth>4.55" Tc=5.0 min CN=98 Runoff=0.57 cfs 0.044 of Subcatchment212S:TO CB 6 Runoff Area=5,398 sf 71.14% Impervious Runoff Depth>2.80" Tc=5.0 min CN=81 Runoff=0.43 cfs 0.029 of Subcatchment213S:TO CB 5 Runoff Area=2,581 sf 42.85% Impervious Runoff Depth>1.45" Tc=5.0 min CN=64 Runoff=0.10 cfs 0.007 of Subcatchment214S:TO CB 9 Runoff Area=7,233 sf 9.71% Impervious Runoff Depth>0.38" Tc=5.0 min CN=45 Runoff=0.03 cfs 0.005 of Subcatchment215S:TO CB 8 Runoff Area=5,445 sf 0.00% Impervious Runoff Depth>0.16" Tc=5.0 min CN=39 Runoff=0.00 cfs 0.002 of Subcatchment216S:TO CB 8 Runoff Area=5,445 sf 0.00% Impervious Runoff Depth>0.16" Tc=5.0 min CN=39 Runoff=0.00 cfs 0.002 of 31968.00 POST-DEVELOPMENT Type /// 24-hr 10-YEAR Rainfall=5.01 If Prepared by TFMoran Inc. Printed 2/8/2021 HydroCAD® 10.00-19 s/n 00866 ©2016 HydroCAD Software Solutions LLC Page 20 Pond 1: StormTech#1 /2 in / hr Peak Elev=61.51' Storage=0.080 of Inflow=2.26 cfs 0.176 of Discarded=0.12 cfs 0.121 of Secondary=0.00 cfs 0.000 of Outflow=0.12 cfs 0.121 of Pond 2: StormTech#2/2 in / hr Peak Elev=61.85' Storage=0.115 of Inflow=3.10 cfs 0.234 of Discarded=0.14 cfs 0.148 of Secondary=0.00 cfs 0.000 of Outflow=0.14 cfs 0.148 of Pond 21): DMH2 Peak Elev=71.28' Inflow=2.26 cfs 0.176 of 24.0" Round Culvert n=0.013 L=93.0' S=0.0808'/' Outflow=2.26 cfs 0.176 of Pond 31): DMH3 Peak Elev=61.51' Inflow=2.26 cfs 0.176 of 24.0" Round Culvert n=0.013 L=8.0' S=0.0050 '/' Outflow=2.26 cfs 0.176 of Pond 202P: CB 2 Peak Elev=62.74' Inflow=1.16 cfs 0.089 of 15.0" Round Culvert n=0.013 L=72.0' S=0.0106 '/' Outflow=1.16 cfs 0.089 of Pond 203P: CB 1 Peak Elev=61.85' Inflow=2.09 cfs 0.158 of 24.0" Round Culvert n=0.013 L=2.0' S=0.0000 '/' Outflow=2.09 cfs 0.158 of Pond 204P: CB 4 Peak Elev=61.85' Inflow=1.01 cfs 0.076 of 24.0" Round Culvert n=0.013 L=2.0' S=0.0000 '/' Outflow=1.01 cfs 0.076 of Pond 208P: CB 3 Peak Elev=63.63' Inflow=0.03 cfs 0.005 of 15.0" Round Culvert n=0.013 L=49.0' S=0.0104 '/' Outflow=0.03 cfs 0.005 of Pond 209P: DMH 1 Peak Elev=74.88' Inflow=0.48 cfs 0.037 of 15.0" Round Culvert n=0.013 L=26.0' S=0.0115'/' Outflow=0.48 cfs 0.037 of Pond 212P: CB 6 Peak Elev=73.89' Inflow=2.15 cfs 0.169 of 15.0" Round Culvert n=0.013 L=73.0' S=0.0105'/' Outflow=2.15 cfs 0.169 of Pond 213P: CB 5 Peak EIev=73.06' Inflow=2.26 cfs 0.176 of 24.0" Round Culvert n=0.013 L=5.0' S=0.0000 '/' Outflow=2.26 cfs 0.176 of Pond 214P: CB 9 Peak EIev=74.53' Inflow=0.03 cfs 0.005 of 15.0" Round Culvert n=0.013 L=15.0' S=0.0127 '/' Outflow=0.03 cfs 0.005 of Pond 215P: CB 8 Peak EIev=74.63' Inflow=0.00 cfs 0.002 of 15.0" Round Culvert n=0.013 L=15.0' S=0.0127 '/' Outflow=0.00 cfs 0.002 of Pond 216P: CB 7 Peak EIev=74.64' Inflow=1.14 cfs 0.091 of 15.0" Round Culvert n=0.013 L=83.0' S=0.0105'/' Outflow=1.14 cfs 0.091 of Link A: BEECHWOOD DRIVE Primary=0.00 cfs 0.000 of Link B: OSGOOD STREET Inflow=0.01 cfs 0.003 of Primary=0.01 cfs 0.003 of Total Runoff Area = 3.225 ac Runoff Volume = 0.412 of Average Runoff Depth = 1.53" 65.63% Pervious = 2.116 ac 34.37% Impervious = 1.108 ac 31968.00 POST-DEVELOPMENT Type /// 24-hr 10-YEAR Rainfall=5.01 If Prepared by TFMoran Inc. Printed 2/8/2021 HydroCAD® 10.00-19 s/n 00866 ©2016 HydroCAD Software Solutions LLC Page 21 Summary for Subcatchment 201 S: TO OSGOOD STREET Runoff = 0.01 cfs @ 17.09 hrs, Volume= 0.003 af, Depth> 0.02" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-YEAR Rainfall=5.01" 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) 11.8 100 0.0900 0.14 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.16" 2.4 235 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 19.3 547 Total Summary for Subcatchment 202S: TO CB 2 Runoff = 0.59 cfs @ 12.07 hrs, Volume= 0.040 af, Depth> 3.57" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-YEAR Rainfall=5.01" 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 = 0.36 cfs @ 12.07 hrs, Volume= 0.025 af, Depth> 3.78" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-YEAR Rainfall=5.01" 31968.00 POST-DEVELOPMENT Type /// 24-hr 10-YEAR Rainfall=5.01 If Prepared by TFMoran Inc. Printed 2/8/2021 HydroCAD® 10.00-19 s/n 00866 ©2016 HydroCAD Software Solutions LLC Page 22 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 = 0.45 cfs @ 12.07 hrs, Volume= 0.032 af, Depth> 4.10" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-YEAR Rainfall=5.01" 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 = 0.57 cfs @ 12.07 hrs, Volume= 0.044 af, Depth> 4.55" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-YEAR Rainfall=5.01" 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-DEVELOPMENT Type /// 24-hr 10-YEAR Rainfall=5.01 If Prepared by TFMoran Inc. Printed 2/8/2021 HydroCAD® 10.00-19 s/n 00866 ©2016 HydroCAD Software Solutions LLC Page 23 Summary for Subcatchment 206S: TO CB 1 Runoff = 0.57 cfs @ 12.07 hrs, Volume= 0.044 af, Depth> 4.55" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-YEAR Rainfall=5.01" 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 = 0.57 cfs @ 12.07 hrs, Volume= 0.044 af, Depth> 4.55" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-YEAR Rainfall=5.01" 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 = 0.03 cfs @ 12.31 hrs, Volume= 0.005 af, Depth> 0.34" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-YEAR Rainfall=5.01" 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-DEVELOPMENT Type /// 24-hr 10-YEAR Rainfall=5.01 If Prepared by TFMoran Inc. Printed 2/8/2021 HydroCAD® 10.00-19 s/n 00866 ©2016 HydroCAD Software Solutions LLC Page 24 Summary for Subcatchment 209S: TO DMH 1 Runoff = 0.48 cfs @ 12.07 hrs, Volume= 0.037 af, Depth> 4.55" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-YEAR Rainfall=5.01" 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 = 0.65 cfs @ 12.07 hrs, Volume= 0.050 af, Depth> 4.55" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-YEAR Rainfall=5.01" 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 = 0.57 cfs @ 12.07 hrs, Volume= 0.044 af, Depth> 4.55" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-YEAR Rainfall=5.01" 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-DEVELOPMENT Type /// 24-hr 10-YEAR Rainfall=5.01 If Prepared by TFMoran Inc. Printed 2/8/2021 HydroCAD® 10.00-19 s/n 00866 ©2016 HydroCAD Software Solutions LLC Page 25 Summary for Subcatchment 212S: TO CB 6 Runoff = 0.43 cfs @ 12.08 hrs, Volume= 0.029 af, Depth> 2.80" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-YEAR Rainfall=5.01" Area (sf) CN Description 3,840 98 Paved parking, HSG A 1,558 39 >75% Grass cover, Good, HSG A 5,398 81 Weighted Average 1,558 28.86% Pervious Area 3,840 71.14% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Subcatchment 213S: TO CB 5 Runoff = 0.10 cfs @ 12.09 hrs, Volume= 0.007 af, Depth> 1.45" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-YEAR Rainfall=5.01" Area (sf) CN Description 1,106 98 Paved parking, HSG A 1,475 39 >75% Grass cover, Good, HSG A 2,581 64 Weighted Average 1,475 57.15% Pervious Area 1,106 42.85% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Subcatchment 214S: TO CB 9 Runoff = 0.03 cfs @ 12.29 hrs, Volume= 0.005 af, Depth> 0.38" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-YEAR Rainfall=5.01" Area (sf) CN Description 702 98 Paved parking, HSG A 6,531 39 >75% Grass cover, Good, HSG A 7,233 45 Weighted Average 6,531 90.29% Pervious Area 702 9.71% Impervious Area 31968.00 POST-DEVELOPMENT Type /// 24-hr 10-YEAR Rainfall=5.01 If Prepared by TFMoran Inc. Printed 2/8/2021 HydroCAD® 10.00-19 s/n 00866 ©2016 HydroCAD Software Solutions LLC Page 26 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Subcatchment 215S: TO CB 8 Runoff = 0.00 cfs @ 12.46 hrs, Volume= 0.002 af, Depth> 0.16" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-YEAR Rainfall=5.01" Area (sf) CN Description 5,445 39 >75% Grass cover, Good, HSG A 5,445 100.00% Pervious 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 = 0.00 cfs @ 12.46 hrs, Volume= 0.002 af, Depth> 0.16" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-YEAR Rainfall=5.01" Area (sf) CN Description 51445 39 >75% Grass cover, Good, HSG A 51445 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Pond 1: StormTech #1 / 2 in / hr Inflow Area = 0.945 ac, 50.30% Impervious, Inflow Depth > 2.23" for 10-YEAR event Inflow = 2.26 cfs @ 12.07 hrs, Volume= 0.176 of Outflow = 0.12 cfs @ 11.30 hrs, Volume= 0.121 af, Atten= 95%, Lag= 0.0 min Discarded = 0.12 