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HomeMy WebLinkAboutDrainage Report 12-12-23 TLF, Inc. Project No. 2023-142 Drainage Report for Carmel Clay Schools – Cherry Tree Elementary School Addition and Renovation 13989 Hazel Road Parkway Carmel, Indiana 46033 December 12, 2023 Prepared by: TLF, Inc. 3901 West 86th Street, Suite 200 Indianapolis, IN 46268 Phone (317) 334-1500 Submitted by: Pete M. Rankovich, PE Herb Windhorst Page 1 of 74 TLF, Inc. Project No. 2023-119 Table of Contents Project Narrative I. Project Location II. Project Description III. Existing Drainage Conditions IV. Proposed Drainage Conditions V. Storm Sewer Design VI. Storm Water Quality VII. Summary and Conclusions Appendices Appendix A - Maps · Site Location Map – Exhibit A.1 · Soils Map and Data – Exhibit A.2 · Flood Insurance Rate Map – Exhibit A.3 Appendix B – Site Drainage Conditions · Existing Drainage Conditions – Exhibit B.1 · Existing East “Front” Dry Basin Determination of Storm Water Detention Requirements from Previous Drainage Report– Exhibit B.2 · Proposed Drainage Conditions – Exhibit B.3 Appendix C - Proposed Storm Sewer Calculations · Rainfall Data · Developed Basin Area Map · Rational Method Storm Sewer Calculations · Storm Profiles with Hydraulic Grade Line Appendix D – Detention Calculations · Existing HydroCAD Model Existing East “Front” Dry Basin – Exhibit D.1 · Proposed HydroCAD Model Existing East “Front” Dry Basin – Exhibit D.2 Appendix E - Proposed Water Quality Calculations · Water Quality HydroCAD Model – Exhibit E.1 · Water Quality Unit Selection Table – Exhibit E.2 · Water Quality BMP Detail – Exhibit E.3 Page 2 of 74 TLF, Inc. Project No. 2023-119 Project Narrative I. Project Location The proposed project is located at 13989 Hazel Dell Parkway, Carmel, Indiana per the Site Location Map – Exhibit A.1. The project area does not lie within a floodway or floodplain per FEMA panel 18057C0227G effective November 19, 2014 per the Flood Insurance Rate Map provided on Exhibit A.3 in Appendix A. II. Project Description The proposed project will have multiple improvements at the existing school including a new front entrance building addition, courtyard, mechanical yard, loading dock, resurface playground areas and resurfacing existing parking areas. Associated infrastructure modifications include a new sanitary lateral and storm sewer. This project has multiple small areas of disturbed land which total approximately 1.22 acres. III. Existing Drainage Conditions The project site is split into 3 watershed basins, north, east and south. The north basin drains to an existing dry detention basin located within a baseball practice area on the northwest side of the existing school building. The north dry detention facility drains into an existing 18” RCP which then drains east to Hazel Dell Parkway then goes north into a 24” RCP located on the west side of the roadway. The east basin totals 3.65 acres per previously approved 1988 drainage report, see Exhibit B.2 in Appendix B. The east basin drains to an existing dry detention basin located on the east side or front of the existing school building. The east dry detention facility drains into an existing 15” RCP which then drains north and then continues north to a 24” RCP located on the west side of Hazel Dell Parkway. An existing HydroCAD model was created to indicate existing pond performance, see Exhibit D.1 in Appendix D and also see existing pond summary in Table 1 below. The overflow spillway elevation is approximate 780.1 and is located on the south side of the east basin and drains east toward an existing curb inlet located on the west side of Hazel Dell Parkway. The south basin drains in a southerly direction to a off-site drainage system, downstream facilities for the south basin are unknown. See Existing Conditions Exhibit B.1 in Appendix B. TABLE 1 EXISTING CONDITIONS – EAST BASIN “FRONT” DRY POND SUMMARY Storm Event (year) Runoff “Q” (cfs) Elevation 2 7.86 776.55 10 8.44 777.28 100 9.07 778.14 The site soils mainly consist of Crosby silt loam, fine loamy subsoil-Urban land complex and Miami silt loam-Urban land complex, the site also contains Brookston silty clay loam-Urban land complex and Miami silt loam-Urban land complex. See Soil Map and related soil data shown on Exhibit A.2 in Appendix A. Page 3 of 74 TLF, Inc. Project No. 2023-119 IV. Proposed Drainage Conditions The proposed drainage conditions will remain very similar to the existing drainage conditions. The north basin will have a total increase of 0.01 acres of impervious area and with this negligible increase amount no drainage improvements are planned for the north basin. The east basin will have a total increase of 0.09 acres of impervious area. A proposed HydroCAD model was created to indicate proposed pond performance which includes the additional impervious area, see Exhibit D.2 in Appendix D. The existing dry pond performance in the proposed conditions remains unchanged with the addition of 0.09 acres of impervious area, see proposed pond summary in Table 2 below. No modifications are planned for the east basin dry pond. The south basin will not have any increase in impervious area and storm drainage will remain unchanged in the proposed condition. TABLE 2 PROPOSED CONDITIONS – EAST BASIN “FRONT” DRY POND SUMMARY Storm Event (year) Runoff “Q” (cfs) Elevation 2 7.86 776.55 10 8.44 777.28 100 9.07 778.14 V. Storm Sewer Design The proposed storm sewer is designed to convey the 10-yr stormwater runoff flows from the proposed Inlet basins, based on 5 minute time of concentration (Tc). The storm sewer has been designed via the rational method in accordance with the City of Carmel Storm water Technical Standards Manual. The Proposed Storm Sewer Exhibits, calculations, and pipe sizes are provided in Appendix C. Corresponding Inlet basin areas are shown on the Inlet Basin Area Map in Appendix C. VI. Storm Water Quality The proposed site improvements will utilize a manufactured water quality device to meet the water quality requirements of the 1-inch 24-hour event and the 10-yr on-line flow rate. A treatment train with 2 BMP’s in series will be implemented with an upstream hydrodynamic separator (Aqua-Swirl Xcelerator XC-4) and downstream existing dry detention basin. The detention system has 10% additional storage capacity for sediment accumulation. See Exhibit E.1 in Appendix E for the stormwater quality calculations, also see summary in Table 3 below. See Exhibit E.2 for Water Quality Unit Selection Table and Exhibit E.3 Water Quality BMP Detail in Appendix E. Table 3: Stormwater Quality Summary Structure Number Aqua-Swirl Model Treatment Required (cfs) Treatment Provided (cfs) Max 10-yr. On-Line Flow Rate Provided (cfs) ST-102 XC-4 0.00 0.00 0.00 Page 4 of 74 TLF, Inc. Project No. 2023-119 VII. Summary and Conclusions No increase in stormwater runoff will occur from this project so no adverse impacts are anticipated to affect adjacent or downstream landowners. Erosion control measures will be implemented before construction begins and maintained during construction. Page 5 of 74 TLF, Inc. Project No. 2023-119 Appendix A Maps Page 6 of 74 A1 Inkatlas 793280 A1 Created on Inkatlas. © OpenStreetMap contributors (openstreetmap.org). Map data Aug 27, 2023. 1:15000 A1 A1 SITE LOCATION MAP A1 . SITE LOCATION Page 7 of 74 Soil Map—Hamilton County, Indiana Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 11/15/2023 Page 1 of 34426840442693044270204427110442720044272904427380442693044270204427110442720044272904427380578740578830578920579010579100579190579280579370579460579550 578740 578830 578920 579010 579100 579190 579280 579370 579460 579550 39° 59' 34'' N 86° 4' 40'' W39° 59' 34'' N86° 4' 4'' W39° 59' 16'' N 86° 4' 40'' W39° 59' 16'' N 86° 4' 4'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 16N WGS84 0 150 300 600 900 Feet 0 50 100 200 300 Meters Map Scale: 1:3,890 if printed on A landscape (11" x 8.5") sheet. Soil Map may not be valid at this scale. Page 8 of 74 MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Map Unit Polygons Soil Map Unit Lines Soil Map Unit Points Special Point Features Blowout Borrow Pit Clay Spot Closed Depression Gravel Pit Gravelly Spot Landfill Lava Flow Marsh or swamp Mine or Quarry Miscellaneous Water Perennial Water Rock Outcrop Saline Spot Sandy Spot Severely Eroded Spot Sinkhole Slide or Slip Sodic Spot Spoil Area Stony Spot Very Stony Spot Wet Spot Other Special Line Features Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:15,800. