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HomeMy WebLinkAboutDrainage Report TLF, Inc. Project No. 2021-009 Drainage Report for Carmel Clay Schools – Carmel High School Natatorium Addition and Renovations 520 E. Main Street Carmel, Indiana 46032 November 05, 2021 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 168 TLF, Inc. Project No. 2021-009 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 Detention VII. Storm Water Quality VIII. 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 Impervious Area – Exhibit B.2 · Existing Runoff Calculations– B.3 · Proposed Drainage Conditions – Exhibit B.4 · Proposed Impervious Area – Exhibit B.5 · Proposed Runoff Calculations– B.6 Appendix C - Proposed Storm Sewer Calculations · Rainfall Data – Exhibit C.1 · Inlet Basin Area Map – Exhibit C.2 · Rational Method Storm Sewer Calculations – Exhibit C.3 · Storm Sewer Structure Data Table – Exhibit C.4 · Casting Capacity Calculations – Exhibit C.5 · Hydraulic Grade Line Calculations – Exhibit C.6 Appendix D – Proposed Detention Calculations · HydroCAD Model – Exhibit D.1 · Outlet Control Structure Detail – 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 168 TLF, Inc. Project No. 2021-009 Project Narrative I. Project Location The proposed project is located at 520 East Main Street on the Carmel High School Campus, Carmel, Indiana per the Site Location Map – Exhibit A.1. The project area does not lie within a floodway or floodplain per FEMA panel 18057C0226G effective November 19, 2014 and the Flood Insurance Rate Map provided on Exhibit A.3 in Appendix A. II. Project Description The proposed project will take place on the north side of the existing High School building on the 38-acre Carmel High School Campus. The proposed site improvements will consist of a new 61,400 square foot natatorium building addition with associated site improvements and will disturb approximately 4.26 acres of land. As part of this project the associated infrastructure modifications include; a storm sewer main relocation, stormwater detention system, new bus parking drop-off area, new roundabout student drop-off area, reconfiguration and resurfacing of existing parking lot and the addition of pavement parking striping at Murray Field. III. Existing Drainage Conditions The existing 4.26 acre project area is comprised of 3.56 acres of impervious surfaces (parking lots, sidewalks and access drives) and 0.70 acres pervious areas (lawn and plantings in mulch beds), see Existing Impervious Area Exhibit B.2 in Appendix B. The site is comprised of three different drainage basins, “Northwest” site drains northwest to an existing 24” RCP which drains north along the east side of Murray Field to Cool Creek, “East” multiple inlets located in the access drive on the east side of the High School building drains to and existing 42” CMP which is located near the eastern property line and drains north to Cool Creek. “North” site drains north to an existing 18” RCP located on the east side of Stadium Drive and drains north to Cool Creek. Refer to Existing Drainage Conditions Exhibit B.1 and Existing Runoff Calculations Exhibit B.3 in Appendix B, also see summary in Table 1 below. Table 1: Existing Runoff Rates Basin Area (acres) 2-yr Runoff (cfs) 10-yr Runoff (cfs) 100-yr Runoff (cfs) Northwest 4.50 16.89 24.78 42.04 East 2.18 7.14 11.12 19.72 North 0.90 3.31 4.91 8.37 The site soils mainly consist of Miami silt loam, Orthents and Miami silt loam-Urban land complex, see Soil Map and related soil data are shown on Exhibit A.2 in Appendix A. Page 3 of 168 TLF, Inc. Project No. 2021-009 IV. Proposed Drainage Conditions The proposed developed 4.26 acre site will contain 3.53 acres of impervious area which will decrease the total amount of impervious area by 0.03 acres, see Proposed Impervious Area Exhibit B.5 in Appendix B. An existing 18” storm sewer main will be relocated around the east and north side of the new building addition. This existing 18” storm sewer drains 2.21 acres of existing roof area south of the project area and will remain part of the Northwest Basin. The existing building adjacent to the south side of the project area and the roundabout/plaza area will continue to drain to the Northwest Basin. The east half of the proposed building and east side of the site will drain to the East Basin. The west side of the proposed building and adjacent area on the north side of the proposed building will drain to the underground detention system which is part of the North Basin. The disturbed area in the existing parking lot on the north side of the project site will drain undetained to the North Basin. The total runoff for the Northwest and East Basins has been reduced in the developed condition for the 2, 10 and 100 year storm events. The runoff to the north basin has been reduced so that the 10-yr. post developed condition does not exceed the 2-yr. pre and the 100-yr. post does not exceed the 10-yr. pre developed condition. Refer to Proposed Drainage Conditions Exhibit B.4 and Proposed Runoff Calculations Exhibit B.6 in Appendix B, also see summary in Table 2 below. Table 2: Proposed Runoff Rates Basin Area (acres) 2-yr Runoff (cfs) 10-yr Runoff (cfs) 100-yr Runoff (cfs) Northwest 4.38 16.13 23.88 40.76 East 1.85 6.27 9.62 16.88 North (Detention) 1.06 1.07 1.36 1.88 North (Undetained) 0.33 1.12 1.72 3.01 North (Total) 1.39 2.19 3.08 4.89 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 Exhibit C.3 in Appendix C. Corresponding Inlet basin areas are shown on the Proposed Condition Plan Exhibit C.2 in Appendix B. Page 4 of 168 TLF, Inc. Project No. 2021-009 VI. Storm Water Detention The underground detention system is designed for 1.06 acres of runoff as part of the North Basin. The detention system will reduce runoff and will benefit the entire north basin so that the 10-yr. post developed condition does not exceed the 2-yr. pre and the 100-yr. post does not exceed the 10-yr. pre developed condition. Refer to HydroCAD Model Exhibit D.1 in Appendix D, also see summary in Table 3 below. The underground detention system was designed using a 5.3” diameter orifice in the HydroCAD model to not exceed the allowable release rates. An additional HydroCAD model was ran using the 6” minimum diameter per city standards. Refer to Outlet Control Structure Detail Exhibit D.2 in Appendix D. The additional model shows the results for the critical 2-yr., 10-yr. and 100-yr. 24 hour storm events. Refer to HydroCAD Model Exhibit D.1 in Appendix D. VII. Storm Water Quality The proposed site improvements will utilize a manufactured water quality device (Aqua- Swirl Concentrator AS-7) to meet the water quality requirements of the 1-inch 24-hour event and the 10-yr on-line flow rate. The stormwater quality calculations are provided in Appendix E, also see summary in Table 4 below. VIII. Summary and Conclusions The project will decrease impervious surface area by 0.03 acres within the 4.26 acre project site located at the 38-acre Carmel High School Campus. The decrease in storm water runoff for the Northwest, East and North Basins will be 4.23 cfs for the 10-yr. and 7.60 cfs for the 100-yr. storm events due to the combination of impervious area reduction and underground detention system. No adverse impacts are anticipated to affect adjacent or downstream landowners. Erosion control measures will be implemented before construction begins and maintained during construction to comply with IDEM Rule 5, Notice of Intent for Construction and Land Disturbance. Table 3: Detention System Stage Release Summary Storm Event Elevation Release Rate (cfs) Allowable Release Rate (cfs) 10 year 815.32 1.36 (3.31 – 1.72) = 1.59 100 year 818.22 1.88 (4.91 – 3.01) = 1.90 Table 4: Storm Water Quality Units Summary Structure Number Basin Aqua-Swirl Model Treatment Required (cfs) Treatment Provided (cfs) Max 10-yr. On-Line Flow Rate Provided (cfs) ST-203 East AS-7 1.18 2.87 5.82 ST-406 North AS-7 1.39 2.87 5.82 Page 5 of 168 TLF, Inc. Project No. 2021-009 Appendix A Maps Page 6 of 168 E. Main StreetKeystone PkwyPROJECT SITESITE LOCATION MAPEXHIBIT A.1Page 7 of 168 SOIL MAP AND DATA EXHIBIT A.2 Page 8 of 168 FLOOD INSURANCE RATE MAP EXHIBIT A.3 Page 9 of 168 TLF, Inc. Project No. 2021-009 Appendix B Site Drainage Conditions Page 10 of 168 TBM#2 = 834.95TBM#4 = 810.78HARROWGATE ADDITIONP.B . 2 , P G . 2 0 3 - 2 0 5HARROWGATE ADDITIONP.B. 2, PG. 203-205LOT 48LOT 49LOT 50LOT 51LOT 52LOT 53LOT 54LOT 55LOT 56LOT 57LOT 58LOT 59LOT 60LOT 61CARMELWOOD SUBDIVISIOND.R. 136, PG. 365-366LOT 5LOT 6ADJOINERADJOINERTOTAL AREA = 2.18 ACRESDRAINS TO MULTIPLE INLETS ANDTHEN TO EXIST. 42" CMPROOF AREA = 1.39 ACRES1 8 " R C P 24" RCP 42" CMP 42" C M P TOTAL AREA = 0.90 ACRESDRAINS TO MULTIPLEINLETS AND THEN TOEXIST. 24" RCPTOTAL AREA = 0.90 ACRESDRAINS TO MULTIPLEINLETS AND THEN TOEXIST. 18" RCP18" RCP 24" RCPROOF AREA = 2.21 ACRES18" RCP60180060120-EXISTING WATERSHED EXHIBIT10-12-2021COPYRIGHT 2021 BY FANNING/HOWEY ASSOCIATES, INC.WWW.FHAI.COMARCHITECTN O T F O R C O N S T R U C T I O NPROJECT NUMBER: 220014.00CARMEL HIGHSCHOOLNATATORIUMADDITION ANDRENOVATIONSCARMEL CLAY SCHOOLS520 E MAIN STREETCARMEL, IN 46032PROJECT ISSUE DATE: 08.27.2021100% DESIGN DEVELOPMENTDRAWN BY: HHW317.848.0966350 E NEW YORK ST #300, INDIANAPOLIS, IN 46204REV.NO.DESCRIPTIONDATECONSULTANTNORTHWEST BASIN4.50 ACRES TO EXISTING 24" RCP(2yr = 16.89cfs) (10yr = 24.78cfs) (100yr = 42.04cfs)EAST BASIN2.18 ACRES TO EXISTING 42" CMP(2yr = 7.14cfs) (10yr = 11.12cfs) (100yr = 19.72cfs)NORTH BASIN0.90 ACRES TO EXISTING 18" RCP(2yr = 3.31cfs) (10yr = 4.91cfs) (100yr = 8.37cfs)EXISTING DRAINAGE CONDITIONSEXHIBIT B.1Page 11 of 168 TBM#2 = 834.95TBM#4 = 810.78TE ADDITIONHARROWGATE ADDITIONP.B . 2 , P G . 2 0 3 - 2 0 5LOT 52LOT 53LOT 54LOT 55LOT 56LOT 57LOT 58LOT 59LOT 60LOT 61PARCEL 7PARCEL 8PROJECT DATAOVERALL PROJECT AREA = 4.26 ACRESEXISTING IMPERVIOUS = 3.56 ACRES4012004080-EXISTING IMPERVIOUS AREASCOPYRIGHT 2021 BY FANNING/HOWEY ASSOCIATES, INC.WWW.FHAI.COMARCHITECTN O T F O R C O N S T R U C T I O NPROJECT NUMBER: 220014.00CARMEL HIGHSCHOOLNATATORIUMADDITION ANDRENOVATIONSCARMEL CLAY SCHOOLS520 E MAIN STREETCARMEL, IN 46032PROJECT ISSUE DATE: 08.27.2021100% DESIGN DEVELOPMENTDRAWN BY: HHW317.848.0966350 E NEW YORK ST #300, INDIANAPOLIS, IN 46204REV.NO.DESCRIPTIONDATECONSULTANTEXISTING IMPERVIOUS AREAEXHIBIT B.2Page 12 of 168 E-NW Existing Northwest Routing Diagram for 2021-009_Existing and Proposed Watersheds_2021-10-11 Prepared by {enter your company name here}, Printed 11/4/2021 HydroCAD® 10.10-6a s/n 10212 © 2020 HydroCAD Software Solutions LLC Subcat Reach Pond Link Page 13 of 168 Type II 24-hr 100YR-24.0HR Rainfall=6.48"2021-009_Existing and Proposed Watersheds_2 Printed 11/4/2021Prepared by {enter your company name here} HydroCAD® 10.10-6a s/n 10212 © 2020 HydroCAD Software Solutions LLC Events for Subcatchment E-NW: Existing Northwest Event Rainfall (inches) Runoff (cfs) Volume (acre-feet) Depth (inches) 002YR-0.083HR 0.39 1.77 0.077 0.20 002YR-0.167HR 0.66 3.62 0.163 0.44 002YR-0.5HR 1.23 7.50 0.357 0.95 002YR-01.0HR 1.54 9.58 0.463 1.23 002YR-02.0HR 1.66 10.39 0.504 1.34 002YR-03.0HR 1.77 11.12 0.542 1.44 002YR-06.0HR 2.10 13.32 0.655 1.75 002YR-12.0HR 2.40 15.30 0.757 2.02 002YR-24.0HR 2.64 16.89 0.839 2.24 010YR-0.083HR 0.51 2.59 0.114 0.30 010YR-0.167HR 0.87 5.06 0.234 0.62 010YR-0.5HR 1.63 10.19 0.494 1.32 010YR-01.0HR 2.03 12.85 0.631 1.68 010YR-02.0HR 2.22 14.11 0.696 1.85 010YR-03.0HR 2.52 16.09 0.798 2.13 010YR-06.0HR 3.00 19.26 0.961 2.56 010YR-12.0HR 3.48 22.41 1.124 3.00 010YR-24.0HR 3.84 24.78 1.246 3.32 100YR-0.083HR 0.76 4.30 0.197 0.52 100YR-0.167HR 1.30 7.97 0.381 1.02 100YR-0.5HR 2.42 15.43 0.764 2.04 100YR-01.0HR 3.03 19.46 0.972 2.59 100YR-02.0HR 3.74 24.12 1.213 3.23 100YR-03.0HR 4.26 27.53 1.389 3.70 100YR-06.0HR 5.10 33.02 1.672 4.46 100YR-12.0HR 5.76 37.34 1.895 5.05 100YR-24.0HR 6.48 42.04 2.137 5.70 Page 14 of 168 2021-009_Existing and Proposed Watersheds_2021-10-11 Printed 11/4/2021Prepared by {enter your company name here} Page 2HydroCAD® 10.10-6a s/n 10212 © 2020 HydroCAD Software Solutions LLC Area Listing (selected nodes) Area (acres) CN Description (subcatchment-numbers) 0.110 80 >75% Grass cover, Good, HSG D (E-NW) 0.790 98 Paved parking, HSG D (E-NW) 3.600 98 Roofs, HSG D (E-NW) 4.500 98 TOTAL AREA Page 15 of 168 Type II 24-hr 002YR-24.0HR Rainfall=2.64"2021-009_Existing and Proposed Watersheds_2 Printed 11/4/2021Prepared by {enter your company name here} Page 3HydroCAD® 10.10-6a s/n 10212 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment E-NW: Existing Northwest [49] Hint: Tc<2dt may require smaller dt Runoff = 16.89 cfs @ 11.95 hrs, Volume= 0.839 af, Depth> 2.24" 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 002YR-24.0HR Rainfall=2.64" Area (ac) CN Description 3.600 98 Roofs, HSG D 0.790 98 Paved parking, HSG D 0.110 80 >75% Grass cover, Good, HSG D 4.500 98 Weighted Average 0.110 2.44% Pervious Area 4.390 97.56% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment E-NW: Existing Northwest Runoff Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 002YR-24.0HR Rainfall=2.64" Runoff Area=4.500 ac Runoff Volume=0.839 af Runoff Depth>2.24" Tc=5.0 min CN=98 16.89 cfs Page 16 of 168 Type II 24-hr 010YR-24.0HR Rainfall=3.84"2021-009_Existing and Proposed Watersheds_2 Printed 11/4/2021Prepared by {enter your company name here} Page 4HydroCAD® 10.10-6a s/n 10212 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment E-NW: Existing Northwest [49] Hint: Tc<2dt may require smaller dt Runoff = 24.78 cfs @ 11.95 hrs, Volume= 1.246 af, Depth> 3.32" 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 010YR-24.0HR Rainfall=3.84" Area (ac) CN Description 3.600 98 Roofs, HSG D 0.790 98 Paved parking, HSG D 0.110 80 >75% Grass cover, Good, HSG D 4.500 98 Weighted Average 0.110 2.44% Pervious Area 4.390 97.56% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment E-NW: Existing Northwest Runoff Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)26 24 22 20 18 16 14 12 10 8 6 4 2 0 Type II 24-hr 010YR-24.0HR Rainfall=3.84" Runoff Area=4.500 ac Runoff Volume=1.246 af Runoff Depth>3.32" Tc=5.0 min CN=98 24.78 cfs Page 17 of 168 Type II 24-hr 100YR-24.0HR Rainfall=6.48"2021-009_Existing and Proposed Watersheds_2 Printed 11/4/2021Prepared by {enter your company name here} Page 5HydroCAD® 10.10-6a s/n 10212 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment E-NW: Existing Northwest [49] Hint: Tc<2dt may require smaller dt Runoff = 42.04 cfs @ 11.95 hrs, Volume= 2.137 af, Depth> 5.70" 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 100YR-24.0HR Rainfall=6.48" Area (ac) CN Description 3.600 98 Roofs, HSG D 0.790 98 Paved parking, HSG D 0.110 80 >75% Grass cover, Good, HSG D 4.500 98 Weighted Average 0.110 2.44% Pervious Area 4.390 97.56% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment E-NW: Existing Northwest Runoff Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)46 44 42 40 38 36 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=4.500 ac Runoff Volume=2.137 af Runoff Depth>5.70" Tc=5.0 min CN=98 42.04 cfs Page 18 of 168 E-E Existing East Routing Diagram for 2021-009_Existing and Proposed Watersheds_2021-10-11 Prepared by {enter your company name here}, Printed 11/4/2021 HydroCAD® 10.10-6a s/n 10212 © 2020 HydroCAD Software Solutions LLC Subcat Reach Pond Link Page 19 of 168 Type II 24-hr 100YR-24.0HR Rainfall=6.48"2021-009_Existing and Proposed Watersheds_2 Printed 11/4/2021Prepared by {enter your company name here} HydroCAD® 10.10-6a s/n 10212 © 2020 HydroCAD Software Solutions LLC Events for Subcatchment E-E: Existing East Event Rainfall (inches) Runoff (cfs) Volume (acre-feet) Depth (inches) 002YR-0.083HR 0.39 0.19 0.009 0.05 002YR-0.167HR 0.66 0.79 0.034 0.19 002YR-0.5HR 1.23 2.49 0.107 0.59 002YR-01.0HR 1.54 3.49 0.152 0.84 002YR-02.0HR 1.66 3.89 0.170 0.94 002YR-03.0HR 1.77 4.25 0.187 1.03 002YR-06.0HR 2.10 5.35 0.238 1.31 002YR-12.0HR 2.40 6.35 0.286 1.58 002YR-24.0HR 2.64 7.14 0.325 1.79 010YR-0.083HR 0.51 0.43 0.019 0.10 010YR-0.167HR 0.87 1.38 0.058 0.32 010YR-0.5HR 1.63 3.79 0.165 0.91 010YR-01.0HR 2.03 5.11 0.227 1.25 010YR-02.0HR 2.22 5.75 0.258 1.42 010YR-03.0HR 2.52 6.75 0.306 1.68 010YR-06.0HR 3.00 8.34 0.384 2.11 010YR-12.0HR 3.48 9.93 0.463 2.55 010YR-24.0HR 3.84 11.12 0.522 2.87 100YR-0.083HR 0.76 1.07 0.045 0.25 100YR-0.167HR 1.30 2.71 0.117 0.64 100YR-0.5HR 2.42 6.41 0.290 1.59 100YR-01.0HR 3.03 8.44 0.389 2.14 100YR-02.0HR 3.74 10.79 0.506 2.78 100YR-03.0HR 4.26 12.50 0.592 3.26 100YR-06.0HR 5.10 15.24 0.731 4.02 100YR-12.0HR 5.76 17.39 0.840 4.63 100YR-24.0HR 6.48 19.72 0.960 5.28 Page 20 of 168 2021-009_Existing and Proposed Watersheds_2021-10-11 Printed 11/4/2021Prepared by {enter your company name here} Page 2HydroCAD® 10.10-6a s/n 10212 © 2020 HydroCAD Software Solutions LLC Area Listing (selected nodes) Area (acres) CN Description (subcatchment-numbers) 0.550 80 >75% Grass cover, Good, HSG D (E-E) 1.630 98 Paved parking, HSG D (E-E) 2.180 93 TOTAL AREA Page 21 of 168 Type II 24-hr 002YR-24.0HR Rainfall=2.64"2021-009_Existing and Proposed Watersheds_2 Printed 11/4/2021Prepared by {enter your company name here} Page 3HydroCAD® 10.10-6a s/n 10212 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment E-E: Existing East [49] Hint: Tc<2dt may require smaller dt Runoff = 7.14 cfs @ 11.95 hrs, Volume= 0.325 af, Depth> 1.79" 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 002YR-24.0HR Rainfall=2.64" Area (ac) CN Description 1.630 98 Paved parking, HSG D 0.550 80 >75% Grass cover, Good, HSG D 2.180 93 Weighted Average 0.550 25.23% Pervious Area 1.630 74.77% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment E-E: Existing East Runoff Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)8 7 6 5 4 3 2 1 0 Type II 24-hr 002YR-24.0HR Rainfall=2.64" Runoff Area=2.180 ac Runoff Volume=0.325 af Runoff Depth>1.79" Tc=5.0 min CN=93 7.14 cfs Page 22 of 168 Type II 24-hr 010YR-24.0HR Rainfall=3.84"2021-009_Existing and Proposed Watersheds_2 Printed 11/4/2021Prepared by {enter your company name here} Page 4HydroCAD® 10.10-6a s/n 10212 