cfs @ 11.30 hrs, Volume= 0.121 of Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 61.51' @ 14.59 hrs Surf.Area= 0.060 ac Storage= 0.080 of Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 77.7 min ( 820.9 - 743.2 ) 31968.00 POST-DEVELOPMENT Type /// 24-hr 10-YEAR Rainfall=5.01 If Prepared by TFMoran Inc. Printed 2/8/2021 HydroCAD® 10.00-19 s/n 00866 ©2016 HydroCAD Software Solutions LLC Page 27 Volume Invert Avail.Storage Storage Description #1 A 59.50' 0.085 of 37.08'W x 70.23'L x 5.50'H Field A 0.329 of Overall - 0.117 of Embedded = 0.212 of x 40.0% Voids #2A 60.25' 0.117 of ADS_StormTech MC-3500 d +Cap x 45 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 5 Rows of 9 Chambers Cap Storage= +14.9 cf x 2 x 5 rows = 149.0 cf 0.202 of Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 59.50' 2.000 in/hr Exfiltration over Surface area #2 Secondary 63.99' Custom Weir/Orifice, Cv= 2.62 (C= 3.28) Head (feet) 0.00 0.01 Width (feet) 4.00 4.00 Discarded OutFlow Max=0.12 cfs @ 11.30 hrs HW=59.56' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.12 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=59.50' TW=0.00' (Dynamic Tailwater) L2=Custom Weir/Orifice ( Controls 0.00 cfs) Summary for Pond 2: StormTech #2 / 2 in / hr Inflow Area = 0.827 ac, 76.52% Impervious, Inflow Depth > 3.39" for 10-YEAR event Inflow = 3.10 cfs @ 12.07 hrs, Volume= 0.234 of Outflow = 0.14 cfs @ 10.90 hrs, Volume= 0.148 af, Atten= 95%, Lag= 0.0 min Discarded = 0.14 cfs @ 10.90 hrs, Volume= 0.148 of Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs,/ 3 Peak Elev= 61.85' @ 14.69 hrs Surf.Area= 0.071 ac Storage= 0.115 of Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 75.8 min ( 813.7 - 737.8 ) Volume Invert Avail.Storage Storage Description #1 A 59.50' 0.101 of 44.25'W x 70.23'L x 5.50'H Field A 0.392 of Overall - 0.140 of Embedded = 0.252 of x 40.0% Voids #2A 60.25' 0.140 of ADS_StormTech MC-3500 d +Cap x 54 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 9 Chambers Cap Storage= +14.9 cf x 2 x 6 rows = 178.8 cf 0.241 of Total Available Storage Storage Group A created with Chamber Wizard 31968.00 POST-DEVELOPMENT Type /// 24-hr 10-YEAR Rainfall=5.01 If Prepared by TFMoran Inc. Printed 2/8/2021 HydroCAD® 10.00-19 s/n 00866 ©2016 HydroCAD Software Solutions LLC Page 28 Device Routing Invert Outlet Devices #1 Discarded 59.50' 2.000 in/hr Exfiltration over Surface area #2 Secondary 64.00' Custom Weir/Orifice, Cv= 2.62 (C= 3.28) Head (feet) 0.00 0.01 Width (feet) 4.00 4.00 Discarded OutFlow Max=0.14 cfs @ 10.90 hrs HW=59.56' (Free Discharge) L1=Exfi1tration (Exfiltration Controls 0.14 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=59.50' TW=0.00' (Dynamic Tailwater) L2=Custom Weir/Orifice ( Controls 0.00 cfs) Summary for Pond 2D: DMH2 Inflow Area = 0.945 ac, 50.30% Impervious, Inflow Depth > 2.23" for 10-YEAR event Inflow = 2.26 cfs @ 12.07 hrs, Volume= 0.176 of Outflow = 2.26 cfs @ 12.07 hrs, Volume= 0.176 af, Atten= 0%, Lag= 0.0 min Primary = 2.26 cfs @ 12.07 hrs, Volume= 0.176 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 71.28' @ 12.07 hrs Flood Elev= 79.74' Device Routing Invert Outlet Devices #1 Primary 70.65' 24.0" Round Culvert L= 93.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 70.65' /63.14' S= 0.0808 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf Primary OutFlow Max=2.17 cfs @ 12.07 hrs HW=71.26' TW=61.19' (Dynamic Tailwater) L1=Culvert (Inlet Controls 2.17 cfs @ 2.66 fps) Summary for Pond 3D: DMH3 Inflow Area = 0.945 ac, 50.30% Impervious, Inflow Depth > 2.23" for 10-YEAR event Inflow = 2.26 cfs @ 12.07 hrs, Volume= 0.176 of Outflow = 2.26 cfs @ 12.07 hrs, Volume= 0.176 af, Atten= 0%, Lag= 0.0 min Primary = 2.26 cfs @ 12.07 hrs, Volume= 0.176 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 61.51' @ 14.59 hrs Flood Elev= 79.74' Device Routing Invert Outlet Devices #1 Primary 60.43' 24.0" Round Culvert L= 8.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 60.43' /60.39' S= 0.0050 T Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf Primary OutFlow Max=2.17 cfs @ 12.07 hrs HW=61.19' TW=60.59' (Dynamic Tailwater) L1=Culvert (Barrel Controls 2.17 cfs @ 2.97 fps) 31968.00 POST-DEVELOPMENT Type /// 24-hr 10-YEAR Rainfall=5.01 If Prepared by TFMoran Inc. Printed 2/8/2021 HydroCAD® 10.00-19 s/n 00866 ©2016 HydroCAD Software Solutions LLC Page 29 Summary for Pond 202P: CB 2 Inflow Area = 0.423 ac, 57.97% Impervious, Inflow Depth > 2.52" for 10-YEAR event Inflow = 1.16 cfs @ 12.07 hrs, Volume= 0.089 of Outflow = 1.16 cfs @ 12.07 hrs, Volume= 0.089 af, Atten= 0%, Lag= 0.0 min Primary = 1.16 cfs @ 12.07 hrs, Volume= 0.089 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 62.74' @ 12.07 hrs Flood Elev= 66.70' Device Routing Invert Outlet Devices #1 Primary 62.23' 15.0" Round Culvert L= 72.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 62.23' /61.47' S= 0.0106 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.23 sf Primary OutFlow Max=1.12 cfs @ 12.07 hrs HW=62.73' TW=61.30' (Dynamic Tailwater) L1=Culvert (Inlet Controls 1.12 cfs @ 2.42 fps) Summary for Pond 203P: CB 1 Inflow Area = 0.618 ac, 69.71% Impervious, Inflow Depth > 3.06" for 10-YEAR event Inflow = 2.09 cfs @ 12.07 hrs, Volume= 0.158 of Outflow = 2.09 cfs @ 12.07 hrs, Volume= 0.158 af, Atten= 0%, Lag= 0.0 min Primary = 2.09 cfs @ 12.07 hrs, Volume= 0.158 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 61.85' @ 14.69 hrs Flood Elev= 66.92' 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=2.01 cfs @ 12.07 hrs HW=61.30' TW=60.77' (Dynamic Tailwater) L1=Culvert (Barrel Controls 2.01 cfs @ 2.79 fps) Summary for Pond 204P: CB 4 Inflow Area = 0.209 ac, 96.61% Impervious, Inflow Depth > 4.35" for 10-YEAR event Inflow = 1.01 cfs @ 12.07 hrs, Volume= 0.076 of Outflow = 1.01 cfs @ 12.07 hrs, Volume= 0.076 af, Atten= 0%, Lag= 0.0 min Primary = 1.01 cfs @ 12.07 hrs, Volume= 0.076 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 61.85' @ 14.69 hrs 31968.00 POST-DEVELOPMENT Type /// 24-hr 10-YEAR Rainfall=5.01 If Prepared by TFMoran Inc. Printed 2/8/2021 HydroCAD® 10.00-19 s/n 00866 ©2016 HydroCAD Software Solutions LLC Page 30 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=0.98 cfs @ 12.07 hrs HW=61.06' TW=60.77' (Dynamic Tailwater) L1=Culvert (Barrel Controls 0.98 cfs @ 2.30 fps) Summary for Pond 208P: CB 3 Inflow Area = 0.172 ac, 9.13% Impervious, Inflow Depth > 0.34" for 10-YEAR event Inflow = 0.03 cfs @ 12.31 hrs, Volume= 0.005 of Outflow = 0.03 cfs @ 12.31 hrs, Volume= 0.005 af, Atten= 0%, Lag= 0.0 min Primary = 0.03 cfs @ 12.31 hrs, Volume= 0.005 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 63.63' @ 12.31 hrs Flood Elev= 67.80' Device Routing Invert Outlet Devices #1 Primary 63.55' 15.0" Round Culvert L= 49.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 63.55' /63.04' S= 0.0104 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.23 sf Primary OutFlow Max=0.03 cfs @ 12.31 hrs HW=63.63' TW=62.54' (Dynamic Tailwater) L1=Culvert (Barrel Controls 0.03 cfs @ 1.32 fps) Summary for Pond 209P: DMH 1 Inflow Area = 0.098 ac,100.00% Impervious, Inflow Depth > 4.55" for 10-YEAR event Inflow = 0.48 cfs @ 12.07 hrs, Volume= 0.037 of Outflow = 0.48 cfs @ 12.07 hrs, Volume= 0.037 af, Atten= 0%, Lag= 0.0 min Primary = 0.48 cfs @ 12.07 hrs, Volume= 0.037 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 74.88' @ 12.07 hrs Flood Elev= 79.74' Device Routing Invert Outlet Devices #1 Primary 74.50' 15.0" Round Culvert L= 26.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 74.50' / 74.20' S= 0.0115 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.23 sf Primary OutFlow Max=0.46 cfs @ 12.07 hrs HW=74.87' TW=74.63' (Dynamic Tailwater) L1=Culvert (Outlet Controls 0.46 cfs @ 2.30 fps) 31968.00 POST-DEVELOPMENT Type /// 24-hr 10-YEAR Rainfall=5.01 If Prepared by TFMoran Inc. Printed 2/8/2021 HydroCAD® 10.00-19 s/n 00866 ©2016 HydroCAD Software Solutions LLC Page 31 Summary for Pond 212P: CB 6 Inflow Area = 0.885 ac, 50.79% Impervious, Inflow Depth > 2.29" for 10-YEAR event Inflow = 2.15 cfs @ 12.07 hrs, Volume= 0.169 of Outflow = 2.15 cfs @ 12.07 hrs, Volume= 0.169 af, Atten= 0%, Lag= 0.0 min Primary = 2.15 cfs @ 12.07 hrs, Volume= 0.169 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 73.89' @ 12.07 hrs Flood Elev= 79.35' Device Routing Invert Outlet Devices #1 Primary 73.13' 15.0" Round Culvert L= 73.