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Hamilton County, Indiana Survey Area Data: Version 24, Sep 1, 2023 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Jun 15, 2022—Jun 21, 2022 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Soil Map—Hamilton County, Indiana Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 11/15/2023 Page 2 of 3 Page 9 of 74 Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI YbvA Brookston silty clay loam- Urban land complex, 0 to 2 percent slopes 7.4 12.3% YclA Crosby silt loam, fine-loamy subsoil-Urban land complex, 0 to 2 percent slopes 21.8 36.4% YmsA Miami silt loam-Urban land complex, 0 to 2 percent slopes 30.0 50.2% YmsB2 Miami silt loam-Urban land complex, 2 to 6 percent slopes, eroded 0.6 1.0% Totals for Area of Interest 59.8 100.0% Soil Map—Hamilton County, Indiana Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 11/15/2023 Page 3 of 3 Page 10 of 74 Page 11 of 74 TLF, Inc. Project No. 2023-119 Appendix B Site Drainage Conditions Page 12 of 74 MEG 780.56 780.41 MEG 780.01 EXIST. EXIST. EAST BASIN (3.65 ACRES) EXISTING DRY DETENTION NORTH BASIN EXISTING DRY DETENTION SOUTH BASIN EXISTING OFF-SITE RUNOFF 40 12004080 COPYRIGHT 2023 BY FANNING/HOWEY ASSOCIATES, INC. WWW.FHAI.COM ARCHITECT PROJECT NUMBER: 222011.00 CHERRY TREE ELEMENTARY SCHOOL ADDITION AND RENOVATION CARMEL CLAY SCHOOLS 13989 HAZEL DELL PARKWAY CARMEL, IN 46033 PROJECT ISSUE DATE: 11.22.2023 DRAWN BY: ARS 317-848-0966 350 E NEW YORK ST# 300, INDIANAPOLIS, IN 46204 REV. NO.DESCRIPTION DATE CONSULTANT 90% CONSTRUCTION DOCUMENTS TLF-ENGINEERS.COM317-334-1500 3901 WEST 86TH STREET, ST# 200, INDIANAPOLIS, IN 46268 B.1 EXISTING CONDITIONS EXISTING CONDITIONS LEGEND EXISTING STORM SURFACE FLOW DIRECTION EXISTING STORM PIPE DIRECTION Page 13 of 74 Page 14 of 74 MEG 780.56 780.41 MEG 780.01 ST-CO 1 RIM = 781.88 ST-100 RIM = 781.40 ST-101 RIM = 780.33 ST-103 RIM = 778.45 ST-102 RIM = 778.35 ST-104 RIM = 776.42 118 LF OF 14" DIP @ 1.00% ST-202 RIM = 781.40 ST-200 RIM = 781.40 ST-201 RIM = 781.40 40' BOX TRUCKNO PARKING FIRE LANENO PARKING FIRE LANENOPARKINGNO PARKING FIRE LANEKINGPARNOPARNOKINGEXIST. EXIST. EAST BASIN (3.65 ACRES) EXISTING DRY DETENTION NORTH BASIN EXISTING DRY DETENTION SOUTH BASIN EXISTING OFF-SITE RUNOFF 40 12004080 COPYRIGHT 2023 BY FANNING/HOWEY ASSOCIATES, INC. WWW.FHAI.COM ARCHITECT PROJECT NUMBER: 222011.00 CHERRY TREE ELEMENTARY SCHOOL ADDITION AND RENOVATION CARMEL CLAY SCHOOLS 13989 HAZEL DELL PARKWAY CARMEL, IN 46033 PROJECT ISSUE DATE: 12.15.2023 DRAWN BY: ARS 317-848-0966 350 E NEW YORK ST# 300, INDIANAPOLIS, IN 46204 REV. NO.DESCRIPTION DATE CONSULTANT BIDS TLF-ENGINEERS.COM317-334-1500 3901 WEST 86TH STREET, ST# 200, INDIANAPOLIS, IN 46268 19700317 No. B.3 PROPOSED CONDITIONS Page 15 of 74 TLF, Inc. Project No. 2023-119 Appendix C Proposed Storm Sewer Calculations Page 16 of 74 Description:Carmel High School GAC Bldg Reviewing Entity:City of Carmel Job #:2022-120 Date:- Duration Duration (min)(hr)2-Year 5-Year 10-Year 25-Year 50-Year 100-Year 5 0.083 4.63 5.43 6.12 7.17 8.09 9.12 10 0.167 3.95 4.63 5.22 6.12 6.90 7.78 30 0.5 2.46 2.88 3.25 3.81 4.29 4.84 60 1 1.54 1.80 2.03 2.38 2.68 3.03 120 2 0.83 0.95 1.11 1.37 1.60 1.87 180 3 0.59 0.72 0.84 1.04 1.22 1.42 360 6 0.35 0.43 0.50 0.62 0.72 0.85 720 12 0.20 0.24 0.29 0.35 0.41 0.48 1440 24 0.11 0.14 0.16 0.20 0.23 0.27 Duration Duration (min)(hr)2-Year 5-Year 10-Year 25-Year 50-Year 100-Year 5 0.083 0.39 0.45 0.51 0.60 0.67 0.76 10 0.167 0.66 0.77 0.87 1.02 1.15 1.30 30 0.5 1.23 1.44 1.63 1.91 2.15 2.42 60 1 1.54 1.80 2.03 2.38 2.68 3.03 120 2 1.66 1.90 2.22 2.74 3.20 3.74 180 3 1.77 2.16 2.52 3.12 3.66 4.26 360 6 2.10 2.58 3.00 3.72 4.32 5.10 720 12 2.40 2.88 3.48 4.20 4.92 5.76 1440 24 2.64 3.36 3.84 4.80 5.52 6.48 RAINFALL INTENSITIES & DEPTHS Frequency Rainfall Depth (in) Frequency Rainfall Intensity (in/hr) City of Carmel Data Job Information Carmel Cherry Tree Elementary School Addition and Renovation 2023-142 Page 17 of 74 78 LF OF 15" HDPE Pipe @ 1.00%40' BOX TRUCK NO PARKING FIRE LANE NO PARKING FIRE LANE NOPARKINGNO PARKING FIRE LANE KINGPARNO118 LF OF 14" DIP @ 1.00%ST-202 Basin2,990 sft roof (0.07 ac.)143 sft stone (0.003 ac.)___________________3,133 sft total (0.072 ac.)C = 0.90ST-201 Basin3,511 sft roof (0.08 ac.)143 sft stone (0.003 ac.)___________________3,654 sft total (0.084 ac.)C = 0.90ST-100 Basin12,070 sft roof (0.27 ac.)1,604 sft pvmt (0.04 ac.)381 sft stone (0.009 ac.)___________________14,055 sft total (0.32 ac.)C = 0.89ST-101 Basin1,106 sft roof (0.03 ac.)___________________C = 0.90ST-101 Basin584 sft roof (0.01 ac.)___________________C = 0.90ST-101 Basin478 sft lawn (0.01 ac.)389 sft pvmt (0.008 ac.)___________________867 sft total (0.02 ac.)C = 0.87ST-101 Basin Totals1,690 sft roof (0.04 ac.)478 sft lawn (0.01 ac.)389 sft pvmt (0.008 ac.)___________________2,557 sft total (0.06 ac.)C = 0.77ST-300 Basin320 sft roof (0.007 ac.)449 sft lawn (0.01 ac.)5,046 sft pvmt (0.11 ac.)___________________5,815 sft total (0.13 ac.)C = 0.80ST-102 BasinSolid LidSWQU (BMP)ST-103 BasinSolid LidST-102ST-100ST-CO 1ST-101ST-201ST-200ST-202ST-300ST-103ST-104INLETS, VALVES, AND MARKS MADE UPON THE GROUND BYALSO BE OTHER EXISTING UNDERGROUND UTILITIES FOR WHICH THERE IS NO ABOVE GROUND EVIDENCE OR FOREXACT LOCATIONS OF EXISTING UNDERGROUND UTILITIESSHALL BE VERIFIED BY CONTRACTOR PRIOR TO ANY AND WHICH NO ABOVE GROUND EVIDENCE WAS OBSERVED. THE OTHERS) AND ARE SPECULATIVE IN NATURE. THERE MAYALL CONSTRUCTION.THE LOCATIONS OF ALL EXISTING UNDERGROUND UTILITIESEVIDENCE (INCLUDING, BUT NOT LIMITED TO, MANHOLES,SHOWN ON THE PLAN ARE BASED UPON ABOVE GROUNDCAUTION !!Know what'sbelow.before you dig.CallRCall 811 or 1-800-382-5544 Before You Begin Any Digging Project.Call 48 hours or 2 working days before you dig.It's Fast, It's Easy and It's the Law in the state of Indiana! DEVELOPED STORMDRAINAGE BASINSCOPYRIGHT 2023 BY FANNING/HOWEY ASSOCIATES, INC.WWW.FHAI.COMARCHITECTPROJECT NUMBER: 222011.00CHERRY TREEELEMENTARYSCHOOLADDITION ANDRENOVATIONCARMEL CLAY SCHOOLS13989 HAZEL DELL PARKWAYCARMEL, IN 46033PROJECT ISSUE DATE: 12.15.2023DRAWN BY: ARS317-848-0966350 E NEW YORK ST# 300, INDIANAPOLIS, IN 46204REV.NO.DESCRIPTIONDATECONSULTANTBIDSTLF-ENGINEERS.COM317-334-15003901 WEST 86TH STREET, ST# 200, INDIANAPOLIS, IN 46268206002040Page 18 of 74 Page 19 of 74 Page 20 of 74 Page 21 of 74 Page 22 of 74 Page 23 of 74 Page 24 of 74 TLF, Inc. Project No. 2023-119 Appendix D Proposed Detention Calculations Page 25 of 74 Ex Front 3.65 ACRES 2P Dry Pond Routing Diagram for 2023-142_Existing East Dry Detention_2023-12-07 Prepared by TLF, Inc, Printed 12/13/2023 HydroCAD® 10.20-3c s/n 10212 © 2023 HydroCAD Software Solutions LLC Subcat Reach Pond Link Page 26 of 74 Type II 24-hr 100YR-24.0HR Rainfall=6.48"2023-142_Existing East Dry Detention_2023-12- Printed 12/13/2023Prepared by TLF, Inc HydroCAD® 10.20-3c s/n 10212 © 2023 HydroCAD Software Solutions LLC Events for Pond 2P: Dry Pond Event Inflow (cfs) Primary (cfs) Elevation (feet) Storage (acre-feet) 002YR-0.083HR 0.04 0.04 771.92 0.000 002YR-0.167HR 0.73 0.73 772.27 0.000 002YR-0.5HR 3.15 3.14 772.85 0.000 002YR-01.0HR 4.70 4.68 773.24 0.000 002YR-02.0HR 5.33 5.24 773.82 0.001 002YR-03.0HR 5.91 5.74 774.30 0.001 002YR-06.0HR 7.69 7.38 775.96 0.003 002YR-12.0HR 9.33 7.70 776.36 0.011 002YR-24.0HR 10.66 7.86 776.55 0.021 010YR-0.083HR 0.28 0.28 772.10 0.000 010YR-0.167HR 1.52 1.52 772.49 0.000 010YR-0.5HR 5.17 5.09 773.71 0.001 010YR-01.0HR 7.31 7.06 775.60 0.002 010YR-02.0HR 8.34 7.77 776.40 0.012 010YR-03.0HR 9.99 7.78 776.45 0.015 010YR-06.0HR 12.66 8.08 776.82 0.041 010YR-12.0HR 15.33 8.30 777.11 0.073 010YR-24.0HR 17.34 8.44 777.28 0.101 100YR-0.083HR 1.08 1.08 772.38 0.000 100YR-0.167HR 3.49 3.48 772.93 0.000 100YR-0.5HR 9.44 7.72 776.38 0.011 100YR-01.0HR 12.83 8.09 776.84 0.043 100YR-02.0HR 16.78 8.40 777.24 0.093 100YR-03.0HR 19.68 8.57 777.45 0.136 100YR-06.0HR 24.34 8.79 777.75 0.213 100YR-12.0HR 27.98 8.93 777.94 0.276 100YR-24.0HR 31.94 9.07 778.14 0.350 EXISTING CONDITIONS Page 27 of 74 2023-142_Existing East Dry Detention_2023-12-07 Printed 12/13/2023Prepared by TLF, Inc Page 2HydroCAD® 10.20-3c s/n 10212 © 2023 HydroCAD Software Solutions LLC Rainfall Events Listing (selected events) Event# Event Name Storm Type Curve Mode Duration (hours) B/B Depth (inches) AMC 1 002YR-24.0HR Type II 24-hr Default 24.00 1 2.64 2 2 010YR-24.0HR Type II 24-hr Default 24.00 1 3.84 2 3 100YR-24.0HR Type II 24-hr Default 24.00 1 6.48 2 Page 28 of 74 2023-142_Existing East Dry Detention_2023-12-07 Printed 12/13/2023Prepared by TLF, Inc Page 3HydroCAD® 10.20-3c s/n 10212 © 2023 HydroCAD Software Solutions LLC Area Listing (selected nodes) Area (acres) CN Description (subcatchment-numbers) 2.090 84 50-75% Grass cover, Fair, HSG D (Ex Front) 1.560 98 Paved parking, HSG D (Ex Front) 3.650 90 TOTAL AREA Page 29 of 74 Type II 24-hr 002YR-24.0HR Rainfall=2.64"2023-142_Existing East Dry Detention_2023-12- Printed 12/13/2023Prepared by TLF, Inc Page 4HydroCAD® 10.20-3c s/n 10212 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment Ex Front: 3.65 ACRES [49] Hint: Tc<2dt may require smaller dt Runoff = 10.66 cfs @ 11.95 hrs, Volume= 0.504 af, Depth= 1.66" Routed to Pond 2P : Dry Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-48.00 hrs, dt= 0.05 hrs Type II 24-hr 002YR-24.0HR Rainfall=2.64" Area (ac) CN Description 2.090 84 50-75% Grass cover, Fair, HSG D 1.560 98 Paved parking, HSG D 3.650 90 Weighted Average 2.090 57.26% Pervious Area 1.560 42.74% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment Ex