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment E-E: Existing East [49] Hint: Tc<2dt may require smaller dt Runoff = 11.12 cfs @ 11.95 hrs, Volume= 0.522 af, Depth> 2.87" 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 010YR-24.0HR Rainfall=3.84" Area (ac) CN Description 1.630 98 Paved parking, HSG D 0.550 80 >75% Grass cover, Good, HSG D 2.180 93 Weighted Average 0.550 25.23% Pervious Area 1.630 74.77% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment E-E: Existing East Runoff Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)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=2.180 ac Runoff Volume=0.522 af Runoff Depth>2.87" Tc=5.0 min CN=93 11.12 cfs Page 23 of 168 Type II 24-hr 100YR-24.0HR Rainfall=6.48"2021-009_Existing and Proposed Watersheds_2 Printed 11/4/2021Prepared by {enter your company name here} Page 5HydroCAD® 10.10-6a s/n 10212 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment E-E: Existing East [49] Hint: Tc<2dt may require smaller dt Runoff = 19.72 cfs @ 11.95 hrs, Volume= 0.960 af, Depth> 5.28" 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 100YR-24.0HR Rainfall=6.48" Area (ac) CN Description 1.630 98 Paved parking, HSG D 0.550 80 >75% Grass cover, Good, HSG D 2.180 93 Weighted Average 0.550 25.23% Pervious Area 1.630 74.77% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment E-E: Existing East Runoff Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 100YR-24.0HR Rainfall=6.48" Runoff Area=2.180 ac Runoff Volume=0.960 af Runoff Depth>5.28" Tc=5.0 min CN=93 19.72 cfs Page 24 of 168 E-N Existing North Routing Diagram for 2021-009_Existing and Proposed Watersheds_2021-10-11 Prepared by {enter your company name here}, Printed 11/4/2021 HydroCAD® 10.10-6a s/n 10212 © 2020 HydroCAD Software Solutions LLC Subcat Reach Pond Link Page 25 of 168 Type II 24-hr 100YR-24.0HR Rainfall=6.48"2021-009_Existing and Proposed Watersheds_2 Printed 11/4/2021Prepared by {enter your company name here} HydroCAD® 10.10-6a s/n 10212 © 2020 HydroCAD Software Solutions LLC Events for Subcatchment E-N: Existing North Event Rainfall (inches) Runoff (cfs) Volume (acre-feet) Depth (inches) 002YR-0.083HR 0.39 0.27 0.012 0.15 002YR-0.167HR 0.66 0.63 0.027 0.37 002YR-0.5HR 1.23 1.41 0.065 0.87 002YR-01.0HR 1.54 1.83 0.086 1.15 002YR-02.0HR 1.66 2.00 0.094 1.26 002YR-03.0HR 1.77 2.15 0.102 1.36 002YR-06.0HR 2.10 2.59 0.124 1.66 002YR-12.0HR 2.40 2.99 0.145 1.93 002YR-24.0HR 2.64 3.31 0.161 2.15 010YR-0.083HR 0.51 0.43 0.018 0.24 010YR-0.167HR 0.87 0.92 0.041 0.55 010YR-0.5HR 1.63 1.96 0.092 1.23 010YR-01.0HR 2.03 2.50 0.120 1.59 010YR-02.0HR 2.22 2.75 0.133 1.77 010YR-03.0HR 2.52 3.15 0.153 2.04 010YR-06.0HR 3.00 3.79 0.186 2.48 010YR-12.0HR 3.48 4.43 0.219 2.92 010YR-24.0HR 3.84 4.91 0.243 3.24 100YR-0.083HR 0.76 0.77 0.034 0.45 100YR-0.167HR 1.30 1.51 0.070 0.93 100YR-0.5HR 2.42 3.02 0.146 1.95 100YR-01.0HR 3.03 3.83 0.188 2.51 100YR-02.0HR 3.74 4.77 0.236 3.15 100YR-03.0HR 4.26 5.46 0.272 3.63 100YR-06.0HR 5.10 6.57 0.329 4.39 100YR-12.0HR 5.76 7.43 0.374 4.98 100YR-24.0HR 6.48 8.37 0.423 5.63 Page 26 of 168 2021-009_Existing and Proposed Watersheds_2021-10-11 Printed 11/4/2021Prepared by {enter your company name here} Page 2HydroCAD® 10.10-6a s/n 10212 © 2020 HydroCAD Software Solutions LLC Area Listing (selected nodes) Area (acres) CN Description (subcatchment-numbers) 0.050 80 >75% Grass cover, Good, HSG D (E-N) 0.850 98 Paved parking, HSG D (E-N) 0.900 97 TOTAL AREA Page 27 of 168 Type II 24-hr 002YR-24.0HR Rainfall=2.64"2021-009_Existing and Proposed Watersheds_2 Printed 11/4/2021Prepared by {enter your company name here} Page 3HydroCAD® 10.10-6a s/n 10212 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment E-N: Existing North [49] Hint: Tc<2dt may require smaller dt Runoff = 3.31 cfs @ 11.95 hrs, Volume= 0.161 af, Depth> 2.15" 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 002YR-24.0HR Rainfall=2.64" Area (ac) CN Description 0.850 98 Paved parking, HSG D 0.050 80 >75% Grass cover, Good, HSG D 0.900 97 Weighted Average 0.050 5.56% Pervious Area 0.850 94.44% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment E-N: Existing North Runoff Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)3 2 1 0 Type II 24-hr 002YR-24.0HR Rainfall=2.64" Runoff Area=0.900 ac Runoff Volume=0.161 af Runoff Depth>2.15" Tc=5.0 min CN=97 3.31 cfs Page 28 of 168 Type II 24-hr 010YR-24.0HR Rainfall=3.84"2021-009_Existing and Proposed Watersheds_2 Printed 11/4/2021Prepared by {enter your company name here} Page 4HydroCAD® 10.10-6a s/n 10212 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment E-N: Existing North [49] Hint: Tc<2dt may require smaller dt Runoff = 4.91 cfs @ 11.95 hrs, Volume= 0.243 af, Depth> 3.24" 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 010YR-24.0HR Rainfall=3.84" Area (ac) CN Description 0.850 98 Paved parking, HSG D 0.050 80 >75% Grass cover, Good, HSG D 0.900 97 Weighted Average 0.050 5.56% Pervious Area 0.850 94.44% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment E-N: Existing North Runoff Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)5 4 3 2 1 0 Type II 24-hr 010YR-24.0HR Rainfall=3.84" Runoff Area=0.900 ac Runoff Volume=0.243 af Runoff Depth>3.24" Tc=5.0 min CN=97 4.91 cfs Page 29 of 168 Type II 24-hr 100YR-24.0HR Rainfall=6.48"2021-009_Existing and Proposed Watersheds_2 Printed 11/4/2021Prepared by {enter your company name here} Page 5HydroCAD® 10.10-6a s/n 10212 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment E-N: Existing North [49] Hint: Tc<2dt may require smaller dt Runoff = 8.37 cfs @ 11.95 hrs, Volume= 0.423 af, Depth> 5.63" 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 100YR-24.0HR Rainfall=6.48" Area (ac) CN Description 0.850 98 Paved parking, HSG D 0.050 80 >75% Grass cover, Good, HSG D 0.900 97 Weighted Average 0.050 5.56% Pervious Area 0.850 94.44% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment E-N: Existing North Runoff Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)9 8 7 6 5 4 3 2 1 0 Type II 24-hr 100YR-24.0HR Rainfall=6.48" Runoff Area=0.900 ac Runoff Volume=0.423 af Runoff Depth>5.63" Tc=5.0 min CN=97 8.37 cfs Page 30 of 168 PROPOSED NATATORIUMBUILDING ADDITIONF.F.E.= 831.98F.F.E.= 831.98F.F.E.= 831.98F.F.E.= 834.651 8 " R C PTBM#2 = 834.95TBM#4 = 810.78HARROWGATE ADDITIONP.B . 2 , P G . 2 0 3 - 2 0 5HARROWGATE ADDITIONP.B. 2, PG. 203-205LOT 48LOT 49LOT 50LOT 51LOT 52LOT 53LOT 54LOT 55LOT 56LOT 57LOT 58LOT 59LOT 60LOT 61CARMELWOOD SUBDIVISIOND.R . 1 3 6 , P G . 3 6 5 - 3 6 6LOT 5LOT 6ADJOINERADJOINERG18" RCPSURFACE AREA = 1.04 ACRESDRAINS TO MULTIPLE INLETSAND THEN TO EXIST. 42" CMPEXISTINGROOF AREA = 2.21 ACRES24" RCP 42" CMP 42" C M P EDG E O F U P P E R R O O F LOW E R R O O F 24" RCPSURFACE AREA = 0.94 ACRESDRAINS TO MULTIPLE INLETSAND THEN TO EXIST. 24" RCPSURFACE AREA = 0.37 ACRESDRAINS TO PROPOSED INLETAND THEN TO UNDERGROUNDDETENTIONEXISTING ANDPROPOSED ROOFAREA = 1.23 ACRESPROPOSEDROOF AREA= 0.81 ACRESPROPOSEDROOF AREA= 0.69 ACRES18" RCPSURFACE AREA = 0.33 ACRES DRAINSTO MULTIPLE INLETS AND THEN TOEXIST. 18" RCP UNDETAINED60180060120-PROPOSED WATERSHED EXHIBIT10-12-2021COPYRIGHT 2021 BY FANNING/HOWEY ASSOCIATES, INC.WWW.FHAI.COMARCHITECTN O T F O R C O N S T R U C T I O NPROJECT NUMBER: 220014.00CARMEL HIGHSCHOOLNATATORIUMADDITION ANDRENOVATIONSCARMEL CLAY SCHOOLS520 E MAIN STREETCARMEL, IN 46032PROJECT ISSUE DATE: 08.27.2021100% DESIGN DEVELOPMENTDRAWN BY: HHW317.848.0966350 E NEW YORK ST #300, INDIANAPOLIS, IN 46204REV.NO.DESCRIPTIONDATECONSULTANTNORTHWEST BASIN4.38 ACRES TO EXISTING 24" RCP(2yr = 16.13cfs) (10yr = 23.88cfs) (100yr = 40.76cfs)EAST BASIN1.85 ACRES TO EXISTING 42" CMP(2yr = 6.27cfs) (10yr = 9.62cfs) (100yr = 16.88cfs)NORTH BASIN - UNDETAINED0.33 ACRES TO EXISTING 18" RCP(2yr = 1.12cfs) (10yr = 1.72cfs) (100yr = 3.01cfs)NORTH BASIN - DETENTION SYSTEM1.06 ACRES TO EXISTING 18" RCP(2yr = 1.07cfs) (10yr = 1.36cfs) (100yr = 1.88cfs)NORTH BASIN - TOTAL1.39 ACRES TO EXISTING 18" RCP(2yr = 2.19cfs) (10yr = 3.08cfs) (100yr = 4.89cfs)PROPOSED DRAINAGE CONDITIONSEXHIBIT B.4Page 31 of 168 TBM#2 = 834.95TBM#4 = 810.78TE ADDITIONHARROWGATE ADDITIONP.B . 2 , P G . 2 0 3 - 2 0 5LOT 52LOT 53LOT 54LOT 55LOT 56LOT 57LOT 58LOT 59LOT 60LOT 61PARCEL 7PARCEL 8PROPOSED NATATORIUMBUILDING ADDITIONF.F.E.= 831.98F.F.E.= 831.98F.F.E.= 831.98F.F.E.= 834.65PROJECT DATAOVERALL PROJECT AREA = 4.26 ACRESPROPOSED IMPERVIOUS = 3.53 ACRES4012004080-PROPOSED IMPERVIOUS AREASCOPYRIGHT 2021 BY FANNING/HOWEY ASSOCIATES, INC.WWW.FHAI.COMARCHITECTN O T F O R C O N S T R U C T I O NPROJECT NUMBER: 220014.00CARMEL HIGHSCHOOLNATATORIUMADDITION ANDRENOVATIONSCARMEL CLAY SCHOOLS520 E MAIN STREETCARMEL, IN 46032PROJECT ISSUE DATE: 08.27.2021100% DESIGN DEVELOPMENTDRAWN BY: HHW317.848.0966350 E NEW YORK ST #300, INDIANAPOLIS, IN 46204REV.NO.DESCRIPTIONDATECONSULTANTPROPOSED IMPERVIOUS AREAEXHIBIT B.5Page 32 of 168 P-NW Proposed Northwest Routing Diagram for 2021-009_Existing and Proposed Watersheds_2021-10-11 Prepared by {enter your company name here}, Printed 11/4/2021 HydroCAD® 10.10-6a s/n 10212 © 2020 HydroCAD Software Solutions LLC Subcat Reach Pond Link Page 33 of 168 Type II 24-hr 100YR-24.0HR Rainfall=6.48"2021-009_Existing and Proposed Watersheds_2 Printed 11/4/2021Prepared by {enter your company name here} HydroCAD® 10.10-6a s/n 10212 © 2020 HydroCAD Software Solutions LLC Events for Subcatchment P-NW: Proposed Northwest Event Rainfall (inches) Runoff (cfs) Volume (acre-feet) Depth (inches) 002YR-0.083HR 0.39 1.33 0.056 0.15 002YR-0.167HR 0.66 3.06 0.134 0.37 002YR-0.5HR 1.23 6.87 0.316 0.87 002YR-01.0HR 1.54 8.93 0.419 1.15 002YR-02.0HR 1.66 9.72 0.458 1.26 002YR-03.0HR 1.77 10.45 0.495 1.36 002YR-06.0HR 2.10 12.61 0.605 1.66 002YR-12.0HR 2.40 14.57 0.705 1.93 002YR-24.0HR 2.64 16.13 0.785 2.15 010YR-0.083HR 0.51 2.08 0.089 0.24 010YR-0.167HR 0.87 4.46 0.199 0.55 010YR-0.5HR 1.63 9.52 0.448 1.23 010YR-01.0HR 2.03 12.15 0.582 1.59 010YR-02.0HR 2.22 13.40 0.645 1.77 010YR-03.0HR 2.52 15.35 0.745 2.04 010YR-06.0HR 3.00 18.46 0.905 2.48 010YR-12.0HR 3.48 21.56 1.064 2.92 010YR-24.0HR 3.84 23.88 1.184 3.24 100YR-0.083HR 0.76 3.73 0.164 0.45 100YR-0.167HR 1.30 7.33 0.339 0.93 100YR-0.5HR 2.42 14.70 0.712 1.95 100YR-01.0HR 3.03 18.66 0.915 2.51 100YR-02.0HR 3.74 23.23 1.151 3.15 100YR-03.0HR 4.26 26.57 1.323 3.63 100YR-06.0HR 5.10 31.95 1.601 4.39 100YR-12.0HR 5.76 36.17 1.819 4.98 100YR-24.0HR 6.48 40.76 2.056 5.63 Page 34 of 168 2021-009_Existing and Proposed Watersheds_2021-10-11 Printed 11/4/2021Prepared by {enter your company name here} Page 2HydroCAD® 10.10-6a s/n 10212 © 2020 HydroCAD Software Solutions LLC Area Listing (selected nodes) Area (acres) CN Description (subcatchment-numbers) 0.130 80 >75% Grass cover, Good, HSG D (P-NW) 0.810 98 Paved parking, HSG D (P-NW) 3.440 98 Roofs, HSG D (P-NW) 4.380 97 TOTAL AREA Page 35 of 168 Type II 24-hr 002YR-24.0HR Rainfall=2.64"2021-009_Existing and Proposed Watersheds_2 Printed 11/4/2021Prepared by {enter your company name here} Page 3HydroCAD® 10.10-6a s/n 10212 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment P-NW: Proposed Northwest [49] Hint: Tc<2dt may require smaller dt Runoff = 16.13 cfs @ 11.95 hrs, Volume= 0.785 af, Depth> 2.15" 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 002YR-24.0HR Rainfall=2.64" Area (ac) CN Description 3.440 98 Roofs, HSG D 0.810 98 Paved parking, HSG D 0.130 80 >75% Grass cover, Good, HSG D 4.380 97 Weighted Average 0.130 2.97% Pervious Area 4.250 97.03% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment P-NW: Proposed Northwest Runoff Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 002YR-24.0HR Rainfall=2.64" Runoff Area=4.380 ac Runoff Volume=0.785 af Runoff Depth>2.15" Tc=5.0 min CN=97 16.13 cfs Page 36 of 168 Type II 24-hr 010YR-24.0HR Rainfall=3.84"2021-009_Existing and Proposed Watersheds_2 Printed 11/4/2021Prepared by {enter your company name here} Page 4HydroCAD® 10.10-6a s/n 10212 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment P-NW: Proposed Northwest [49] Hint: Tc<2dt may require smaller dt Runoff = 23.88 cfs @ 11.95 hrs, Volume= 1.184 af, Depth> 3.24" 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 010YR-24.0HR Rainfall=3.84" Area (ac) CN Description 3.440 98 Roofs, HSG D 0.810 98 Paved parking, HSG D 0.130 80 >75% Grass cover, Good, HSG D 4.380 97 Weighted Average 0.130 2.97% Pervious Area 4.250 97.03% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment P-NW: Proposed Northwest Runoff Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)26 24 22 20 18 16 14 12 10 8 6 4 2 0 Type II 24-hr 010YR-24.0HR Rainfall=3.84" Runoff Area=4.380 ac Runoff Volume=1.184 af Runoff Depth>3.24" Tc=5.0 min CN=97 23.88 cfs Page 37 of 168 Type II 24-hr 100YR-24.0HR Rainfall=6.48"2021-009_Existing and Proposed Watersheds_2 Printed 11/4/2021Prepared by {enter your company name here} Page 5HydroCAD® 10.10-6a s/n 10212 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment P-NW: Proposed Northwest [49] Hint: Tc<2dt may require smaller dt Runoff = 40.76 cfs @ 11.95 hrs, Volume= 2.056 af, Depth> 5.63" 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 100YR-24.0HR Rainfall=6.48" Area (ac) CN Description 3.440 98 Roofs, HSG D 0.810 98 Paved parking, HSG D 0.130 80 >75% Grass cover, Good, HSG D 4.380 97 Weighted Average 0.130 2.97% Pervious Area 4.250 97.03% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment P-NW: Proposed Northwest Runoff Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)44 42 40 38 36 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=4.380 ac Runoff Volume=2.056 af Runoff Depth>5.63" Tc=5.0 min CN=97 40.76 cfs Page 38 of 168 P-E Proposed East Routing Diagram for 2021-009_Existing and Proposed Watersheds_2021-10-11 Prepared by {enter your company name here}, Printed 11/4/2021 HydroCAD® 10.10-6a s/n 10212 © 2020 HydroCAD Software Solutions LLC Subcat Reach Pond Link Page 39 of 168 Type II 24-hr 100YR-24.0HR Rainfall=6.48"2021-009_Existing and Proposed Watersheds_2 Printed 11/4/2021Prepared by {enter your company name here} HydroCAD® 10.10-6a s/n 10212 © 2020 HydroCAD Software Solutions LLC Events for Subcatchment P-E: Proposed East Event Rainfall (inches) Runoff (cfs) Volume (acre-feet) Depth (inches) 002YR-0.083HR 0.39 0.23 0.010 0.07 002YR-0.167HR 0.66 0.80 0.034 0.22 002YR-0.5HR 1.23 2.30 0.100 0.65 002YR-01.0HR 1.54 3.17 0.140 0.91 002YR-02.0HR 1.66 3.51 0.155 1.01 002YR-03.0HR 1.77 3.82 0.170 1.10 002YR-06.0HR 2.10 4.75 0.215 1.39 002YR-12.0HR 2.40 5.60 0.256 1.66 002YR-24.0HR 2.64 6.27 0.290 1.88 010YR-0.083HR 0.51 0.46 0.020 0.13 010YR-0.167HR 0.87 1.33 0.056 0.37 010YR-0.5HR 1.63 3.42 0.151 0.98 010YR-01.0HR 2.03 4.55 0.205 1.33 010YR-02.0HR 2.22 5.09 0.231 1.50 010YR-03.0HR 2.52 5.93 0.273 1.77 010YR-06.0HR 3.00 7.28 0.340 2.20 010YR-12.0HR 3.48 8.62 0.407 2.64 010YR-24.0HR 3.84 9.62 0.458 2.97 100YR-0.083HR 0.76 1.05 0.044 0.29 100YR-0.167HR 1.30 2.50 0.109 0.70 100YR-0.5HR 2.42 5.65 0.259 1.68 100YR-01.0HR 3.03 7.37 0.344 2.23 100YR-02.0HR 3.74 9.35 0.444 2.88 100YR-03.0HR 4.26 10.79 0.517 3.35 100YR-06.0HR 5.10 13.10 0.635 4.12 100YR-12.0HR 5.76 14.91 0.728 4.72 100YR-24.0HR 6.48 16.88 0.829 5.38 Page 40 of 168 2021-009_Existing and Proposed Watersheds_2021-10-11 Printed 11/4/2021Prepared by {enter your company name here} Page 2HydroCAD® 10.10-6a s/n 10212 © 2020 HydroCAD Software Solutions LLC Area Listing (selected nodes) Area (acres) CN Description (subcatchment-numbers) 0.360 80 >75% Grass cover, Good, HSG D (P-E) 0.680 98 Paved parking, HSG D (P-E) 0.810 98 Roofs, HSG D (P-E) 1.850 94 TOTAL AREA Page 41 of 168 Type II 24-hr 002YR-24.0HR Rainfall=2.64"2021-009_Existing and Proposed Watersheds_2 Printed 11/4/2021Prepared by {enter your company name here} Page 3HydroCAD® 10.10-6a s/n 10212 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment P-E: Proposed East [49] Hint: Tc<2dt may require smaller dt Runoff = 6.27 cfs @ 11.95 hrs, Volume= 0.290 af, Depth> 1.88" 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 002YR-24.0HR Rainfall=2.64" Area (ac) CN Description 0.680 98 Paved parking, HSG D 0.360 80 >75% Grass cover, Good, HSG D 0.810 98 Roofs, HSG D 1.850 94 Weighted Average 0.360 19.46% Pervious Area 1.490 80.54% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment P-E: Proposed East Runoff Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)7 6 5 4 3 2 1 0 Type II 24-hr 002YR-24.0HR Rainfall=2.64" Runoff Area=1.850 ac Runoff Volume=0.290 af Runoff Depth>1.88" Tc=5.0 min CN=94 6.27 cfs Page 42 of 168 Type II 24-hr 010YR-24.0HR Rainfall=3.84"2021-009_Existing and Proposed Watersheds_2 Printed 11/4/2021Prepared by {enter your company name here} Page 4HydroCAD® 10.10-6a s/n 10212 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment P-E: Proposed East [49] Hint: Tc<2dt may require smaller dt Runoff = 9.62 cfs @ 11.95 hrs, Volume= 0.458 af, Depth> 2.97" 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 010YR-24.0HR Rainfall=3.84" Area (ac) CN Description 0.680 98 Paved parking, HSG D 0.360 80 >75% Grass cover, Good, HSG D 0.810 98 Roofs, HSG D 1.850 94 Weighted Average 0.360 19.46% Pervious Area 1.490 80.54% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment P-E: Proposed East Runoff Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 010YR-24.0HR Rainfall=3.84" Runoff Area=1.850 ac Runoff Volume=0.458 af Runoff Depth>2.97" Tc=5.0 min CN=94 9.62 cfs Page 43 of 168 Type II 24-hr 100YR-24.0HR Rainfall=6.48"2021-009_Existing and Proposed Watersheds_2 Printed 11/4/2021Prepared by {enter your company name here} Page 5HydroCAD® 10.10-6a s/n 10212 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment P-E: Proposed East [49] Hint: Tc<2dt may require smaller dt Runoff = 16.88 cfs @ 11.95 hrs, Volume= 0.829 af, Depth> 5.38" 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 100YR-24.0HR Rainfall=6.48" Area (ac) CN Description 0.680 98 Paved parking, HSG D 0.360 80 >75% Grass cover, Good, HSG D 0.810 98 Roofs, HSG D 1.850 94 Weighted Average 0.360 19.46% Pervious Area 1.490 80.54% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment P-E: Proposed East Runoff Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 100YR-24.0HR