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 73.13' / 72.36' S= 0.0105 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.23 sf Primary OutFlow Max=2.07 cfs @ 12.07 hrs HW=73.87' TW=73.05' (Dynamic Tailwater) L1=Culvert (Outlet Controls 2.07 cfs @ 3.95 fps) Summary for Pond 213P: CB 5 Inflow Area = 0.945 ac, 50.30% Impervious, Inflow Depth > 2.23" for 10-YEAR event Inflow = 2.26 cfs @ 12.07 hrs, Volume= 0.176 of Outflow = 2.26 cfs @ 12.07 hrs, Volume= 0.176 af, Atten= 0%, Lag= 0.0 min Primary = 2.26 cfs @ 12.07 hrs, Volume= 0.176 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 73.06' @ 12.07 hrs Flood Elev= 79.74' Device Routing Invert Outlet Devices #1 Primary 72.26' 24.0" Round Culvert L= 5.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 72.26' / 72.26' S= 0.0000 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf Primary OutFlow Max=2.17 cfs @ 12.07 hrs HW=73.05' TW=71.26' (Dynamic Tailwater) L1=Culvert (Barrel Controls 2.17 cfs @ 2.81 fps) Summary for Pond 214P: CB 9 Inflow Area = 0.166 ac, 9.71% Impervious, Inflow Depth > 0.38" for 10-YEAR event Inflow = 0.03 cfs @ 12.29 hrs, Volume= 0.005 of Outflow = 0.03 cfs @ 12.29 hrs, Volume= 0.005 af, Atten= 0%, Lag= 0.0 min Primary = 0.03 cfs @ 12.29 hrs, Volume= 0.005 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 74.53' @ 12.29 hrs Flood Elev= 78.70' 31968.00 POST-DEVELOPMENT Type /// 24-hr 10-YEAR Rainfall=5.01 If Prepared by TFMoran Inc. Printed 2/8/2021 HydroCAD® 10.00-19 s/n 00866 ©2016 HydroCAD Software Solutions LLC Page 32 Device Routing Invert Outlet Devices #1 Primary 74.45' 15.0" Round Culvert L= 15.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 74.45' / 74.26' S= 0.0127 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.23 sf Primary OutFlow Max=0.03 cfs @ 12.29 hrs HW=74.53' TW=73.58' (Dynamic Tailwater) L1=Culvert (Barrel Controls 0.03 cfs @ 1.42 fps) Summary for Pond 215P: CB 8 Inflow Area = 0.125 ac, 0.00% Impervious, Inflow Depth > 0.16" for 10-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= 0.00-20.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 74.63' @ 12.09 hrs Flood Elev= 78.70' Device Routing Invert Outlet Devices #1 Primary 74.45' 15.0" Round Culvert L= 15.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 74.45' / 74.26' S= 0.0127 '/' 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=74.49' TW=74.34' (Dynamic Tailwater) L1=Culvert (Outlet Controls 0.00 cfs @ 0.74 fps) Summary for Pond 216P: CB 7 Inflow Area = 0.480 ac, 47.95% Impervious, Inflow Depth > 2.27" for 10-YEAR event Inflow = 1.14 cfs @ 12.07 hrs, Volume= 0.091 of Outflow = 1.14 cfs @ 12.07 hrs, Volume= 0.091 af, Atten= 0%, Lag= 0.0 min Primary = 1.14 cfs @ 12.07 hrs, Volume= 0.091 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 74.64' @ 12.07 hrs Flood Elev= 79.35' Device Routing Invert Outlet Devices #1 Primary 74.10' 15.0" Round Culvert L= 83.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 74.10' / 73.23' S= 0.0105 '/' 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=74.63' TW=73.87' (Dynamic Tailwater) L1=Culvert (Outlet Controls 1.09 cfs @ 3.28 fps) 31968.00 POST-DEVELOPMENT Type 111 24-hr 10-YEAR Rainfall=5.01 If Prepared by TFMoran Inc. Printed 2/8/2021 HydroCAD® 10.00-19 s/n 00866 ©2016 HydroCAD Software Solutions LLC Page 33 Summary for Link A: BEECHWOOD DRIVE Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Primary outflow = Inflow, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Summary for Link B: OSGOOD STREET Inflow Area = 1.453 ac, 0.00% Impervious, Inflow Depth > 0.02" for 10-YEAR event Inflow = 0.01 cfs @ 17.09 hrs, Volume= 0.003 of Primary = 0.01 cfs @ 17.09 hrs, Volume= 0.003 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs 31968.00 POST-DEVELOPMENT Type /// 24-hr 25-YEAR Rainfall=6.16" Prepared by TFMoran Inc. Printed 2/8/2021 HydroCAD® 10.00-19 s/n 00866 ©2016 HydroCAD Software Solutions LLC Page 34 Time span=0.00-20.00 hrs, dt=0.05 hrs, 401 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>0.15" Flow Length=547' Tc=19.3 min CN=33 Runoff=0.04 cfs 0.018 of Subcatchment202S:TO CB 2 Runoff Area=5,902 sf 84.34% Impervious Runoff Depth>4.63" Tc=5.0 min CN=89 Runoff=0.75 cfs 0.052 of Subcatchment203S:TO CB 1 Runoff Area=3,473 sf 88.22% Impervious Runoff Depth>4.85" Tc=5.0 min CN=91 Runoff=0.45 cfs 0.032 of Subcatchment204S:TO CB 4 Runoff Area=4,106 sf 92.47% Impervious Runoff Depth>5.19" Tc=5.0 min CN=94 Runoff=0.56 cfs 0.041 of Subcatchment205S:TO CB 4 Runoff Area=5,016 sf 100.00% Impervious Runoff Depth>5.65" Tc=5.0 min CN=98 Runoff=0.70 cfs 0.054 of Subcatchment206S:TO CB 1 Runoff Area=5,017 sf 100.00% Impervious Runoff Depth>5.65" Tc=5.0 min CN=98 Runoff=0.70 cfs 0.054 of Subcatchment207S:TO CB 2 Runoff Area=5,017 sf 100.00% Impervious Runoff Depth>5.65" Tc=5.0 min CN=98 Runoff=0.70 cfs 0.054 of Subcatchment208S:TO CB 3 Runoff Area=7,503 sf 9.13% Impervious Runoff Depth>0.70" Tc=5.0 min CN=44 Runoff=0.10 cfs 0.010 of Subcatchment209S:TO DMH 1 Runoff Area=4,265 sf 100.00% Impervious Runoff Depth>5.65" Tc=5.0 min CN=98 Runoff=0.60 cfs 0.046 of Subcatchment210S:TO CB 7 Runoff Area=5,768 sf 100.00% Impervious Runoff Depth>5.65" Tc=5.0 min CN=98 Runoff=0.80 cfs 0.062 of Subcatchment211 S:TO CB 6 Runoff Area=5,016 sf 100.00% Impervious Runoff Depth>5.65" Tc=5.0 min CN=98 Runoff=0.70 cfs 0.054 of Subcatchment212S:TO CB 6 Runoff Area=5,398 sf 71.14% Impervious Runoff Depth>3.78" Tc=5.0 min CN=81 Runoff=0.58 cfs 0.039 of Subcatchment213S:TO CB 5 Runoff Area=2,581 sf 42.85% Impervious Runoff Depth>2.19" Tc=5.0 min CN=64 Runoff=0.16 cfs 0.011 of Subcatchment214S:TO CB 9 Runoff Area=7,233 sf 9.71% Impervious Runoff Depth>0.76" Tc=5.0 min CN=45 Runoff=0.11 cfs 0.010 of Subcatchment215S:TO CB 8 Runoff Area=5,445 sf 0.00% Impervious Runoff Depth>0.41" Tc=5.0 min CN=39 Runoff=0.03 cfs 0.004 of Subcatchment216S:TO CB 8 Runoff Area=5,445 sf 0.00% Impervious Runoff Depth>0.41" Tc=5.0 min CN=39 Runoff=0.03 cfs 0.004 of 31968.00 POST-DEVELOPMENT Type /// 24-hr 25-YEAR Rainfall=6.16" Prepared by TFMoran Inc. Printed 2/8/2021 HydroCAD® 10.00-19 s/n 00866 ©2016 HydroCAD Software Solutions LLC Page 35 Pond 1: StormTech#1 /2 in / hr Peak Elev=62.39' Storage=0.121 of Inflow=2.95 cfs 0.231 of Discarded=0.12 cfs 0.128 of Secondary=0.00 cfs 0.000 of Outflow=0.12 cfs 0.128 of Pond 2: StormTech#2/2 in / hr Peak Elev=62.75' Storage=0.163 of Inflow=3.94 cfs 0.298 of Discarded=0.14 cfs 0.158 of Secondary=0.00 cfs 0.000 of Outflow=0.14 cfs 0.158 of Pond 21): DMH2 Peak Elev=71.37' Inflow=2.95 cfs 0.232 of 24.0" Round Culvert n=0.013 L=93.0' S=0.0808'/' Outflow=2.95 cfs 0.232 of Pond 31): DMH3 Peak Elev=62.39' Inflow=2.95 cfs 0.232 of 24.0" Round Culvert n=0.013 L=8.0' S=0.0050 '/' Outflow=2.95 cfs 0.231 of Pond 202P: CB 2 Peak Elev=62.83' Inflow=1.53 cfs 0.117 of 15.0" Round Culvert n=0.013 L=72.0' S=0.0106 '/' Outflow=1.53 cfs 0.117 of Pond 203P: CB 1 Peak Elev=62.75' Inflow=2.68 cfs 0.203 of 24.0" Round Culvert n=0.013 L=2.0' S=0.0000 '/' Outflow=2.68 cfs 0.203 of Pond 204P: CB 4 Peak Elev=62.75' Inflow=1.26 cfs 0.095 of 24.0" Round Culvert n=0.013 L=2.0' S=0.0000 '/' Outflow=1.26 cfs 0.095 of Pond 208P: CB 3 Peak EIev=63.70' Inflow=0.10 cfs 0.010 of 15.0" Round Culvert n=0.013 L=49.0' S=0.0104 '/' Outflow=0.10 cfs 0.010 of Pond 209P: DMH 1 Peak EIev=74.94' Inflow=0.60 cfs 0.046 of 15.0" Round Culvert n=0.013 L=26.0' S=0.0115'/' Outflow=0.60 cfs 0.046 of Pond 212P: CB 6 Peak EIev=74.02' Inflow=2.79 cfs 0.221 of 15.0" Round Culvert n=0.013 L=73.0' S=0.0105'/' Outflow=2.79 cfs 0.221 of Pond 213P: CB 5 Peak EIev=73.18' Inflow=2.95 cfs 0.232 of 24.0" Round Culvert n=0.013 L=5.0' S=0.0000 '/' Outflow=2.95 cfs 0.232 of Pond 214P: CB 9 Peak EIev=74.60' Inflow=0.11 cfs 0.010 of 15.0" Round Culvert n=0.013 L=15.0' S=0.0127 '/' Outflow=0.11 cfs 0.010 of Pond 215P: CB 8 Peak EIev=74.72' Inflow=0.03 cfs 0.004 of 15.0" Round Culvert n=0.013 L=15.0' S=0.0127 '/' Outflow=0.03 cfs 0.004 of Pond 216P: CB 7 Peak EIev=74.73' Inflow=1.41 cfs 0.117 of 15.0" Round Culvert n=0.013 L=83.0' S=0.0105'/' Outflow=1.41 cfs 0.117 of Link A: BEECHWOOD DRIVE Primary=0.00 cfs 0.000 of Link B: OSGOOD STREET Inflow=0.04 cfs 0.018 of Primary=0.04 cfs 0.018 of Total Runoff Area = 3.225 ac Runoff Volume = 0.548 of Average Runoff Depth = 2.04" 65.63% Pervious = 2.116 ac 34.37% Impervious = 1.108 ac 31968.00 POST-DEVELOPMENT Type /// 24-hr 25-YEAR Rainfall=6.16" Prepared by TFMoran Inc. Printed 