Front: 3.65 ACRES Runoff Hydrograph Time (hours) 48464442403836343230282624222018161412108642Flow (cfs)11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 002YR-24.0HR Rainfall=2.64" Runoff Area=3.650 ac Runoff Volume=0.504 af Runoff Depth=1.66" Tc=5.0 min CN=90 10.66 cfs Page 30 of 74 Type II 24-hr 002YR-24.0HR Rainfall=2.64"2023-142_Existing East Dry Detention_2023-12- Printed 12/13/2023Prepared by TLF, Inc Page 5HydroCAD® 10.20-3c s/n 10212 © 2023 HydroCAD Software Solutions LLC Hydrograph for Subcatchment Ex Front: 3.65 ACRES Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.50 0.01 0.00 0.00 1.00 0.03 0.00 0.00 1.50 0.04 0.00 0.00 2.00 0.06 0.00 0.00 2.50 0.07 0.00 0.00 3.00 0.09 0.00 0.00 3.50 0.11 0.00 0.00 4.00 0.13 0.00 0.00 4.50 0.15 0.00 0.00 5.00 0.17 0.00 0.00 5.50 0.19 0.00 0.00 6.00 0.21 0.00 0.00 6.50 0.24 0.00 0.00 7.00 0.26 0.00 0.01 7.50 0.29 0.00 0.02 8.00 0.32 0.01 0.03 8.50 0.35 0.01 0.05 9.00 0.39 0.02 0.07 9.50 0.43 0.03 0.09 10.00 0.48 0.05 0.12 10.50 0.54 0.07 0.19 11.00 0.62 0.11 0.30 11.50 0.75 0.17 0.57 12.00 1.75 0.88 9.17 12.50 1.94 1.04 0.86 13.00 2.04 1.13 0.54 13.50 2.11 1.19 0.41 14.00 2.16 1.24 0.32 14.50 2.21 1.28 0.29 15.00 2.25 1.31 0.26 15.50 2.29 1.35 0.23 16.00 2.32 1.37 0.20 16.50 2.35 1.40 0.19 17.00 2.38 1.42 0.18 17.50 2.41 1.45 0.17 18.00 2.43 1.47 0.16 18.50 2.45 1.49 0.15 19.00 2.48 1.51 0.14 19.50 2.50 1.53 0.13 20.00 2.51 1.54 0.11 20.50 2.53 1.56 0.11 21.00 2.55 1.57 0.11 21.50 2.56 1.59 0.11 22.00 2.58 1.60 0.10 22.50 2.59 1.62 0.10 23.00 2.61 1.63 0.10 23.50 2.63 1.64 0.10 24.00 2.64 1.66 0.10 24.50 2.64 1.66 0.00 25.00 2.64 1.66 0.00 25.50 2.64 1.66 0.00 26.00 2.64 1.66 0.00 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 26.50 2.64 1.66 0.00 27.00 2.64 1.66 0.00 27.50 2.64 1.66 0.00 28.00 2.64 1.66 0.00 28.50 2.64 1.66 0.00 29.00 2.64 1.66 0.00 29.50 2.64 1.66 0.00 30.00 2.64 1.66 0.00 30.50 2.64 1.66 0.00 31.00 2.64 1.66 0.00 31.50 2.64 1.66 0.00 32.00 2.64 1.66 0.00 32.50 2.64 1.66 0.00 33.00 2.64 1.66 0.00 33.50 2.64 1.66 0.00 34.00 2.64 1.66 0.00 34.50 2.64 1.66 0.00 35.00 2.64 1.66 0.00 35.50 2.64 1.66 0.00 36.00 2.64 1.66 0.00 36.50 2.64 1.66 0.00 37.00 2.64 1.66 0.00 37.50 2.64 1.66 0.00 38.00 2.64 1.66 0.00 38.50 2.64 1.66 0.00 39.00 2.64 1.66 0.00 39.50 2.64 1.66 0.00 40.00 2.64 1.66 0.00 40.50 2.64 1.66 0.00 41.00 2.64 1.66 0.00 41.50 2.64 1.66 0.00 42.00 2.64 1.66 0.00 42.50 2.64 1.66 0.00 43.00 2.64 1.66 0.00 43.50 2.64 1.66 0.00 44.00 2.64 1.66 0.00 44.50 2.64 1.66 0.00 45.00 2.64 1.66 0.00 45.50 2.64 1.66 0.00 46.00 2.64 1.66 0.00 46.50 2.64 1.66 0.00 47.00 2.64 1.66 0.00 47.50 2.64 1.66 0.00 48.00 2.64 1.66 0.00 Page 31 of 74 Type II 24-hr 002YR-24.0HR Rainfall=2.64"2023-142_Existing East Dry Detention_2023-12- Printed 12/13/2023Prepared by TLF, Inc Page 6HydroCAD® 10.20-3c s/n 10212 © 2023 HydroCAD Software Solutions LLC Summary for Pond 2P: Dry Pond [85] Warning: Oscillations may require smaller dt or Finer Routing (severity=49) Inflow Area = 3.650 ac, 42.74% Impervious, Inflow Depth = 1.66" for 002YR-24.0HR event Inflow = 10.66 cfs @ 11.95 hrs, Volume= 0.504 af Outflow = 7.86 cfs @ 12.01 hrs, Volume= 0.509 af, Atten= 26%, Lag= 3.5 min Primary = 7.86 cfs @ 12.01 hrs, Volume= 0.509 af Routing by Stor-Ind method, Time Span= 0.50-48.00 hrs, dt= 0.05 hrs Peak Elev= 776.55' @ 12.01 hrs Surf.Area= 0.063 ac Storage= 0.021 af Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= (not calculated: outflow precedes inflow) Volume Invert Avail.Storage Storage Description #1 771.82' 1.821 af Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 771.82 0.000 0.000 0.000 775.31 0.001 0.002 0.002 776.00 0.002 0.001 0.003 777.00 0.112 0.057 0.060 778.00 0.359 0.236 0.295 779.00 0.668 0.514 0.809 780.00 1.357 1.012 1.821 Device Routing Invert Outlet Devices #1 Primary 771.82'15.0" Round RCP_Round 15" L= 259.4' Ke= 0.500 Inlet / Outlet Invert= 771.82' / 770.49' S= 0.0051 '/' Cc= 0.900 n= 0.013, Flow Area= 1.23 sf Primary OutFlow Max=7.84 cfs @ 12.01 hrs HW=776.53' (Free Discharge) 1=RCP_Round 15" (Barrel Controls 7.84 cfs @ 6.39 fps) Page 32 of 74 Type II 24-hr 002YR-24.0HR Rainfall=2.64"2023-142_Existing East Dry Detention_2023-12- Printed 12/13/2023Prepared by TLF, Inc Page 7HydroCAD® 10.20-3c s/n 10212 © 2023 HydroCAD Software Solutions LLC Pond 2P: Dry Pond Inflow Primary Hydrograph Time (hours) 48464442403836343230282624222018161412108642Flow (cfs)11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=3.650 ac Peak Elev=776.55' Storage=0.021 af 15.0" Round Culvert n=0.013 L=259.4' S=0.0051 '/' 10.66 cfs 7.86 cfs Page 33 of 74 Type II 24-hr 002YR-24.0HR Rainfall=2.64"2023-142_Existing East Dry Detention_2023-12- Printed 12/13/2023Prepared by TLF, Inc Page 8HydroCAD® 10.20-3c s/n 10212 © 2023 HydroCAD Software Solutions LLC Hydrograph for Pond 2P: Dry Pond Time (hours) Inflow (cfs) Storage (acre-feet) Elevation (feet) Primary (cfs) 0.50 0.00 0.000 771.82 0.00 1.50 0.00 0.000 771.82 0.00 2.50 0.00 0.000 771.82 0.00 3.50 0.00 0.000 771.82 0.00 4.50 0.00 0.000 771.82 0.00 5.50 0.00 0.000 771.82 0.00 6.50 0.00 0.000 771.83 0.00 7.50 0.02 0.000 771.90 0.02 8.50 0.05 0.000 771.93 0.05 9.50 0.09 0.000 771.98 0.09 10.50 0.19 0.000 772.05 0.19 11.50 0.57 0.000 772.22 0.57 12.50 0.86 0.000 772.55 1.77 13.50 0.41 0.000 772.28 0.76 14.50 0.29 0.000 772.17 0.45 15.50 0.23 0.000 772.11 0.31 16.50 0.19 0.000 772.07 0.22 17.50 0.17 0.000 772.05 0.18 18.50 0.15 0.000 772.03 0.15 19.50 0.13 0.000 772.01 0.13 20.50 0.11 0.000 772.00 0.11 21.50 0.11 0.000 771.99 0.11 22.50 0.10 0.000 771.99 0.10 23.50 0.10 0.000 771.99 0.10 24.50 0.00 0.000 771.82 0.00 25.50 0.00 0.000 771.82 0.00 26.50 0.00 0.000 771.82 0.00 27.50 0.00 0.000 771.82 0.00 28.50 0.00 0.000 771.82 0.00 29.50 0.00 0.000 771.82 0.00 30.50 0.00 0.000 771.82 0.00 31.50 0.00 0.000 771.82 0.00 32.50 0.00 0.000 771.82 0.00 33.50 0.00 0.000 771.82 0.00 34.50 0.00 0.000 771.82 0.00 35.50 0.00 0.000 771.82 0.00 36.50 0.00 0.000 771.82 0.00 37.50 0.00 0.000 771.82 0.00 38.50 0.00 0.000 771.82 0.00 39.50 0.00 0.000 771.82 0.00 40.50 0.00 0.000 771.82 0.00 41.50 0.00 0.000 771.82 0.00 42.50 0.00 0.000 771.82 0.00 43.50 0.00 0.000 771.82 0.00 44.50 0.00 0.000 771.82 0.00 45.50 0.00 0.000 771.82 0.00 46.50 0.00 0.000 771.82 0.00 47.50 0.00 0.000 771.82 0.00 Page 34 of 74 Type II 24-hr 010YR-24.0HR Rainfall=3.84"2023-142_Existing East Dry Detention_2023-12- Printed 12/13/2023Prepared by TLF, Inc Page 9HydroCAD® 10.20-3c s/n 10212 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment Ex Front: 3.65 ACRES [49] Hint: Tc<2dt may require smaller dt Runoff = 17.34 cfs @ 11.95 hrs, Volume= 0.842 af, Depth= 2.77" Routed to Pond 2P : Dry Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-48.00 hrs, dt= 0.05 hrs Type II 24-hr 010YR-24.0HR Rainfall=3.84" Area (ac) CN Description 2.090 84 50-75% Grass cover, Fair, HSG D 1.560 98 Paved parking, HSG D 3.650 90 Weighted Average 2.090 57.26% Pervious Area 1.560 42.74% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment Ex Front: 3.65 ACRES Runoff Hydrograph Time (hours) 48464442403836343230282624222018161412108642Flow (cfs)19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 010YR-24.0HR Rainfall=3.84" Runoff Area=3.650 ac Runoff Volume=0.842 af Runoff Depth=2.77" Tc=5.0 min CN=90 17.34 cfs Page 35 of 74 Type II 24-hr 010YR-24.0HR Rainfall=3.84"2023-142_Existing East Dry Detention_2023-12- Printed 12/13/2023Prepared by TLF, Inc Page 10HydroCAD® 10.20-3c s/n 10212 © 2023 HydroCAD Software Solutions LLC Hydrograph for Subcatchment Ex Front: 3.65 ACRES Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.50 0.02 0.00 0.00 1.00 0.04 0.00 0.00 1.50 0.06 0.00 0.00 2.00 0.08 0.00 0.00 2.50 0.11 0.00 0.00 3.00 0.13 0.00 0.00 3.50 0.16 0.00 0.00 4.00 0.18 0.00 0.00 4.50 0.21 0.00 0.00 5.00 0.24 0.00 0.01 5.50 0.27 0.00 0.02 6.00 0.31 0.01 0.03 6.50 0.34 0.01 0.05 7.00 0.38 0.02 0.06 7.50 0.42 0.03 0.08 8.00 0.46 0.04 0.10 8.50 0.51 0.06 0.13 9.00 0.56 0.08 0.18 9.50 0.63 0.11 0.21 10.00 0.70 0.14 0.27 10.50 0.78 0.19 0.39 11.00 0.90 0.26 0.59 11.50 1.09 0.38 1.07 12.00 2.55 1.57 14.74 12.50 2.82 1.82 1.34 13.00 2.96 1.95 0.84 13.50 3.07 2.05 0.64 14.00 3.15 2.12 0.50 14.50 3.22 2.18 0.45 15.00 3.28 2.24 0.40 15.50 3.33 2.29 0.36 16.00 3.38 2.34 0.31 16.50 3.42 2.38 0.29 17.00 3.46 2.41 0.27 17.50 3.50 2.45 0.26 18.00 3.54 2.48 0.24 18.50 3.57 2.51 0.22 19.00 3.60 2.54 0.21 19.50 3.63 2.57 0.19 20.00 3.66 2.59 0.18 20.50 3.68 2.62 0.17 21.00 3.70 2.64 0.17 21.50 3.73 2.66 0.16 22.00 3.75 2.68 0.16 22.50 3.77 2.71 0.16 23.00 3.80 2.73 0.15 23.50 3.82 2.75 0.15 24.00 3.84 2.77 0.15 24.50 3.84 2.77 0.00 25.00 3.84 2.77 0.00 25.50 3.84 2.77 0.00 26.00 3.84 2.77 0.00 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 26.50 3.84 2.77 0.00 27.00 3.84 2.77 0.00 27.50 3.84 2.77 0.00 28.00 3.84 2.77 0.00 28.50 3.84 2.77 0.00 29.00 3.84 2.77 0.00 29.50 3.84 2.77 0.00 30.00 3.84 2.77 0.00 30.50 3.84 2.77 0.00 31.00 3.84 2.77 0.00 31.50 3.84 2.77 0.00 32.00 3.84 2.77 0.00 32.50 3.84 2.77 0.00 33.00 3.84 2.77 0.00 33.50 3.84 2.77 0.00 34.00 3.84 2.77 0.00 34.50 3.84 2.77 0.00 35.00 3.84 