Rainfall=6.48" Runoff Area=1.850 ac Runoff Volume=0.829 af Runoff Depth>5.38" Tc=5.0 min CN=94 16.88 cfs Page 44 of 168 P-NU Proposed North Undetained Routing Diagram for 2021-009_Existing and Proposed Watersheds_2021-10-11 Prepared by {enter your company name here}, Printed 11/4/2021 HydroCAD® 10.10-6a s/n 10212 © 2020 HydroCAD Software Solutions LLC Subcat Reach Pond Link Page 45 of 168 Type II 24-hr 100YR-24.0HR Rainfall=6.48"2021-009_Existing and Proposed Watersheds_2 Printed 11/4/2021Prepared by {enter your company name here} HydroCAD® 10.10-6a s/n 10212 © 2020 HydroCAD Software Solutions LLC Events for Subcatchment P-NU: Proposed North Undetained Event Rainfall (inches) Runoff (cfs) Volume (acre-feet) Depth (inches) 002YR-0.083HR 0.39 0.04 0.002 0.07 002YR-0.167HR 0.66 0.14 0.006 0.22 002YR-0.5HR 1.23 0.41 0.018 0.65 002YR-01.0HR 1.54 0.57 0.025 0.91 002YR-02.0HR 1.66 0.63 0.028 1.01 002YR-03.0HR 1.77 0.68 0.030 1.10 002YR-06.0HR 2.10 0.85 0.038 1.39 002YR-12.0HR 2.40 1.00 0.046 1.66 002YR-24.0HR 2.64 1.12 0.052 1.88 010YR-0.083HR 0.51 0.08 0.004 0.13 010YR-0.167HR 0.87 0.24 0.010 0.37 010YR-0.5HR 1.63 0.61 0.027 0.98 010YR-01.0HR 2.03 0.81 0.037 1.33 010YR-02.0HR 2.22 0.91 0.041 1.50 010YR-03.0HR 2.52 1.06 0.049 1.77 010YR-06.0HR 3.00 1.30 0.061 2.20 010YR-12.0HR 3.48 1.54 0.073 2.64 010YR-24.0HR 3.84 1.72 0.082 2.97 100YR-0.083HR 0.76 0.19 0.008 0.29 100YR-0.167HR 1.30 0.45 0.019 0.70 100YR-0.5HR 2.42 1.01 0.046 1.68 100YR-01.0HR 3.03 1.31 0.061 2.23 100YR-02.0HR 3.74 1.67 0.079 2.88 100YR-03.0HR 4.26 1.92 0.092 3.35 100YR-06.0HR 5.10 2.34 0.113 4.12 100YR-12.0HR 5.76 2.66 0.130 4.72 100YR-24.0HR 6.48 3.01 0.148 5.38 Page 46 of 168 2021-009_Existing and Proposed Watersheds_2021-10-11 Printed 11/4/2021Prepared by {enter your company name here} Page 2HydroCAD® 10.10-6a s/n 10212 © 2020 HydroCAD Software Solutions LLC Area Listing (selected nodes) Area (acres) CN Description (subcatchment-numbers) 0.070 80 >75% Grass cover, Good, HSG D (P-NU) 0.260 98 Paved parking, HSG D (P-NU) 0.330 94 TOTAL AREA Page 47 of 168 Type II 24-hr 002YR-24.0HR Rainfall=2.64"2021-009_Existing and Proposed Watersheds_2 Printed 11/4/2021Prepared by {enter your company name here} Page 3HydroCAD® 10.10-6a s/n 10212 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment P-NU: Proposed North Undetained [49] Hint: Tc<2dt may require smaller dt Runoff = 1.12 cfs @ 11.95 hrs, Volume= 0.052 af, Depth> 1.88" 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 002YR-24.0HR Rainfall=2.64" Area (ac) CN Description 0.260 98 Paved parking, HSG D 0.070 80 >75% Grass cover, Good, HSG D 0.330 94 Weighted Average 0.070 21.21% Pervious Area 0.260 78.79% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment P-NU: Proposed North Undetained Runoff Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)1 0 Type II 24-hr 002YR-24.0HR Rainfall=2.64" Runoff Area=0.330 ac Runoff Volume=0.052 af Runoff Depth>1.88" Tc=5.0 min CN=94 1.12 cfs Page 48 of 168 Type II 24-hr 010YR-24.0HR Rainfall=3.84"2021-009_Existing and Proposed Watersheds_2 Printed 11/4/2021Prepared by {enter your company name here} Page 4HydroCAD® 10.10-6a s/n 10212 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment P-NU: Proposed North Undetained [49] Hint: Tc<2dt may require smaller dt Runoff = 1.72 cfs @ 11.95 hrs, Volume= 0.082 af, Depth> 2.97" 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 010YR-24.0HR Rainfall=3.84" Area (ac) CN Description 0.260 98 Paved parking, HSG D 0.070 80 >75% Grass cover, Good, HSG D 0.330 94 Weighted Average 0.070 21.21% Pervious Area 0.260 78.79% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment P-NU: Proposed North Undetained Runoff Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)1 0 Type II 24-hr 010YR-24.0HR Rainfall=3.84" Runoff Area=0.330 ac Runoff Volume=0.082 af Runoff Depth>2.97" Tc=5.0 min CN=94 1.72 cfs Page 49 of 168 Type II 24-hr 100YR-24.0HR Rainfall=6.48"2021-009_Existing and Proposed Watersheds_2 Printed 11/4/2021Prepared by {enter your company name here} Page 5HydroCAD® 10.10-6a s/n 10212 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment P-NU: Proposed North Undetained [49] Hint: Tc<2dt may require smaller dt Runoff = 3.01 cfs @ 11.95 hrs, Volume= 0.148 af, Depth> 5.38" 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 100YR-24.0HR Rainfall=6.48" Area (ac) CN Description 0.260 98 Paved parking, HSG D 0.070 80 >75% Grass cover, Good, HSG D 0.330 94 Weighted Average 0.070 21.21% Pervious Area 0.260 78.79% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment P-NU: Proposed North Undetained Runoff Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)3 2 1 0 Type II 24-hr 100YR-24.0HR Rainfall=6.48" Runoff Area=0.330 ac Runoff Volume=0.148 af Runoff Depth>5.38" Tc=5.0 min CN=94 3.01 cfs Page 50 of 168 TLF, Inc. Project No. 2021-009 Appendix C Proposed Storm Sewer Calculations Page 51 of 168 Description:Carmel High School Reviewing Entity:City of Carmel Job #:2020-266 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 Page 52 of 168 TBM#2 = 834.95TBM#4 = 810.78HA R R O W G A T E A D D I T I O NP.B. 2, PG. 203-205HARROWGATE ADDITIONP.B. 2, PG. 203-205LOT 51LOT 52LOT 53LOT 54LOT 55LOT 56LOT 57LOT 58LOT 59LOT 60PARCEL 7PARCEL 8PROPOSED NATATORIUMBUILDING ADDITIONF.F.E.= 831.98F.F.E.= 831.98F.F.E.= 831.98F.F.E.= 834.65FH1FH2FH3GEXISTING ROOF TO ST-101AREA = 2.21 ACRESST-401ST-305ST-101ST-201ST-302ST-102ST-202ST-203ST-303ST-402ST-301ST-103ST-104ST-304ST-105ST-306ST-204ST-403ST-404ST-406ST-405ST-500 INST-500 OUTST-501PROPOSED ROOF AREA TOST-201 = 0.62 ACRESPROPOSED ROOF AREA TOST-202 = 0.19 ACRES0.98 ACRESEXISTING 15" RCP TO ST-204AREA = 0.98 ACRESAREA TO ST-204 = 0.07 ACRES0.07 A C R E SPROPOSED ROOF AREA TOST-401 = 0.70 ACRES0.24 ACRESAREA TO ST-301 = 0.24 ACRES0.05 ACRESAREA TO ST-302 = 0.05 ACRESEXISTING 18" RCP TO ST-303AREA = 1.63 ACRES0.32 ACRESAREA TO ST-304= 0.32 ACRES0.13 ACRESAREA TO ST-305 = 0.13 ACRESEXISTING 24" RCP TO ST-306AREA = 1.23 ACRES0.37 ACRESAREA TO ST-403 = 0.37 ACRESC = (0.18x0.30+0.19x0.85)/0.37 = 0.584012004080-INLET BASIN MAPCOPYRIGHT 2021 BY FANNING/HOWEY ASSOCIATES, INC.WWW.FHAI.COMARCHITECTNOT FOR CONSTRUCTIONPROJECT NUMBER: 220014.00CARMEL HIGHSCHOOLNATATORIUMADDITION ANDRENOVATIONSCARMEL CLAY SCHOOLS520 E MAIN STREETCARMEL, IN 46032PROJECT ISSUE DATE: 08.27.2021100% DESIGN DEVELOPMENTDRAWN BY: HHW317.848.0966350 E NEW YORK ST #300, INDIANAPOLIS, IN 46204REV.NO.DESCRIPTIONDATECONSULTANTINLET BASIN AREA MAPEXHIBIT C.2Page 53 of 168 Description:Carmel High School NatatoriumReviewing Entity:Job #:Date:10-yrEntity DataInvert Drop0.1INLET CASTING TO INLETCASTING INLETc AREA c AREA INLET CASTING CUM. cA Tc Tcum CASTING INLET CASTING INLET Q CUM. QU.S. D.S. U.S. D.S. U.S. D.S(ft)(acres)(acres)(min)(min)(CFS)(CFS)(inches)(%)(cfs)(%)(ft/sec)(ft)(ft/sec)(min)(ft)(ft)(ft)(ft)(ft)(ft)101 10247.80HDPE - - 0.90 2.211.99 - 1.995.005.00 - - 6.12 6.12 - 12.1718 2.300.012 17.26 71% 9.77 0.93 10.58 0.08833.26828.00 824.68 823.58 6.87 2.71102 103171.47HDPE - - - -- - 1.99-5.08 - - - 6.11 - 12.1418 2.300.012 17.26 70% 9.77 0.93 10.58 0.29828.00823.81 823.48 819.54 2.81 2.56103 104178.96HDPE - - - -- - 1.99-5.37 - - - 6.05 - 12.0418 2.300.012 17.26 70% 9.77 0.92 10.56 0.31823.81823.73 819.44 815.32 2.66 6.70104 10592.50HDPE - - - -- - 1.99-5.68 - - - 6.00 - 11.9324 0.300.012 13.42 89% 4.27 1.47 4.83 0.36823.73824.37 815.22 814.95 6.26 7.17105 306249.07HDPE - - - -- - 1.99-6.04 - - - 5.93 - 11.8024 0.300.012 13.42 88% 4.27 1.45 4.82 0.97824.37823.40 814.85814.107.27 7.05201 202191.27HDPE - - 0.90 0.620.56 - 0.565.005.00 - - 6.12 6.12 - 3.4115 0.350.012 4.14 82% 3.37 0.87 3.77 0.94825.54824.34 821.01820.343.09 2.56202 20317.43HDPE - - 0.90 0.190.17 - 0.735.005.94 - - 6.12 5.95 - 4.3415 0.540.012 5.14 84% 4.19 0.88 4.70 0.07824.34823.45 818.84818.744.06 3.27203 20412.67HDPE - - - -- - 0.73-6.01 - - - 5.94 - 4.3315 0.540.012 5.14 84% 4.19 0.88 4.70 0.05823.45823.19 818.74818.683.27 3.08204 EX38.78RCP 0.85 0.07 0.85 0.980.89 0.06 1.625.006.06 - - 6.12 5.93 0.36 9.6115 16.210.013 26.01 37% 21.19 0.53 19.60 0.03823.19 819.14816.98810.694.78 7.01301 30347.10HDPE 0.85 0.24 - -0.20 0.20 0.205.005.00 - - 6.12 6.12 1.25 1.2512 0.900.012 3.66 34% 4.66 0.40 4.22 0.17825.08825.68 821.39820.972.52 3.55302 30361.04HDPE 0.85 0.05 - -0.04 0.04 0.045.005.00 - - 6.12 6.12 0.26 0.2612 2.500.012 6.10 4% 7.77 0.14 3.86 0.13828.09825.68 823.49821.973.43 2.55303 30652.15HDPE 0.85 0.00 0.85 1.631.39 0.00 1.645.005.17 - - 6.12 6.09 0.02 9.9624 10.000.012 77.50 13% 24.67 0.48 16.97 0.04825.68823.40 820.57815.352.86 5.80304 30622.27HDPE 0.85 0.32 - -0.27 0.27 0.275.005.00 - - 6.12 6.12 1.66 1.6612 0.300.012 2.11 79% 2.69 0.67 2.98 0.14823.67823.40 819.62819.552.88 2.68305 306217.06RCP 0.85 0.13 - -0.11 0.11 0.115.005.00 - - 6.12 6.12 0.68 0.6824 4.460.013 47.78 1% 15.21 0.17 5.42 0.24831.63823.40 819.53809.859.85 11.30306 EX219.52RCP - - 0.90 1.231.11 - 5.115.007.01 - - 6.12 5.76 - 29.4524 3.500.013 42.32 70% 13.47 1.23 14.56 0.27823.40 807.97809.85802.1711.30 3.55401 402227.47HDPE - - 0.90 0.700.63 - 0.635.005.00 - - 6.12 6.12 - 3.8612 2.500.012 6.10 63% 7.77 0.58 8.22 0.49832.73824.58 826.02 820.33 5.55 3.08402 40576.90HDPE - - - -- - 0.63-5.49 - - - 6.03 - 3.8015 0.350.012 4.14 92% 3.37 0.94 3.83 0.38824.58824.00 820.23819.962.91 2.60403 40442.11HDPE 0.58 0.37 - -0.21 0.21 0.215.005.00 - - 6.12 6.12 1.31 1.3112 0.300.012 2.11 62% 2.69 0.57 2.84 0.26822.48823.59 818.77 818.64 2.55 3.78404 40559.96HDPE - - - -- - 0.21-5.26 - - - 6.07 - 1.3012 0.300.012 2.11 62% 2.69 0.57 2.83 0.37823.59824.00 818.54818.363.88 4.47405 40610.00HDPE - - - -- - 0.84-5.87 - - - 5.96 - 5.0418 0.300.012 6.23 81% 3.53 1.02 3.93 0.05824.00823.80 816.56 816.53 5.73 5.56406 500 IN10.00HDPE - - - -- - 0.84-5.92 - - - 5.96 - 5.0318 0.300.012 6.23 81% 3.53 1.02 3.92 0.05823.80 823.80816.53816.505.56 5.59500 OUT 50112.00HDPE - - - -- - --0.00 - - - - - -12 0.000.012 0.12 - 0.16 - - 1.29822.61822.61 812.00 812.00 9.44 9.44501 502154.81HDPE - - - -- - --1.29 - - - - - -12 1.550.012 4.81 - 6.12 - - 0.42822.61818.88 812.00 809.60 9.44 8.11502 EX15.75RCP - - - -- - --1.71 - - - - - -18 1.840.013 14.25 - 8.06 - - 0.03818.88 812.80809.50809.217.67 1.88ELEV.ELEV.FULL FLOW VELOCITY10/12/21(in/hr)CHEN'S METHODDesign Storm:TO STR.DIRECT TO CASTINGPIPE MATERIALDesign ParametersIntensity Calculation Method:cAInvert Calculation Method:FLOW(in/hr)STR.PROPOSED STORM SEWER SYSTEM STORM SEWER DESIGN TABLE - RATIONAL METHODJob InformationCiity of Carmel2021-009COVERLENGTHDrop Amount:INVERTRIMENTITY DATAiPIPE DIAMETERPIPE SLOPE FULL PIPE CAPACITYTRAVEL TIMEDIRECT TO INLETiFLOW DEPTHFLOW VELOCITYCAPACITY UTILIZATIONMANNING'S NPage 54 of 168 Description:Carmel High School Natatorium Reviewing Entity:Ciity of Carmel Job #:2021-009 Date:- STR. STRUCTURE CASTING GRADE CONNECT TO REMARKS NO.TYPE TYPE L.F.SIZE TYPE T.O.R.UPSTM DNSTM (%)STRUCT. 101 TYPE ''C'' MANHOLE R-1772 48 18 HDPE 833.26 824.68 823.58 2.30 102 102 TYPE ''C'' MANHOLE R-1772 171 18 HDPE 828.00 823.48 819.54 2.30 103 103 TYPE ''C'' MANHOLE R-1772 179 18 HDPE 823.81 819.44 815.32 2.30 104 104 TYPE ''C'' MANHOLE R-1772 93 24 HDPE 823.73 815.22 814.95 0.30 105 105 TYPE ''C'' MANHOLE R-1772 249 24 HDPE 824.37 814.85 814.10 0.30 306 201 TYPE ''C'' MANHOLE R-1772 191 15 HDPE 825.54 821.01 820.34 0.35 202 202 TYPE ''C'' MANHOLE R-1772 17 15 HDPE 824.34 818.84 818.74 0.54 203 203 AQUA-SWIRL AS-7 PER MAN. 13 15 HDPE 823.45 818.74 818.68 0.54 204 204 TYPE ''C'' MANHOLE R-3010 39 15 RCP 823.19 816.98 810.69 16.21 EX 301 TYPE ''M'' INLET R-3287-SB10 47 12 HDPE 825.08 821.39 820.97 0.90 303 302 TYPE ''A'' INLET R-3501-TR 61 12 HDPE 828.09 823.49 821.97 2.50 303 303 TYPE ''J'' MANHOLE R-3501-TR 52 24 HDPE 825.68 820.57 815.35 10.00 306 304 TYPE ''C'' MANHOLE R-3287-SB10 22 12 HDPE 823.67 819.62 819.55 0.30 306 FLAT TOP REQUIRED 305 TYPE ''C'' MANHOLE R-3472 217 24 RCP 831.63 819.53 809.85 4.46 306 306 TYPE ''J'' MANHOLE R-1772 220 24 RCP 823.40 809.85 802.17 3.50 EX 401 TYPE ''C'' MANHOLE R-1772 227 12 HDPE 832.73 826.02 820.33 2.50 402 402 TYPE ''C'' MANHOLE R-1772 77 15 HDPE 824.58 820.23 819.96 0.35 405 403 TYPE ''M'' INLET R-3287-SB10 42 12 HDPE 822.48 818.77 818.64 0.30 404 404 TYPE ''C'' MANHOLE R-1772 60 12 HDPE 823.59 818.54 818.36 0.30 405 405 TYPE ''C'' MANHOLE R-1772 10 18 HDPE 824.00 816.56 816.53 0.30 406 406 AQUA-SWIRL AS-7 PER MAN. 10 18 HDPE 823.80 816.53 816.50 0.30 500 IN 500 OUT UG DETENTION NA 12 12 HDPE 822.61 812.00 812.00 0.00 501 501 OUTLET CONTROL STRUCTURE R-1772 155 12 HDPE 822.61 812.00 809.60 1.55 502 502 TYPE ''J'' MANHOLE R-3010 16 18 RCP 818.88 809.50 809.21 1.84 EX *ALL CASTINGS SHALL READ "DUMP NO WASTE DRAINS TO WATERWAY" PROPOSED STORM SEWER SYSTEM STORM SEWER STRUCTURE DATA TABLE PIPE ELEVATIONSPIPE Job Information STORM SEWER - STRUCTURE DATA TABLE Page 55 of 168 Job Information Description: Reviewing Entity:Ciity of Carmel Job #:2021-009 Date:- 100-yr 50% Entity Data SPECIFIED SPECIFIED PIPE STRUCTURE CASTING CASTING CASTING ENTITY DATA CASTING ORIFICE FLOW WEIR FLOW PONDING DEPTH STR.STRUCTURE CASTING COVER DEPTH c A Tc i FLOW DEPTH DEPTH NO.TYPE TYPE (ft)(ft)(acres)(min)(in/hr)(cfs)(ft)(ft)(ft) 101 TYPE ''C'' MANHOLE R-1772 6.87 8.58 - - - - - - - 0.00 102 TYPE ''C'' MANHOLE R-1772 2.81 4.52 - - - - - - - 0.00 103 TYPE ''C'' MANHOLE R-1772 2.66 4.37 - - - - - - - 0.00 104 TYPE ''C'' MANHOLE R-1772 6.26 8.51 - - - - - - - 0.00 105 TYPE ''C'' MANHOLE R-1772 7.27 9.52 - - - - - - - 0.00 201 TYPE ''C'' MANHOLE R-1772 3.09 4.53 - - - - - - - 0.00 202 TYPE ''C'' MANHOLE R-1772 4.06 5.50 - - - - - - - 0.00 203 AQUA-SWIRL AS-7 PER MAN. 3.27 4.71 - - - - - - - 0.00 204 TYPE ''C'' MANHOLE R-3010 4.78 6.21 0.85 0.07 5.00 9.12 0.54 0.05 0.19 0.19 301 TYPE ''M'' INLET R-3287-SB10 2.52 3.69 0.85 0.24 5.00 9.12 1.86 0.27 0.37 0.37 302 TYPE ''A'' INLET R-3501-TR 3.43 4.60 0.85 0.05 5.00 9.12 0.39 - - 0.00 303 TYPE ''J'' MANHOLE R-3501-TR 2.86 5.11 0.85 0.00 5.00 9.12 0.03 - - 0.00 304 TYPE ''C'' MANHOLE R-3287-SB10 2.88 4.05 0.85 0.32 5.00 9.12 2.48 0.47 0.44 0.47 305 TYPE ''C'' MANHOLE R-3472 9.85 12.10 0.85 0.13 5.00 9.12 1.01 0.10 0.21 0.21 306 TYPE ''J'' MANHOLE R-1772 11.30 13.55 - - - - - - - 0.00 401 TYPE ''C'' MANHOLE R-1772 5.55 6.71 - - - - - - - 0.00 402 TYPE ''C'' MANHOLE R-1772 2.91 4.35 - - - - - - - 0.00 403 TYPE ''M'' INLET R-3287-SB10 2.55 3.71 0.58 0.37 5.00 9.12 1.96 0.29 0.38 0.38 404 TYPE ''C'' MANHOLE R-1772 3.88 5.05 - - - - - - - 0.00 405 TYPE ''C'' MANHOLE R-1772 5.73 7.44 - - - - - - - 0.00 406 AQUA-SWIRL AS-7 PER MAN. 5.56 7.27 - - - - - - - 0.00 Design Parameters Design Storm: PROPOSED STORM SEWER SYSTEM ORIFICE FLOW CASTING CAPACITY CALCULATIONS Clogging (%): Carmel High School Natatorium Intensity Calculation Method: Page 56 of 168 Description:Carmel High School NatatoriumEntity:Ciity of CarmelJob #:2021-009Date:-10-yr10-yrPond Discharge 4.39Entity Data(dc+D)/2Structure Coefficient(ft)(ft)(ft)(ft)(min)(in/hr)(cfs)(in.)%(sq. ft)(ft.)(ft.)(ft.)(ft)(ft/s)(ft)(ft)(ft/s)(ft.)(ft.)(ft.)(ft.)(ft/s)(ft)(ft)(ft)(ft.)(ft.)(ft.)102 101 823.58 825.08 825.00 826.22 5.00 6.12 12.17 18 2.30 1.150 2.719 0.423 0.929 1.321 10.58 48 0.012 1.093 - 0.10 0.10 0.10 0.10 - 1.25 10.58 - 2.174 3.267 829.48 833.26 826.18103 102 819.54 821.04 820.95 822.29 5.08 6.11 12.14 18 2.30 1.148 2.716 0.423 0.928 1.320 10.58 171 0.012 3.922 10.58 1.10 1.10 1.10 1.10 - 0.50 10.56 - 0.001 3.923 826.22 828.00 824.98104 103 815.32 816.82 816.73 818.20 5.37 6.05 12.04 18 2.30 1.140 2.705 0.422 0.923 1.316 10.56 179 0.012 4.094 10.58 2.10 2.10 2.10 2.10 - 0.50 4.83 - 0.003 4.097 822.29 823.81 820.94105 104 814.95 816.95 816.57 817.24 5.68 6.00 11.93 24 0.30 2.471 4.115 0.600 1.468 1.241 4.83 93 0.012 0.276 10.56 3.10 3.10 3.10 3.10 - 0.50 4.82 - 0.685 0.961 818.20 823.73 817.22306 105 814.10 816.10 815.72 816.49 6.04 5.93 11.80 24 0.30 2.448 4.086 0.599 1.455 1.234 4.82 249 0.012 0.743 4.83 4.10 4.10 4.10 4.10 - 0.50 14.56 - 0.001 0.744 817.24 824.37 816.85202 201 820.34 821.59 821.34 827.15 5.00 6.12 3.41 15 0.35 0.906 2.457 0.369 0.865 0.745 3.77 191 0.012 0.666 - 5.10 5.10 5.10 5.10 - 1.25 4.70 - 0.276 0.941 828.09 825.54 822.26203 202 818.74 819.99 819.79 827.00 5.94 5.95 4.34 15 0.54 0.923 2.489 0.371 0.880 0.844 4.70 17 0.012 0.094 3.77 6.10 6.10 6.10 6.10 - 0.50 4.70 - 0.061 0.155 827.15 824.34 820.09204 203 818.68 819.93 819.72 826.93 6.01 5.94 4.33 15 0.54 0.922 2.486 0.371 0.879 0.843 4.70 13 0.012 0.068 4.70 7.10 7.10 7.10 7.10 - 0.50 19.60 - 0.000 0.068 827.00 823.45 819.99EX 204 810.69 811.94 811.90 811.90 6.06 5.93 9.61 15 16.21 0.490 1.765 0.278 0.526 1.174 19.60 39 0.013 6.252 4.70 8.10 8.10 8.10 8.10 1.00 0.50 - 5.964 2.811 15.028 826.93 823.19 818.23303 301 820.97 821.97 821.70 824.20 5.00 6.12 1.25 12 0.90 0.296 1.375 0.215 0.403 0.472 4.22 47 0.012 0.422 - 9.10 9.10 9.10 9.10 - 1.25 16.97 - 0.345 0.767 824.97 825.08 822.39303 302 821.97 822.97 822.57 824.20 5.00 6.12 0.26 12 2.50 0.067 0.769 0.088 0.141 0.210 3.86 61 0.012 1.516 - 10.10 10.10 10.10 10.10 - 1.25 16.97 - 0.289 1.805 826.01 828.09 824.49306 303 815.35 817.35 816.92 816.92 5.17 6.09 9.96 24 10.00 0.587 2.058 0.285 0.484 1.129 16.97 52 0.012 5.186 4.22 11.10 11.10 11.10 11.10 - 0.50 14.56 - 2.097 7.283 824.20 825.68 822.57306 304 819.55 820.55 820.33 820.33 5.00 6.12 1.66 12 0.30 0.558 1.915 0.291 0.669 0.548 2.98 22 0.012 0.066 - 12.10 12.10 12.10 12.10 - 1.25 14.56 - 0.173 0.239 820.57 823.67 820.62306 305 809.85 811.85 810.99 816.49 5.00 6.12 0.68 24 4.46 0.125 1.170 0.107 0.166 0.282 5.42 217 0.013 9.609 - 13.10 13.10 13.10 13.10 - 1.25 14.56 - 0.570 10.179 826.67 831.63 821.53EX 306 802.17 804.17 804.10 804.10 7.01 5.76 29.45 24 3.50 2.023 3.602 0.562 1.228 1.854 14.56 220 0.013 7.642 4.82 14.10 14.10 14.10 14.10 1.00 0.50 - 3.290 1.465 12.396 816.49 823.40 811.85402 401 820.33 821.33 821.25 821.66 5.00 6.12 3.86 12 2.50 0.469 1.725 0.272 0.577 0.834 8.22 227 0.012 5.654 - 15.10 15.10 15.10 15.10 - 1.25 3.83 - 1.311 6.964 828.62 832.73 827.02405 402 819.96 821.21 820.98 820.98 5.49 6.03 3.80 15 0.35 0.993 2.631 0.378 0.943 0.788 3.83 77 0.012 0.268 8.22 16.10 16.10 16.10 16.10 - 0.50 3.93 - 0.411 0.678 821.66 824.58 821.48404 403 818.64 819.64 819.38 