2/8/2021 HydroCAD® 10.00-19 s/n 00866 ©2016 HydroCAD Software Solutions LLC Page 36 Summary for Subcatchment 201 S: TO OSGOOD STREET Runoff = 0.04 cfs @ 13.92 hrs, Volume= 0.018 af, Depth> 0.15" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 25-YEAR Rainfall=6.16" 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) 11.8 100 0.0900 0.14 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.16" 2.4 235 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 19.3 547 Total Summary for Subcatchment 202S: TO CB 2 Runoff = 0.75 cfs @ 12.07 hrs, Volume= 0.052 af, Depth> 4.63" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 25-YEAR Rainfall=6.16" 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 = 0.45 cfs @ 12.07 hrs, Volume= 0.032 af, Depth> 4.85" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 25-YEAR Rainfall=6.16" 31968.00 POST-DEVELOPMENT Type /// 24-hr 25-YEAR Rainfall=6.16" Prepared by TFMoran Inc. Printed 2/8/2021 HydroCAD® 10.00-19 s/n 00866 ©2016 HydroCAD Software Solutions LLC Page 37 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 = 0.56 cfs @ 12.07 hrs, Volume= 0.041 af, Depth> 5.19" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 25-YEAR Rainfall=6.16" 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 = 0.70 cfs @ 12.07 hrs, Volume= 0.054 af, Depth> 5.65" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 25-YEAR Rainfall=6.16" 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-DEVELOPMENT Type /// 24-hr 25-YEAR Rainfall=6.16" Prepared by TFMoran Inc. Printed 2/8/2021 HydroCAD® 10.00-19 s/n 00866 ©2016 HydroCAD Software Solutions LLC Page 38 Summary for Subcatchment 206S: TO CB 1 Runoff = 0.70 cfs @ 12.07 hrs, Volume= 0.054 af, Depth> 5.65" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 25-YEAR Rainfall=6.16" 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 = 0.70 cfs @ 12.07 hrs, Volume= 0.054 af, Depth> 5.65" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 25-YEAR Rainfall=6.16" 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 = 0.10 cfs @ 12.12 hrs, Volume= 0.010 af, Depth> 0.70" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 25-YEAR Rainfall=6.16" 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-DEVELOPMENT Type /// 24-hr 25-YEAR Rainfall=6.16" Prepared by TFMoran Inc. Printed 2/8/2021 HydroCAD® 10.00-19 s/n 00866 ©2016 HydroCAD Software Solutions LLC Page 39 Summary for Subcatchment 209S: TO DMH 1 Runoff = 0.60 cfs @ 12.07 hrs, Volume= 0.046 af, Depth> 5.65" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 25-YEAR Rainfall=6.16" 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 = 0.80 cfs @ 12.07 hrs, Volume= 0.062 af, Depth> 5.65" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 25-YEAR Rainfall=6.16" 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 = 0.70 cfs @ 12.07 hrs, Volume= 0.054 af, Depth> 5.65" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 25-YEAR Rainfall=6.16" 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-DEVELOPMENT Type /// 24-hr 25-YEAR Rainfall=6.16" Prepared by TFMoran Inc. Printed 2/8/2021 HydroCAD® 10.00-19 s/n 00866 ©2016 HydroCAD Software Solutions LLC Page 40 Summary for Subcatchment 212S: TO CB 6 Runoff = 0.58 cfs @ 12.07 hrs, Volume= 0.039 af, Depth> 3.78" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 25-YEAR Rainfall=6.16" Area (sf) CN Description 3,840 98 Paved parking, HSG A 1,558 39 >75% Grass cover, Good, HSG A 5,398 81 Weighted Average 1,558 28.86% Pervious Area 3,840 71.14% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Subcatchment 213S: TO CB 5 Runoff = 0.16 cfs @ 12.08 hrs, Volume= 0.011 af, Depth> 2.19" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 25-YEAR Rainfall=6.16" Area (sf) CN Description 1,106 98 Paved parking, HSG A 1,475 39 >75% Grass cover, Good, HSG A 2,581 64 Weighted Average 1,475 57.15% Pervious Area 1,106 42.85% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Subcatchment 214S: TO CB 9 Runoff = 0.11 cfs @ 12.11 hrs, Volume= 0.010 af, Depth> 0.76" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 25-YEAR Rainfall=6.16" Area (sf) CN Description 702 98 Paved parking, HSG A 6,531 39 >75% Grass cover, Good, HSG A 7,233 45 Weighted Average 6,531 90.29% Pervious Area 702 9.71% Impervious Area 31968.00 POST-DEVELOPMENT Type /// 24-hr 25-YEAR Rainfall=6.16" Prepared by TFMoran Inc. Printed 2/8/2021 HydroCAD® 10.00-19 s/n 00866 ©2016 HydroCAD Software Solutions LLC Page 41 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Subcatchment 215S: TO CB 8 Runoff = 0.03 cfs @ 12.31 hrs, Volume= 0.004 af, Depth> 0.41" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 25-YEAR Rainfall=6.16" Area (sf) CN Description 5,445 39 >75% Grass cover, Good, HSG A 5,445 100.00% Pervious 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 = 0.03 cfs @ 12.31 hrs, Volume= 0.004 af, Depth> 0.41" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 25-YEAR Rainfall=6.16" Area (sf) CN Description 51445 39 >75% Grass cover, Good, HSG A 51445 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Pond 1: StormTech #1 / 2 in / hr Inflow Area = 0.945 ac, 50.30% Impervious, Inflow Depth > 2.94" for 25-YEAR event Inflow = 2.95 cfs @ 12.07 hrs, Volume= 0.231 of Outflow = 0.12 cfs @ 10.80 hrs, Volume= 0.128 af, Atten= 96%, Lag= 0.0 min Discarded = 0.12 cfs @ 10.80 hrs, Volume= 0.128 of Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 62.39' @ 15.58 hrs Surf.Area= 0.060 ac Storage= 0.121 of Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 55.6 min ( 798.7 - 743.1 ) 31968.00 POST-DEVELOPMENT Type /// 24-hr 25-YEAR Rainfall=6.16" Prepared by TFMoran Inc. Printed 2/8/2021 HydroCAD® 10.00-19 s/n 00866 ©2016 HydroCAD Software Solutions LLC Page 42 Volume Invert Avail.Storage Storage Description #1 A 59.50' 0.085 of 37.08'W x 70.23'L x 5.50'H Field A 0.329 of Overall - 0.117 of Embedded = 0.212 of x 40.0% Voids #2A 60.25' 0.117 of ADS_StormTech MC-3500 d +Cap x 45 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 5 Rows of 9 Chambers Cap Storage= +14.9 cf x 2 x 5 rows = 149.0 cf 0.202 of Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 59.50' 2.000 in/hr Exfiltration over Surface area #2 Secondary 63.99' Custom Weir/Orifice, Cv= 2.62 (C= 3.28) Head (feet) 0.00 0.01 Width (feet) 4.00 4.00 Discarded OutFlow Max=0.12 cfs @ 10.80 hrs HW=59.56' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.12 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=59.50' TW=0.00' (Dynamic Tailwater) L2=Custom Weir/Orifice ( Controls 0.00 cfs) Summary for Pond 2: StormTech #2 / 2 in / hr Inflow Area = 0.827 ac, 76.52% Impervious, Inflow Depth > 4.32" for 25-YEAR event Inflow = 3.94 cfs @ 12.07 hrs, Volume= 0.298 of Outflow = 0.14 cfs @ 10.35 hrs, Volume= 0.158 af, Atten= 96%, Lag= 0.0 min Discarded = 0.14 cfs @ 10.35 hrs, Volume= 0.158 of Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs,/ 3 Peak Elev= 62.75' @ 15.47 hrs Surf.Area= 0.071 ac Storage= 0.163 of Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 55.7 min ( 790.5 - 734.8 ) Volume Invert Avail.Storage Storage Description #1 A 59.50' 0.101 of 44.25'W x 70.23'L x 5.50'H Field A 0.392 of Overall - 0.140 of Embedded = 0.252 of x 40.0% Voids #2A 60.25' 0.140 of ADS_StormTech MC-3500 d +Cap x 54 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 9 Chambers Cap Storage= +14.9 cf x 2 x 6 rows = 178.8 cf 0.241 of Total Available Storage Storage Group A created with Chamber Wizard 31968.00 POST-DEVELOPMENT Type /// 24-hr 25-YEAR Rainfall=6.16" Prepared by TFMoran Inc. Printed 2/8/2021 HydroCAD® 10.00-19 s/n 00866 ©2016 HydroCAD Software Solutions LLC Page 43 Device Routing Invert Outlet Devices #1 Discarded 59.50' 2.000 in/hr Exfiltration over Surface area #2 Secondary 64.00' Custom Weir/Orifice, Cv= 2.62 (C= 3.28) Head (feet) 0.00 0.01 Width (feet) 4.00 4.00 Discarded OutFlow Max=0.14 cfs @ 10.35 hrs HW=59.56' (Free Discharge) L1=Exfi1tration (Exfiltration Controls 0.14 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=59.50' TW=0.00' (Dynamic Tailwater) L2=Custom Weir/Orifice ( Controls 0.00 cfs) Summary for Pond 2D: DMH2 Inflow Area = 0.945 ac, 50.30% Impervious, Inflow Depth > 2.94" for 25-YEAR event Inflow = 2.95 cfs @ 12.07 hrs, Volume= 0.232 of Outflow = 2.95 cfs @ 12.07 hrs, Volume= 0.232 af, Atten= 0%, Lag= 0.0 min Primary = 2.95 cfs @ 12.07 hrs, Volume= 0.232 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 71.37' @ 12.07 hrs Flood Elev= 79.74' Device Routing Invert Outlet Devices #1 Primary 70.65' 24.0" Round Culvert L= 93.