2.77 0.00 35.50 3.84 2.77 0.00 36.00 3.84 2.77 0.00 36.50 3.84 2.77 0.00 37.00 3.84 2.77 0.00 37.50 3.84 2.77 0.00 38.00 3.84 2.77 0.00 38.50 3.84 2.77 0.00 39.00 3.84 2.77 0.00 39.50 3.84 2.77 0.00 40.00 3.84 2.77 0.00 40.50 3.84 2.77 0.00 41.00 3.84 2.77 0.00 41.50 3.84 2.77 0.00 42.00 3.84 2.77 0.00 42.50 3.84 2.77 0.00 43.00 3.84 2.77 0.00 43.50 3.84 2.77 0.00 44.00 3.84 2.77 0.00 44.50 3.84 2.77 0.00 45.00 3.84 2.77 0.00 45.50 3.84 2.77 0.00 46.00 3.84 2.77 0.00 46.50 3.84 2.77 0.00 47.00 3.84 2.77 0.00 47.50 3.84 2.77 0.00 48.00 3.84 2.77 0.00 Page 36 of 74 Type II 24-hr 010YR-24.0HR Rainfall=3.84"2023-142_Existing East Dry Detention_2023-12- Printed 12/13/2023Prepared by TLF, Inc Page 11HydroCAD® 10.20-3c s/n 10212 © 2023 HydroCAD Software Solutions LLC Summary for Pond 2P: Dry Pond [85] Warning: Oscillations may require smaller dt or Finer Routing (severity=51) Inflow Area = 3.650 ac, 42.74% Impervious, Inflow Depth = 2.77" for 010YR-24.0HR event Inflow = 17.34 cfs @ 11.95 hrs, Volume= 0.842 af Outflow = 8.44 cfs @ 12.05 hrs, Volume= 0.846 af, Atten= 51%, Lag= 5.9 min Primary = 8.44 cfs @ 12.05 hrs, Volume= 0.846 af Routing by Stor-Ind method, Time Span= 0.50-48.00 hrs, dt= 0.05 hrs Peak Elev= 777.28' @ 12.05 hrs Surf.Area= 0.181 ac Storage= 0.101 af Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 1.5 min ( 797.5 - 796.0 ) Volume Invert Avail.Storage Storage Description #1 771.82' 1.821 af Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 771.82 0.000 0.000 0.000 775.31 0.001 0.002 0.002 776.00 0.002 0.001 0.003 777.00 0.112 0.057 0.060 778.00 0.359 0.236 0.295 779.00 0.668 0.514 0.809 780.00 1.357 1.012 1.821 Device Routing Invert Outlet Devices #1 Primary 771.82'15.0" Round RCP_Round 15" L= 259.4' Ke= 0.500 Inlet / Outlet Invert= 771.82' / 770.49' S= 0.0051 '/' Cc= 0.900 n= 0.013, Flow Area= 1.23 sf Primary OutFlow Max=8.43 cfs @ 12.05 hrs HW=777.28' (Free Discharge) 1=RCP_Round 15" (Barrel Controls 8.43 cfs @ 6.87 fps) Page 37 of 74 Type II 24-hr 010YR-24.0HR Rainfall=3.84"2023-142_Existing East Dry Detention_2023-12- Printed 12/13/2023Prepared by TLF, Inc Page 12HydroCAD® 10.20-3c s/n 10212 © 2023 HydroCAD Software Solutions LLC Pond 2P: Dry Pond Inflow Primary Hydrograph Time (hours) 48464442403836343230282624222018161412108642Flow (cfs)19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=3.650 ac Peak Elev=777.28' Storage=0.101 af 15.0" Round Culvert n=0.013 L=259.4' S=0.0051 '/' 17.34 cfs 8.44 cfs Page 38 of 74 Type II 24-hr 010YR-24.0HR Rainfall=3.84"2023-142_Existing East Dry Detention_2023-12- Printed 12/13/2023Prepared by TLF, Inc Page 13HydroCAD® 10.20-3c s/n 10212 © 2023 HydroCAD Software Solutions LLC Hydrograph for Pond 2P: Dry Pond Time (hours) Inflow (cfs) Storage (acre-feet) Elevation (feet) Primary (cfs) 0.50 0.00 0.000 771.82 0.00 1.50 0.00 0.000 771.82 0.00 2.50 0.00 0.000 771.82 0.00 3.50 0.00 0.000 771.82 0.00 4.50 0.00 0.000 771.82 0.00 5.50 0.02 0.000 771.89 0.02 6.50 0.05 0.000 771.93 0.05 7.50 0.08 0.000 771.97 0.08 8.50 0.13 0.000 772.01 0.13 9.50 0.21 0.000 772.06 0.21 10.50 0.39 0.000 772.15 0.39 11.50 1.07 0.000 772.37 1.07 12.50 1.34 0.000 772.77 2.77 13.50 0.64 0.000 772.40 1.17 14.50 0.45 0.000 772.26 0.69 15.50 0.36 0.000 772.18 0.47 16.50 0.29 0.000 772.13 0.34 17.50 0.26 0.000 772.10 0.28 18.50 0.22 0.000 772.08 0.24 19.50 0.19 0.000 772.05 0.20 20.50 0.17 0.000 772.04 0.17 21.50 0.16 0.000 772.03 0.16 22.50 0.16 0.000 772.03 0.16 23.50 0.15 0.000 772.02 0.15 24.50 0.00 0.000 771.82 0.00 25.50 0.00 0.000 771.82 0.00 26.50 0.00 0.000 771.82 0.00 27.50 0.00 0.000 771.82 0.00 28.50 0.00 0.000 771.82 0.00 29.50 0.00 0.000 771.82 0.00 30.50 0.00 0.000 771.82 0.00 31.50 0.00 0.000 771.82 0.00 32.50 0.00 0.000 771.82 0.00 33.50 0.00 0.000 771.82 0.00 34.50 0.00 0.000 771.82 0.00 35.50 0.00 0.000 771.82 0.00 36.50 0.00 0.000 771.82 0.00 37.50 0.00 0.000 771.82 0.00 38.50 0.00 0.000 771.82 0.00 39.50 0.00 0.000 771.82 0.00 40.50 0.00 0.000 771.82 0.00 41.50 0.00 0.000 771.82 0.00 42.50 0.00 0.000 771.82 0.00 43.50 0.00 0.000 771.82 0.00 44.50 0.00 0.000 771.82 0.00 45.50 0.00 0.000 771.82 0.00 46.50 0.00 0.000 771.82 0.00 47.50 0.00 0.000 771.82 0.00 Page 39 of 74 Type II 24-hr 100YR-24.0HR Rainfall=6.48"2023-142_Existing East Dry Detention_2023-12- Printed 12/13/2023Prepared by TLF, Inc Page 14HydroCAD® 10.20-3c s/n 10212 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment Ex Front: 3.65 ACRES [49] Hint: Tc<2dt may require smaller dt Runoff = 31.94 cfs @ 11.95 hrs, Volume= 1.616 af, Depth= 5.31" Routed to Pond 2P : Dry Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-48.00 hrs, dt= 0.05 hrs Type II 24-hr 100YR-24.0HR Rainfall=6.48" Area (ac) CN Description 2.090 84 50-75% Grass cover, Fair, HSG D 1.560 98 Paved parking, HSG D 3.650 90 Weighted Average 2.090 57.26% Pervious Area 1.560 42.74% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment Ex Front: 3.65 ACRES Runoff Hydrograph Time (hours) 48464442403836343230282624222018161412108642Flow (cfs)34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Type II 24-hr 100YR-24.0HR Rainfall=6.48" Runoff Area=3.650 ac Runoff Volume=1.616 af Runoff Depth=5.31" Tc=5.0 min CN=90 31.94 cfs Page 40 of 74 Type II 24-hr 100YR-24.0HR Rainfall=6.48"2023-142_Existing East Dry Detention_2023-12- Printed 12/13/2023Prepared by TLF, Inc Page 15HydroCAD® 10.20-3c s/n 10212 © 2023 HydroCAD Software Solutions LLC Hydrograph for Subcatchment Ex Front: 3.65 ACRES Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.50 0.03 0.00 0.00 1.00 0.07 0.00 0.00 1.50 0.10 0.00 0.00 2.00 0.14 0.00 0.00 2.50 0.18 0.00 0.00 3.00 0.22 0.00 0.00 3.50 0.27 0.00 0.02 4.00 0.31 0.01 0.04 4.50 0.36 0.01 0.07 5.00 0.41 0.03 0.10 5.50 0.46 0.04 0.13 6.00 0.52 0.06 0.16 6.50 0.58 0.09 0.19 7.00 0.64 0.11 0.22 7.50 0.71 0.15 0.25 8.00 0.78 0.19 0.29 8.50 0.86 0.23 0.37 9.00 0.95 0.29 0.47 9.50 1.06 0.36 0.51 10.00 1.17 0.44 0.65 10.50 1.32 0.55 0.89 11.00 1.52 0.70 1.28 11.50 1.83 0.95 2.22 12.00 4.30 3.20 26.85 12.50 4.76 3.65 2.40 13.00 5.00 3.88 1.49 13.50 5.18 4.05 1.13 14.00 5.31 4.18 0.89 14.50 5.43 4.29 0.79 15.00 5.53 4.39 0.71 15.50 5.62 4.48 0.63 16.00 5.70 4.56 0.55 16.50 5.77 4.63 0.51 17.00 5.84 4.69 0.48 17.50 5.91 4.76 0.45 18.00 5.97 4.81 0.42 18.50 6.02 4.87 0.39 19.00 6.08 4.92 0.36 19.50 6.12 4.97 0.34 20.00 6.17 5.01 0.31 20.50 6.21 5.05 0.30 21.00 6.25 5.09 0.29 21.50 6.29 5.13 0.29 22.00 6.33 5.17 0.28 22.50 6.37 5.21 0.27 23.00 6.41 5.24 0.27 23.50 6.44 5.28 0.26 24.00 6.48 5.31 0.26 24.50 6.48 5.31 0.00 25.00 6.48 5.31 0.00 25.50 6.48 5.31 0.00 26.00 6.48 5.31 0.00 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 26.50 6.48 5.31 0.00 27.00 6.48 5.31 0.00 27.50 6.48 5.31 0.00 28.00 6.48 5.31 0.00 28.50 6.48 5.31 0.00 29.00 6.48 5.31 0.00 29.50 6.48 5.31 0.00 30.00 6.48 5.31 0.00 30.50 6.48 5.31 0.00 31.00 6.48 5.31 0.00 31.50 6.48 5.31 0.00 32.00 6.48 5.31 0.00 32.50 6.48 5.31 0.00 33.00 6.48 5.31 0.00 33.50 6.48 5.31 0.00 34.00 6.48 5.31 0.00 34.50 6.48 5.31 0.00 35.00 6.48 5.31 0.00 35.50 6.48 5.31 0.00 36.00 6.48 5.31 0.00 36.50 6.48 5.31 0.00 37.00 6.48 5.31 0.00 37.50 6.48 5.31 0.00 38.00 6.48 5.31 0.00 38.50 6.48 5.31 0.00 39.00 6.48 5.31 0.00 39.50 6.48 5.31 0.00 40.00 6.48 5.31 0.00 40.50 6.48 5.31 0.00 41.00 6.48 5.31 0.00 41.50 6.48 5.31 0.00 42.00 6.48 5.31 0.00 42.50 6.48 5.31 0.00 43.00 6.48 5.31 0.00 43.50 6.48 5.31 0.00 44.00 6.48 5.31 0.00 44.50 6.48 5.31 0.00 45.00 6.48 5.31 0.00 45.50 6.48 5.31 0.00 46.00 6.48 5.31 0.00 46.50 6.48 5.31 0.00 47.00 6.48 5.31 0.00 47.50 6.48 5.31 0.00 48.00 6.48 5.31 0.00 Page 41 of 74 Type II 24-hr 100YR-24.0HR Rainfall=6.48"2023-142_Existing East Dry Detention_2023-12- Printed 12/13/2023Prepared by TLF, Inc Page 16HydroCAD® 10.20-3c s/n 10212 © 2023 HydroCAD Software Solutions LLC Summary for Pond 2P: Dry Pond [85] Warning: Oscillations may require smaller dt or Finer Routing (severity=50) Inflow Area = 3.650 ac, 42.74% Impervious, Inflow Depth = 5.31" for 100YR-24.0HR event Inflow = 31.94 cfs @ 11.95 hrs, Volume= 1.616 af Outflow = 9.07 cfs @ 12.09 hrs, Volume= 1.618 af, Atten= 72%, Lag= 8.4 min Primary = 9.07 cfs @ 12.09 hrs, Volume= 1.618 af Routing by Stor-Ind method, Time Span= 0.50-48.00 hrs, dt= 0.05 hrs Peak Elev= 778.14' @ 12.09 hrs Surf.Area= 0.403 ac Storage= 0.350 af Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 7.5 min ( 785.4 - 778.0 ) Volume Invert Avail.Storage Storage Description #1 771.82' 1.821 af Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 771.82 0.000 0.000 0.000 775.31 0.001 0.002 0.002 776.00 0.002 0.001 0.003 777.00 0.112 0.057 0.060 778.00 0.359 0.236 0.295 779.00 0.668 0.514 0.809 780.00 1.357 1.012 1.821 Device Routing Invert Outlet Devices #1 Primary 771.82'15.0" Round RCP_Round 15" L= 259.4' Ke= 0.500 Inlet / Outlet Invert= 771.82' / 770.49' S= 0.0051 '/' Cc= 0.900 n= 0.013, Flow Area= 1.23 sf Primary OutFlow Max=9.07 cfs @ 12.09 hrs HW=778.14' (Free Discharge) 1=RCP_Round 15" (Barrel Controls 9.07 cfs @ 7.39 fps) Page 42 of 74 Type II 24-hr 100YR-24.0HR Rainfall=6.48"2023-142_Existing East Dry Detention_2023-12- Printed 