819.38 5.00 6.12 1.31 12 0.30 0.463 1.712 0.270 0.571 0.484 2.84 42 0.012 0.126 - 17.10 17.10 17.10 17.10 - 1.25 2.83 - 0.156 0.282 819.66 822.48 819.77405 404 818.36 819.36 819.10 819.10 5.26 6.07 1.30 12 0.30 0.460 1.707 0.270 0.568 0.482 2.83 60 0.012 0.179 2.84 18.10 18.10 18.10 18.10 - 0.50 3.93 - 0.000 0.179 819.28 823.59 819.54406 405 816.53 818.03 817.71 817.95 5.87 5.96 5.04 18 0.30 1.283 2.914 0.440 1.022 0.864 3.93 10 0.012 0.030 3.83 19.10 19.10 19.10 19.10 - 0.50 3.92 - 0.006 0.036 817.99 824.00 818.06500 IN 406 816.50 818.00 817.68 817.68 5.92 5.96 5.03 18 0.30 1.282 2.912 0.440 1.021 0.863 3.92 10 0.012 0.030 3.93 20.10 20.10 20.10 20.10 1.00 0.50 - 0.239 0.000 0.269 817.95 823.80 818.03U.S. STR. CROWN"D" LOSSOUTLET STRUCTURE COEFFICIENTUPSTREAM STRUCTURE COEFFICIENTEFFLUENT PIPE VELOCITYOUTLET STRUCTURE LOSSUPSTREAM STRUCTURE LOSSU.S. STR. TOR"A" LOSS "B" LOSS "C" LOSSTOTAL LOSSU.S. HGL ELEV.UPSTREAM MAXIMUM INFLUENT VELOCITYFLOW DIAMETER SLOPE AREAWETTED PERIMETEHYDRAULIC RADIUSFLOW DEPTH VELOCITY LENGTH MANNING'S NFRICTION LOSSD.S. STR. U.S. STR.D.S. INV. ELEV.D.S. CROWN ELEV.CRITICAL DEPTH(dc+D)/2 ELEV.STARTING ELEV. Tc ENTITY DATAIntensity Calculation Method:Starting Elevation:Calculation Method:INTENSITYPROPOSED STORM SEWER SYSTEM HYDRAULIC GRADE LINE CALCULATIONSJob InformationDesign ParametersDesign Storm:Page 57 of 168 TLF, Inc. Project No. 2021-009 Appendix D Proposed Detention Calculations Page 58 of 168 P-ND Proposed North 1P Underground Detention Routing Diagram for 2021-009_Existing and Proposed Watersheds_2021-10-11 Prepared by {enter your company name here}, Printed 11/4/2021 HydroCAD® 10.10-6a s/n 10212 © 2020 HydroCAD Software Solutions LLC Subcat Reach Pond Link Page 59 of 168 Type II 24-hr 100YR-24.0HR Rainfall=6.48"2021-009_Existing and Proposed Watersheds_2 Printed 11/4/2021Prepared by {enter your company name here} HydroCAD® 10.10-6a s/n 10212 © 2020 HydroCAD Software Solutions LLC Events for Pond 1P: Underground Detention Event Inflow (cfs) Primary (cfs) Elevation (feet) Storage (acre-feet) 002YR-0.083HR 0.18 0.18 812.28 0.000 002YR-0.167HR 0.54 0.41 812.53 0.001 002YR-0.5HR 1.43 0.62 812.93 0.012 002YR-01.0HR 1.93 0.73 813.21 0.019 002YR-02.0HR 2.13 0.78 813.32 0.022 002YR-03.0HR 2.31 0.81 813.43 0.025 002YR-06.0HR 2.84 0.91 813.76 0.034 002YR-12.0HR 3.32 1.00 814.06 0.042 002YR-24.0HR 3.71 1.07 814.32 0.049 010YR-0.083HR 0.33 0.33 812.42 0.000 010YR-0.167HR 0.86 0.48 812.65 0.004 010YR-0.5HR 2.08 0.77 813.30 0.021 010YR-01.0HR 2.73 0.89 813.68 0.032 010YR-02.0HR 3.03 0.95 813.88 0.037 010YR-03.0HR 3.52 1.04 814.19 0.046 010YR-06.0HR 4.28 1.16 814.70 0.059 010YR-12.0HR 5.05 1.28 815.23 0.073 010YR-24.0HR 5.61 1.36 815.62 0.084 100YR-0.083HR 0.69 0.44 812.58 0.002 100YR-0.167HR 1.55 0.65 812.99 0.013 100YR-0.5HR 3.35 1.01 814.09 0.043 100YR-01.0HR 4.33 1.17 814.74 0.060 100YR-02.0HR 5.46 1.34 815.51 0.081 100YR-03.0HR 6.28 1.45 816.10 0.097 100YR-06.0HR 7.59 1.63 817.08 0.124 100YR-12.0HR 8.63 1.75 817.87 0.145 100YR-24.0HR 9.75 1.88 818.74 0.168 Page 60 of 168 2021-009_Existing and Proposed Watersheds_2021-10-11 Printed 11/4/2021Prepared by {enter your company name here} Page 2HydroCAD® 10.10-6a s/n 10212 © 2020 HydroCAD Software Solutions LLC Area Listing (selected nodes) Area (acres) CN Description (subcatchment-numbers) 0.200 80 >75% Grass cover, Good, HSG D (P-ND) 0.170 98 Paved parking, HSG D (P-ND) 0.690 98 Roofs, HSG D (P-ND) 1.060 95 TOTAL AREA Page 61 of 168 Type II 24-hr 002YR-0.083HR Rainfall=0.39"2021-009_Existing and Proposed Watersheds_ Printed 11/4/2021Prepared by {enter your company name here} Page 3HydroCAD® 10.10-6a s/n 10212 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment P-ND: Proposed North [49] Hint: Tc<2dt may require smaller dt Runoff = 0.18 cfs @ 11.97 hrs, Volume= 0.008 af, Depth> 0.09" Routed to Pond 1P : Underground Detention 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 002YR-0.083HR Rainfall=0.39" Area (ac) CN Description 0.170 98 Paved parking, HSG D 0.200 80 >75% Grass cover, Good, HSG D 0.690 98 Roofs, HSG D 1.060 95 Weighted Average 0.200 18.87% Pervious Area 0.860 81.13% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment P-ND: Proposed North Runoff Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Type II 24-hr 002YR-0.083HR Rainfall=0.39" Runoff Area=1.060 ac Runoff Volume=0.008 af Runoff Depth>0.09" Tc=5.0 min CN=95 0.18 cfs Page 62 of 168 Type II 24-hr 002YR-0.083HR Rainfall=0.39"2021-009_Existing and Proposed Watersheds_ Printed 11/4/2021Prepared by {enter your company name here} Page 4HydroCAD® 10.10-6a s/n 10212 © 2020 HydroCAD Software Solutions LLC Summary for Pond 1P: Underground Detention Inflow Area = 1.060 ac, 81.13% Impervious, Inflow Depth > 0.09" for 002YR-0.083HR event Inflow = 0.18 cfs @ 11.97 hrs, Volume= 0.008 af Outflow = 0.18 cfs @ 11.97 hrs, Volume= 0.008 af, Atten= 0%, Lag= 0.0 min Primary = 0.18 cfs @ 11.97 hrs, Volume= 0.008 af Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 812.28' @ 11.97 hrs Surf.Area= 0.031 ac Storage= 0.000 af Plug-Flow detention time= 0.0 min calculated for 0.008 af (100% of inflow) Center-of-Mass det. time= (not calculated: outflow precedes inflow) Volume Invert Avail.Storage Storage Description #1A 812.00' 0.000 af 30.27'W x 44.10'L x 8.00'H Field A 0.245 af Overall - 0.245 af Embedded = 0.000 af x 40.0% Voids #2A 812.00' 0.189 af StormTrap ST2 DoubleTrap 7-0 x 4 Inside #1 Inside= 101.7"W x 84.0"H => 53.54 sf x 15.40'L = 824.3 cf Outside= 101.7"W x 96.0"H => 67.83 sf x 15.40'L = 1,044.4 cf 4 Chambers in 2 Rows 16.96' x 30.79' Core + 6.66' Border = 30.27' x 44.10' System 0.189 af Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 812.00'5.3" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.17 cfs @ 11.97 hrs HW=812.27' (Free Discharge) 1=Orifice/Grate (Orifice Controls 0.17 cfs @ 1.77 fps) Page 63 of 168 Type II 24-hr 002YR-0.083HR Rainfall=0.39"2021-009_Existing and Proposed Watersheds_ Printed 11/4/2021Prepared by {enter your company name here} Page 5HydroCAD® 10.10-6a s/n 10212 © 2020 HydroCAD Software Solutions LLC Pond 1P: Underground Detention Inflow Primary Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Inflow Area=1.060 ac Peak Elev=812.28' Storage=0.000 af 0.18 cfs 0.18 cfs Page 64 of 168 Type II 24-hr 002YR-0.167HR Rainfall=0.66"2021-009_Existing and Proposed Watersheds_ Printed 11/4/2021Prepared by {enter your company name here} Page 6HydroCAD® 10.10-6a s/n 10212 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment P-ND: Proposed North [49] Hint: Tc<2dt may require smaller dt Runoff = 0.54 cfs @ 11.96 hrs, Volume= 0.023 af, Depth> 0.26" Routed to Pond 1P : Underground Detention 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 002YR-0.167HR Rainfall=0.66" Area (ac) CN Description 0.170 98 Paved parking, HSG D 0.200 80 >75% Grass cover, Good, HSG D 0.690 98 Roofs, HSG D 1.060 95 Weighted Average 0.200 18.87% Pervious Area 0.860 81.13% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment P-ND: Proposed North Runoff Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)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 002YR-0.167HR Rainfall=0.66" Runoff Area=1.060 ac Runoff Volume=0.023 af Runoff Depth>0.26" Tc=5.0 min CN=95 0.54 cfs Page 65 of 168 Type II 24-hr 002YR-0.167HR Rainfall=0.66"2021-009_Existing and Proposed Watersheds_ Printed 11/4/2021Prepared by {enter your company name here} Page 7HydroCAD® 10.10-6a s/n 10212 © 2020 HydroCAD Software Solutions LLC Summary for Pond 1P: Underground Detention [85] Warning: Oscillations may require smaller dt or Finer Routing (severity=76) Inflow Area = 1.060 ac, 81.13% Impervious, Inflow Depth > 0.26" for 002YR-0.167HR event Inflow = 0.54 cfs @ 11.96 hrs, Volume= 0.023 af Outflow = 0.41 cfs @ 12.01 hrs, Volume= 0.023 af, Atten= 25%, Lag= 3.2 min Primary = 0.41 cfs @ 12.01 hrs, Volume= 0.023 af Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 812.53' @ 12.01 hrs Surf.Area= 0.031 ac Storage= 0.001 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 #1A 812.00' 0.000 af 30.27'W x 44.10'L x 8.00'H Field A 0.245 af Overall - 0.245 af Embedded = 0.000 af x 40.0% Voids #2A 812.00' 0.189 af StormTrap ST2 DoubleTrap 7-0 x 4 Inside #1 Inside= 101.7"W x 84.0"H => 53.54 sf x 15.40'L = 824.3 cf Outside= 101.7"W x 96.0"H => 67.83 sf x 15.40'L = 1,044.4 cf 4 Chambers in 2 Rows 16.96' x 30.79' Core + 6.66' Border = 30.27' x 44.10' System 0.189 af Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 812.00'5.3" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.41 cfs @ 12.01 hrs HW=812.53' (Free Discharge) 1=Orifice/Grate (Orifice Controls 0.41 cfs @ 2.67 fps) Page 66 of 168 Type II 24-hr 002YR-0.167HR Rainfall=0.66"2021-009_Existing and Proposed Watersheds_ Printed 11/4/2021Prepared by {enter your company name here} Page 8HydroCAD® 10.10-6a s/n 10212 © 2020 HydroCAD Software Solutions LLC Pond 1P: Underground Detention Inflow Primary Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)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 Inflow Area=1.060 ac Peak Elev=812.53' Storage=0.001 af 0.54 cfs 0.41 cfs Page 67 of 168 Type II 24-hr 002YR-0.5HR Rainfall=1.23"2021-009_Existing and Proposed Watersheds_20 Printed 11/4/2021Prepared by {enter your company name here} Page 9HydroCAD® 10.10-6a s/n 10212 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment P-ND: Proposed North [49] Hint: Tc<2dt may require smaller dt Runoff = 1.43 cfs @ 11.96 hrs, Volume= 0.063 af, Depth> 0.71" Routed to Pond 1P : Underground Detention 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 002YR-0.5HR Rainfall=1.23" Area (ac) CN Description 0.170 98 Paved parking, HSG D 0.200 80 >75% Grass cover, Good, HSG D 0.690 98 Roofs, HSG D 1.060 95 Weighted Average 0.200 18.87% Pervious Area 0.860 81.13% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment P-ND: Proposed North Runoff Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)1 0 Type II 24-hr 002YR-0.5HR Rainfall=1.23" Runoff Area=1.060 ac Runoff Volume=0.063 af Runoff Depth>0.71" Tc=5.0 min CN=95 1.43 cfs Page 68 of 168 Type II 24-hr 002YR-0.5HR Rainfall=1.23"2021-009_Existing and Proposed Watersheds_20 Printed 11/4/2021Prepared by {enter your company name here} Page 10HydroCAD® 10.10-6a s/n 10212 © 2020 HydroCAD Software Solutions LLC Summary for Pond 1P: Underground Detention [85] Warning: Oscillations may require smaller dt or Finer Routing (severity=72) Inflow Area = 1.060 ac, 81.13% Impervious, Inflow Depth > 0.71" for 002YR-0.5HR event Inflow = 1.43 cfs @ 11.96 hrs, Volume= 0.063 af Outflow = 0.62 cfs @ 12.06 hrs, Volume= 0.063 af, Atten= 57%, Lag= 6.4 min Primary = 0.62 cfs @ 12.06 hrs, Volume= 0.063 af Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 812.93' @ 12.06 hrs Surf.Area= 0.031 ac Storage= 0.012 af Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 4.2 min ( 777.2 - 773.0 ) Volume Invert Avail.Storage Storage Description #1A 812.00' 0.000 af 30.27'W x 44.10'L x 8.00'H Field A 0.245 af Overall - 0.245 af Embedded = 0.000 af x 40.0% Voids #2A 812.00' 0.189 af StormTrap ST2 DoubleTrap 7-0 x 4 Inside #1 Inside= 101.7"W x 84.0"H => 53.54 sf x 15.40'L = 824.3 cf Outside= 101.7"W x 96.0"H => 67.83 sf x 15.40'L = 1,044.4 cf 4 Chambers in 2 Rows 16.96' x 30.79' Core + 6.66' Border = 30.27' x 44.10' System 0.189 af Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 812.00'5.3" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.62 cfs @ 12.06 hrs HW=812.92' (Free Discharge) 1=Orifice/Grate (Orifice Controls 0.62 cfs @ 4.03 fps) Page 69 of 168 Type II 24-hr 002YR-0.5HR Rainfall=1.23"2021-009_Existing and Proposed Watersheds_20 Printed 11/4/2021Prepared by {enter your company name here} Page 11HydroCAD® 10.10-6a s/n 10212 © 2020 HydroCAD Software Solutions LLC Pond 1P: Underground Detention Inflow Primary Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)1 0 Inflow Area=1.060 ac Peak Elev=812.93' Storage=0.012 af 1.43 cfs 0.62 cfs Page 70 of 168 Type II 24-hr 002YR-01.0HR Rainfall=1.54"2021-009_Existing and Proposed Watersheds_2 Printed 11/4/2021Prepared by {enter your company name here} Page 12HydroCAD® 10.10-6a s/n 10212 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment P-ND: Proposed North [49] Hint: Tc<2dt may require smaller dt Runoff = 1.93 cfs @ 11.95 hrs, Volume= 0.087 af, Depth> 0.98" Routed to Pond 1P : Underground Detention 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 002YR-01.0HR Rainfall=1.54" Area (ac) CN Description 0.170 98 Paved parking, HSG D 0.200 80 >75% Grass cover, Good, HSG D 0.690 98 Roofs, HSG D 1.060 95 Weighted Average 0.200 18.87% Pervious Area 0.860 81.13% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment P-ND: Proposed North Runoff Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)2 1 0 Type II 24-hr 002YR-01.0HR Rainfall=1.54" Runoff Area=1.060 ac Runoff Volume=0.087 af Runoff Depth>0.98" Tc=5.0 min CN=95 1.93 cfs Page 71 of 168 Type II 24-hr 002YR-01.0HR Rainfall=1.54"2021-009_Existing and Proposed Watersheds_2 Printed 11/4/2021Prepared by {enter your company name here} Page 13HydroCAD® 10.10-6a s/n 10212 © 2020 HydroCAD Software Solutions LLC Summary for Pond 1P: Underground Detention [85] Warning: Oscillations may require smaller dt or Finer Routing (severity=70) Inflow Area = 1.060 ac, 81.13% Impervious, Inflow Depth > 0.98" for 002YR-01.0HR event Inflow = 1.93 cfs @ 11.95 hrs, Volume= 0.087 af Outflow = 0.73 cfs @ 12.07 hrs, Volume= 0.087 af, Atten= 62%, Lag= 6.9 min Primary = 0.73 cfs @ 12.07 hrs, Volume= 0.087 af Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 813.21' @ 12.07 hrs Surf.Area= 0.031 ac Storage= 0.019 af Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 6.6 min ( 772.2 - 765.7 ) Volume Invert Avail.Storage Storage Description #1A 812.00' 0.000 af 30.27'W x 44.10'L x 8.00'H Field A 0.245 af Overall - 0.245 af Embedded = 0.000 af x 40.0% Voids #2A 812.00' 0.189 af StormTrap ST2 DoubleTrap 7-0 x 4 Inside #1 Inside= 101.7"W x 84.0"H => 53.54 sf x 15.40'L = 824.3 cf Outside= 101.7"W x 96.0"H => 67.83 sf x 15.40'L = 1,044.4 cf 4 Chambers in 2 Rows 16.96' x 30.79' Core + 6.66' Border = 30.27' x 44.10' System 0.189 af Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 812.00'5.3" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.73 cfs @ 12.07 hrs HW=813.20' (Free Discharge) 1=Orifice/Grate (Orifice Controls 0.73 cfs @ 4.76 fps) Page 72 of 168 Type II 24-hr 002YR-01.0HR Rainfall=1.54"2021-009_Existing and Proposed Watersheds_2 Printed 11/4/2021Prepared by {enter your company name here} Page 14HydroCAD® 10.10-6a s/n 10212 © 2020 HydroCAD Software Solutions LLC Pond 1P: Underground Detention Inflow Primary Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)2 1 0 Inflow Area=1.060 ac Peak Elev=813.21' Storage=0.019 af 1.93 cfs 0.73 cfs Page 73 of 168 Type II 24-hr 002YR-02.0HR Rainfall=1.66"2021-009_Existing and Proposed Watersheds_2 Printed 11/4/2021Prepared by {enter your company name here} Page 15HydroCAD® 10.10-6a s/n 10212 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment P-ND: Proposed North [49] Hint: Tc<2dt may require smaller dt Runoff = 2.13 cfs @ 11.95 hrs, Volume= 0.096 af, Depth> 1.09" Routed to Pond 1P : Underground Detention 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 002YR-02.0HR Rainfall=1.66" Area (ac) CN Description 0.170 98 Paved parking, HSG D 0.200 80 >75% Grass cover, Good, HSG D 0.690 98 Roofs, HSG D 1.060 95 Weighted Average 0.200 18.87% Pervious Area 0.860 81.13% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment P-ND: Proposed North Runoff Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)2 1 0 Type II 24-hr 002YR-02.0HR Rainfall=1.66" Runoff Area=1.060 ac Runoff Volume=0.096 af Runoff Depth>1.09" Tc=5.0 min CN=95 2.13 cfs Page 74 of 168 Type II 24-hr 002YR-02.0HR Rainfall=1.66"2021-009_Existing and Proposed Watersheds_2 Printed 11/4/2021Prepared by {enter your company name here} Page 16HydroCAD® 10.10-6a s/n 10212 © 2020 HydroCAD Software Solutions LLC Summary for Pond 1P: Underground Detention [85] Warning: Oscillations may require smaller dt or Finer Routing (severity=69) Inflow Area = 1.060 ac, 81.13% Impervious, Inflow Depth > 1.09" for 002YR-02.0HR event Inflow = 2.13 cfs @ 11.95 hrs, Volume= 0.096 af Outflow = 0.78 cfs @ 12.07 hrs, Volume= 0.096 af, Atten= 64%, Lag= 7.1 min Primary = 0.78 cfs @ 12.07 hrs, Volume= 0.096 af Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 813.32' @ 12.07 hrs Surf.Area= 0.031 ac Storage= 0.022 af Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 7.4 min ( 770.7 - 763.3 ) Volume Invert Avail.Storage Storage Description #1A 812.00' 0.000 af 30.27'W x 44.10'L x 8.00'H Field A 0.245 af Overall - 0.245 af Embedded = 0.000 af x 40.0% Voids #2A 812.00' 0.189 af StormTrap ST2 DoubleTrap 7-0 x 4 Inside #1 Inside= 101.7"W x 84.0"H => 53.54 sf x 15.40'L = 824.3 cf Outside= 101.7"W x 96.0"H => 67.83 sf x 15.40'L = 1,044.4 cf 4 Chambers in 2 Rows 16.96' x 30.79' Core + 6.66' Border = 30.27' x 44.10' System 0.189 af Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 812.00'5.3" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.77 cfs @ 12.07 hrs HW=813.31' (Free Discharge) 1=Orifice/Grate (Orifice Controls 0.77 cfs @ 5.03 fps) Page 75 of 168 Type II 24-hr 002YR-02.0HR Rainfall=1.66"2021-009_Existing and Proposed Watersheds_2 Printed 11/4/2021Prepared by {enter your company name here} Page 17HydroCAD® 10.10-6a s/n 10212 © 2020 HydroCAD Software Solutions LLC Pond 1P: Underground Detention Inflow Primary Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)2 1 0 Inflow Area=1.060 ac Peak Elev=813.32' Storage=0.022 af 2.13 cfs 0.78 cfs Page 76 of 168 Type II 24-hr 002YR-03.0HR Rainfall=1.77"2021-009_Existing and Proposed Watersheds_2 Printed 11/4/2021Prepared by {enter your company name here} Page 18HydroCAD® 10.10-6a s/n 10212 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment P-ND: Proposed North [49] Hint: Tc<2dt may require smaller dt Runoff = 2.31 cfs @ 11.95 hrs, Volume= 0.105 af, Depth> 1.18" Routed to Pond 1P : Underground Detention 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 002YR-03.0HR Rainfall=1.77" Area (ac) CN Description 0.170 98 Paved parking, HSG