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 70.65' /63.14' S= 0.0808 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf Primary OutFlow Max=2.84 cfs @ 12.07 hrs HW=71.36' TW=61.30' (Dynamic Tailwater) L1=Culvert (Inlet Controls 2.84 cfs @ 2.86 fps) Summary for Pond 3D: DMH3 Inflow Area = 0.945 ac, 50.30% Impervious, Inflow Depth > 2.94" for 25-YEAR event Inflow = 2.95 cfs @ 12.07 hrs, Volume= 0.232 of Outflow = 2.95 cfs @ 12.07 hrs, Volume= 0.231 af, Atten= 0%, Lag= 0.0 min Primary = 2.95 cfs @ 12.07 hrs, Volume= 0.231 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 62.39' @ 15.59 hrs Flood Elev= 79.74' Device Routing Invert Outlet Devices #1 Primary 60.43' 24.0" Round Culvert L= 8.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 60.43' /60.39' S= 0.0050 T Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf Primary OutFlow Max=2.84 cfs @ 12.07 hrs HW=61.30' TW=60.89' (Dynamic Tailwater) L1=Culvert (Barrel Controls 2.84 cfs @ 3.18 fps) 31968.00 POST-DEVELOPMENT Type /// 24-hr 25-YEAR Rainfall=6.16" Prepared by TFMoran Inc. Printed 2/8/2021 HydroCAD® 10.00-19 s/n 00866 ©2016 HydroCAD Software Solutions LLC Page 44 Summary for Pond 202P: CB 2 I nflow Area = 0.423 ac, 57.97% Impervious, Inflow Depth > 3.31" for 25-YEAR event Inflow = 1.53 cfs @ 12.07 hrs, Volume= 0.117 of Outflow = 1.53 cfs @ 12.07 hrs, Volume= 0.117 af, Atten= 0%, Lag= 0.0 min Primary = 1.53 cfs @ 12.07 hrs, Volume= 0.117 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 62.83' @ 12.07 hrs Flood Elev= 66.70' Device Routing Invert Outlet Devices #1 Primary 62.23' 15.0" Round Culvert L= 72.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 62.23' /61.47' S= 0.0106 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.23 sf Primary OutFlow Max=1.47 cfs @ 12.07 hrs HW=62.82' TW=61.43' (Dynamic Tailwater) L1=Culvert (Inlet Controls 1.47 cfs @ 2.61 fps) Summary for Pond 203P: CB 1 Inflow Area = 0.618 ac, 69.71% Impervious, Inflow Depth > 3.94" for 25-YEAR event Inflow = 2.68 cfs @ 12.07 hrs, Volume= 0.203 of Outflow = 2.68 cfs @ 12.07 hrs, Volume= 0.203 af, Atten= 0%, Lag= 0.0 min Primary = 2.68 cfs @ 12.07 hrs, Volume= 0.203 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 62.75' @ 15.47 hrs Flood Elev= 66.92' 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=2.72 cfs @ 12.07 hrs HW=61.43' TW=61.13' (Dynamic Tailwater) L1=Culvert (Barrel Controls 2.72 cfs @ 3.03 fps) Summary for Pond 204P: CB 4 Inflow Area = 0.209 ac, 96.61% Impervious, Inflow Depth > 5.44" for 25-YEAR event Inflow = 1.26 cfs @ 12.07 hrs, Volume= 0.095 of Outflow = 1.26 cfs @ 12.07 hrs, Volume= 0.095 af, Atten= 0%, Lag= 0.0 min Primary = 1.26 cfs @ 12.07 hrs, Volume= 0.095 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 62.75' @ 15.45 hrs 31968.00 POST-DEVELOPMENT Type /// 24-hr 25-YEAR Rainfall=6.16" Prepared by TFMoran Inc. Printed 2/8/2021 HydroCAD® 10.00-19 s/n 00866 ©2016 HydroCAD Software Solutions LLC Page 45 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=1.27 cfs @ 12.07 hrs HW=61.22' TW=61.12' (Dynamic Tailwater) L1=Culvert (Outlet Controls 1.27 cfs @ 2.06 fps) Summary for Pond 208P: CB 3 Inflow Area = 0.172 ac, 9.13% Impervious, Inflow Depth > 0.70" for 25-YEAR event Inflow = 0.10 cfs @ 12.12 hrs, Volume= 0.010 of Outflow = 0.10 cfs @ 12.12 hrs, Volume= 0.010 af, Atten= 0%, Lag= 0.0 min Primary = 0.10 cfs @ 12.12 hrs, Volume= 0.010 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 63.70' @ 12.12 hrs Flood Elev= 67.80' Device Routing Invert Outlet Devices #1 Primary 63.55' 15.0" Round Culvert L= 49.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 63.55' /63.04' S= 0.0104 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.23 sf Primary OutFlow Max=0.09 cfs @ 12.12 hrs HW=63.69' TW=62.79' (Dynamic Tailwater) L1=Culvert (Barrel Controls 0.09 cfs @ 1.85 fps) Summary for Pond 209P: DMH 1 Inflow Area = 0.098 ac,100.00% Impervious, Inflow Depth > 5.65" for 25-YEAR event Inflow = 0.60 cfs @ 12.07 hrs, Volume= 0.046 of Outflow = 0.60 cfs @ 12.07 hrs, Volume= 0.046 af, Atten= 0%, Lag= 0.0 min Primary = 0.60 cfs @ 12.07 hrs, Volume= 0.046 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 74.94' @ 12.07 hrs Flood Elev= 79.74' Device Routing Invert Outlet Devices #1 Primary 74.50' 15.0" Round Culvert L= 26.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 74.50' / 74.20' S= 0.0115 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.23 sf Primary OutFlow Max=0.57 cfs @ 12.07 hrs HW=74.93' TW=74.71' (Dynamic Tailwater) L1=Culvert (Outlet Controls 0.57 cfs @ 2.28 fps) 31968.00 POST-DEVELOPMENT Type /// 24-hr 25-YEAR Rainfall=6.16" Prepared by TFMoran Inc. Printed 2/8/2021 HydroCAD® 10.00-19 s/n 00866 ©2016 HydroCAD Software Solutions LLC Page 46 Summary for Pond 212P: CB 6 Inflow Area = 0.885 ac, 50.79% Impervious, Inflow Depth > 2.99" for 25-YEAR event Inflow = 2.79 cfs @ 12.07 hrs, Volume= 0.221 of Outflow = 2.79 cfs @ 12.07 hrs, Volume= 0.221 af, Atten= 0%, Lag= 0.0 min Primary = 2.79 cfs @ 12.07 hrs, Volume= 0.221 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 74.02' @ 12.07 hrs Flood Elev= 79.35' Device Routing Invert Outlet Devices #1 Primary 73.13' 15.0" Round Culvert L= 73.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 73.13' / 72.36' S= 0.0105 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.23 sf Primary OutFlow Max=2.69 cfs @ 12.07 hrs HW=74.00' TW=73.16' (Dynamic Tailwater) L1=Culvert (Outlet Controls 2.69 cfs @ 4.14 fps) Summary for Pond 213P: CB 5 Inflow Area = 0.945 ac, 50.30% Impervious, Inflow Depth > 2.94" for 25-YEAR event Inflow = 2.95 cfs @ 12.07 hrs, Volume= 0.232 of Outflow = 2.95 cfs @ 12.07 hrs, Volume= 0.232 af, Atten= 0%, Lag= 0.0 min Primary = 2.95 cfs @ 12.07 hrs, Volume= 0.232 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 73.18' @ 12.07 hrs Flood Elev= 79.74' Device Routing Invert Outlet Devices #1 Primary 72.26' 24.0" Round Culvert L= 5.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 72.26' / 72.26' S= 0.0000 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf Primary OutFlow Max=2.84 cfs @ 12.07 hrs HW=73.16' TW=71.36' (Dynamic Tailwater) L1=Culvert (Barrel Controls 2.84 cfs @ 3.03 fps) Summary for Pond 214P: CB 9 Inflow Area = 0.166 ac, 9.71% Impervious, Inflow Depth > 0.76" for 25-YEAR event Inflow = 0.11 cfs @ 12.11 hrs, Volume= 0.010 of Outflow = 0.11 cfs @ 12.11 hrs, Volume= 0.010 af, Atten= 0%, Lag= 0.0 min Primary = 0.11 cfs @ 12.11 hrs, Volume= 0.010 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 74.60' @ 12.11 hrs Flood Elev= 78.70' 31968.00 POST-DEVELOPMENT Type /// 24-hr 25-YEAR Rainfall=6.16" Prepared by TFMoran Inc. Printed 2/8/2021 HydroCAD® 10.00-19 s/n 00866 ©2016 HydroCAD Software Solutions LLC Page 47 Device Routing Invert Outlet Devices #1 Primary 74.45' 15.0" Round Culvert L= 15.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 74.45' / 74.26' S= 0.0127 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.23 sf Primary OutFlow Max=0.11 cfs @ 12.11 hrs HW=74.60' TW=73.96' (Dynamic Tailwater) L1=Culvert (Barrel Controls 0.11 cfs @ 1.92 fps) Summary for Pond 215P: CB 8 I nflow Area = 0.125 ac, 0.00% Impervious, Inflow Depth > 0.41" for 25-YEAR event Inflow = 0.03 cfs @ 12.31 hrs, Volume= 0.004 of Outflow = 0.03 cfs @ 12.31 hrs, Volume= 0.004 af, Atten= 0%, Lag= 0.0 min Primary = 0.03 cfs @ 12.31 hrs, Volume= 0.004 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 74.72' @ 12.08 hrs Flood Elev= 78.70' Device Routing Invert Outlet Devices #1 Primary 74.45' 15.0" Round Culvert L= 15.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 74.45' / 74.26' S= 0.0127 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.23 sf Primary OutFlow Max=0.03 cfs @ 12.31 hrs HW=74.54' TW=74.46' (Dynamic Tailwater) L1=Culvert (Outlet Controls 0.03 cfs @ 0.96 fps) Summary for Pond 216P: CB 7 Inflow Area = 0.480 ac, 47.95% Impervious, Inflow Depth > 2.93" for 25-YEAR event Inflow = 1.41 cfs @ 12.07 hrs, Volume= 0.117 of Outflow = 1.41 cfs @ 12.07 hrs, Volume= 0.117 af, Atten= 0%, Lag= 0.0 min Primary = 1.41 cfs @ 12.07 hrs, Volume= 0.117 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 74.73' @ 12.07 hrs Flood Elev= 79.35' Device Routing Invert Outlet Devices #1 Primary 74.10' 15.0" Round Culvert L= 83.