12/13/2023Prepared by TLF, Inc Page 17HydroCAD® 10.20-3c s/n 10212 © 2023 HydroCAD Software Solutions LLC Pond 2P: Dry Pond Inflow Primary Hydrograph Time (hours) 48464442403836343230282624222018161412108642Flow (cfs)34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=3.650 ac Peak Elev=778.14' Storage=0.350 af 15.0" Round Culvert n=0.013 L=259.4' S=0.0051 '/' 31.94 cfs 9.07 cfs Page 43 of 74 Type II 24-hr 100YR-24.0HR Rainfall=6.48"2023-142_Existing East Dry Detention_2023-12- Printed 12/13/2023Prepared by TLF, Inc Page 18HydroCAD® 10.20-3c s/n 10212 © 2023 HydroCAD Software Solutions LLC Hydrograph for Pond 2P: Dry Pond Time (hours) Inflow (cfs) Storage (acre-feet) Elevation (feet) Primary (cfs) 0.50 0.00 0.000 771.82 0.00 1.50 0.00 0.000 771.82 0.00 2.50 0.00 0.000 771.82 0.00 3.50 0.02 0.000 771.90 0.02 4.50 0.07 0.000 771.96 0.07 5.50 0.13 0.000 772.01 0.13 6.50 0.19 0.000 772.05 0.19 7.50 0.25 0.000 772.08 0.25 8.50 0.37 0.000 772.14 0.37 9.50 0.51 0.000 772.20 0.51 10.50 0.89 0.000 772.32 0.89 11.50 2.22 0.000 772.65 2.22 12.50 2.40 0.176 777.62 8.69 13.50 1.13 0.000 772.05 0.19 14.50 0.79 0.000 772.14 0.38 15.50 0.63 0.000 772.17 0.44 16.50 0.51 0.000 772.16 0.43 17.50 0.45 0.000 772.16 0.41 18.50 0.39 0.000 772.14 0.38 19.50 0.34 0.000 772.12 0.33 20.50 0.30 0.000 772.10 0.29 21.50 0.29 0.000 772.10 0.28 22.50 0.27 0.000 772.09 0.27 23.50 0.26 0.000 772.09 0.26 24.50 0.00 0.000 771.82 0.00 25.50 0.00 0.000 771.82 0.00 26.50 0.00 0.000 771.82 0.00 27.50 0.00 0.000 771.82 0.00 28.50 0.00 0.000 771.82 0.00 29.50 0.00 0.000 771.82 0.00 30.50 0.00 0.000 771.82 0.00 31.50 0.00 0.000 771.82 0.00 32.50 0.00 0.000 771.82 0.00 33.50 0.00 0.000 771.82 0.00 34.50 0.00 0.000 771.82 0.00 35.50 0.00 0.000 771.82 0.00 36.50 0.00 0.000 771.82 0.00 37.50 0.00 0.000 771.82 0.00 38.50 0.00 0.000 771.82 0.00 39.50 0.00 0.000 771.82 0.00 40.50 0.00 0.000 771.82 0.00 41.50 0.00 0.000 771.82 0.00 42.50 0.00 0.000 771.82 0.00 43.50 0.00 0.000 771.82 0.00 44.50 0.00 0.000 771.82 0.00 45.50 0.00 0.000 771.82 0.00 46.50 0.00 0.000 771.82 0.00 47.50 0.00 0.000 771.82 0.00 Page 44 of 74 Pro Front 3.65 ACRES 4P Dry Pond Routing Diagram for 2023-142_Existing East Dry Detention_2023-12-07 Prepared by TLF, Inc, Printed 12/13/2023 HydroCAD® 10.20-3c s/n 10212 © 2023 HydroCAD Software Solutions LLC Subcat Reach Pond Link Page 45 of 74 Type II 24-hr 100YR-24.0HR Rainfall=6.48"2023-142_Existing East Dry Detention_2023-12- Printed 12/13/2023Prepared by TLF, Inc HydroCAD® 10.20-3c s/n 10212 © 2023 HydroCAD Software Solutions LLC Events for Pond 4P: Dry Pond Event Inflow (cfs) Primary (cfs) Elevation (feet) Storage (acre-feet) 002YR-0.083HR 0.04 0.04 771.92 0.000 002YR-0.167HR 0.73 0.73 772.27 0.000 002YR-0.5HR 3.15 3.14 772.85 0.000 002YR-01.0HR 4.70 4.68 773.24 0.000 002YR-02.0HR 5.33 5.24 773.82 0.001 002YR-03.0HR 5.91 5.74 774.30 0.001 002YR-06.0HR 7.69 7.38 775.96 0.003 002YR-12.0HR 9.33 7.70 776.36 0.011 002YR-24.0HR 10.66 7.86 776.55 0.021 010YR-0.083HR 0.28 0.28 772.10 0.000 010YR-0.167HR 1.52 1.52 772.49 0.000 010YR-0.5HR 5.17 5.09 773.71 0.001 010YR-01.0HR 7.31 7.06 775.60 0.002 010YR-02.0HR 8.34 7.77 776.40 0.012 010YR-03.0HR 9.99 7.78 776.45 0.015 010YR-06.0HR 12.66 8.08 776.82 0.041 010YR-12.0HR 15.33 8.30 777.11 0.073 010YR-24.0HR 17.34 8.44 777.28 0.101 100YR-0.083HR 1.08 1.08 772.38 0.000 100YR-0.167HR 3.49 3.48 772.93 0.000 100YR-0.5HR 9.44 7.72 776.38 0.011 100YR-01.0HR 12.83 8.09 776.84 0.043 100YR-02.0HR 16.78 8.40 777.24 0.093 100YR-03.0HR 19.68 8.57 777.45 0.136 100YR-06.0HR 24.34 8.79 777.75 0.213 100YR-12.0HR 27.98 8.93 777.94 0.276 100YR-24.0HR 31.94 9.07 778.14 0.350 PROPOSED CONDITIONS Page 46 of 74 2023-142_Existing East Dry Detention_2023-12-07 Printed 12/13/2023Prepared by TLF, Inc Page 2HydroCAD® 10.20-3c s/n 10212 © 2023 HydroCAD Software Solutions LLC Rainfall Events Listing (selected events) Event# Event Name Storm Type Curve Mode Duration (hours) B/B Depth (inches) AMC 1 002YR-24.0HR Type II 24-hr Default 24.00 1 2.64 2 2 010YR-24.0HR Type II 24-hr Default 24.00 1 3.84 2 3 100YR-24.0HR Type II 24-hr Default 24.00 1 6.48 2 Page 47 of 74 2023-142_Existing East Dry Detention_2023-12-07 Printed 12/13/2023Prepared by TLF, Inc Page 3HydroCAD® 10.20-3c s/n 10212 © 2023 HydroCAD Software Solutions LLC Area Listing (selected nodes) Area (acres) CN Description (subcatchment-numbers) 2.000 84 50-75% Grass cover, Fair, HSG D (Pro Front) 1.650 98 Paved parking, HSG D (Pro Front) 3.650 90 TOTAL AREA Page 48 of 74 Type II 24-hr 002YR-24.0HR Rainfall=2.64"2023-142_Existing East Dry Detention_2023-12- Printed 12/13/2023Prepared by TLF, Inc Page 4HydroCAD® 10.20-3c s/n 10212 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment Pro Front: 3.65 ACRES [49] Hint: Tc<2dt may require smaller dt Runoff = 10.66 cfs @ 11.95 hrs, Volume= 0.504 af, Depth= 1.66" Routed to Pond 4P : Dry Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-48.00 hrs, dt= 0.05 hrs Type II 24-hr 002YR-24.0HR Rainfall=2.64" Area (ac) CN Description 2.000 84 50-75% Grass cover, Fair, HSG D 1.650 98 Paved parking, HSG D 3.650 90 Weighted Average 2.000 54.79% Pervious Area 1.650 45.21% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment Pro Front: 3.65 ACRES Runoff Hydrograph Time (hours) 48464442403836343230282624222018161412108642Flow (cfs)11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 002YR-24.0HR Rainfall=2.64" Runoff Area=3.650 ac Runoff Volume=0.504 af Runoff Depth=1.66" Tc=5.0 min CN=90 10.66 cfs Page 49 of 74 Type II 24-hr 002YR-24.0HR Rainfall=2.64"2023-142_Existing East Dry Detention_2023-12- Printed 12/13/2023Prepared by TLF, Inc Page 5HydroCAD® 10.20-3c s/n 10212 © 2023 HydroCAD Software Solutions LLC Hydrograph for Subcatchment Pro Front: 3.65 ACRES Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.50 0.01 0.00 0.00 1.00 0.03 0.00 0.00 1.50 0.04 0.00 0.00 2.00 0.06 0.00 0.00 2.50 0.07 0.00 0.00 3.00 0.09 0.00 0.00 3.50 0.11 0.00 0.00 4.00 0.13 0.00 0.00 4.50 0.15 0.00 0.00 5.00 0.17 0.00 0.00 5.50 0.19 0.00 0.00 6.00 0.21 0.00 0.00 6.50 0.24 0.00 0.00 7.00 0.26 0.00 0.01 7.50 0.29 0.00 0.02 8.00 0.32 0.01 0.03 8.50 0.35 0.01 0.05 9.00 0.39 0.02 0.07 9.50 0.43 0.03 0.09 10.00 0.48 0.05 0.12 10.50 0.54 0.07 0.19 11.00 0.62 0.11 0.30 11.50 0.75 0.17 0.57 12.00 1.75 0.88 9.17 12.50 1.94 1.04 0.86 13.00 2.04 1.13 0.54 13.50 2.11 1.19 0.41 14.00 2.16 1.24 0.32 14.50 2.21 1.28 0.29 15.00 2.25 1.31 0.26 15.50 2.29 1.35 0.23 16.00 2.32 1.37 0.20 16.50 2.35 1.40 0.19 17.00 2.38 1.42 0.18 17.50 2.41 1.45 0.17 18.00 2.43 1.47 0.16 18.50 2.45 1.49 0.15 19.00 2.48 1.51 0.14 19.50 2.50 1.53 0.13 20.00 2.51 1.54 0.11 20.50 2.53 1.56 0.11 21.00 2.55 1.57 0.11 21.50 2.56 1.59 0.11 22.00 2.58 1.60 0.10 22.50 2.59 1.62 0.10 23.00 2.61 1.63 0.10 23.50 2.63 1.64 0.10 24.00 2.64 1.66 0.10 24.50 2.64 1.66 0.00 25.00 2.64 1.66 0.00 25.50 2.64 1.66 0.00 26.00 2.64 1.66 0.00 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 26.50 2.64 1.66 0.00 27.00 2.64 1.66 0.00 27.50 2.64 1.66 0.00 28.00 2.64 1.66 0.00 28.50 2.64 1.66 0.00 29.00 2.64 1.66 0.00 29.50 2.64 1.66 0.00 30.00 2.64 1.66 0.00 30.50 2.64 1.66 0.00 31.00 2.64 1.66 0.00 31.50 2.64 1.66 0.00 32.00 2.64 1.66 0.00 32.50 2.64 1.66 0.00 33.00 2.64 1.66 0.00 33.50 2.64 1.66 0.00 34.00 2.64 1.66 0.00 34.50 2.64 1.66 0.00 35.00 2.64 1.66 0.00 35.50 2.64 1.66 0.00 36.00 2.64 1.66 0.00 36.50 2.64 1.66 0.00 37.00 2.64 1.66 0.00 37.50 2.64 1.66 0.00 38.00 2.64 1.66 0.00 38.50 2.64 1.66 0.00 39.00 2.64 1.66 0.00 39.50 2.64 1.66 0.00 40.00 2.64 1.66 0.00 40.50 2.64 1.66 0.00 41.00 2.64 1.66 0.00 41.50 2.64 1.66 0.00 42.00 2.64 1.66 0.00 42.50 2.64 1.66 0.00 43.00 2.64 1.66 0.00 43.50 2.64 1.66 0.00 44.00 2.64 1.66 0.00 44.50 2.64 1.66 0.00 45.00 2.64 1.66 0.00 45.50 2.64 1.66 0.00 46.00 2.64 1.66 0.00 46.50 2.64 1.66 0.00 47.00 2.64 1.66 0.00 47.50 2.64 1.66 0.00 48.00 2.64 1.66 0.00 Page 50 of 74 Type II 24-hr 002YR-24.0HR Rainfall=2.64"2023-142_Existing East Dry Detention_2023-12- Printed 12/13/2023Prepared by TLF, Inc Page 6HydroCAD® 10.20-3c s/n 10212 © 2023 HydroCAD Software Solutions LLC Summary for Pond 4P: Dry Pond [85] Warning: Oscillations may require smaller dt or Finer Routing (severity=49) Inflow Area = 3.650 ac, 45.21% Impervious, Inflow Depth = 1.66" for 002YR-24.0HR event Inflow = 10.66 cfs @ 11.95 hrs, Volume= 0.504 af Outflow = 7.86 cfs @ 12.01 hrs, Volume= 0.509 af, Atten= 26%, Lag= 3.5 min Primary = 7.86 cfs @ 12.01 hrs, Volume= 0.509 af Routing by Stor-Ind method, Time Span= 0.50-48.00 hrs, dt= 0.05 hrs Peak Elev= 776.55' @ 12.01 hrs Surf.Area= 0.063 ac Storage= 0.021 af Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= (not calculated: outflow precedes inflow) Volume Invert Avail.Storage Storage Description #1 771.82' 1.821 af Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 771.82 0.000 0.000 0.000 775.31 0.001 0.002 0.002 776.00 0.002 0.001 0.003 777.00 0.112 0.057 0.060 778.00 0.359 0.236 0.295 779.00 0.668 0.514 0.809 780.00 1.357 1.012 1.821 Device Routing Invert Outlet Devices #1 Primary 771.82'15.0" Round RCP_Round 15" L= 259.4' Ke= 0.500 Inlet / Outlet Invert= 771.82' / 