D 0.200 80 >75% Grass cover, Good, HSG D 0.690 98 Roofs, HSG D 1.060 95 Weighted Average 0.200 18.87% Pervious Area 0.860 81.13% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment P-ND: Proposed North Runoff Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)2 1 0 Type II 24-hr 002YR-03.0HR Rainfall=1.77" Runoff Area=1.060 ac Runoff Volume=0.105 af Runoff Depth>1.18" Tc=5.0 min CN=95 2.31 cfs Page 77 of 168 Type II 24-hr 002YR-03.0HR Rainfall=1.77"2021-009_Existing and Proposed Watersheds_2 Printed 11/4/2021Prepared by {enter your company name here} Page 19HydroCAD® 10.10-6a s/n 10212 © 2020 HydroCAD Software Solutions LLC Summary for Pond 1P: Underground Detention [85] Warning: Oscillations may require smaller dt or Finer Routing (severity=69) Inflow Area = 1.060 ac, 81.13% Impervious, Inflow Depth > 1.18" for 002YR-03.0HR event Inflow = 2.31 cfs @ 11.95 hrs, Volume= 0.105 af Outflow = 0.81 cfs @ 12.07 hrs, Volume= 0.105 af, Atten= 65%, Lag= 7.2 min Primary = 0.81 cfs @ 12.07 hrs, Volume= 0.105 af Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 813.43' @ 12.07 hrs Surf.Area= 0.031 ac Storage= 0.025 af Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 7.7 min ( 769.0 - 761.2 ) Volume Invert Avail.Storage Storage Description #1A 812.00' 0.000 af 30.27'W x 44.10'L x 8.00'H Field A 0.245 af Overall - 0.245 af Embedded = 0.000 af x 40.0% Voids #2A 812.00' 0.189 af StormTrap ST2 DoubleTrap 7-0 x 4 Inside #1 Inside= 101.7"W x 84.0"H => 53.54 sf x 15.40'L = 824.3 cf Outside= 101.7"W x 96.0"H => 67.83 sf x 15.40'L = 1,044.4 cf 4 Chambers in 2 Rows 16.96' x 30.79' Core + 6.66' Border = 30.27' x 44.10' System 0.189 af Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 812.00'5.3" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.81 cfs @ 12.07 hrs HW=813.42' (Free Discharge) 1=Orifice/Grate (Orifice Controls 0.81 cfs @ 5.27 fps) Page 78 of 168 Type II 24-hr 002YR-03.0HR Rainfall=1.77"2021-009_Existing and Proposed Watersheds_2 Printed 11/4/2021Prepared by {enter your company name here} Page 20HydroCAD® 10.10-6a s/n 10212 © 2020 HydroCAD Software Solutions LLC Pond 1P: Underground Detention Inflow Primary Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)2 1 0 Inflow Area=1.060 ac Peak Elev=813.43' Storage=0.025 af 2.31 cfs 0.81 cfs Page 79 of 168 Type II 24-hr 002YR-06.0HR Rainfall=2.10"2021-009_Existing and Proposed Watersheds_2 Printed 11/4/2021Prepared by {enter your company name here} Page 21HydroCAD® 10.10-6a s/n 10212 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment P-ND: Proposed North [49] Hint: Tc<2dt may require smaller dt Runoff = 2.84 cfs @ 11.95 hrs, Volume= 0.131 af, Depth> 1.48" Routed to Pond 1P : Underground Detention 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 002YR-06.0HR Rainfall=2.10" Area (ac) CN Description 0.170 98 Paved parking, HSG D 0.200 80 >75% Grass cover, Good, HSG D 0.690 98 Roofs, HSG D 1.060 95 Weighted Average 0.200 18.87% Pervious Area 0.860 81.13% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment P-ND: Proposed North Runoff Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)3 2 1 0 Type II 24-hr 002YR-06.0HR Rainfall=2.10" Runoff Area=1.060 ac Runoff Volume=0.131 af Runoff Depth>1.48" Tc=5.0 min CN=95 2.84 cfs Page 80 of 168 Type II 24-hr 002YR-06.0HR Rainfall=2.10"2021-009_Existing and Proposed Watersheds_2 Printed 11/4/2021Prepared by {enter your company name here} Page 22HydroCAD® 10.10-6a s/n 10212 © 2020 HydroCAD Software Solutions LLC Summary for Pond 1P: Underground Detention [82] Warning: Early inflow requires earlier time span [85] Warning: Oscillations may require smaller dt or Finer Routing (severity=67) Inflow Area = 1.060 ac, 81.13% Impervious, Inflow Depth > 1.48" for 002YR-06.0HR event Inflow = 2.84 cfs @ 11.95 hrs, Volume= 0.131 af Outflow = 0.91 cfs @ 12.08 hrs, Volume= 0.131 af, Atten= 68%, Lag= 7.7 min Primary = 0.91 cfs @ 12.08 hrs, Volume= 0.131 af Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 813.76' @ 12.08 hrs Surf.Area= 0.031 ac Storage= 0.034 af Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 9.9 min ( 766.1 - 756.2 ) Volume Invert Avail.Storage Storage Description #1A 812.00' 0.000 af 30.27'W x 44.10'L x 8.00'H Field A 0.245 af Overall - 0.245 af Embedded = 0.000 af x 40.0% Voids #2A 812.00' 0.189 af StormTrap ST2 DoubleTrap 7-0 x 4 Inside #1 Inside= 101.7"W x 84.0"H => 53.54 sf x 15.40'L = 824.3 cf Outside= 101.7"W x 96.0"H => 67.83 sf x 15.40'L = 1,044.4 cf 4 Chambers in 2 Rows 16.96' x 30.79' Core + 6.66' Border = 30.27' x 44.10' System 0.189 af Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 812.00'5.3" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.91 cfs @ 12.08 hrs HW=813.75' (Free Discharge) 1=Orifice/Grate (Orifice Controls 0.91 cfs @ 5.95 fps) Page 81 of 168 Type II 24-hr 002YR-06.0HR Rainfall=2.10"2021-009_Existing and Proposed Watersheds_2 Printed 11/4/2021Prepared by {enter your company name here} Page 23HydroCAD® 10.10-6a s/n 10212 © 2020 HydroCAD Software Solutions LLC Pond 1P: Underground Detention Inflow Primary Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)3 2 1 0 Inflow Area=1.060 ac Peak Elev=813.76' Storage=0.034 af 2.84 cfs 0.91 cfs Page 82 of 168 Type II 24-hr 002YR-12.0HR Rainfall=2.40"2021-009_Existing and Proposed Watersheds_2 Printed 11/4/2021Prepared by {enter your company name here} Page 24HydroCAD® 10.10-6a s/n 10212 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment P-ND: Proposed North [49] Hint: Tc<2dt may require smaller dt Runoff = 3.32 cfs @ 11.95 hrs, Volume= 0.155 af, Depth> 1.75" Routed to Pond 1P : Underground Detention 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 002YR-12.0HR Rainfall=2.40" Area (ac) CN Description 0.170 98 Paved parking, HSG D 0.200 80 >75% Grass cover, Good, HSG D 0.690 98 Roofs, HSG D 1.060 95 Weighted Average 0.200 18.87% Pervious Area 0.860 81.13% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment P-ND: Proposed North Runoff Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)3 2 1 0 Type II 24-hr 002YR-12.0HR Rainfall=2.40" Runoff Area=1.060 ac Runoff Volume=0.155 af Runoff Depth>1.75" Tc=5.0 min CN=95 3.32 cfs Page 83 of 168 Type II 24-hr 002YR-12.0HR Rainfall=2.40"2021-009_Existing and Proposed Watersheds_2 Printed 11/4/2021Prepared by {enter your company name here} Page 25HydroCAD® 10.10-6a s/n 10212 © 2020 HydroCAD Software Solutions LLC Summary for Pond 1P: Underground Detention [82] Warning: Early inflow requires earlier time span [85] Warning: Oscillations may require smaller dt or Finer Routing (severity=65) Inflow Area = 1.060 ac, 81.13% Impervious, Inflow Depth > 1.75" for 002YR-12.0HR event Inflow = 3.32 cfs @ 11.95 hrs, Volume= 0.155 af Outflow = 1.00 cfs @ 12.09 hrs, Volume= 0.155 af, Atten= 70%, Lag= 8.1 min Primary = 1.00 cfs @ 12.09 hrs, Volume= 0.155 af Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 814.06' @ 12.09 hrs Surf.Area= 0.031 ac Storage= 0.042 af Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 11.9 min ( 764.6 - 752.7 ) Volume Invert Avail.Storage Storage Description #1A 812.00' 0.000 af 30.27'W x 44.10'L x 8.00'H Field A 0.245 af Overall - 0.245 af Embedded = 0.000 af x 40.0% Voids #2A 812.00' 0.189 af StormTrap ST2 DoubleTrap 7-0 x 4 Inside #1 Inside= 101.7"W x 84.0"H => 53.54 sf x 15.40'L = 824.3 cf Outside= 101.7"W x 96.0"H => 67.83 sf x 15.40'L = 1,044.4 cf 4 Chambers in 2 Rows 16.96' x 30.79' Core + 6.66' Border = 30.27' x 44.10' System 0.189 af Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 812.00'5.3" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=1.00 cfs @ 12.09 hrs HW=814.06' (Free Discharge) 1=Orifice/Grate (Orifice Controls 1.00 cfs @ 6.52 fps) Page 84 of 168 Type II 24-hr 002YR-12.0HR Rainfall=2.40"2021-009_Existing and Proposed Watersheds_2 Printed 11/4/2021Prepared by {enter your company name here} Page 26HydroCAD® 10.10-6a s/n 10212 © 2020 HydroCAD Software Solutions LLC Pond 1P: Underground Detention Inflow Primary Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)3 2 1 0 Inflow Area=1.060 ac Peak Elev=814.06' Storage=0.042 af 3.32 cfs 1.00 cfs Page 85 of 168 Type II 24-hr 002YR-24.0HR Rainfall=2.64"2021-009_Existing and Proposed Watersheds_2 Printed 11/4/2021Prepared by {enter your company name here} Page 27HydroCAD® 10.10-6a s/n 10212 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment P-ND: Proposed North [49] Hint: Tc<2dt may require smaller dt Runoff = 3.71 cfs @ 11.95 hrs, Volume= 0.174 af, Depth> 1.97" Routed to Pond 1P : Underground Detention 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 002YR-24.0HR Rainfall=2.64" Area (ac) CN Description 0.170 98 Paved parking, HSG D 0.200 80 >75% Grass cover, Good, HSG D 0.690 98 Roofs, HSG D 1.060 95 Weighted Average 0.200 18.87% Pervious Area 0.860 81.13% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment P-ND: Proposed North Runoff Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)4 3 2 1 0 Type II 24-hr 002YR-24.0HR Rainfall=2.64" Runoff Area=1.060 ac Runoff Volume=0.174 af Runoff Depth>1.97" Tc=5.0 min CN=95 3.71 cfs Page 86 of 168 Type II 24-hr 002YR-24.0HR Rainfall=2.64"2021-009_Existing and Proposed Watersheds_2 Printed 11/4/2021Prepared by {enter your company name here} Page 28HydroCAD® 10.10-6a s/n 10212 © 2020 HydroCAD Software Solutions LLC Summary for Pond 1P: Underground Detention [82] Warning: Early inflow requires earlier time span [85] Warning: Oscillations may require smaller dt or Finer Routing (severity=64) Inflow Area = 1.060 ac, 81.13% Impervious, Inflow Depth > 1.97" for 002YR-24.0HR event Inflow = 3.71 cfs @ 11.95 hrs, Volume= 0.174 af Outflow = 1.07 cfs @ 12.09 hrs, Volume= 0.174 af, Atten= 71%, Lag= 8.3 min Primary = 1.07 cfs @ 12.09 hrs, Volume= 0.174 af Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 814.32' @ 12.09 hrs Surf.Area= 0.031 ac Storage= 0.049 af Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 12.9 min ( 763.3 - 750.4 ) Volume Invert Avail.Storage Storage Description #1A 812.00' 0.000 af 30.27'W x 44.10'L x 8.00'H Field A 0.245 af Overall - 0.245 af Embedded = 0.000 af x 40.0% Voids #2A 812.00' 0.189 af StormTrap ST2 DoubleTrap 7-0 x 4 Inside #1 Inside= 101.7"W x 84.0"H => 53.54 sf x 15.40'L = 824.3 cf Outside= 101.7"W x 96.0"H => 67.83 sf x 15.40'L = 1,044.4 cf 4 Chambers in 2 Rows 16.96' x 30.79' Core + 6.66' Border = 30.27' x 44.10' System 0.189 af Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 812.00'5.3" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=1.07 cfs @ 12.09 hrs HW=814.31' (Free Discharge) 1=Orifice/Grate (Orifice Controls 1.07 cfs @ 6.96 fps) Page 87 of 168 Type II 24-hr 002YR-24.0HR Rainfall=2.64"2021-009_Existing and Proposed Watersheds_2 Printed 11/4/2021Prepared by {enter your company name here} Page 29HydroCAD® 10.10-6a s/n 10212 © 2020 HydroCAD Software Solutions LLC Pond 1P: Underground Detention Inflow Primary Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)4 3 2 1 0 Inflow Area=1.060 ac Peak Elev=814.32' Storage=0.049 af 3.71 cfs 1.07 cfs Page 88 of 168 Type II 24-hr 010YR-0.083HR Rainfall=0.51"2021-009_Existing and Proposed Watersheds_ Printed 11/4/2021Prepared by {enter your company name here} Page 30HydroCAD® 10.10-6a s/n 10212 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment P-ND: Proposed North [49] Hint: Tc<2dt may require smaller dt Runoff = 0.33 cfs @ 11.96 hrs, Volume= 0.014 af, Depth> 0.16" Routed to Pond 1P : Underground Detention 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 010YR-0.083HR Rainfall=0.51" Area (ac) CN Description 0.170 98 Paved parking, HSG D 0.200 80 >75% Grass cover, Good, HSG D 0.690 98 Roofs, HSG D 1.060 95 Weighted Average 0.200 18.87% Pervious Area 0.860 81.13% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment P-ND: Proposed North Runoff Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type II 24-hr 010YR-0.083HR Rainfall=0.51" Runoff Area=1.060 ac Runoff Volume=0.014 af Runoff Depth>0.16" Tc=5.0 min CN=95 0.33 cfs Page 89 of 168 Type II 24-hr 010YR-0.083HR Rainfall=0.51"2021-009_Existing and Proposed Watersheds_ Printed 11/4/2021Prepared by {enter your company name here} Page 31HydroCAD® 10.10-6a s/n 10212 © 2020 HydroCAD Software Solutions LLC Summary for Pond 1P: Underground Detention Inflow Area = 1.060 ac, 81.13% Impervious, Inflow Depth > 0.16" for 010YR-0.083HR event Inflow = 0.33 cfs @ 11.96 hrs, Volume= 0.014 af Outflow = 0.33 cfs @ 11.96 hrs, Volume= 0.014 af, Atten= 0%, Lag= 0.0 min Primary = 0.33 cfs @ 11.96 hrs, Volume= 0.014 af Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 812.42' @ 11.96 hrs Surf.Area= 0.031 ac Storage= 0.000 af Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 0.0 min ( 805.1 - 805.1 ) Volume Invert Avail.Storage Storage Description #1A 812.00' 0.000 af 30.27'W x 44.10'L x 8.00'H Field A 0.245 af Overall - 0.245 af Embedded = 0.000 af x 40.0% Voids #2A 812.00' 0.189 af StormTrap ST2 DoubleTrap 7-0 x 4 Inside #1 Inside= 101.7"W x 84.0"H => 53.54 sf x 15.40'L = 824.3 cf Outside= 101.7"W x 96.0"H => 67.83 sf x 15.40'L = 1,044.4 cf 4 Chambers in 2 Rows 16.96' x 30.79' Core + 6.66' Border = 30.27' x 44.10' System 0.189 af Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 812.00'5.3" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.32 cfs @ 11.96 hrs HW=812.41' (Free Discharge) 1=Orifice/Grate (Orifice Controls 0.32 cfs @ 2.18 fps) Page 90 of 168 Type II 24-hr 010YR-0.083HR Rainfall=0.51"2021-009_Existing and Proposed Watersheds_ Printed 11/4/2021Prepared by {enter your company name here} Page 32HydroCAD® 10.10-6a s/n 10212 © 2020 HydroCAD Software Solutions LLC Pond 1P: Underground Detention Inflow Primary Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=1.060 ac Peak Elev=812.42' Storage=0.000 af 0.33 cfs 0.33 cfs Page 91 of 168 Type II 24-hr 010YR-0.167HR Rainfall=0.87"2021-009_Existing and Proposed Watersheds_ Printed 11/4/2021Prepared by {enter your company name here} Page 33HydroCAD® 10.10-6a s/n 10212 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment P-ND: Proposed North [49] Hint: Tc<2dt may require smaller dt Runoff = 0.86 cfs @ 11.96 hrs, Volume= 0.037 af, Depth> 0.42" Routed to Pond 1P : Underground Detention 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 010YR-0.167HR Rainfall=0.87" Area (ac) CN Description 0.170 98 Paved parking, HSG D 0.200 80 >75% Grass cover, Good, HSG D 0.690 98 Roofs, HSG D 1.060 95 Weighted Average 0.200 18.87% Pervious Area 0.860 81.13% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment P-ND: Proposed North Runoff Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)0.95 0.9 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 010YR-0.167HR Rainfall=0.87" Runoff Area=1.060 ac Runoff Volume=0.037 af Runoff Depth>0.42" Tc=5.0 min CN=95 0.86 cfs Page 92 of 168 Type II 24-hr 010YR-0.167HR Rainfall=0.87"2021-009_Existing and Proposed Watersheds_ Printed 11/4/2021Prepared by {enter your company name here} Page 34HydroCAD® 10.10-6a s/n 10212 © 2020 HydroCAD Software Solutions LLC Summary for Pond 1P: Underground Detention [85] Warning: Oscillations may require smaller dt or Finer Routing (severity=75) Inflow Area = 1.060 ac, 81.13% Impervious, Inflow Depth > 0.42" for 010YR-0.167HR event Inflow = 0.86 cfs @ 11.96 hrs, Volume= 0.037 af Outflow = 0.48 cfs @ 12.04 hrs, Volume= 0.037 af, Atten= 44%, Lag= 5.2 min Primary = 0.48 cfs @ 12.04 hrs, Volume= 0.037 af Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 812.65' @ 12.04 hrs Surf.Area= 0.031 ac Storage= 0.004 af Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 1.1 min ( 785.9 - 784.8 ) Volume Invert Avail.Storage Storage Description #1A 812.00' 0.000 af 30.27'W x 44.10'L x 8.00'H Field A 0.245 af Overall - 0.245 af Embedded = 0.000 af x 40.0% Voids #2A 812.00' 0.189 af StormTrap ST2 DoubleTrap 7-0 x 4 Inside #1 Inside= 101.7"W x 84.0"H => 53.54 sf x 15.40'L = 824.3 cf Outside= 101.7"W x 96.0"H => 67.83 sf x 15.40'L = 1,044.4 cf 4 Chambers in 2 Rows 16.96' x 30.79' Core + 6.66' Border = 30.27' x 44.10' System 0.189 af Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 812.00'5.3" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.48 cfs @ 12.04 hrs HW=812.65' (Free Discharge) 1=Orifice/Grate (Orifice Controls 0.48 cfs @ 3.15 fps) Page 93 of 168 Type II 24-hr 010YR-0.167HR Rainfall=0.87"2021-009_Existing and Proposed Watersheds_ Printed 11/4/2021Prepared by {enter your company name here} Page 35HydroCAD® 10.10-6a s/n 10212 © 2020 HydroCAD Software Solutions LLC Pond 1P: Underground Detention Inflow Primary Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)0.95 0.9 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 Inflow Area=1.060 ac Peak Elev=812.65' Storage=0.004 af 0.86 cfs 0.48 cfs Page 94 of 168 Type II 24-hr 010YR-0.5HR Rainfall=1.63"2021-009_Existing and Proposed Watersheds_20 Printed 11/4/2021Prepared by {enter your company name here} Page 36HydroCAD® 10.10-6a s/n 10212 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment P-ND: Proposed North [49] Hint: Tc<2dt may require smaller dt Runoff = 2.08 cfs @ 11.95 hrs, Volume= 0.094 af, Depth> 1.06" Routed to Pond 1P : Underground Detention 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 010YR-0.5HR Rainfall=1.63" Area (ac) CN Description 0.170 98 Paved parking, HSG D 0.200 80 >75% Grass cover, Good, HSG D 0.690 98 Roofs, HSG D 1.060 95 Weighted Average 0.200 18.87% Pervious Area 0.860 81.13% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment P-ND: Proposed North Runoff Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)2 1 0 Type II 24-hr 010YR-0.5HR Rainfall=1.63" Runoff Area=1.060 ac Runoff Volume=0.094 af Runoff Depth>1.06" Tc=5.0 min CN=95 2.08 cfs Page 95 of 168 Type II 24-hr 010YR-0.5HR Rainfall=1.63"2021-009_Existing and Proposed Watersheds_20 Printed 11/4/2021Prepared by {enter your company name here} Page 37HydroCAD® 10.10-6a s/n 10212 © 2020 HydroCAD Software Solutions LLC Summary for Pond 1P: Underground Detention [85] Warning: Oscillations may require smaller dt or Finer Routing (severity=70) Inflow Area = 1.060 ac, 81.13% Impervious, Inflow Depth > 1.06" for 010YR-0.5HR event Inflow = 2.08 cfs @ 11.95 hrs, Volume= 0.094 af Outflow = 0.77 cfs @ 12.07 hrs, Volume= 0.094 