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 74.10' / 73.23' S= 0.0105 '/' 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=74.71' TW=74.00' (Dynamic Tailwater) L1=Culvert (Outlet Controls 1.36 cfs @ 3.34 fps) 31968.00 POST-DEVELOPMENT Type 111 24-hr 25-YEAR Rainfall=6.16" Prepared by TFMoran Inc. Printed 2/8/2021 HydroCAD® 10.00-19 s/n 00866 ©2016 HydroCAD Software Solutions LLC Page 48 Summary for Link A: BEECHWOOD DRIVE Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Primary outflow = Inflow, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Summary for Link B: OSGOOD STREET Inflow Area = 1.453 ac, 0.00% Impervious, Inflow Depth > 0.15" for 25-YEAR event Inflow = 0.04 cfs @ 13.92 hrs, Volume= 0.018 of Primary = 0.04 cfs @ 13.92 hrs, Volume= 0.018 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs 31968.00 POST-DEVELOPMENT Type /// 24-hr 100-YEAR Rainfall=7.94" Prepared by TFMoran Inc. Printed 2/8/2021 HydroCAD® 10.00-19 s/n 00866 ©2016 HydroCAD Software Solutions LLC Page 49 Time span=0.00-20.00 hrs, dt=0.05 hrs, 401 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>0.52" Flow Length=547' Tc=19.3 min CN=33 Runoff=0.32 cfs 0.063 of Subcatchment202S:TO CB 2 Runoff Area=5,902 sf 84.34% Impervious Runoff Depth>6.29" Tc=5.0 min CN=89 Runoff=1.00 cfs 0.071 of Subcatchment203S:TO CB 1 Runoff Area=3,473 sf 88.22% Impervious Runoff Depth>6.52" Tc=5.0 min CN=91 Runoff=0.60 cfs 0.043 of Subcatchment204S:TO CB 4 Runoff Area=4,106 sf 92.47% Impervious Runoff Depth>6.88" Tc=5.0 min CN=94 Runoff=0.73 cfs 0.054 of Subcatchment205S:TO CB 4 Runoff Area=5,016 sf 100.00% Impervious Runoff Depth>7.35" Tc=5.0 min CN=98 Runoff=0.90 cfs 0.071 of Subcatchment206S:TO CB 1 Runoff Area=5,017 sf 100.00% Impervious Runoff Depth>7.35" Tc=5.0 min CN=98 Runoff=0.90 cfs 0.071 of Subcatchment207S:TO CB 2 Runoff Area=5,017 sf 100.00% Impervious Runoff Depth>7.35" Tc=5.0 min CN=98 Runoff=0.90 cfs 0.071 of Subcatchment208S:TO CB 3 Runoff Area=7,503 sf 9.13% Impervious Runoff Depth>1.43" Tc=5.0 min CN=44 Runoff=0.27 cfs 0.021 of Subcatchment209S:TO DMH 1 Runoff Area=4,265 sf 100.00% Impervious Runoff Depth>7.35" Tc=5.0 min CN=98 Runoff=0.77 cfs 0.060 of Subcatchment210S:TO CB 7 Runoff Area=5,768 sf 100.00% Impervious Runoff Depth>7.35" Tc=5.0 min CN=98 Runoff=1.04 cfs 0.081 of Subcatchment211 S:TO CB 6 Runoff Area=5,016 sf 100.00% Impervious Runoff Depth>7.35" Tc=5.0 min CN=98 Runoff=0.90 cfs 0.071 of Subcatchment212S:TO CB 6 Runoff Area=5,398 sf 71.14% Impervious Runoff Depth>5.36" Tc=5.0 min CN=81 Runoff=0.82 cfs 0.055 of Subcatchment213S:TO CB 5 Runoff Area=2,581 sf 42.85% Impervious Runoff Depth>3.46" Tc=5.0 min CN=64 Runoff=0.26 cfs 0.017 of Subcatchment214S:TO CB 9 Runoff Area=7,233 sf 9.71% Impervious Runoff Depth>1.53" Tc=5.0 min CN=45 Runoff=0.28 cfs 0.021 of Subcatchment215S:TO CB 8 Runoff Area=5,445 sf 0.00% Impervious Runoff Depth>0.99" Tc=5.0 min CN=39 Runoff=0.11 cfs 0.010 of Subcatchment216S:TO CB 8 Runoff Area=5,445 sf 0.00% Impervious Runoff Depth>0.99" Tc=5.0 min CN=39 Runoff=0.11 cfs 0.010 of 31968.00 POST-DEVELOPMENT Type /// 24-hr 100-YEAR Rainfall=7.94" Prepared by TFMoran Inc. Printed 2/8/2021 HydroCAD® 10.00-19 s/n 00866 ©2016 HydroCAD Software Solutions LLC Page 50 Pond 1: StormTech#1 /2 in / hr Peak Elev=64.21' Storage=0.183 of Inflow=4.22 cfs 0.326 of Discarded=0.12 cfs 0.138 of Secondary=0.09 cfs 0.018 of Outflow=0.21 cfs 0.156 of Pond 2: StormTech#2/2 in / hr Peak Elev=64.39' Storage=0.224 of Inflow=5.29 cfs 0.400 of Discarded=0.14 cfs 0.169 of Secondary=0.12 cfs 0.031 of Outflow=0.27 cfs 0.200 of Pond 21): DMH2 Peak Elev=71.53' Inflow=4.22 cfs 0.326 of 24.0" Round Culvert n=0.013 L=93.0' S=0.0808'/' Outflow=4.22 cfs 0.326 of Pond 31): DMH3 Peak Elev=64.21' Inflow=4.22 cfs 0.326 of 24.0" Round Culvert n=0.013 L=8.0' S=0.0050 '/' Outflow=4.22 cfs 0.326 of Pond 202P: CB 2 Peak Elev=64.39' Inflow=2.16 cfs 0.162 of 15.0" Round Culvert n=0.013 L=72.0' S=0.0106 '/' Outflow=2.16 cfs 0.162 of Pond 203P: CB 1 Peak Elev=64.39' Inflow=3.66 cfs 0.276 of 24.0" Round Culvert n=0.013 L=2.0' S=0.0000 '/' Outflow=3.66 cfs 0.276 of Pond 204P: CB 4 Peak Elev=64.39' Inflow=1.63 cfs 0.125 of 24.0" Round Culvert n=0.013 L=2.0' S=0.0000 '/' Outflow=1.63 cfs 0.125 of Pond 208P: CB 3 Peak Elev=64.39' Inflow=0.27 cfs 0.021 of 15.0" Round Culvert n=0.013 L=49.0' S=0.0104 '/' Outflow=0.27 cfs 0.021 of Pond 209P: DMH 1 Peak EIev=75.06' Inflow=0.77 cfs 0.060 of 15.0" Round Culvert n=0.013 L=26.0' S=0.0115'/' Outflow=0.77 cfs 0.060 of Pond 212P: CB 6 Peak EIev=74.26' Inflow=3.96 cfs 0.309 of 15.0" Round Culvert n=0.013 L=73.0' S=0.0105'/' Outflow=3.96 cfs 0.309 of Pond 213P: CB 5 Peak EIev=73.38' Inflow=4.22 cfs 0.326 of 24.0" Round Culvert n=0.013 L=5.0' S=0.0000 '/' Outflow=4.22 cfs 0.326 of Pond 214P: CB 9 Peak EIev=74.70' Inflow=0.28 cfs 0.021 of 15.0" Round Culvert n=0.013 L=15.0' S=0.0127 '/' Outflow=0.28 cfs 0.021 of Pond 215P: CB 8 Peak EIev=74.90' Inflow=0.11 cfs 0.010 of 15.0" Round Culvert n=0.013 L=15.0' S=0.0127 '/' Outflow=0.11 cfs 0.010 of Pond 216P: CB 7 Peak EIev=74.90' Inflow=1.99 cfs 0.162 of 15.0" Round Culvert n=0.013 L=83.0' S=0.0105'/' Outflow=1.99 cfs 0.162 of Link A: BEECHWOOD DRIVE Primary=0.00 cfs 0.000 of Link B: OSGOOD STREET Inflow=0.32 cfs 0.112 of Primary=0.32 cfs 0.112 of Total Runoff Area = 3.225 ac Runoff Volume = 0.789 of Average Runoff Depth = 2.94" 65.63% Pervious = 2.116 ac 34.37% Impervious = 1.108 ac 31968.00 POST-DEVELOPMENT Type /// 24-hr 100-YEAR Rainfall=7.94" Prepared by TFMoran Inc. Printed 2/8/2021 HydroCAD® 10.00-19 s/n 00866 ©2016 HydroCAD Software Solutions LLC Page 51 Summary for Subcatchment 201 S: TO OSGOOD STREET Runoff = 0.32 cfs @ 12.53 hrs, Volume= 0.063 af, Depth> 0.52" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-YEAR Rainfall=7.94" 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) 11.8 100 0.0900 0.14 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.16" 2.4 235 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 19.3 547 Total Summary for Subcatchment 202S: TO CB 2 Runoff = 1.00 cfs @ 12.07 hrs, Volume= 0.071 af, Depth> 6.29" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-YEAR Rainfall=7.94" 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 = 0.60 cfs @ 12.07 hrs, Volume= 0.043 af, Depth> 6.52" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-YEAR Rainfall=7.94" 31968.00 POST-DEVELOPMENT Type /// 24-hr 100-YEAR Rainfall=7.94" Prepared by TFMoran Inc. Printed 2/8/2021 HydroCAD® 10.00-19 s/n 00866 ©2016 HydroCAD Software Solutions LLC Page 52 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 = 0.73 cfs @ 12.07 hrs, Volume= 0.054 af, Depth> 6.88" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-YEAR Rainfall=7.94" 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 = 0.90 cfs @ 12.07 hrs, Volume= 0.071 af, Depth> 7.35" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-YEAR Rainfall=7.94" 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-DEVELOPMENT Type /// 24-hr 100-YEAR Rainfall=7.94" Prepared by TFMoran Inc. Printed 2/8/2021 HydroCAD® 10.00-19 s/n 00866 ©2016 HydroCAD Software Solutions LLC Page 53 Summary for Subcatchment 206S: TO CB 1 Runoff = 0.90 cfs @ 12.07 hrs, Volume= 0.071 af, Depth> 7.35" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-YEAR Rainfall=7.94" 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 = 0.90 cfs @ 12.07 hrs, Volume= 0.071 af, Depth> 7.35" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-YEAR Rainfall=7.94" 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 = 0.27 cfs @ 12.10 hrs, Volume= 0.021 af, Depth> 1.43" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-YEAR Rainfall=7.94" 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-DEVELOPMENT Type /// 24-hr 100-YEAR Rainfall=7.94" Prepared by TFMoran Inc. Printed 2/8/2021 HydroCAD® 10.00-19 s/n 00866 ©2016 HydroCAD Software Solutions LLC Page 54 Summary for Subcatchment 209S: TO DMH 1 Runoff = 0.77 cfs @ 12.07 hrs, Volume= 0.060 af, Depth> 7.35" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-YEAR Rainfall=7.94" 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 = 1.04 cfs @ 12.07 hrs, Volume= 0.081 af, Depth> 7.35" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-YEAR Rainfall=7.94" 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 = 0.90 cfs @ 12.07 hrs, Volume= 0.071 af, Depth> 7.35" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-YEAR Rainfall=7.94" 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-DEVELOPMENT