770.49' S= 0.0051 '/' Cc= 0.900 n= 0.013, Flow Area= 1.23 sf Primary OutFlow Max=7.84 cfs @ 12.01 hrs HW=776.53' (Free Discharge) 1=RCP_Round 15" (Barrel Controls 7.84 cfs @ 6.39 fps) Page 51 of 74 Type II 24-hr 002YR-24.0HR Rainfall=2.64"2023-142_Existing East Dry Detention_2023-12- Printed 12/13/2023Prepared by TLF, Inc Page 7HydroCAD® 10.20-3c s/n 10212 © 2023 HydroCAD Software Solutions LLC Pond 4P: Dry Pond Inflow Primary Hydrograph Time (hours) 48464442403836343230282624222018161412108642Flow (cfs)11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=3.650 ac Peak Elev=776.55' Storage=0.021 af 15.0" Round Culvert n=0.013 L=259.4' S=0.0051 '/' 10.66 cfs 7.86 cfs Page 52 of 74 Type II 24-hr 002YR-24.0HR Rainfall=2.64"2023-142_Existing East Dry Detention_2023-12- Printed 12/13/2023Prepared by TLF, Inc Page 8HydroCAD® 10.20-3c s/n 10212 © 2023 HydroCAD Software Solutions LLC Hydrograph for Pond 4P: Dry Pond Time (hours) Inflow (cfs) Storage (acre-feet) Elevation (feet) Primary (cfs) 0.50 0.00 0.000 771.82 0.00 1.50 0.00 0.000 771.82 0.00 2.50 0.00 0.000 771.82 0.00 3.50 0.00 0.000 771.82 0.00 4.50 0.00 0.000 771.82 0.00 5.50 0.00 0.000 771.82 0.00 6.50 0.00 0.000 771.83 0.00 7.50 0.02 0.000 771.90 0.02 8.50 0.05 0.000 771.93 0.05 9.50 0.09 0.000 771.98 0.09 10.50 0.19 0.000 772.05 0.19 11.50 0.57 0.000 772.22 0.57 12.50 0.86 0.000 772.55 1.77 13.50 0.41 0.000 772.28 0.76 14.50 0.29 0.000 772.17 0.45 15.50 0.23 0.000 772.11 0.31 16.50 0.19 0.000 772.07 0.22 17.50 0.17 0.000 772.05 0.18 18.50 0.15 0.000 772.03 0.15 19.50 0.13 0.000 772.01 0.13 20.50 0.11 0.000 772.00 0.11 21.50 0.11 0.000 771.99 0.11 22.50 0.10 0.000 771.99 0.10 23.50 0.10 0.000 771.99 0.10 24.50 0.00 0.000 771.82 0.00 25.50 0.00 0.000 771.82 0.00 26.50 0.00 0.000 771.82 0.00 27.50 0.00 0.000 771.82 0.00 28.50 0.00 0.000 771.82 0.00 29.50 0.00 0.000 771.82 0.00 30.50 0.00 0.000 771.82 0.00 31.50 0.00 0.000 771.82 0.00 32.50 0.00 0.000 771.82 0.00 33.50 0.00 0.000 771.82 0.00 34.50 0.00 0.000 771.82 0.00 35.50 0.00 0.000 771.82 0.00 36.50 0.00 0.000 771.82 0.00 37.50 0.00 0.000 771.82 0.00 38.50 0.00 0.000 771.82 0.00 39.50 0.00 0.000 771.82 0.00 40.50 0.00 0.000 771.82 0.00 41.50 0.00 0.000 771.82 0.00 42.50 0.00 0.000 771.82 0.00 43.50 0.00 0.000 771.82 0.00 44.50 0.00 0.000 771.82 0.00 45.50 0.00 0.000 771.82 0.00 46.50 0.00 0.000 771.82 0.00 47.50 0.00 0.000 771.82 0.00 Page 53 of 74 Type II 24-hr 010YR-24.0HR Rainfall=3.84"2023-142_Existing East Dry Detention_2023-12- Printed 12/13/2023Prepared by TLF, Inc Page 9HydroCAD® 10.20-3c s/n 10212 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment Pro Front: 3.65 ACRES [49] Hint: Tc<2dt may require smaller dt Runoff = 17.34 cfs @ 11.95 hrs, Volume= 0.842 af, Depth= 2.77" Routed to Pond 4P : Dry Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-48.00 hrs, dt= 0.05 hrs Type II 24-hr 010YR-24.0HR Rainfall=3.84" Area (ac) CN Description 2.000 84 50-75% Grass cover, Fair, HSG D 1.650 98 Paved parking, HSG D 3.650 90 Weighted Average 2.000 54.79% Pervious Area 1.650 45.21% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment Pro Front: 3.65 ACRES Runoff Hydrograph Time (hours) 48464442403836343230282624222018161412108642Flow (cfs)19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 010YR-24.0HR Rainfall=3.84" Runoff Area=3.650 ac Runoff Volume=0.842 af Runoff Depth=2.77" Tc=5.0 min CN=90 17.34 cfs Page 54 of 74 Type II 24-hr 010YR-24.0HR Rainfall=3.84"2023-142_Existing East Dry Detention_2023-12- Printed 12/13/2023Prepared by TLF, Inc Page 10HydroCAD® 10.20-3c s/n 10212 © 2023 HydroCAD Software Solutions LLC Hydrograph for Subcatchment Pro Front: 3.65 ACRES Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.50 0.02 0.00 0.00 1.00 0.04 0.00 0.00 1.50 0.06 0.00 0.00 2.00 0.08 0.00 0.00 2.50 0.11 0.00 0.00 3.00 0.13 0.00 0.00 3.50 0.16 0.00 0.00 4.00 0.18 0.00 0.00 4.50 0.21 0.00 0.00 5.00 0.24 0.00 0.01 5.50 0.27 0.00 0.02 6.00 0.31 0.01 0.03 6.50 0.34 0.01 0.05 7.00 0.38 0.02 0.06 7.50 0.42 0.03 0.08 8.00 0.46 0.04 0.10 8.50 0.51 0.06 0.13 9.00 0.56 0.08 0.18 9.50 0.63 0.11 0.21 10.00 0.70 0.14 0.27 10.50 0.78 0.19 0.39 11.00 0.90 0.26 0.59 11.50 1.09 0.38 1.07 12.00 2.55 1.57 14.74 12.50 2.82 1.82 1.34 13.00 2.96 1.95 0.84 13.50 3.07 2.05 0.64 14.00 3.15 2.12 0.50 14.50 3.22 2.18 0.45 15.00 3.28 2.24 0.40 15.50 3.33 2.29 0.36 16.00 3.38 2.34 0.31 16.50 3.42 2.38 0.29 17.00 3.46 2.41 0.27 17.50 3.50 2.45 0.26 18.00 3.54 2.48 0.24 18.50 3.57 2.51 0.22 19.00 3.60 2.54 0.21 19.50 3.63 2.57 0.19 20.00 3.66 2.59 0.18 20.50 3.68 2.62 0.17 21.00 3.70 2.64 0.17 21.50 3.73 2.66 0.16 22.00 3.75 2.68 0.16 22.50 3.77 2.71 0.16 23.00 3.80 2.73 0.15 23.50 3.82 2.75 0.15 24.00 3.84 2.77 0.15 24.50 3.84 2.77 0.00 25.00 3.84 2.77 0.00 25.50 3.84 2.77 0.00 26.00 3.84 2.77 0.00 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 26.50 3.84 2.77 0.00 27.00 3.84 2.77 0.00 27.50 3.84 2.77 0.00 28.00 3.84 2.77 0.00 28.50 3.84 2.77 0.00 29.00 3.84 2.77 0.00 29.50 3.84 2.77 0.00 30.00 3.84 2.77 0.00 30.50 3.84 2.77 0.00 31.00 3.84 2.77 0.00 31.50 3.84 2.77 0.00 32.00 3.84 2.77 0.00 32.50 3.84 2.77 0.00 33.00 3.84 2.77 0.00 33.50 3.84 2.77 0.00 34.00 3.84 2.77 0.00 34.50 3.84 2.77 0.00 35.00 3.84 2.77 0.00 35.50 3.84 2.77 0.00 36.00 3.84 2.77 0.00 36.50 3.84 2.77 0.00 37.00 3.84 2.77 0.00 37.50 3.84 2.77 0.00 38.00 3.84 2.77 0.00 38.50 3.84 2.77 0.00 39.00 3.84 2.77 0.00 39.50 3.84 2.77 0.00 40.00 3.84 2.77 0.00 40.50 3.84 2.77 0.00 41.00 3.84 2.77 0.00 41.50 3.84 2.77 0.00 42.00 3.84 2.77 0.00 42.50 3.84 2.77 0.00 43.00 3.84 2.77 0.00 43.50 3.84 2.77 0.00 44.00 3.84 2.77 0.00 44.50 3.84 2.77 0.00 45.00 3.84 2.77 0.00 45.50 3.84 2.77 0.00 46.00 3.84 2.77 0.00 46.50 3.84 2.77 0.00 47.00 3.84 2.77 0.00 47.50 3.84 2.77 0.00 48.00 3.84 2.77 0.00 Page 55 of 74 Type II 24-hr 010YR-24.0HR Rainfall=3.84"2023-142_Existing East Dry Detention_2023-12- Printed 12/13/2023Prepared by TLF, Inc Page 11HydroCAD® 10.20-3c s/n 10212 © 2023 HydroCAD Software Solutions LLC Summary for Pond 4P: Dry Pond [85] Warning: Oscillations may require smaller dt or Finer Routing (severity=51) Inflow Area = 3.650 ac, 45.21% Impervious, Inflow Depth = 2.77" for 010YR-24.0HR event Inflow = 17.34 cfs @ 11.95 hrs, Volume= 0.842 af Outflow = 8.44 cfs @ 12.05 hrs, Volume= 0.846 af, Atten= 51%, Lag= 5.9 min Primary = 8.44 cfs @ 12.05 hrs, Volume= 0.846 af Routing by Stor-Ind method, Time Span= 0.50-48.00 hrs, dt= 0.05 hrs Peak Elev= 777.28' @ 12.05 hrs Surf.Area= 0.181 ac Storage= 0.101 af Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 1.5 min ( 797.5 - 796.0 ) Volume Invert Avail.Storage Storage Description #1 771.82' 1.821 af Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 771.82 0.000 0.000 0.000 775.31 0.001 0.002 0.002 776.00 0.002 0.001 0.003 777.00 0.112 0.057 0.060 778.00 0.359 0.236 0.295 779.00 0.668 0.514 0.809 780.00 1.357 1.012 1.821 Device Routing Invert Outlet Devices #1 Primary 771.82'15.0" Round RCP_Round 15" L= 259.4' Ke= 0.500 Inlet / Outlet Invert= 771.82' / 770.49' S= 0.0051 '/' Cc= 0.900 n= 0.013, Flow Area= 1.23 sf Primary OutFlow Max=8.43 cfs @ 12.05 hrs HW=777.28' (Free Discharge) 1=RCP_Round 15" (Barrel Controls 8.43 cfs @ 6.87 fps) Page 56 of 74 Type II 24-hr 010YR-24.0HR Rainfall=3.84"2023-142_Existing East Dry Detention_2023-12- Printed 12/13/2023Prepared by TLF, Inc Page 12HydroCAD® 10.20-3c s/n 10212 © 2023 HydroCAD Software Solutions LLC Pond 4P: Dry Pond Inflow Primary Hydrograph Time (hours) 48464442403836343230282624222018161412108642Flow (cfs)19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=3.650 ac Peak Elev=777.28' Storage=0.101 af 15.0" Round Culvert n=0.013 L=259.4' S=0.0051 '/' 17.34 cfs 8.44 cfs Page 57 of 74 Type II 24-hr 010YR-24.0HR Rainfall=3.84"2023-142_Existing East Dry Detention_2023-12- Printed 12/13/2023Prepared by TLF, Inc Page 13HydroCAD® 10.20-3c s/n 10212 © 2023 HydroCAD Software Solutions LLC Hydrograph for Pond 4P: Dry Pond Time (hours) Inflow (cfs) Storage (acre-feet) Elevation (feet) Primary (cfs) 0.50 0.00 0.000 771.82 0.00 1.50 0.00 0.000 771.82 0.00 2.50 0.00 0.000 771.82 0.00 3.50 0.00 0.000 771.82 0.00 4.50 0.00 0.000 771.82 0.00 5.50 0.02 0.000 771.89 0.02 6.50 0.05 0.000 771.93 0.05 7.50 0.08 0.000 771.97 0.08 8.50 0.13 0.000 772.01 0.13 9.50 0.21 0.000 772.06 0.21 10.50 0.39 0.000 772.15 0.39 11.50 1.07 0.000 772.37 1.07 12.50 1.34 0.000 772.77 2.77 13.50 0.64 0.000 772.40 1.17 14.50 0.45 0.000 772.26 0.69 15.50 0.36 0.000 772.18 0.47 16.50 0.29 0.000 772.13 0.34 17.50 0.26 0.000 772.10 0.28 18.50 0.22 0.000 772.08 0.24 19.50 0.19 0.000 772.05 0.20 20.50 0.17 0.000 772.04 0.17 21.50 0.16 0.000 772.03 0.16 22.50 0.16 0.000 772.03 0.16 23.50 0.15 0.000 772.02 0.15 24.50 0.00 0.000 771.82 0.00 25.50 0.00 0.000 771.82 0.00 26.50 0.00 0.000 771.82 0.00 27.50 0.00 0.000 771.82 0.00 28.50 0.00 0.000 771.82 0.00 29.50 0.00 0.000 771.82 0.00 30.50 0.00 0.000 771.82 0.00 31.50 0.00 0.000 771.82 0.00 32.50 0.00 0.000 771.82 0.00 33.50 0.00 0.000 771.82 0.00 34.50 0.00 0.000 771.82 0.00 35.50 0.00 0.000 771.82 0.00 36.50 0.00 0.000 771.82 0.00 37.50 0.00 0.000 771.82 0.00 38.50 