af, Atten= 63%, Lag= 7.1 min Primary = 0.77 cfs @ 12.07 hrs, Volume= 0.094 af Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 813.30' @ 12.07 hrs Surf.Area= 0.031 ac Storage= 0.021 af Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 6.8 min ( 770.6 - 763.8 ) Volume Invert Avail.Storage Storage Description #1A 812.00' 0.000 af 30.27'W x 44.10'L x 8.00'H Field A 0.245 af Overall - 0.245 af Embedded = 0.000 af x 40.0% Voids #2A 812.00' 0.189 af StormTrap ST2 DoubleTrap 7-0 x 4 Inside #1 Inside= 101.7"W x 84.0"H => 53.54 sf x 15.40'L = 824.3 cf Outside= 101.7"W x 96.0"H => 67.83 sf x 15.40'L = 1,044.4 cf 4 Chambers in 2 Rows 16.96' x 30.79' Core + 6.66' Border = 30.27' x 44.10' System 0.189 af Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 812.00'5.3" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.76 cfs @ 12.07 hrs HW=813.28' (Free Discharge) 1=Orifice/Grate (Orifice Controls 0.76 cfs @ 4.96 fps) Page 96 of 168 Type II 24-hr 010YR-0.5HR Rainfall=1.63"2021-009_Existing and Proposed Watersheds_20 Printed 11/4/2021Prepared by {enter your company name here} Page 38HydroCAD® 10.10-6a s/n 10212 © 2020 HydroCAD Software Solutions LLC Pond 1P: Underground Detention Inflow Primary Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)2 1 0 Inflow Area=1.060 ac Peak Elev=813.30' Storage=0.021 af 2.08 cfs 0.77 cfs Page 97 of 168 Type II 24-hr 010YR-01.0HR Rainfall=2.03"2021-009_Existing and Proposed Watersheds_2 Printed 11/4/2021Prepared by {enter your company name here} Page 39HydroCAD® 10.10-6a s/n 10212 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment P-ND: Proposed North [49] Hint: Tc<2dt may require smaller dt Runoff = 2.73 cfs @ 11.95 hrs, Volume= 0.125 af, Depth> 1.42" Routed to Pond 1P : Underground Detention 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 010YR-01.0HR Rainfall=2.03" Area (ac) CN Description 0.170 98 Paved parking, HSG D 0.200 80 >75% Grass cover, Good, HSG D 0.690 98 Roofs, HSG D 1.060 95 Weighted Average 0.200 18.87% Pervious Area 0.860 81.13% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment P-ND: Proposed North Runoff Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)3 2 1 0 Type II 24-hr 010YR-01.0HR Rainfall=2.03" Runoff Area=1.060 ac Runoff Volume=0.125 af Runoff Depth>1.42" Tc=5.0 min CN=95 2.73 cfs Page 98 of 168 Type II 24-hr 010YR-01.0HR Rainfall=2.03"2021-009_Existing and Proposed Watersheds_2 Printed 11/4/2021Prepared by {enter your company name here} Page 40HydroCAD® 10.10-6a s/n 10212 © 2020 HydroCAD Software Solutions LLC Summary for Pond 1P: Underground Detention [85] Warning: Oscillations may require smaller dt or Finer Routing (severity=67) Inflow Area = 1.060 ac, 81.13% Impervious, Inflow Depth > 1.42" for 010YR-01.0HR event Inflow = 2.73 cfs @ 11.95 hrs, Volume= 0.125 af Outflow = 0.89 cfs @ 12.08 hrs, Volume= 0.125 af, Atten= 67%, Lag= 7.6 min Primary = 0.89 cfs @ 12.08 hrs, Volume= 0.125 af Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 813.68' @ 12.08 hrs Surf.Area= 0.031 ac Storage= 0.032 af Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 9.8 min ( 767.0 - 757.2 ) Volume Invert Avail.Storage Storage Description #1A 812.00' 0.000 af 30.27'W x 44.10'L x 8.00'H Field A 0.245 af Overall - 0.245 af Embedded = 0.000 af x 40.0% Voids #2A 812.00' 0.189 af StormTrap ST2 DoubleTrap 7-0 x 4 Inside #1 Inside= 101.7"W x 84.0"H => 53.54 sf x 15.40'L = 824.3 cf Outside= 101.7"W x 96.0"H => 67.83 sf x 15.40'L = 1,044.4 cf 4 Chambers in 2 Rows 16.96' x 30.79' Core + 6.66' Border = 30.27' x 44.10' System 0.189 af Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 812.00'5.3" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.89 cfs @ 12.08 hrs HW=813.68' (Free Discharge) 1=Orifice/Grate (Orifice Controls 0.89 cfs @ 5.81 fps) Page 99 of 168 Type II 24-hr 010YR-01.0HR Rainfall=2.03"2021-009_Existing and Proposed Watersheds_2 Printed 11/4/2021Prepared by {enter your company name here} Page 41HydroCAD® 10.10-6a s/n 10212 © 2020 HydroCAD Software Solutions LLC Pond 1P: Underground Detention Inflow Primary Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)3 2 1 0 Inflow Area=1.060 ac Peak Elev=813.68' Storage=0.032 af 2.73 cfs 0.89 cfs Page 100 of 168 Type II 24-hr 010YR-02.0HR Rainfall=2.22"2021-009_Existing and Proposed Watersheds_2 Printed 11/4/2021Prepared by {enter your company name here} Page 42HydroCAD® 10.10-6a s/n 10212 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment P-ND: Proposed North [49] Hint: Tc<2dt may require smaller dt Runoff = 3.03 cfs @ 11.95 hrs, Volume= 0.140 af, Depth> 1.59" Routed to Pond 1P : Underground Detention 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 010YR-02.0HR Rainfall=2.22" Area (ac) CN Description 0.170 98 Paved parking, HSG D 0.200 80 >75% Grass cover, Good, HSG D 0.690 98 Roofs, HSG D 1.060 95 Weighted Average 0.200 18.87% Pervious Area 0.860 81.13% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment P-ND: Proposed North Runoff Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)3 2 1 0 Type II 24-hr 010YR-02.0HR Rainfall=2.22" Runoff Area=1.060 ac Runoff Volume=0.140 af Runoff Depth>1.59" Tc=5.0 min CN=95 3.03 cfs Page 101 of 168 Type II 24-hr 010YR-02.0HR Rainfall=2.22"2021-009_Existing and Proposed Watersheds_2 Printed 11/4/2021Prepared by {enter your company name here} Page 43HydroCAD® 10.10-6a s/n 10212 © 2020 HydroCAD Software Solutions LLC Summary for Pond 1P: Underground Detention [82] Warning: Early inflow requires earlier time span [85] Warning: Oscillations may require smaller dt or Finer Routing (severity=66) Inflow Area = 1.060 ac, 81.13% Impervious, Inflow Depth > 1.59" for 010YR-02.0HR event Inflow = 3.03 cfs @ 11.95 hrs, Volume= 0.140 af Outflow = 0.95 cfs @ 12.08 hrs, Volume= 0.140 af, Atten= 69%, Lag= 7.8 min Primary = 0.95 cfs @ 12.08 hrs, Volume= 0.140 af Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 813.88' @ 12.08 hrs Surf.Area= 0.031 ac Storage= 0.037 af Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 10.9 min ( 765.6 - 754.7 ) Volume Invert Avail.Storage Storage Description #1A 812.00' 0.000 af 30.27'W x 44.10'L x 8.00'H Field A 0.245 af Overall - 0.245 af Embedded = 0.000 af x 40.0% Voids #2A 812.00' 0.189 af StormTrap ST2 DoubleTrap 7-0 x 4 Inside #1 Inside= 101.7"W x 84.0"H => 53.54 sf x 15.40'L = 824.3 cf Outside= 101.7"W x 96.0"H => 67.83 sf x 15.40'L = 1,044.4 cf 4 Chambers in 2 Rows 16.96' x 30.79' Core + 6.66' Border = 30.27' x 44.10' System 0.189 af Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 812.00'5.3" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.95 cfs @ 12.08 hrs HW=813.87' (Free Discharge) 1=Orifice/Grate (Orifice Controls 0.95 cfs @ 6.19 fps) Page 102 of 168 Type II 24-hr 010YR-02.0HR Rainfall=2.22"2021-009_Existing and Proposed Watersheds_2 Printed 11/4/2021Prepared by {enter your company name here} Page 44HydroCAD® 10.10-6a s/n 10212 © 2020 HydroCAD Software Solutions LLC Pond 1P: Underground Detention Inflow Primary Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)3 2 1 0 Inflow Area=1.060 ac Peak Elev=813.88' Storage=0.037 af 3.03 cfs 0.95 cfs Page 103 of 168 Type II 24-hr 010YR-03.0HR Rainfall=2.52"2021-009_Existing and Proposed Watersheds_2 Printed 11/4/2021Prepared by {enter your company name here} Page 45HydroCAD® 10.10-6a s/n 10212 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment P-ND: Proposed North [49] Hint: Tc<2dt may require smaller dt Runoff = 3.52 cfs @ 11.95 hrs, Volume= 0.164 af, Depth> 1.86" Routed to Pond 1P : Underground Detention 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 010YR-03.0HR Rainfall=2.52" Area (ac) CN Description 0.170 98 Paved parking, HSG D 0.200 80 >75% Grass cover, Good, HSG D 0.690 98 Roofs, HSG D 1.060 95 Weighted Average 0.200 18.87% Pervious Area 0.860 81.13% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment P-ND: Proposed North Runoff Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)3 2 1 0 Type II 24-hr 010YR-03.0HR Rainfall=2.52" Runoff Area=1.060 ac Runoff Volume=0.164 af Runoff Depth>1.86" Tc=5.0 min CN=95 3.52 cfs Page 104 of 168 Type II 24-hr 010YR-03.0HR Rainfall=2.52"2021-009_Existing and Proposed Watersheds_2 Printed 11/4/2021Prepared by {enter your company name here} Page 46HydroCAD® 10.10-6a s/n 10212 © 2020 HydroCAD Software Solutions LLC Summary for Pond 1P: Underground Detention [82] Warning: Early inflow requires earlier time span [85] Warning: Oscillations may require smaller dt or Finer Routing (severity=64) Inflow Area = 1.060 ac, 81.13% Impervious, Inflow Depth > 1.86" for 010YR-03.0HR event Inflow = 3.52 cfs @ 11.95 hrs, Volume= 0.164 af Outflow = 1.04 cfs @ 12.09 hrs, Volume= 0.164 af, Atten= 71%, Lag= 8.2 min Primary = 1.04 cfs @ 12.09 hrs, Volume= 0.164 af Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 814.19' @ 12.09 hrs Surf.Area= 0.031 ac Storage= 0.046 af Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 12.5 min ( 764.0 - 751.5 ) Volume Invert Avail.Storage Storage Description #1A 812.00' 0.000 af 30.27'W x 44.10'L x 8.00'H Field A 0.245 af Overall - 0.245 af Embedded = 0.000 af x 40.0% Voids #2A 812.00' 0.189 af StormTrap ST2 DoubleTrap 7-0 x 4 Inside #1 Inside= 101.7"W x 84.0"H => 53.54 sf x 15.40'L = 824.3 cf Outside= 101.7"W x 96.0"H => 67.83 sf x 15.40'L = 1,044.4 cf 4 Chambers in 2 Rows 16.96' x 30.79' Core + 6.66' Border = 30.27' x 44.10' System 0.189 af Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 812.00'5.3" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=1.03 cfs @ 12.09 hrs HW=814.18' (Free Discharge) 1=Orifice/Grate (Orifice Controls 1.03 cfs @ 6.75 fps) Page 105 of 168 Type II 24-hr 010YR-03.0HR Rainfall=2.52"2021-009_Existing and Proposed Watersheds_2 Printed 11/4/2021Prepared by {enter your company name here} Page 47HydroCAD® 10.10-6a s/n 10212 © 2020 HydroCAD Software Solutions LLC Pond 1P: Underground Detention Inflow Primary Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)3 2 1 0 Inflow Area=1.060 ac Peak Elev=814.19' Storage=0.046 af 3.52 cfs 1.04 cfs Page 106 of 168 Type II 24-hr 010YR-06.0HR Rainfall=3.00"2021-009_Existing and Proposed Watersheds_2 Printed 11/4/2021Prepared by {enter your company name here} Page 48HydroCAD® 10.10-6a s/n 10212 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment P-ND: Proposed North [49] Hint: Tc<2dt may require smaller dt Runoff = 4.28 cfs @ 11.95 hrs, Volume= 0.203 af, Depth> 2.30" Routed to Pond 1P : Underground Detention 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 010YR-06.0HR Rainfall=3.00" Area (ac) CN Description 0.170 98 Paved parking, HSG D 0.200 80 >75% Grass cover, Good, HSG D 0.690 98 Roofs, HSG D 1.060 95 Weighted Average 0.200 18.87% Pervious Area 0.860 81.13% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment P-ND: Proposed North Runoff Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)4 3 2 1 0 Type II 24-hr 010YR-06.0HR Rainfall=3.00" Runoff Area=1.060 ac Runoff Volume=0.203 af Runoff Depth>2.30" Tc=5.0 min CN=95 4.28 cfs Page 107 of 168 Type II 24-hr 010YR-06.0HR Rainfall=3.00"2021-009_Existing and Proposed Watersheds_2 Printed 11/4/2021Prepared by {enter your company name here} Page 49HydroCAD® 10.10-6a s/n 10212 © 2020 HydroCAD Software Solutions LLC Summary for Pond 1P: Underground Detention [82] Warning: Early inflow requires earlier time span [85] Warning: Oscillations may require smaller dt or Finer Routing (severity=62) Inflow Area = 1.060 ac, 81.13% Impervious, Inflow Depth > 2.30" for 010YR-06.0HR event Inflow = 4.28 cfs @ 11.95 hrs, Volume= 0.203 af Outflow = 1.16 cfs @ 12.10 hrs, Volume= 0.203 af, Atten= 73%, Lag= 8.7 min Primary = 1.16 cfs @ 12.10 hrs, Volume= 0.203 af Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 814.70' @ 12.10 hrs Surf.Area= 0.031 ac Storage= 0.059 af Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 14.7 min ( 762.1 - 747.5 ) Volume Invert Avail.Storage Storage Description #1A 812.00' 0.000 af 30.27'W x 44.10'L x 8.00'H Field A 0.245 af Overall - 0.245 af Embedded = 0.000 af x 40.0% Voids #2A 812.00' 0.189 af StormTrap ST2 DoubleTrap 7-0 x 4 Inside #1 Inside= 101.7"W x 84.0"H => 53.54 sf x 15.40'L = 824.3 cf Outside= 101.7"W x 96.0"H => 67.83 sf x 15.40'L = 1,044.4 cf 4 Chambers in 2 Rows 16.96' x 30.79' Core + 6.66' Border = 30.27' x 44.10' System 0.189 af Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 812.00'5.3" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=1.16 cfs @ 12.10 hrs HW=814.70' (Free Discharge) 1=Orifice/Grate (Orifice Controls 1.16 cfs @ 7.58 fps) Page 108 of 168 Type II 24-hr 010YR-06.0HR Rainfall=3.00"2021-009_Existing and Proposed Watersheds_2 Printed 11/4/2021Prepared by {enter your company name here} Page 50HydroCAD® 10.10-6a s/n 10212 © 2020 HydroCAD Software Solutions LLC Pond 1P: Underground Detention Inflow Primary Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)4 3 2 1 0 Inflow Area=1.060 ac Peak Elev=814.70' Storage=0.059 af 4.28 cfs 1.16 cfs Page 109 of 168 Type II 24-hr 010YR-12.0HR Rainfall=3.48"2021-009_Existing and Proposed Watersheds_2 Printed 11/4/2021Prepared by {enter your company name here} Page 51HydroCAD® 10.10-6a s/n 10212 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment P-ND: Proposed North [49] Hint: Tc<2dt may require smaller dt Runoff = 5.05 cfs @ 11.95 hrs, Volume= 0.242 af, Depth> 2.73" Routed to Pond 1P : Underground Detention 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 010YR-12.0HR Rainfall=3.48" Area (ac) CN Description 0.170 98 Paved parking, HSG D 0.200 80 >75% Grass cover, Good, HSG D 0.690 98 Roofs, HSG D 1.060 95 Weighted Average 0.200 18.87% Pervious Area 0.860 81.13% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment P-ND: Proposed North Runoff Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)5 4 3 2 1 0 Type II 24-hr 010YR-12.0HR Rainfall=3.48" Runoff Area=1.060 ac Runoff Volume=0.242 af Runoff Depth>2.73" Tc=5.0 min CN=95 5.05 cfs Page 110 of 168 Type II 24-hr 010YR-12.0HR Rainfall=3.48"2021-009_Existing and Proposed Watersheds_2 Printed 11/4/2021Prepared by {enter your company name here} Page 52HydroCAD® 10.10-6a s/n 10212 © 2020 HydroCAD Software Solutions LLC Summary for Pond 1P: Underground Detention [82] Warning: Early inflow requires earlier time span [85] Warning: Oscillations may require smaller dt or Finer Routing (severity=60) Inflow Area = 1.060 ac, 81.13% Impervious, Inflow Depth > 2.73" for 010YR-12.0HR event Inflow = 5.05 cfs @ 11.95 hrs, Volume= 0.242 af Outflow = 1.28 cfs @ 12.10 hrs, Volume= 0.242 af, Atten= 75%, Lag= 9.0 min Primary = 1.28 cfs @ 12.10 hrs, Volume= 0.242 af Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 815.23' @ 12.10 hrs Surf.Area= 0.031 ac Storage= 0.073 af Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 17.0 min ( 761.4 - 744.4 ) Volume Invert Avail.Storage Storage Description #1A 812.00' 0.000 af 30.27'W x 44.10'L x 8.00'H Field A 0.245 af Overall - 0.245 af Embedded = 0.000 af x 40.0% Voids #2A 812.00' 0.189 af StormTrap ST2 DoubleTrap 7-0 x 4 Inside #1 Inside= 101.7"W x 84.0"H => 53.54 sf x 15.40'L = 824.3 cf Outside= 101.7"W x 96.0"H => 67.83 sf x 15.40'L = 1,044.4 cf 4 Chambers in 2 Rows 16.96' x 30.79' Core + 6.66' Border = 30.27' x 44.10' System 0.189 af Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 812.00'5.3" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=1.28 cfs @ 12.10 hrs HW=815.22' (Free Discharge) 1=Orifice/Grate (Orifice Controls 1.28 cfs @ 8.34 fps) Page 111 of 168 Type II 24-hr 010YR-12.0HR Rainfall=3.48"2021-009_Existing and Proposed Watersheds_2 Printed 11/4/2021Prepared by {enter your company name here} Page 53HydroCAD® 10.10-6a s/n 10212 © 2020 HydroCAD Software Solutions LLC Pond 1P: Underground Detention Inflow Primary Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)5 4 3 2 1 0 Inflow Area=1.060 ac Peak Elev=815.23' Storage=0.073 af 5.05 cfs 1.28 cfs Page 112 of 168 Type II 24-hr 010YR-24.0HR Rainfall=3.84"2021-009_Existing and Proposed Watersheds_2 Printed 11/4/2021Prepared by {enter your company name here} Page 54HydroCAD® 10.10-6a s/n 10212 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment P-ND: Proposed North [49] Hint: Tc<2dt may require smaller dt Runoff = 5.61 cfs @ 11.95 hrs, Volume= 0.271 af, Depth> 3.06" Routed to Pond 1P : Underground Detention 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 010YR-24.0HR Rainfall=3.84" Area (ac) CN Description 0.170 98 Paved parking, HSG D 0.200 80 >75% Grass cover, Good, HSG D 0.690 98 Roofs, HSG D 1.060 95 Weighted Average 0.200 18.87% Pervious Area 0.860 81.13% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment P-ND: Proposed North Runoff Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)6 5 4 3 2 1 0 Type II 24-hr 010YR-24.0HR Rainfall=3.84" Runoff Area=1.060 ac Runoff Volume=0.271 af Runoff Depth>3.06" Tc=5.0 min CN=95 5.61 cfs Page 113 of 168 Type II 24-hr 010YR-24.0HR Rainfall=3.84"2021-009_Existing and Proposed Watersheds_2 Printed 11/4/2021Prepared by {enter your company name here} Page 55HydroCAD® 10.10-6a s/n 10212 © 2020 HydroCAD Software Solutions LLC Summary for Pond 1P: Underground Detention [82] Warning: Early inflow requires earlier time span [85] Warning: Oscillations may require smaller dt or Finer Routing (severity=58) Inflow Area = 1.060 ac, 81.13% Impervious, Inflow Depth > 3.06" for 010YR-24.0HR event Inflow = 5.61 cfs @ 11.95 hrs, Volume= 0.271 af Outflow = 1.36 cfs @ 12.10 hrs, Volume= 0.271 af, Atten= 76%, Lag= 9.2 min Primary = 1.36 cfs @ 12.10 hrs, Volume= 0.271 af Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 815.62' @ 12.10 hrs Surf.Area= 0.031 ac Storage= 0.084 af Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 18.9 min ( 761.5 - 742.6 ) Volume Invert Avail.Storage Storage Description #1A 812.00' 0.000 af 30.27'W x 44.10'L x 8.00'H Field A 0.245 af Overall - 0.245 af Embedded = 0.000 af x 40.0% Voids #2A 812.00' 0.189 af StormTrap ST2 DoubleTrap 7-0 x 4 Inside #1 Inside= 101.7"W x 84.0"H => 53.54 sf x 15.40'L = 824.3 cf Outside= 101.7"W x 96.0"H => 67.83 sf x 15.40'L = 1,044.4 cf 4 Chambers in 2 Rows 16.96' x 30.79' Core + 6.66' Border = 30.27' x 44.10' System 0.189 af Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 812.00'5.3" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=1.36 