Type /// 24-hr 100-YEAR Rainfall=7.94" Prepared by TFMoran Inc. Printed 2/8/2021 HydroCAD® 10.00-19 s/n 00866 ©2016 HydroCAD Software Solutions LLC Page 55 Summary for Subcatchment 212S: TO CB 6 Runoff = 0.82 cfs @ 12.07 hrs, Volume= 0.055 af, Depth> 5.36" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-YEAR Rainfall=7.94" Area (sf) CN Description 3,840 98 Paved parking, HSG A 1,558 39 >75% Grass cover, Good, HSG A 5,398 81 Weighted Average 1,558 28.86% Pervious Area 3,840 71.14% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Subcatchment 213S: TO CB 5 Runoff = 0.26 cfs @ 12.08 hrs, Volume= 0.017 af, Depth> 3.46" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-YEAR Rainfall=7.94" Area (sf) CN Description 1,106 98 Paved parking, HSG A 1,475 39 >75% Grass cover, Good, HSG A 2,581 64 Weighted Average 1,475 57.15% Pervious Area 1,106 42.85% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Subcatchment 214S: TO CB 9 Runoff = 0.28 cfs @ 12.10 hrs, Volume= 0.021 af, Depth> 1.53" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-YEAR Rainfall=7.94" Area (sf) CN Description 702 98 Paved parking, HSG A 6,531 39 >75% Grass cover, Good, HSG A 7,233 45 Weighted Average 6,531 90.29% Pervious Area 702 9.71% Impervious Area 31968.00 POST-DEVELOPMENT Type /// 24-hr 100-YEAR Rainfall=7.94" Prepared by TFMoran Inc. Printed 2/8/2021 HydroCAD® 10.00-19 s/n 00866 ©2016 HydroCAD Software Solutions LLC Page 56 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Subcatchment 215S: TO CB 8 Runoff = 0.11 cfs @ 12.11 hrs, Volume= 0.010 af, Depth> 0.99" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-YEAR Rainfall=7.94" Area (sf) CN Description 5,445 39 >75% Grass cover, Good, HSG A 5,445 100.00% Pervious 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 = 0.11 cfs @ 12.11 hrs, Volume= 0.010 af, Depth> 0.99" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-YEAR Rainfall=7.94" Area (sf) CN Description 51445 39 >75% Grass cover, Good, HSG A 51445 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Pond 1: StormTech #1 / 2 in / hr Inflow Area = 0.945 ac, 50.30% Impervious, Inflow Depth > 4.14" for 100-YEAR event Inflow = 4.22 cfs @ 12.08 hrs, Volume= 0.326 of Outflow = 0.21 cfs @ 14.87 hrs, Volume= 0.156 af, Atten= 95%, Lag= 167.9 min Discarded = 0.12 cfs @ 10.05 hrs, Volume= 0.138 of Secondary = 0.09 cfs @ 14.87 hrs, Volume= 0.018 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 64.21' @ 14.87 hrs Surf.Area= 0.060 ac Storage= 0.183 of Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 43.2 min ( 787.0 - 743.8 ) 31968.00 POST-DEVELOPMENT Type /// 24-hr 100-YEAR Rainfall=7.94" Prepared by TFMoran Inc. Printed 2/8/2021 HydroCAD® 10.00-19 s/n 00866 ©2016 HydroCAD Software Solutions LLC Page 57 Volume Invert Avail.Storage Storage Description #1 A 59.50' 0.085 of 37.08'W x 70.23'L x 5.50'H Field A 0.329 of Overall - 0.117 of Embedded = 0.212 of x 40.0% Voids #2A 60.25' 0.117 of ADS_StormTech MC-3500 d +Cap x 45 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 5 Rows of 9 Chambers Cap Storage= +14.9 cf x 2 x 5 rows = 149.0 cf 0.202 of Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 59.50' 2.000 in/hr Exfiltration over Surface area #2 Secondary 63.99' Custom Weir/Orifice, Cv= 2.62 (C= 3.28) Head (feet) 0.00 0.01 Width (feet) 4.00 4.00 Discarded OutFlow Max=0.12 cfs @ 10.05 hrs HW=59.56' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.12 cfs) Secondary OutFlow Max=0.09 cfs @ 14.87 hrs HW=64.21' TW=0.00' (Dynamic Tailwater) L2=Custom Weir/Orifice (Orifice Controls 0.09 cfs @ 2.28 fps) Summary for Pond 2: StormTech #2 / 2 in / hr Inflow Area = 0.827 ac, 76.52% Impervious, Inflow Depth > 5.81" for 100-YEAR event Inflow = 5.29 cfs @ 12.07 hrs, Volume= 0.400 of Outflow = 0.27 cfs @ 14.34 hrs, Volume= 0.200 af, Atten= 95%, Lag= 136.1 min Discarded = 0.14 cfs @ 9.45 hrs, Volume= 0.169 of Secondary = 0.12 cfs @ 14.34 hrs, Volume= 0.031 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs,/ 3 Peak Elev= 64.39' @ 14.34 hrs Surf.Area= 0.071 ac Storage= 0.224 of Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 49.5 min ( 781.3 - 731.8 ) Volume Invert Avail.Storage Storage Description #1 A 59.50' 0.101 of 44.25'W x 70.23'L x 5.50'H Field A 0.392 of Overall - 0.140 of Embedded = 0.252 of x 40.0% Voids #2A 60.25' 0.140 of ADS_StormTech MC-3500 d +Cap x 54 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 9 Chambers Cap Storage= +14.9 cf x 2 x 6 rows = 178.8 cf 0.241 of Total Available Storage Storage Group A created with Chamber Wizard 31968.00 POST-DEVELOPMENT Type /// 24-hr 100-YEAR Rainfall=7.94" Prepared by TFMoran Inc. Printed 2/8/2021 HydroCAD® 10.00-19 s/n 00866 ©2016 HydroCAD Software Solutions LLC Page 58 Device Routing Invert Outlet Devices #1 Discarded 59.50' 2.000 in/hr Exfiltration over Surface area #2 Secondary 64.00' Custom Weir/Orifice, Cv= 2.62 (C= 3.28) Head (feet) 0.00 0.01 Width (feet) 4.00 4.00 Discarded OutFlow Max=0.14 cfs @ 9.45 hrs HW=59.56' (Free Discharge) L1=Exfi1tration (Exfiltration Controls 0.14 cfs) Secondary OutFlow Max=0.12 cfs @ 14.34 hrs HW=64.39' TW=0.00' (Dynamic Tailwater) L2=Custom Weir/Orifice (Orifice Controls 0.12 cfs @ 3.04 fps) Summary for Pond 2D: DMH2 Inflow Area = 0.945 ac, 50.30% Impervious, Inflow Depth > 4.14" for 100-YEAR event Inflow = 4.22 cfs @ 12.08 hrs, Volume= 0.326 of Outflow = 4.22 cfs @ 12.08 hrs, Volume= 0.326 af, Atten= 0%, Lag= 0.0 min Primary = 4.22 cfs @ 12.08 hrs, Volume= 0.326 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 71.53' @ 12.08 hrs Flood Elev= 79.74' Device Routing Invert Outlet Devices #1 Primary 70.65' 24.0" Round Culvert L= 93.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 70.65' /63.14' S= 0.0808 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf Primary OutFlow Max=4.09 cfs @ 12.08 hrs HW=71.51' TW=61.69' (Dynamic Tailwater) L1=Culvert (Inlet Controls 4.09 cfs @ 3.16 fps) Summary for Pond 3D: DMH3 Inflow Area = 0.945 ac, 50.30% Impervious, Inflow Depth > 4.14" for 100-YEAR event Inflow = 4.22 cfs @ 12.08 hrs, Volume= 0.326 of Outflow = 4.22 cfs @ 12.08 hrs, Volume= 0.326 af, Atten= 0%, Lag= 0.0 min Primary = 4.22 cfs @ 12.08 hrs, Volume= 0.326 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 64.21' @ 14.87 hrs Flood Elev= 79.74' Device Routing Invert Outlet Devices #1 Primary 60.43' 24.0" Round Culvert L= 8.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 60.43' /60.39' S= 0.0050 T Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf Primary OutFlow Max=4.18 cfs @ 12.08 hrs HW=61.69' TW=61.48' (Dynamic Tailwater) L1=Culvert (Outlet Controls 4.18 cfs @ 2.88 fps) 31968.00 POST-DEVELOPMENT Type /// 24-hr 100-YEAR Rainfall=7.94" Prepared by TFMoran Inc. Printed 2/8/2021 HydroCAD® 10.00-19 s/n 00866 ©2016 HydroCAD Software Solutions LLC Page 59 Summary for Pond 202P: CB 2 Inflow Area = 0.423 ac, 57.97% Impervious, Inflow Depth > 4.60" for 100-YEAR event Inflow = 2.16 cfs @ 12.07 hrs, Volume= 0.162 of Outflow = 2.16 cfs @ 12.07 hrs, Volume= 0.162 af, Atten= 0%, Lag= 0.0 min Primary = 2.16 cfs @ 12.07 hrs, Volume= 0.162 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 64.39' @ 14.34 hrs Flood Elev= 66.70' Device Routing Invert Outlet Devices #1 Primary 62.23' 15.0" Round Culvert L= 72.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 62.23' /61.47' S= 0.0106 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.23 sf Primary OutFlow Max=2.09 cfs @ 12.07 hrs HW=62.95' TW=61.91' (Dynamic Tailwater) L1=Culvert (Inlet Controls 2.09 cfs @ 2.88 fps) Summary for Pond 203P: CB 1 Inflow Area = 0.618 ac, 69.71% Impervious, Inflow Depth > 5.36" for 100-YEAR event Inflow = 3.66 cfs @ 12.07 hrs, Volume= 0.276 of Outflow = 3.66 cfs @ 12.07 hrs, Volume= 0.276 af, Atten= 0%, Lag= 0.0 min Primary = 3.66 cfs @ 12.07 hrs, Volume= 0.276 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 64.39' @ 14.34 hrs Flood Elev= 66.92' 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=3.63 cfs @ 12.07 hrs HW=61.90' TW=61.77' (Dynamic Tailwater) L1=Culvert (Outlet Controls 3.63 cfs @ 2.28 fps) Summary for Pond 204P: CB 4 Inflow Area = 0.209 ac, 96.61% Impervious, Inflow Depth > 7.14" for 100-YEAR event Inflow = 1.63 cfs @ 12.07 hrs, Volume= 0.125 of Outflow = 1.63 cfs @ 12.07 hrs, Volume= 0.125 af, Atten= 0%, Lag= 0.0 min Primary = 1.63 cfs @ 12.07 hrs, Volume= 0.125 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 64.39' @ 14.34 hrs 31968.00 POST-DEVELOPMENT Type /// 24-hr 100-YEAR Rainfall=7.94" Prepared by TFMoran Inc. Printed 2/8/2021 HydroCAD® 10.00-19 s/n 00866 ©2016 HydroCAD Software Solutions LLC Page 60 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=1.65 cfs @ 12.07 hrs HW=61.79' TW=61.76' (Dynamic Tailwater) L1=Culvert (Outlet Controls 1.65 cfs @ 1.15 fps) Summary for Pond 208P: CB 3 Inflow Area = 0.172 ac, 9.13% Impervious, Inflow Depth > 1.43" for 100-YEAR event Inflow = 0.27 cfs @ 12.10 hrs, Volume= 0.021 of Outflow = 0.27 cfs @ 12.10 hrs, Volume= 0.021 af, Atten= 0%, Lag= 0.0 min Primary = 0.27 cfs @ 12.10 hrs, Volume= 0.021 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 64.39' @ 14.39 hrs Flood Elev= 67.80' Device Routing Invert Outlet Devices #1 Primary 63.55' 15.0" Round Culvert L= 49.