0.00 0.000 771.82 0.00 39.50 0.00 0.000 771.82 0.00 40.50 0.00 0.000 771.82 0.00 41.50 0.00 0.000 771.82 0.00 42.50 0.00 0.000 771.82 0.00 43.50 0.00 0.000 771.82 0.00 44.50 0.00 0.000 771.82 0.00 45.50 0.00 0.000 771.82 0.00 46.50 0.00 0.000 771.82 0.00 47.50 0.00 0.000 771.82 0.00 Page 58 of 74 Type II 24-hr 100YR-24.0HR Rainfall=6.48"2023-142_Existing East Dry Detention_2023-12- Printed 12/13/2023Prepared by TLF, Inc Page 14HydroCAD® 10.20-3c s/n 10212 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment Pro Front: 3.65 ACRES [49] Hint: Tc<2dt may require smaller dt Runoff = 31.94 cfs @ 11.95 hrs, Volume= 1.616 af, Depth= 5.31" Routed to Pond 4P : Dry Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.50-48.00 hrs, dt= 0.05 hrs Type II 24-hr 100YR-24.0HR Rainfall=6.48" Area (ac) CN Description 2.000 84 50-75% Grass cover, Fair, HSG D 1.650 98 Paved parking, HSG D 3.650 90 Weighted Average 2.000 54.79% Pervious Area 1.650 45.21% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment Pro Front: 3.65 ACRES Runoff Hydrograph Time (hours) 48464442403836343230282624222018161412108642Flow (cfs)34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Type II 24-hr 100YR-24.0HR Rainfall=6.48" Runoff Area=3.650 ac Runoff Volume=1.616 af Runoff Depth=5.31" Tc=5.0 min CN=90 31.94 cfs Page 59 of 74 Type II 24-hr 100YR-24.0HR Rainfall=6.48"2023-142_Existing East Dry Detention_2023-12- Printed 12/13/2023Prepared by TLF, Inc Page 15HydroCAD® 10.20-3c s/n 10212 © 2023 HydroCAD Software Solutions LLC Hydrograph for Subcatchment Pro Front: 3.65 ACRES Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.50 0.03 0.00 0.00 1.00 0.07 0.00 0.00 1.50 0.10 0.00 0.00 2.00 0.14 0.00 0.00 2.50 0.18 0.00 0.00 3.00 0.22 0.00 0.00 3.50 0.27 0.00 0.02 4.00 0.31 0.01 0.04 4.50 0.36 0.01 0.07 5.00 0.41 0.03 0.10 5.50 0.46 0.04 0.13 6.00 0.52 0.06 0.16 6.50 0.58 0.09 0.19 7.00 0.64 0.11 0.22 7.50 0.71 0.15 0.25 8.00 0.78 0.19 0.29 8.50 0.86 0.23 0.37 9.00 0.95 0.29 0.47 9.50 1.06 0.36 0.51 10.00 1.17 0.44 0.65 10.50 1.32 0.55 0.89 11.00 1.52 0.70 1.28 11.50 1.83 0.95 2.22 12.00 4.30 3.20 26.85 12.50 4.76 3.65 2.40 13.00 5.00 3.88 1.49 13.50 5.18 4.05 1.13 14.00 5.31 4.18 0.89 14.50 5.43 4.29 0.79 15.00 5.53 4.39 0.71 15.50 5.62 4.48 0.63 16.00 5.70 4.56 0.55 16.50 5.77 4.63 0.51 17.00 5.84 4.69 0.48 17.50 5.91 4.76 0.45 18.00 5.97 4.81 0.42 18.50 6.02 4.87 0.39 19.00 6.08 4.92 0.36 19.50 6.12 4.97 0.34 20.00 6.17 5.01 0.31 20.50 6.21 5.05 0.30 21.00 6.25 5.09 0.29 21.50 6.29 5.13 0.29 22.00 6.33 5.17 0.28 22.50 6.37 5.21 0.27 23.00 6.41 5.24 0.27 23.50 6.44 5.28 0.26 24.00 6.48 5.31 0.26 24.50 6.48 5.31 0.00 25.00 6.48 5.31 0.00 25.50 6.48 5.31 0.00 26.00 6.48 5.31 0.00 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 26.50 6.48 5.31 0.00 27.00 6.48 5.31 0.00 27.50 6.48 5.31 0.00 28.00 6.48 5.31 0.00 28.50 6.48 5.31 0.00 29.00 6.48 5.31 0.00 29.50 6.48 5.31 0.00 30.00 6.48 5.31 0.00 30.50 6.48 5.31 0.00 31.00 6.48 5.31 0.00 31.50 6.48 5.31 0.00 32.00 6.48 5.31 0.00 32.50 6.48 5.31 0.00 33.00 6.48 5.31 0.00 33.50 6.48 5.31 0.00 34.00 6.48 5.31 0.00 34.50 6.48 5.31 0.00 35.00 6.48 5.31 0.00 35.50 6.48 5.31 0.00 36.00 6.48 5.31 0.00 36.50 6.48 5.31 0.00 37.00 6.48 5.31 0.00 37.50 6.48 5.31 0.00 38.00 6.48 5.31 0.00 38.50 6.48 5.31 0.00 39.00 6.48 5.31 0.00 39.50 6.48 5.31 0.00 40.00 6.48 5.31 0.00 40.50 6.48 5.31 0.00 41.00 6.48 5.31 0.00 41.50 6.48 5.31 0.00 42.00 6.48 5.31 0.00 42.50 6.48 5.31 0.00 43.00 6.48 5.31 0.00 43.50 6.48 5.31 0.00 44.00 6.48 5.31 0.00 44.50 6.48 5.31 0.00 45.00 6.48 5.31 0.00 45.50 6.48 5.31 0.00 46.00 6.48 5.31 0.00 46.50 6.48 5.31 0.00 47.00 6.48 5.31 0.00 47.50 6.48 5.31 0.00 48.00 6.48 5.31 0.00 Page 60 of 74 Type II 24-hr 100YR-24.0HR Rainfall=6.48"2023-142_Existing East Dry Detention_2023-12- Printed 12/13/2023Prepared by TLF, Inc Page 16HydroCAD® 10.20-3c s/n 10212 © 2023 HydroCAD Software Solutions LLC Summary for Pond 4P: Dry Pond [85] Warning: Oscillations may require smaller dt or Finer Routing (severity=50) Inflow Area = 3.650 ac, 45.21% Impervious, Inflow Depth = 5.31" for 100YR-24.0HR event Inflow = 31.94 cfs @ 11.95 hrs, Volume= 1.616 af Outflow = 9.07 cfs @ 12.09 hrs, Volume= 1.618 af, Atten= 72%, Lag= 8.4 min Primary = 9.07 cfs @ 12.09 hrs, Volume= 1.618 af Routing by Stor-Ind method, Time Span= 0.50-48.00 hrs, dt= 0.05 hrs Peak Elev= 778.14' @ 12.09 hrs Surf.Area= 0.403 ac Storage= 0.350 af Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 7.5 min ( 785.4 - 778.0 ) Volume Invert Avail.Storage Storage Description #1 771.82' 1.821 af Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 771.82 0.000 0.000 0.000 775.31 0.001 0.002 0.002 776.00 0.002 0.001 0.003 777.00 0.112 0.057 0.060 778.00 0.359 0.236 0.295 779.00 0.668 0.514 0.809 780.00 1.357 1.012 1.821 Device Routing Invert Outlet Devices #1 Primary 771.82'15.0" Round RCP_Round 15" L= 259.4' Ke= 0.500 Inlet / Outlet Invert= 771.82' / 770.49' S= 0.0051 '/' Cc= 0.900 n= 0.013, Flow Area= 1.23 sf Primary OutFlow Max=9.07 cfs @ 12.09 hrs HW=778.14' (Free Discharge) 1=RCP_Round 15" (Barrel Controls 9.07 cfs @ 7.39 fps) Page 61 of 74 Type II 24-hr 100YR-24.0HR Rainfall=6.48"2023-142_Existing East Dry Detention_2023-12- Printed 12/13/2023Prepared by TLF, Inc Page 17HydroCAD® 10.20-3c s/n 10212 © 2023 HydroCAD Software Solutions LLC Pond 4P: Dry Pond Inflow Primary Hydrograph Time (hours) 48464442403836343230282624222018161412108642Flow (cfs)34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=3.650 ac Peak Elev=778.14' Storage=0.350 af 15.0" Round Culvert n=0.013 L=259.4' S=0.0051 '/' 31.94 cfs 9.07 cfs Page 62 of 74 Type II 24-hr 100YR-24.0HR Rainfall=6.48"2023-142_Existing East Dry Detention_2023-12- Printed 12/13/2023Prepared by TLF, Inc Page 18HydroCAD® 10.20-3c s/n 10212 © 2023 HydroCAD Software Solutions LLC Hydrograph for Pond 4P: Dry Pond Time (hours) Inflow (cfs) Storage (acre-feet) Elevation (feet) Primary (cfs) 0.50 0.00 0.000 771.82 0.00 1.50 0.00 0.000 771.82 0.00 2.50 0.00 0.000 771.82 0.00 3.50 0.02 0.000 771.90 0.02 4.50 0.07 0.000 771.96 0.07 5.50 0.13 0.000 772.01 0.13 6.50 0.19 0.000 772.05 0.19 7.50 0.25 0.000 772.08 0.25 8.50 0.37 0.000 772.14 0.37 9.50 0.51 0.000 772.20 0.51 10.50 0.89 0.000 772.32 0.89 11.50 2.22 0.000 772.65 2.22 12.50 2.40 0.176 777.62 8.69 13.50 1.13 0.000 772.05 0.19 14.50 0.79 0.000 772.14 0.38 15.50 0.63 0.000 772.17 0.44 16.50 0.51 0.000 772.16 0.43 17.50 0.45 0.000 772.16 0.41 18.50 0.39 0.000 772.14 0.38 19.50 0.34 0.000 772.12 0.33 20.50 0.30 0.000 772.10 0.29 21.50 0.29 0.000 772.10 0.28 22.50 0.27 0.000 772.09 0.27 23.50 0.26 0.000 772.09 0.26 24.50 0.00 0.000 771.82 0.00 25.50 0.00 0.000 771.82 0.00 26.50 0.00 0.000 771.82 0.00 27.50 0.00 0.000 771.82 0.00 28.50 0.00 0.000 771.82 0.00 29.50 0.00 0.000 771.82 0.00 30.50 0.00 0.000 771.82 0.00 31.50 0.00 0.000 771.82 0.00 32.50 0.00 0.000 771.82 0.00 33.50 0.00 0.000 771.82 0.00 34.50 0.00 0.000 771.82 0.00 35.50 0.00 0.000 771.82 0.00 36.50 0.00 0.000 771.82 0.00 37.50 0.00 0.000 771.82 0.00 38.50 0.00 0.000 771.82 0.00 39.50 0.00 0.000 771.82 0.00 40.50 0.00 0.000 771.82 0.00 41.50 0.00 0.000 771.82 0.00 42.50 0.00 0.000 771.82 0.00 43.50 0.00 0.000 771.82 0.00 44.50 0.00 0.000 771.82 0.00 45.50 0.00 0.000 771.82 0.00 46.50 0.00 0.000 771.82 0.00 47.50 0.00 0.000 771.82 0.00 Page 63 of 74 TLF, Inc. Project No. 2023-119 Appendix E Proposed Water Quality Calculations Page 64 of 74 BMP 0.54 acres, Max Treatment = 0.76 cfs Routing Diagram for 2023-142_Proposed WQ_2023-12-13 Prepared by TLF, Inc, Printed 12/13/2023 HydroCAD® 10.20-3c s/n 10212 © 2023 HydroCAD Software Solutions LLC Subcat Reach Pond Link Page 65 of 74 Type II 24-hr WQ 1in - 24HR Rainfall=1.00"2023-142_Proposed WQ_2023-12-13 Printed 12/13/2023Prepared by TLF, Inc HydroCAD® 10.20-3c s/n 10212 © 2023 HydroCAD Software Solutions LLC Events for Subcatchment BMP: 0.54 acres, Max Treatment = 0.76 cfs Event Rainfall (inches) Runoff (cfs) Volume (acre-feet) Depth (inches) WQ 1in - 24HR 1.00 0.76 0.037 0.83 Page 66 of 74 2023-142_Proposed WQ_2023-12-13 Printed 12/13/2023Prepared by TLF, Inc Page 2HydroCAD® 10.20-3c s/n 10212 © 2023 HydroCAD Software Solutions LLC Rainfall Events Listing Event# Event Name Storm Type Curve Mode Duration (hours) B/B Depth (inches) AMC 1 WQ 1in - 24HR Type II 24-hr Default 24.00 1 1.00 2 Page 67 of 74 2023-142_Proposed WQ_2023-12-13 Printed 12/13/2023Prepared by TLF, Inc Page 3HydroCAD® 10.20-3c s/n 10212 © 2023 HydroCAD Software Solutions LLC Area Listing (selected nodes) Area (acres) CN Description (subcatchment-numbers) 0.540 99 (BMP) 0.540 99 TOTAL AREA Page 68 of 74 Type II 24-hr WQ 1in - 24HR Rainfall=1.00"2023-142_Proposed WQ_2023-12-13 Printed 12/13/2023Prepared by TLF, Inc Page 4HydroCAD® 10.20-3c s/n 10212 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment BMP: 0.54 acres, Max Treatment = 0.76 cfs [49] Hint: Tc<2dt may require smaller dt Runoff = 0.76 cfs @ 11.95 hrs, Volume= 0.037 af, Depth> 0.83" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr WQ 1in - 24HR Rainfall=1.00" Area (ac) CN Description * 0.540 99 0.540 