cfs @ 12.10 hrs HW=815.62' (Free Discharge) 1=Orifice/Grate (Orifice Controls 1.36 cfs @ 8.88 fps) Page 114 of 168 Type II 24-hr 010YR-24.0HR Rainfall=3.84"2021-009_Existing and Proposed Watersheds_2 Printed 11/4/2021Prepared by {enter your company name here} Page 56HydroCAD® 10.10-6a s/n 10212 © 2020 HydroCAD Software Solutions LLC Pond 1P: Underground Detention Inflow Primary Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)6 5 4 3 2 1 0 Inflow Area=1.060 ac Peak Elev=815.62' Storage=0.084 af 5.61 cfs 1.36 cfs Page 115 of 168 Type II 24-hr 100YR-0.083HR Rainfall=0.76"2021-009_Existing and Proposed Watersheds_ Printed 11/4/2021Prepared by {enter your company name here} Page 57HydroCAD® 10.10-6a s/n 10212 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment P-ND: Proposed North [49] Hint: Tc<2dt may require smaller dt Runoff = 0.69 cfs @ 11.96 hrs, Volume= 0.029 af, Depth> 0.33" Routed to Pond 1P : Underground Detention 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 100YR-0.083HR Rainfall=0.76" Area (ac) CN Description 0.170 98 Paved parking, HSG D 0.200 80 >75% Grass cover, Good, HSG D 0.690 98 Roofs, HSG D 1.060 95 Weighted Average 0.200 18.87% Pervious Area 0.860 81.13% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment P-ND: Proposed North Runoff Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)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 100YR-0.083HR Rainfall=0.76" Runoff Area=1.060 ac Runoff Volume=0.029 af Runoff Depth>0.33" Tc=5.0 min CN=95 0.69 cfs Page 116 of 168 Type II 24-hr 100YR-0.083HR Rainfall=0.76"2021-009_Existing and Proposed Watersheds_ Printed 11/4/2021Prepared by {enter your company name here} Page 58HydroCAD® 10.10-6a s/n 10212 © 2020 HydroCAD Software Solutions LLC Summary for Pond 1P: Underground Detention [85] Warning: Oscillations may require smaller dt or Finer Routing (severity=76) Inflow Area = 1.060 ac, 81.13% Impervious, Inflow Depth > 0.33" for 100YR-0.083HR event Inflow = 0.69 cfs @ 11.96 hrs, Volume= 0.029 af Outflow = 0.44 cfs @ 12.03 hrs, Volume= 0.030 af, Atten= 36%, Lag= 4.4 min Primary = 0.44 cfs @ 12.03 hrs, Volume= 0.030 af Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 812.58' @ 12.03 hrs Surf.Area= 0.031 ac Storage= 0.002 af Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 0.3 min ( 789.9 - 789.6 ) Volume Invert Avail.Storage Storage Description #1A 812.00' 0.000 af 30.27'W x 44.10'L x 8.00'H Field A 0.245 af Overall - 0.245 af Embedded = 0.000 af x 40.0% Voids #2A 812.00' 0.189 af StormTrap ST2 DoubleTrap 7-0 x 4 Inside #1 Inside= 101.7"W x 84.0"H => 53.54 sf x 15.40'L = 824.3 cf Outside= 101.7"W x 96.0"H => 67.83 sf x 15.40'L = 1,044.4 cf 4 Chambers in 2 Rows 16.96' x 30.79' Core + 6.66' Border = 30.27' x 44.10' System 0.189 af Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 812.00'5.3" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.44 cfs @ 12.03 hrs HW=812.58' (Free Discharge) 1=Orifice/Grate (Orifice Controls 0.44 cfs @ 2.88 fps) Page 117 of 168 Type II 24-hr 100YR-0.083HR Rainfall=0.76"2021-009_Existing and Proposed Watersheds_ Printed 11/4/2021Prepared by {enter your company name here} Page 59HydroCAD® 10.10-6a s/n 10212 © 2020 HydroCAD Software Solutions LLC Pond 1P: Underground Detention Inflow Primary Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)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 Inflow Area=1.060 ac Peak Elev=812.58' Storage=0.002 af 0.69 cfs 0.44 cfs Page 118 of 168 Type II 24-hr 100YR-0.167HR Rainfall=1.30"2021-009_Existing and Proposed Watersheds_ Printed 11/4/2021Prepared by {enter your company name here} Page 60HydroCAD® 10.10-6a s/n 10212 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment P-ND: Proposed North [49] Hint: Tc<2dt may require smaller dt Runoff = 1.55 cfs @ 11.95 hrs, Volume= 0.068 af, Depth> 0.77" Routed to Pond 1P : Underground Detention 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 100YR-0.167HR Rainfall=1.30" Area (ac) CN Description 0.170 98 Paved parking, HSG D 0.200 80 >75% Grass cover, Good, HSG D 0.690 98 Roofs, HSG D 1.060 95 Weighted Average 0.200 18.87% Pervious Area 0.860 81.13% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment P-ND: Proposed North Runoff Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)1 0 Type II 24-hr 100YR-0.167HR Rainfall=1.30" Runoff Area=1.060 ac Runoff Volume=0.068 af Runoff Depth>0.77" Tc=5.0 min CN=95 1.55 cfs Page 119 of 168 Type II 24-hr 100YR-0.167HR Rainfall=1.30"2021-009_Existing and Proposed Watersheds_ Printed 11/4/2021Prepared by {enter your company name here} Page 61HydroCAD® 10.10-6a s/n 10212 © 2020 HydroCAD Software Solutions LLC Summary for Pond 1P: Underground Detention [85] Warning: Oscillations may require smaller dt or Finer Routing (severity=72) Inflow Area = 1.060 ac, 81.13% Impervious, Inflow Depth > 0.77" for 100YR-0.167HR event Inflow = 1.55 cfs @ 11.95 hrs, Volume= 0.068 af Outflow = 0.65 cfs @ 12.06 hrs, Volume= 0.069 af, Atten= 58%, Lag= 6.6 min Primary = 0.65 cfs @ 12.06 hrs, Volume= 0.069 af Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 812.99' @ 12.06 hrs Surf.Area= 0.031 ac Storage= 0.013 af Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 4.3 min ( 775.5 - 771.2 ) Volume Invert Avail.Storage Storage Description #1A 812.00' 0.000 af 30.27'W x 44.10'L x 8.00'H Field A 0.245 af Overall - 0.245 af Embedded = 0.000 af x 40.0% Voids #2A 812.00' 0.189 af StormTrap ST2 DoubleTrap 7-0 x 4 Inside #1 Inside= 101.7"W x 84.0"H => 53.54 sf x 15.40'L = 824.3 cf Outside= 101.7"W x 96.0"H => 67.83 sf x 15.40'L = 1,044.4 cf 4 Chambers in 2 Rows 16.96' x 30.79' Core + 6.66' Border = 30.27' x 44.10' System 0.189 af Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 812.00'5.3" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.64 cfs @ 12.06 hrs HW=812.98' (Free Discharge) 1=Orifice/Grate (Orifice Controls 0.64 cfs @ 4.20 fps) Page 120 of 168 Type II 24-hr 100YR-0.167HR Rainfall=1.30"2021-009_Existing and Proposed Watersheds_ Printed 11/4/2021Prepared by {enter your company name here} Page 62HydroCAD® 10.10-6a s/n 10212 © 2020 HydroCAD Software Solutions LLC Pond 1P: Underground Detention Inflow Primary Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)1 0 Inflow Area=1.060 ac Peak Elev=812.99' Storage=0.013 af 1.55 cfs 0.65 cfs Page 121 of 168 Type II 24-hr 100YR-0.5HR Rainfall=2.42"2021-009_Existing and Proposed Watersheds_20 Printed 11/4/2021Prepared by {enter your company name here} Page 63HydroCAD® 10.10-6a s/n 10212 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment P-ND: Proposed North [49] Hint: Tc<2dt may require smaller dt Runoff = 3.35 cfs @ 11.95 hrs, Volume= 0.156 af, Depth> 1.77" Routed to Pond 1P : Underground Detention 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 100YR-0.5HR Rainfall=2.42" Area (ac) CN Description 0.170 98 Paved parking, HSG D 0.200 80 >75% Grass cover, Good, HSG D 0.690 98 Roofs, HSG D 1.060 95 Weighted Average 0.200 18.87% Pervious Area 0.860 81.13% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment P-ND: Proposed North Runoff Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)3 2 1 0 Type II 24-hr 100YR-0.5HR Rainfall=2.42" Runoff Area=1.060 ac Runoff Volume=0.156 af Runoff Depth>1.77" Tc=5.0 min CN=95 3.35 cfs Page 122 of 168 Type II 24-hr 100YR-0.5HR Rainfall=2.42"2021-009_Existing and Proposed Watersheds_20 Printed 11/4/2021Prepared by {enter your company name here} Page 64HydroCAD® 10.10-6a s/n 10212 © 2020 HydroCAD Software Solutions LLC Summary for Pond 1P: Underground Detention [82] Warning: Early inflow requires earlier time span [85] Warning: Oscillations may require smaller dt or Finer Routing (severity=65) Inflow Area = 1.060 ac, 81.13% Impervious, Inflow Depth > 1.77" for 100YR-0.5HR event Inflow = 3.35 cfs @ 11.95 hrs, Volume= 0.156 af Outflow = 1.01 cfs @ 12.09 hrs, Volume= 0.156 af, Atten= 70%, Lag= 8.1 min Primary = 1.01 cfs @ 12.09 hrs, Volume= 0.156 af Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 814.09' @ 12.09 hrs Surf.Area= 0.031 ac Storage= 0.043 af Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 11.5 min ( 764.0 - 752.5 ) Volume Invert Avail.Storage Storage Description #1A 812.00' 0.000 af 30.27'W x 44.10'L x 8.00'H Field A 0.245 af Overall - 0.245 af Embedded = 0.000 af x 40.0% Voids #2A 812.00' 0.189 af StormTrap ST2 DoubleTrap 7-0 x 4 Inside #1 Inside= 101.7"W x 84.0"H => 53.54 sf x 15.40'L = 824.3 cf Outside= 101.7"W x 96.0"H => 67.83 sf x 15.40'L = 1,044.4 cf 4 Chambers in 2 Rows 16.96' x 30.79' Core + 6.66' Border = 30.27' x 44.10' System 0.189 af Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 812.00'5.3" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=1.01 cfs @ 12.09 hrs HW=814.08' (Free Discharge) 1=Orifice/Grate (Orifice Controls 1.01 cfs @ 6.56 fps) Page 123 of 168 Type II 24-hr 100YR-0.5HR Rainfall=2.42"2021-009_Existing and Proposed Watersheds_20 Printed 11/4/2021Prepared by {enter your company name here} Page 65HydroCAD® 10.10-6a s/n 10212 © 2020 HydroCAD Software Solutions LLC Pond 1P: Underground Detention Inflow Primary Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)3 2 1 0 Inflow Area=1.060 ac Peak Elev=814.09' Storage=0.043 af 3.35 cfs 1.01 cfs Page 124 of 168 Type II 24-hr 100YR-01.0HR Rainfall=3.03"2021-009_Existing and Proposed Watersheds_2 Printed 11/4/2021Prepared by {enter your company name here} Page 66HydroCAD® 10.10-6a s/n 10212 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment P-ND: Proposed North [49] Hint: Tc<2dt may require smaller dt Runoff = 4.33 cfs @ 11.95 hrs, Volume= 0.205 af, Depth> 2.32" Routed to Pond 1P : Underground Detention 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 100YR-01.0HR Rainfall=3.03" Area (ac) CN Description 0.170 98 Paved parking, HSG D 0.200 80 >75% Grass cover, Good, HSG D 0.690 98 Roofs, HSG D 1.060 95 Weighted Average 0.200 18.87% Pervious Area 0.860 81.13% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment P-ND: Proposed North Runoff Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)4 3 2 1 0 Type II 24-hr 100YR-01.0HR Rainfall=3.03" Runoff Area=1.060 ac Runoff Volume=0.205 af Runoff Depth>2.32" Tc=5.0 min CN=95 4.33 cfs Page 125 of 168 Type II 24-hr 100YR-01.0HR Rainfall=3.03"2021-009_Existing and Proposed Watersheds_2 Printed 11/4/2021Prepared by {enter your company name here} Page 67HydroCAD® 10.10-6a s/n 10212 © 2020 HydroCAD Software Solutions LLC Summary for Pond 1P: Underground Detention [82] Warning: Early inflow requires earlier time span [85] Warning: Oscillations may require smaller dt or Finer Routing (severity=62) Inflow Area = 1.060 ac, 81.13% Impervious, Inflow Depth > 2.32" for 100YR-01.0HR event Inflow = 4.33 cfs @ 11.95 hrs, Volume= 0.205 af Outflow = 1.17 cfs @ 12.10 hrs, Volume= 0.205 af, Atten= 73%, Lag= 8.7 min Primary = 1.17 cfs @ 12.10 hrs, Volume= 0.205 af Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 814.74' @ 12.10 hrs Surf.Area= 0.031 ac Storage= 0.060 af Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 14.9 min ( 762.1 - 747.3 ) Volume Invert Avail.Storage Storage Description #1A 812.00' 0.000 af 30.27'W x 44.10'L x 8.00'H Field A 0.245 af Overall - 0.245 af Embedded = 0.000 af x 40.0% Voids #2A 812.00' 0.189 af StormTrap ST2 DoubleTrap 7-0 x 4 Inside #1 Inside= 101.7"W x 84.0"H => 53.54 sf x 15.40'L = 824.3 cf Outside= 101.7"W x 96.0"H => 67.83 sf x 15.40'L = 1,044.4 cf 4 Chambers in 2 Rows 16.96' x 30.79' Core + 6.66' Border = 30.27' x 44.10' System 0.189 af Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 812.00'5.3" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=1.17 cfs @ 12.10 hrs HW=814.73' (Free Discharge) 1=Orifice/Grate (Orifice Controls 1.17 cfs @ 7.63 fps) Page 126 of 168 Type II 24-hr 100YR-01.0HR Rainfall=3.03"2021-009_Existing and Proposed Watersheds_2 Printed 11/4/2021Prepared by {enter your company name here} Page 68HydroCAD® 10.10-6a s/n 10212 © 2020 HydroCAD Software Solutions LLC Pond 1P: Underground Detention Inflow Primary Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)4 3 2 1 0 Inflow Area=1.060 ac Peak Elev=814.74' Storage=0.060 af 4.33 cfs 1.17 cfs Page 127 of 168 Type II 24-hr 100YR-02.0HR Rainfall=3.74"2021-009_Existing and Proposed Watersheds_2 Printed 11/4/2021Prepared by {enter your company name here} Page 69HydroCAD® 10.10-6a s/n 10212 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment P-ND: Proposed North [49] Hint: Tc<2dt may require smaller dt Runoff = 5.46 cfs @ 11.95 hrs, Volume= 0.263 af, Depth> 2.97" Routed to Pond 1P : Underground Detention 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 100YR-02.0HR Rainfall=3.74" Area (ac) CN Description 0.170 98 Paved parking, HSG D 0.200 80 >75% Grass cover, Good, HSG D 0.690 98 Roofs, HSG D 1.060 95 Weighted Average 0.200 18.87% Pervious Area 0.860 81.13% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment P-ND: Proposed North Runoff Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)6 5 4 3 2 1 0 Type II 24-hr 100YR-02.0HR Rainfall=3.74" Runoff Area=1.060 ac Runoff Volume=0.263 af Runoff Depth>2.97" Tc=5.0 min CN=95 5.46 cfs Page 128 of 168 Type II 24-hr 100YR-02.0HR Rainfall=3.74"2021-009_Existing and Proposed Watersheds_2 Printed 11/4/2021Prepared by {enter your company name here} Page 70HydroCAD® 10.10-6a s/n 10212 © 2020 HydroCAD Software Solutions LLC Summary for Pond 1P: Underground Detention [82] Warning: Early inflow requires earlier time span [85] Warning: Oscillations may require smaller dt or Finer Routing (severity=59) Inflow Area = 1.060 ac, 81.13% Impervious, Inflow Depth > 2.97" for 100YR-02.0HR event Inflow = 5.46 cfs @ 11.95 hrs, Volume= 0.263 af Outflow = 1.34 cfs @ 12.10 hrs, Volume= 0.262 af, Atten= 75%, Lag= 9.2 min Primary = 1.34 cfs @ 12.10 hrs, Volume= 0.262 af Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 815.51' @ 12.10 hrs Surf.Area= 0.031 ac Storage= 0.081 af Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 18.0 min ( 761.0 - 743.1 ) Volume Invert Avail.Storage Storage Description #1A 812.00' 0.000 af 30.27'W x 44.10'L x 8.00'H Field A 0.245 af Overall - 0.245 af Embedded = 0.000 af x 40.0% Voids #2A 812.00' 0.189 af StormTrap ST2 DoubleTrap 7-0 x 4 Inside #1 Inside= 101.7"W x 84.0"H => 53.54 sf x 15.40'L = 824.3 cf Outside= 101.7"W x 96.0"H => 67.83 sf x 15.40'L = 1,044.4 cf 4 Chambers in 2 Rows 16.96' x 30.79' Core + 6.66' Border = 30.27' x 44.10' System 0.189 af Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 812.00'5.3" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=1.34 cfs @ 12.10 hrs HW=815.51' (Free Discharge) 1=Orifice/Grate (Orifice Controls 1.34 cfs @ 8.73 fps) Page 129 of 168 Type II 24-hr 100YR-02.0HR Rainfall=3.74"2021-009_Existing and Proposed Watersheds_2 Printed 11/4/2021Prepared by {enter your company name here} Page 71HydroCAD® 10.10-6a s/n 10212 © 2020 HydroCAD Software Solutions LLC Pond 1P: Underground Detention Inflow Primary Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)6 5 4 3 2 1 0 Inflow Area=1.060 ac Peak Elev=815.51' Storage=0.081 af 5.46 cfs 1.34 cfs Page 130 of 168 Type II 24-hr 100YR-03.0HR Rainfall=4.26"2021-009_Existing and Proposed Watersheds_2 Printed 11/4/2021Prepared by {enter your company name here} Page 72HydroCAD® 10.10-6a s/n 10212 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment P-ND: Proposed North [49] Hint: Tc<2dt may require smaller dt Runoff = 6.28 cfs @ 11.95 hrs, Volume= 0.305 af, Depth> 3.45" Routed to Pond 1P : Underground Detention 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 100YR-03.0HR Rainfall=4.26" Area (ac) CN Description 0.170 98 Paved parking, HSG D 0.200 80 >75% Grass cover, Good, HSG D 0.690 98 Roofs, HSG D 1.060 95 Weighted Average 0.200 18.87% Pervious Area 0.860 81.13% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment P-ND: Proposed North Runoff Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)7 6 5 4 3 2 1 0 Type II 24-hr 100YR-03.0HR Rainfall=4.26" Runoff Area=1.060 ac Runoff Volume=0.305 af Runoff Depth>3.45" Tc=5.0 min CN=95 6.28 cfs Page 131 of 168 Type II 24-hr 100YR-03.0HR Rainfall=4.26"2021-009_Existing and Proposed Watersheds_2 Printed 11/4/2021Prepared by {enter your company name here} Page 73HydroCAD® 10.10-6a s/n 10212 © 2020 HydroCAD Software Solutions LLC Summary for Pond 1P: Underground Detention [82] Warning: Early inflow requires earlier time span [85] Warning: Oscillations may require smaller dt or Finer Routing (severity=56) Inflow Area = 1.060 ac, 81.13% Impervious, Inflow Depth > 3.45" for 100YR-03.0HR event Inflow = 6.28 cfs @ 11.95 hrs, Volume= 0.305 af Outflow = 1.45 cfs @ 12.11 hrs, Volume= 0.305 af, Atten= 77%, Lag= 9.5 min Primary = 1.45 cfs @ 12.11 hrs, Volume= 0.305 af Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 816.10' @ 12.11 hrs Surf.Area= 0.031 ac Storage= 0.097 af Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 20.8 min ( 761.6 - 740.8 ) Volume Invert Avail.Storage Storage Description #1A 812.00' 0.000 af 30.27'W x 44.10'L x 8.00'H Field A 0.245 af Overall - 0.245 af Embedded = 0.000 af x 40.0% Voids #2A 812.00' 0.189 af StormTrap ST2 DoubleTrap 7-0 x 4 Inside #1 Inside= 101.7"W x 84.0"H => 53.54 sf x 15.40'L = 824.3 cf Outside= 101.7"W x 96.0"H => 67.83 sf x 15.40'L = 1,044.4 cf 4 Chambers in 2 Rows 16.96' x 30.79' Core + 6.66' Border = 30.27' x 44.10' System 0.189 af Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 812.00'5.3" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=1.45 cfs @ 12.11 hrs HW=816.09' (Free Discharge) 1=Orifice/Grate (Orifice Controls 1.45 cfs @ 9.47 fps) Page 132 of 168 Type II 24-hr 100YR-03.0HR Rainfall=4.26"2021-009_Existing and Proposed Watersheds_2 Printed 11/4/2021Prepared by {enter your company name here} Page 74HydroCAD® 10.10-6a s/n 10212 © 2020 HydroCAD Software Solutions LLC Pond 1P: Underground Detention Inflow Primary Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)7 6 5 4 3 2 1 0 Inflow Area=1.060 ac Peak Elev=816.10' Storage=0.097 af 6.28 cfs 1.45 cfs Page 133 of 168 Type II 24-hr 100YR-06.0HR Rainfall=5.10"2021-009_Existing and Proposed Watersheds_2 Printed 11/4/2021Prepared by {enter your company name here} Page 75HydroCAD® 10.10-6a s/n 10212 