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 63.55' /63.04' S= 0.0104 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.23 sf Primary OutFlow Max=0.27 cfs @ 12.10 hrs HW=63.79' TW=62.95' (Dynamic Tailwater) L1=Culvert (Barrel Controls 0.27 cfs @ 2.47 fps) Summary for Pond 209P: DMH 1 Inflow Area = 0.098 ac,100.00% Impervious, Inflow Depth > 7.35" for 100-YEAR event Inflow = 0.77 cfs @ 12.07 hrs, Volume= 0.060 of Outflow = 0.77 cfs @ 12.07 hrs, Volume= 0.060 af, Atten= 0%, Lag= 0.0 min Primary = 0.77 cfs @ 12.07 hrs, Volume= 0.060 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 75.06' @ 12.08 hrs Flood Elev= 79.74' Device Routing Invert Outlet Devices #1 Primary 74.50' 15.0" Round Culvert L= 26.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 74.50' / 74.20' S= 0.0115 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.23 sf Primary OutFlow Max=0.72 cfs @ 12.07 hrs HW=75.04' TW=74.88' (Dynamic Tailwater) L1=Culvert (Outlet Controls 0.72 cfs @ 2.08 fps) 31968.00 POST-DEVELOPMENT Type /// 24-hr 100-YEAR Rainfall=7.94" Prepared by TFMoran Inc. Printed 2/8/2021 HydroCAD® 10.00-19 s/n 00866 ©2016 HydroCAD Software Solutions LLC Page 61 Summary for Pond 212P: CB 6 Inflow Area = 0.885 ac, 50.79% Impervious, Inflow Depth > 4.19" for 100-YEAR event Inflow = 3.96 cfs @ 12.08 hrs, Volume= 0.309 of Outflow = 3.96 cfs @ 12.08 hrs, Volume= 0.309 af, Atten= 0%, Lag= 0.0 min Primary = 3.96 cfs @ 12.08 hrs, Volume= 0.309 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 74.26' @ 12.08 hrs Flood Elev= 79.35' Device Routing Invert Outlet Devices #1 Primary 73.13' 15.0" Round Culvert L= 73.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 73.13' / 72.36' S= 0.0105 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.23 sf Primary OutFlow Max=3.84 cfs @ 12.08 hrs HW=74.24' TW=73.36' (Dynamic Tailwater) L1=Culvert (Outlet Controls 3.84 cfs @ 4.43 fps) Summary for Pond 213P: CB 5 Inflow Area = 0.945 ac, 50.30% Impervious, Inflow Depth > 4.14" for 100-YEAR event Inflow = 4.22 cfs @ 12.08 hrs, Volume= 0.326 of Outflow = 4.22 cfs @ 12.08 hrs, Volume= 0.326 af, Atten= 0%, Lag= 0.0 min Primary = 4.22 cfs @ 12.08 hrs, Volume= 0.326 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 73.38' @ 12.08 hrs Flood Elev= 79.74' Device Routing Invert Outlet Devices #1 Primary 72.26' 24.0" Round Culvert L= 5.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 72.26' / 72.26' S= 0.0000 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf Primary OutFlow Max=4.09 cfs @ 12.08 hrs HW=73.36' TW=71.51' (Dynamic Tailwater) L1=Culvert (Barrel Controls 4.09 cfs @ 3.35 fps) Summary for Pond 214P: CB 9 Inflow Area = 0.166 ac, 9.71% Impervious, Inflow Depth > 1.53" for 100-YEAR event Inflow = 0.28 cfs @ 12.10 hrs, Volume= 0.021 of Outflow = 0.28 cfs @ 12.10 hrs, Volume= 0.021 af, Atten= 0%, Lag= 0.0 min Primary = 0.28 cfs @ 12.10 hrs, Volume= 0.021 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 74.70' @ 12.10 hrs Flood Elev= 78.70' 31968.00 POST-DEVELOPMENT Type /// 24-hr 100-YEAR Rainfall=7.94" Prepared by TFMoran Inc. Printed 2/8/2021 HydroCAD® 10.00-19 s/n 00866 ©2016 HydroCAD Software Solutions LLC Page 62 Device Routing Invert Outlet Devices #1 Primary 74.45' 15.0" Round Culvert L= 15.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 74.45' / 74.26' S= 0.0127 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.23 sf Primary OutFlow Max=0.28 cfs @ 12.10 hrs HW=74.70' TW=74.24' (Dynamic Tailwater) L1=Culvert (Barrel Controls 0.28 cfs @ 2.41 fps) Summary for Pond 215P: CB 8 Inflow Area = 0.125 ac, 0.00% Impervious, Inflow Depth > 0.99" for 100-YEAR event Inflow = 0.11 cfs @ 12.11 hrs, Volume= 0.010 of Outflow = 0.11 cfs @ 12.11 hrs, Volume= 0.010 af, Atten= 0%, Lag= 0.0 min Primary = 0.11 cfs @ 12.11 hrs, Volume= 0.010 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 74.90' @ 12.08 hrs Flood Elev= 78.70' Device Routing Invert Outlet Devices #1 Primary 74.45' 15.0" Round Culvert L= 15.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 74.45' / 74.26' S= 0.0127 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.23 sf Primary OutFlow Max=0.13 cfs @ 12.11 hrs HW=74.86' TW=74.85' (Dynamic Tailwater) L1=Culvert (Outlet Controls 0.13 cfs @ 0.55 fps) Summary for Pond 216P: CB 7 Inflow Area = 0.480 ac, 47.95% Impervious, Inflow Depth > 4.04" for 100-YEAR event Inflow = 1.99 cfs @ 12.08 hrs, Volume= 0.162 of Outflow = 1.99 cfs @ 12.08 hrs, Volume= 0.162 af, Atten= 0%, Lag= 0.0 min Primary = 1.99 cfs @ 12.08 hrs, Volume= 0.162 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 74.90' @ 12.08 hrs Flood Elev= 79.35' Device Routing Invert Outlet Devices #1 Primary 74.10' 15.0" Round Culvert L= 83.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 74.10' / 73.23' S= 0.0105 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.23 sf Primary OutFlow Max=1.92 cfs @ 12.08 hrs HW=74.88' TW=74.24' (Dynamic Tailwater) L1=Culvert (Outlet Controls 1.92 cfs @ 3.41 fps) 31968.00 POST-DEVELOPMENT Type/1/ 24-hr 100-YEAR Rainfall=7.94" Prepared by TFMoran Inc. Printed 2/8/2021 HydroCAD® 10.00-19 s/n 00866 ©2016 HydroCAD Software Solutions LLC Page 63 Summary for Link A: BEECHWOOD DRIVE Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Primary outflow = Inflow, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Summary for Link B: OSGOOD STREET Inflow Area = 1.453 ac, 0.00% Impervious, Inflow Depth > 0.92" for 100-YEAR event Inflow = 0.32 cfs @ 14.48 hrs, Volume= 0.112 of Primary = 0.32 cfs @ 14.48 hrs, Volume= 0.112 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Self-storage Facility North Andover, MA 1/20/2021 Water Quality Volume Calculation Provided A(Imp) D(wq) V(wq) Volume (acres) (inches) (cf) (CF) 1.1 1 3993 22998 Provided Water Quality Volume Static Storage Static Filtration Volume(acre Storage Area ft) Volu (cf) 1 0.22998163 10018 2 0.2979798 12980 TOTAL 1 0.52796143 22998 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 0 O Infiltration Trench 0.80 11 0.95 0.76 0.19 E ce 0.00 0.19 0.00 0.19 FM 0.00 0.19 0.00 0.19 t� V 0.00 0.19 0.00 0.19 Separate Form Needs to be Completed for Each Total TSS Removal = 81% 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 0 O Infiltration Trench 0.80 11 0.95 0.76 0.19 E ce 0.00 0.19 0.00 0.19 FM 0.00 0.19 0.00 0.19 t� V 0.00 0.19 0.00 0.19 Separate Form Needs to be Completed for Each Total TSS Removal = 81% 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. 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 Treatment Practices Subsurface Treatment System Conveyance Practices Catch Basin Drainage Manhole Inspection & Maintenance Log Inspection Checklist and Inspection & Maintenance Plan 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 inspected twice annually; once following snow-melt (spring) and once following leaf-drop (fall): • Underground Chamber System (Subsurface Recharge Area) • Catch Basins/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 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 once a year) Catch Basins 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 annually and when it approaches half the sump depth. • Clean debris from grate. • 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. 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 annually and 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. • 4 inches. 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 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) 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. 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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)