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment BMP: 0.54 acres, Max Treatment = 0.76 cfs Runoff Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type II 24-hr WQ 1in - 24HR Rainfall=1.00" Runoff Area=0.540 ac Runoff Volume=0.037 af Runoff Depth>0.83" Tc=5.0 min CN=99 0.76 cfs Page 69 of 74 Type II 24-hr WQ 1in - 24HR Rainfall=1.00"2023-142_Proposed WQ_2023-12-13 Printed 12/13/2023Prepared by TLF, Inc Page 5HydroCAD® 10.20-3c s/n 10212 © 2023 HydroCAD Software Solutions LLC Hydrograph for Subcatchment BMP: 0.54 acres, Max Treatment = 0.76 cfs Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 5.00 0.06 0.01 0.00 5.25 0.07 0.01 0.00 5.50 0.07 0.02 0.01 5.75 0.08 0.02 0.01 6.00 0.08 0.02 0.01 6.25 0.08 0.03 0.01 6.50 0.09 0.03 0.01 6.75 0.09 0.03 0.01 7.00 0.10 0.03 0.01 7.25 0.10 0.04 0.01 7.50 0.11 0.04 0.01 7.75 0.11 0.05 0.01 8.00 0.12 0.05 0.01 8.25 0.13 0.05 0.01 8.50 0.13 0.06 0.01 8.75 0.14 0.06 0.01 9.00 0.15 0.07 0.01 9.25 0.15 0.08 0.01 9.50 0.16 0.08 0.01 9.75 0.17 0.09 0.02 10.00 0.18 0.10 0.02 10.25 0.19 0.11 0.02 10.50 0.20 0.12 0.02 10.75 0.22 0.13 0.03 11.00 0.24 0.15 0.03 11.25 0.26 0.17 0.04 11.50 0.28 0.19 0.06 11.75 0.39 0.29 0.27 12.00 0.66 0.56 0.63 12.25 0.71 0.60 0.09 12.50 0.73 0.63 0.06 12.75 0.76 0.65 0.04 13.00 0.77 0.66 0.03 13.25 0.79 0.68 0.03 13.50 0.80 0.69 0.03 13.75 0.81 0.70 0.02 14.00 0.82 0.71 0.02 14.25 0.83 0.72 0.02 14.50 0.84 0.73 0.02 14.75 0.85 0.74 0.02 15.00 0.85 0.74 0.02 15.25 0.86 0.75 0.02 15.50 0.87 0.76 0.01 15.75 0.87 0.76 0.01 16.00 0.88 0.77 0.01 16.25 0.89 0.78 0.01 16.50 0.89 0.78 0.01 16.75 0.90 0.79 0.01 17.00 0.90 0.79 0.01 17.25 0.91 0.80 0.01 17.50 0.91 0.80 0.01 17.75 0.92 0.81 0.01 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 18.00 0.92 0.81 0.01 18.25 0.93 0.81 0.01 18.50 0.93 0.82 0.01 18.75 0.93 0.82 0.01 19.00 0.94 0.83 0.01 19.25 0.94 0.83 0.01 19.50 0.95 0.83 0.01 19.75 0.95 0.84 0.01 20.00 0.95 0.84 0.01 Page 70 of 74 City of Indianapolis Stormwater Quality Unit (SQU) Selection Guide Pg. 1 02/11/2020 Version 17.0 (Check http://www.indy.gov/eGov/City/DPW/Business/Specs/Pages/UpdatedStormWaterManual.aspx for current Selection Guide) Performance Matrix for Manufactured SQUs that are approved for use as post-construction water quality units in the City of Indianapolis and in compliance with the Stormwater Design and Construction Specifications Manual PLEASE NOTE: All SQUs shall be configured as off-line units unless approved for on-line use. On-line units must document the peak 10-year flow (per the Stormwater Design and Construction Specification Manual) is less than the approved maximum10-yr flow rate. Rate Based SQUs - Table 1 Manufactured SQU SQU System Model Max Treatment Flow (cfs) Max 10-yr On-Line Flow Rate (cfs) Cleanout Depth (Inches) SC-3 0.39 N/A 9 SC-4 0.70 N/A 9 SC-5 1.09 N/A 9 SC-6 1.57 N/A 9 SC-7 2.14 N/A 9 SC-8 2.80 N/A 9 SC-9 3.54 N/A 9 SC-10 4.37 N/A 9 SC-11 5.29 N/A 9 SciClone1 SC-12 6.30 N/A 9 CDS-3 0.52 1.04 9 CDS-4 0.93 1.86 9 CDS-5 1.5 3.00 9 CDS-6 2.1 4.2 9 CDS-7 2.8 5.60 9 CDS-8 3.7 7.4 9 CDS-10 5.8 11.6 9 CDS Technologies1 CDS-12 8.4 16.8 9 DVS-36C 0.56 1.12 9 DVS-48C 1.00 2.00 9 DVS-60C 1.56 3.12 9 DVS-72C 2.25 4.50 9 DVS-84C 3.06 6.12 9 DVS-96C 4.00 8.00 9 DVS-120C 6.25 12.50 9 DVS1 DVS-144C 9.00 18.00 9 Page 71 of 74 City of Indianapolis Stormwater Quality Unit (SQU) Selection Guide Pg. 2 02/11/2020 Version 17.0 Manufactured SQU SQU System Model Max Treatment Flow (cfs) Max 10-yr On-Line Flow Rate (cfs) Cleanout Depth (Inches) 4-ft 1.12 2.95 9 6-ft 2.52 6.63 12 8-ft 4.49 11.81 15 10-ft 7.00 18.40 18 Hydro International Downstream Defender1 12 ft 10.08 26.51 21 3-ft 0.85 1.84 9 4-ft 1.5 3.24 9 5-ft 2.35 5.08 9 6-ft 3.38 7.30 9 7-ft 4.60 9.94 9 Hydro International First Defense High Capacity1 8-ft 6.00 12.96 9 HS-3 0.50 1.00 6 HS-4 0.88 1.76 6 HS-5 1.37 2.74 6 HS-6 1.98 3.96 6 HS-7 2.69 5.38 6 HS-8 3.52 7.04 6 HS-9 4.45 8.9 6 HS-10 5.49 10.98 6 HS-11 6.65 13.3 6 HydroStorm by Hydroworks, LLC1 HS-12 7.91 15.82 6 XC-2 0.57 1.16 6 XC-3 1.13 2.30 6 XC-4 1.86 3.79 6 XC-5 2.78 5.66 6 XC-6 3.88 7.90 6 XC-7 5.17 10.52 6 XC-8 6.64 13.51 6 XC-9 8.29 16.87 6 XC-10 10.13 20.62 6 XC-11 12.15 24.73 6 XC-12 14.35 29.20 6 AquaShield Aqua-Swirl Xcelerator1 XC-13 15.53 31.60 6 CS-4 1.80 4.03 9 CS-5 2.81 6.29 9 CS-6 4.05 9.07 9 CS-8 7.20 16.1 9 CS-10 11.3 25.3 9 Contech Cascade Separator CS-12 16.2 36.3 9 Page 72 of 74 City of Indianapolis Stormwater Quality Unit (SQU) Selection Guide Pg. 3 02/11/2020 Version 17.0 Manufactured SQU SQU System Model Max Treatment Flow (cfs) Max 10-yr On-Line Flow Rate (cfs) Cleanout Depth (Inches) 2-4 0.62 2.57 6 3-6 1.4 5.80 6 3-8 1.87 7.75 6 4-8 2.49 10.31 6 5-10 3.89 16.11 6 6-12 5.6 23.19 6 6-13.75 6.42 26.59 6 7-14 7.62 31.56 6 7-15 8.17 33.84 6 8-14 8.71 36.08 6 8-16 9.96 41.25 6 9-18 12.6 52.19 6 10-17 13.22 54.76 6 10-20 15.56 64.45 6 12-21 19.6 81.18 6 Oldcastle NSBB-HVT 12-24 22.4 92.78 6 AS-2 0.36 0.73 7 AS-3 0.71 1.44 7 AS-4 1.18 2.39 7 AS-5 1.46 2.96 7 AS-6 2.11 4.28 7 AS-7 2.87 5.82 7 AS-8 3.74 7.59 7 AS-9 4.73 9.59 7 AS-10 5.84 11.84 7 AS-11 7.07 14.34 7 AS-12 8.42 17.08 7 AquaShield Aqua Swirl AS-13 9.87 20.02 7 S3 0.70 1.40 10 S4 1.25 2.50 10 S5 1.95 3.90 10 S6 2.80 5.60 10 S8 5.00 10.00 10 ADS Barracuda S10 7.80 15.60 10 1 Installed in the configuration as reviewed by NJCAT only Page 73 of 74 Plan View SCALE 1:40 Elevation View SCALE 1:40 Projected View SCALE 1:70 2733 Kanasita Drive, Suite 111, Chattanooga, TN 37343 Phone (888) 344-9044 Fax (423) 826-2112 www.aquashieldinc.com Structure #: Drawn By: Scale: Date: OFlores Rvwed Rvw. Date U.S. Patent No. 6524473 and other Patent Pending Aqua-SwirlŠ XCelerator Standard Detail As Shown 2/25/2021 el. Varies Inlet/Outlet Invert el. Varies el. Varies Grade (Rim) el. Varies XC-4 CCW XC-4 STD Aqua-SwirlŠ Polymer Coated Steel (PCS) Stormwater Treatment System 12 in [305 mm] Manhole Frame & Cover Detail For Non-Traffic Areas Only NTS 48 in [1219 mm] Min. Gravel Backfill Concrete Wrap Compressible Expansion Joint Material to a minimum 1/2-inch [13 mm] thickness around top of riser to allow transfer of inadvertent loading from manhole cover to concrete slab. Riser Soil Cover Frame 1/2 in [13 mm] 1/2 in [13 mm] Place small amount of concrete [3,000 psi [20 MPa] (min)] to support and level manhole frame. DO NOT allow manhole frame to rest upon riser. Backfill (90% Proctor Density) 8 in [203 mm] 4 1/2 in [114 mm] Unless other traffic barriers are present, bollards shall be placed around access riser(s) in non-traffic areas to prevent inadvertent loading by maintenance vehicles. Manhole Frame & Cover Detail For Traffic Loading Areas NTS Cover Frame 48 in [1219 mm] Min. Backfill (90% Proctor Density) 3,000 psi [20 MPa] (min) Concrete #4 [13 mm] Rebar @ 6 in [152 mm] Each Way 30 in [762 mm] Riser 1/2 in [13 mm] 4 1/2 in [114 mm] 14 in [356 mm] 1/2 in [13 mm] Thick Expansion Joint Material If traffic loading (HS-25) is required or anticipated, a 4-foot [1.22 m] diameter, 14-inch [356 mm] thick reinforced concrete pad must be placed over the Stormwater Treatment System Riser to support and level the manhole frame, as shown. The top of riser pipe must be wrapped with compressible expansion joint material to a minimum 1/2-inch [13 mm] thickness to allow transfer of wheel loads from manhole cover to concrete slab. Manhole cover shall bear on concrete slab and not on riser pipe. The concrete slab shall have a minimum strength of 3,000 psi [20 MPa] and be reinforced with #4 [13 mm] reinforcing steel as shown. Minimum cover over reinforcing steel shall be 1-inch [25 mm]. Top of manhole cover and concrete slab shall be level with finish grade. Please see accompanied Aqua-SwirlŠ specification notes. See Site Plan for actual System orientation. Approximate dry (pick) weight: 2000 lbs [900 kg]. Backfill shall extend at least 18 inches [457 mm] outward from Swirl Concentrator and for the full height of the Swirl Concentrator (including riser) extending laterally to undisturbed soils. (See MH Detail Below) 1 1 As an alternative, 42 in [1067 mm] diameter, HS-20/25 rated precast concrete rings may be substituted. 14 in [356 mm] thickness must be maintained. XC-4 inlet/outlet pipe size ranges up to 27 in [686 mm]. XC-4 chamber height may vary up to 99 in [2515 mm], depending on inlet/outlet pipe size. Orientation may vary from a minimum of 90ƒ to a maximum of 180ƒ. Clockwise or counterclockwise orientation as needed. 2 3 3 2 66 in [1676 mm] 66 in [1676 mm] P27 in [P686 mm] 2 Octagonal Base Plate P54 in [P1375 mm] 99 in [2515 mm] Varies Varies 5 [127 mm] MH Frame P30 in [P762 mm] Band Coupler by Manufacturer. (as needed) Riser Manhole Frame and Cover by Manufacturer. (See Details) Rim elevations to match finish grade. 57 in [1448 mm] Pipe coupling by Contractor. 12 in [305 mm] long Stub-out by Manufacturer. Pipe coupling by Contractor. 12 in [305 mm] long Stub-out by Manufacturer. 4 4 P54 in [P1372 mm] Optional inlet orientations available (See note 4) P27 in [P686 mm] 180ƒ Lifting Lugs Backfill Bedding Undisturbed soil 18 in [457 mm] 6 in [152 mm] Lifting Lugs Page 74 of 74