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment P-ND: Proposed North [49] Hint: Tc<2dt may require smaller dt Runoff = 7.59 cfs @ 11.95 hrs, Volume= 0.372 af, Depth> 4.21" Routed to Pond 1P : Underground Detention 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 100YR-06.0HR Rainfall=5.10" Area (ac) CN Description 0.170 98 Paved parking, HSG D 0.200 80 >75% Grass cover, Good, HSG D 0.690 98 Roofs, HSG D 1.060 95 Weighted Average 0.200 18.87% Pervious Area 0.860 81.13% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment P-ND: Proposed North Runoff Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)8 7 6 5 4 3 2 1 0 Type II 24-hr 100YR-06.0HR Rainfall=5.10" Runoff Area=1.060 ac Runoff Volume=0.372 af Runoff Depth>4.21" Tc=5.0 min CN=95 7.59 cfs Page 134 of 168 Type II 24-hr 100YR-06.0HR Rainfall=5.10"2021-009_Existing and Proposed Watersheds_2 Printed 11/4/2021Prepared by {enter your company name here} Page 76HydroCAD® 10.10-6a s/n 10212 © 2020 HydroCAD Software Solutions LLC Summary for Pond 1P: Underground Detention [82] Warning: Early inflow requires earlier time span [85] Warning: Oscillations may require smaller dt or Finer Routing (severity=53) Inflow Area = 1.060 ac, 81.13% Impervious, Inflow Depth > 4.21" for 100YR-06.0HR event Inflow = 7.59 cfs @ 11.95 hrs, Volume= 0.372 af Outflow = 1.63 cfs @ 12.11 hrs, Volume= 0.372 af, Atten= 79%, Lag= 9.8 min Primary = 1.63 cfs @ 12.11 hrs, Volume= 0.372 af Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 817.08' @ 12.11 hrs Surf.Area= 0.031 ac Storage= 0.124 af Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 23.9 min ( 761.9 - 738.0 ) Volume Invert Avail.Storage Storage Description #1A 812.00' 0.000 af 30.27'W x 44.10'L x 8.00'H Field A 0.245 af Overall - 0.245 af Embedded = 0.000 af x 40.0% Voids #2A 812.00' 0.189 af StormTrap ST2 DoubleTrap 7-0 x 4 Inside #1 Inside= 101.7"W x 84.0"H => 53.54 sf x 15.40'L = 824.3 cf Outside= 101.7"W x 96.0"H => 67.83 sf x 15.40'L = 1,044.4 cf 4 Chambers in 2 Rows 16.96' x 30.79' Core + 6.66' Border = 30.27' x 44.10' System 0.189 af Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 812.00'5.3" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=1.62 cfs @ 12.11 hrs HW=817.06' (Free Discharge) 1=Orifice/Grate (Orifice Controls 1.62 cfs @ 10.60 fps) Page 135 of 168 Type II 24-hr 100YR-06.0HR Rainfall=5.10"2021-009_Existing and Proposed Watersheds_2 Printed 11/4/2021Prepared by {enter your company name here} Page 77HydroCAD® 10.10-6a s/n 10212 © 2020 HydroCAD Software Solutions LLC Pond 1P: Underground Detention Inflow Primary Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)8 7 6 5 4 3 2 1 0 Inflow Area=1.060 ac Peak Elev=817.08' Storage=0.124 af 7.59 cfs 1.63 cfs Page 136 of 168 Type II 24-hr 100YR-12.0HR Rainfall=5.76"2021-009_Existing and Proposed Watersheds_2 Printed 11/4/2021Prepared by {enter your company name here} Page 78HydroCAD® 10.10-6a s/n 10212 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment P-ND: Proposed North [49] Hint: Tc<2dt may require smaller dt Runoff = 8.63 cfs @ 11.95 hrs, Volume= 0.425 af, Depth> 4.82" Routed to Pond 1P : Underground Detention 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 100YR-12.0HR Rainfall=5.76" Area (ac) CN Description 0.170 98 Paved parking, HSG D 0.200 80 >75% Grass cover, Good, HSG D 0.690 98 Roofs, HSG D 1.060 95 Weighted Average 0.200 18.87% Pervious Area 0.860 81.13% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment P-ND: Proposed North Runoff Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)9 8 7 6 5 4 3 2 1 0 Type II 24-hr 100YR-12.0HR Rainfall=5.76" Runoff Area=1.060 ac Runoff Volume=0.425 af Runoff Depth>4.82" Tc=5.0 min CN=95 8.63 cfs Page 137 of 168 Type II 24-hr 100YR-12.0HR Rainfall=5.76"2021-009_Existing and Proposed Watersheds_2 Printed 11/4/2021Prepared by {enter your company name here} Page 79HydroCAD® 10.10-6a s/n 10212 © 2020 HydroCAD Software Solutions LLC Summary for Pond 1P: Underground Detention [82] Warning: Early inflow requires earlier time span [85] Warning: Oscillations may require smaller dt or Finer Routing (severity=50) Inflow Area = 1.060 ac, 81.13% Impervious, Inflow Depth > 4.82" for 100YR-12.0HR event Inflow = 8.63 cfs @ 11.95 hrs, Volume= 0.425 af Outflow = 1.75 cfs @ 12.12 hrs, Volume= 0.426 af, Atten= 80%, Lag= 10.0 min Primary = 1.75 cfs @ 12.12 hrs, Volume= 0.426 af Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 817.87' @ 12.12 hrs Surf.Area= 0.031 ac Storage= 0.145 af Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 27.0 min ( 763.4 - 736.4 ) Volume Invert Avail.Storage Storage Description #1A 812.00' 0.000 af 30.27'W x 44.10'L x 8.00'H Field A 0.245 af Overall - 0.245 af Embedded = 0.000 af x 40.0% Voids #2A 812.00' 0.189 af StormTrap ST2 DoubleTrap 7-0 x 4 Inside #1 Inside= 101.7"W x 84.0"H => 53.54 sf x 15.40'L = 824.3 cf Outside= 101.7"W x 96.0"H => 67.83 sf x 15.40'L = 1,044.4 cf 4 Chambers in 2 Rows 16.96' x 30.79' Core + 6.66' Border = 30.27' x 44.10' System 0.189 af Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 812.00'5.3" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=1.75 cfs @ 12.12 hrs HW=817.85' (Free Discharge) 1=Orifice/Grate (Orifice Controls 1.75 cfs @ 11.42 fps) Page 138 of 168 Type II 24-hr 100YR-12.0HR Rainfall=5.76"2021-009_Existing and Proposed Watersheds_2 Printed 11/4/2021Prepared by {enter your company name here} Page 80HydroCAD® 10.10-6a s/n 10212 © 2020 HydroCAD Software Solutions LLC Pond 1P: Underground Detention Inflow Primary Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)9 8 7 6 5 4 3 2 1 0 Inflow Area=1.060 ac Peak Elev=817.87' Storage=0.145 af 8.63 cfs 1.75 cfs Page 139 of 168 Type II 24-hr 100YR-24.0HR Rainfall=6.48"2021-009_Existing and Proposed Watersheds_2 Printed 11/4/2021Prepared by {enter your company name here} Page 81HydroCAD® 10.10-6a s/n 10212 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment P-ND: Proposed North [49] Hint: Tc<2dt may require smaller dt Runoff = 9.75 cfs @ 11.95 hrs, Volume= 0.483 af, Depth> 5.47" Routed to Pond 1P : Underground Detention 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 100YR-24.0HR Rainfall=6.48" Area (ac) CN Description 0.170 98 Paved parking, HSG D 0.200 80 >75% Grass cover, Good, HSG D 0.690 98 Roofs, HSG D 1.060 95 Weighted Average 0.200 18.87% Pervious Area 0.860 81.13% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment P-ND: Proposed North Runoff Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 100YR-24.0HR Rainfall=6.48" Runoff Area=1.060 ac Runoff Volume=0.483 af Runoff Depth>5.47" Tc=5.0 min CN=95 9.75 cfs Page 140 of 168 Type II 24-hr 100YR-24.0HR Rainfall=6.48"2021-009_Existing and Proposed Watersheds_2 Printed 11/4/2021Prepared by {enter your company name here} Page 82HydroCAD® 10.10-6a s/n 10212 © 2020 HydroCAD Software Solutions LLC Summary for Pond 1P: Underground Detention [82] Warning: Early inflow requires earlier time span [85] Warning: Oscillations may require smaller dt or Finer Routing (severity=48) Inflow Area = 1.060 ac, 81.13% Impervious, Inflow Depth > 5.47" for 100YR-24.0HR event Inflow = 9.75 cfs @ 11.95 hrs, Volume= 0.483 af Outflow = 1.88 cfs @ 12.12 hrs, Volume= 0.483 af, Atten= 81%, Lag= 10.2 min Primary = 1.88 cfs @ 12.12 hrs, Volume= 0.483 af Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 818.74' @ 12.12 hrs Surf.Area= 0.031 ac Storage= 0.168 af Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 29.5 min ( 764.5 - 734.9 ) Volume Invert Avail.Storage Storage Description #1A 812.00' 0.000 af 30.27'W x 44.10'L x 8.00'H Field A 0.245 af Overall - 0.245 af Embedded = 0.000 af x 40.0% Voids #2A 812.00' 0.189 af StormTrap ST2 DoubleTrap 7-0 x 4 Inside #1 Inside= 101.7"W x 84.0"H => 53.54 sf x 15.40'L = 824.3 cf Outside= 101.7"W x 96.0"H => 67.83 sf x 15.40'L = 1,044.4 cf 4 Chambers in 2 Rows 16.96' x 30.79' Core + 6.66' Border = 30.27' x 44.10' System 0.189 af Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 812.00'5.3" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=1.88 cfs @ 12.12 hrs HW=818.72' (Free Discharge) 1=Orifice/Grate (Orifice Controls 1.88 cfs @ 12.27 fps) Page 141 of 168 Type II 24-hr 100YR-24.0HR Rainfall=6.48"2021-009_Existing and Proposed Watersheds_2 Printed 11/4/2021Prepared by {enter your company name here} Page 83HydroCAD® 10.10-6a s/n 10212 © 2020 HydroCAD Software Solutions LLC Pond 1P: Underground Detention Inflow Primary Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)10 9 8 7 6 5 4 3 2 1 0 Inflow Area=1.060 ac Peak Elev=818.74' Storage=0.168 af 9.75 cfs 1.88 cfs Page 142 of 168 2S Proposed North 2P U.D. with 6" min. Orifice Routing Diagram for 2021-009_Existing and Proposed Watersheds_2021-10-11 Prepared by {enter your company name here}, Printed 11/4/2021 HydroCAD® 10.10-6a s/n 10212 © 2020 HydroCAD Software Solutions LLC Subcat Reach Pond Link Page 143 of 168 Type II 24-hr 100YR-24.0HR Rainfall=6.48"2021-009_Existing and Proposed Watersheds_2 Printed 11/4/2021Prepared by {enter your company name here} HydroCAD® 10.10-6a s/n 10212 © 2020 HydroCAD Software Solutions LLC Events for Pond 2P: U.D. with 6" min. Orifice Event Inflow (cfs) Primary (cfs) Elevation (feet) Storage (acre-feet) 002YR-0.083HR 0.18 0.18 812.26 0.000 002YR-0.167HR 0.54 0.49 812.52 0.000 002YR-0.5HR 1.43 0.73 812.84 0.009 002YR-01.0HR 1.93 0.87 813.09 0.016 002YR-02.0HR 2.13 0.92 813.20 0.019 002YR-03.0HR 2.31 0.97 813.30 0.021 002YR-06.0HR 2.84 1.10 813.60 0.030 002YR-12.0HR 3.32 1.21 813.89 0.037 002YR-24.0HR 3.71 1.29 814.12 0.044 010YR-0.083HR 0.33 0.33 812.38 0.000 010YR-0.167HR 0.86 0.56 812.60 0.003 010YR-0.5HR 2.08 0.91 813.17 0.018 010YR-01.0HR 2.73 1.07 813.53 0.028 010YR-02.0HR 3.03 1.14 813.72 0.033 010YR-03.0HR 3.52 1.25 814.01 0.041 010YR-06.0HR 4.28 1.41 814.47 0.053 010YR-12.0HR 5.05 1.55 814.95 0.066 010YR-24.0HR 5.61 1.66 815.32 0.076 100YR-0.083HR 0.69 0.51 812.55 0.001 100YR-0.167HR 1.55 0.76 812.90 0.011 100YR-0.5HR 3.35 1.22 813.91 0.038 100YR-01.0HR 4.33 1.42 814.50 0.054 100YR-02.0HR 5.46 1.63 815.22 0.073 100YR-03.0HR 6.28 1.77 815.76 0.088 100YR-06.0HR 7.59 1.99 816.67 0.112 100YR-12.0HR 8.63 2.15 817.40 0.132 100YR-24.0HR 9.75 2.31 818.22 0.154 Page 144 of 168 2021-009_Existing and Proposed Watersheds_2021-10-11 Printed 11/4/2021Prepared by {enter your company name here} Page 2HydroCAD® 10.10-6a s/n 10212 © 2020 HydroCAD Software Solutions LLC Area Listing (selected nodes) Area (acres) CN Description (subcatchment-numbers) 0.200 80 >75% Grass cover, Good, HSG D (2S) 0.170 98 Paved parking, HSG D (2S) 0.690 98 Roofs, HSG D (2S) 1.060 95 TOTAL AREA Page 145 of 168 Type II 24-hr 002YR-24.0HR Rainfall=2.64"2021-009_Existing and Proposed Watersheds_2 Printed 11/4/2021Prepared by {enter your company name here} Page 3HydroCAD® 10.10-6a s/n 10212 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: Proposed North [49] Hint: Tc<2dt may require smaller dt Runoff = 3.71 cfs @ 11.95 hrs, Volume= 0.174 af, Depth> 1.97" Routed to Pond 2P : U.D. with 6" min. Orifice 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 002YR-24.0HR Rainfall=2.64" Area (ac) CN Description 0.170 98 Paved parking, HSG D 0.200 80 >75% Grass cover, Good, HSG D 0.690 98 Roofs, HSG D 1.060 95 Weighted Average 0.200 18.87% Pervious Area 0.860 81.13% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 2S: Proposed North Runoff Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)4 3 2 1 0 Type II 24-hr 002YR-24.0HR Rainfall=2.64" Runoff Area=1.060 ac Runoff Volume=0.174 af Runoff Depth>1.97" Tc=5.0 min CN=95 3.71 cfs Page 146 of 168 Type II 24-hr 002YR-24.0HR Rainfall=2.64"2021-009_Existing and Proposed Watersheds_2 Printed 11/4/2021Prepared by {enter your company name here} Page 4HydroCAD® 10.10-6a s/n 10212 © 2020 HydroCAD Software Solutions LLC Summary for Pond 2P: U.D. with 6" min. Orifice [82] Warning: Early inflow requires earlier time span [85] Warning: Oscillations may require smaller dt or Finer Routing (severity=67) Inflow Area = 1.060 ac, 81.13% Impervious, Inflow Depth > 1.97" for 002YR-24.0HR event Inflow = 3.71 cfs @ 11.95 hrs, Volume= 0.174 af Outflow = 1.29 cfs @ 12.07 hrs, Volume= 0.174 af, Atten= 65%, Lag= 7.3 min Primary = 1.29 cfs @ 12.07 hrs, Volume= 0.174 af Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 814.12' @ 12.07 hrs Surf.Area= 0.031 ac Storage= 0.044 af Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 9.3 min ( 759.7 - 750.4 ) Volume Invert Avail.Storage Storage Description #1A 812.00' 0.000 af 30.27'W x 44.10'L x 8.00'H Field A 0.245 af Overall - 0.245 af Embedded = 0.000 af x 40.0% Voids #2A 812.00' 0.189 af StormTrap ST2 DoubleTrap 7-0 x 4 Inside #1 Inside= 101.7"W x 84.0"H => 53.54 sf x 15.40'L = 824.3 cf Outside= 101.7"W x 96.0"H => 67.83 sf x 15.40'L = 1,044.4 cf 4 Chambers in 2 Rows 16.96' x 30.79' Core + 6.66' Border = 30.27' x 44.10' System 0.189 af Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 812.00'6.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=1.29 cfs @ 12.07 hrs HW=814.10' (Free Discharge) 1=Orifice/Grate (Orifice Controls 1.29 cfs @ 6.55 fps) Page 147 of 168 Type II 24-hr 002YR-24.0HR Rainfall=2.64"2021-009_Existing and Proposed Watersheds_2 Printed 11/4/2021Prepared by {enter your company name here} Page 5HydroCAD® 10.10-6a s/n 10212 © 2020 HydroCAD Software Solutions LLC Pond 2P: U.D. with 6" min. Orifice Inflow Primary Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)4 3 2 1 0 Inflow Area=1.060 ac Peak Elev=814.12' Storage=0.044 af 3.71 cfs 1.29 cfs Page 148 of 168 Type II 24-hr 010YR-24.0HR Rainfall=3.84"2021-009_Existing and Proposed Watersheds_2 Printed 11/4/2021Prepared by {enter your company name here} Page 6HydroCAD® 10.10-6a s/n 10212 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: Proposed North [49] Hint: Tc<2dt may require smaller dt Runoff = 5.61 cfs @ 11.95 hrs, Volume= 0.271 af, Depth> 3.06" Routed to Pond 2P : U.D. with 6" min. Orifice 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 010YR-24.0HR Rainfall=3.84" Area (ac) CN Description 0.170 98 Paved parking, HSG D 0.200 80 >75% Grass cover, Good, HSG D 0.690 98 Roofs, HSG D 1.060 95 Weighted Average 0.200 18.87% Pervious Area 0.860 81.13% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 2S: Proposed North Runoff Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)6 5 4 3 2 1 0 Type II 24-hr 010YR-24.0HR Rainfall=3.84" Runoff Area=1.060 ac Runoff Volume=0.271 af Runoff Depth>3.06" Tc=5.0 min CN=95 5.61 cfs Page 149 of 168 Type II 24-hr 010YR-24.0HR Rainfall=3.84"2021-009_Existing and Proposed Watersheds_2 Printed 11/4/2021Prepared by {enter your company name here} Page 7HydroCAD® 10.10-6a s/n 10212 © 2020 HydroCAD Software Solutions LLC Summary for Pond 2P: U.D. with 6" min. Orifice [82] Warning: Early inflow requires earlier time span [85] Warning: Oscillations may require smaller dt or Finer Routing (severity=63) Inflow Area = 1.060 ac, 81.13% Impervious, Inflow Depth > 3.06" for 010YR-24.0HR event Inflow = 5.61 cfs @ 11.95 hrs, Volume= 0.271 af Outflow = 1.66 cfs @ 12.09 hrs, Volume= 0.271 af, Atten= 70%, Lag= 8.2 min Primary = 1.66 cfs @ 12.09 hrs, Volume= 0.271 af Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 815.32' @ 12.09 hrs Surf.Area= 0.031 ac Storage= 0.076 af Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 12.9 min ( 755.5 - 742.6 ) Volume Invert Avail.Storage Storage Description #1A 812.00' 0.000 af 30.27'W x 44.10'L x 8.00'H Field A 0.245 af Overall - 0.245 af Embedded = 0.000 af x 40.0% Voids #2A 812.00' 0.189 af StormTrap ST2 DoubleTrap 7-0 x 4 Inside #1 Inside= 101.7"W x 84.0"H => 53.54 sf x 15.40'L = 824.3 cf Outside= 101.7"W x 96.0"H => 67.83 sf x 15.40'L = 1,044.4 cf 4 Chambers in 2 Rows 16.96' x 30.79' Core + 6.66' Border = 30.27' x 44.10' System 0.189 af Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 812.00'6.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=1.65 cfs @ 12.09 hrs HW=815.31' (Free Discharge) 1=Orifice/Grate (Orifice Controls 1.65 cfs @ 8.43 fps) Page 150 of 168 Type II 24-hr 010YR-24.0HR Rainfall=3.84"2021-009_Existing and Proposed Watersheds_2 Printed 11/4/2021Prepared by {enter your company name here} Page 8HydroCAD® 10.10-6a s/n 10212 © 2020 HydroCAD Software Solutions LLC Pond 2P: U.D. with 6" min. Orifice Inflow Primary Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)6 5 4 3 2 1 0 Inflow Area=1.060 ac Peak Elev=815.32' Storage=0.076 af 5.61 cfs 1.66 cfs Page 151 of 168 Type II 24-hr 100YR-24.0HR Rainfall=6.48"2021-009_Existing and Proposed Watersheds_2 Printed 11/4/2021Prepared by {enter your company name here} Page 9HydroCAD® 10.10-6a s/n 10212 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: Proposed North [49] Hint: Tc<2dt may require smaller dt Runoff = 9.75 cfs @ 11.95 hrs, Volume= 0.483 af, Depth> 5.47" Routed to Pond 2P : U.D. with 6" min. Orifice 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 100YR-24.0HR Rainfall=6.48" Area (ac) CN Description 0.170 98 Paved parking, HSG D 0.200 80 >75% Grass cover, Good, HSG D 0.690 98 Roofs, HSG D 1.060 95 Weighted Average 0.200 18.87% Pervious Area 0.860 81.13% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 2S: Proposed North Runoff Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 100YR-24.0HR Rainfall=6.48" Runoff Area=1.060 ac Runoff Volume=0.483 af Runoff Depth>5.47" Tc=5.0 min CN=95 9.75 cfs Page 152 of 168 Type II 24-hr 100YR-24.0HR Rainfall=6.48"2021-009_Existing and Proposed Watersheds_2 Printed 11/4/2021Prepared by {enter your company name here} Page 10HydroCAD® 10.10-6a s/n 10212 © 2020 HydroCAD Software Solutions LLC Summary for Pond 2P: U.D. with 6" min. Orifice [82] Warning: Early inflow requires earlier time span [85] Warning: Oscillations may require smaller dt or Finer Routing (severity=55) Inflow Area = 1.060 ac, 81.13% Impervious, Inflow Depth > 5.47" for 100YR-24.0HR event Inflow = 9.75 cfs @ 11.95 hrs, Volume= 0.483 af Outflow = 2.31 cfs @ 12.11 hrs, Volume= 0.483 af, Atten= 76%, Lag= 9.4 min Primary = 2.31 cfs @ 12.11 hrs, Volume= 0.483 af Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 818.22' @ 12.11 hrs Surf.Area= 0.031 ac Storage= 0.154 af Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 20.9 min ( 755.8 - 734.9 ) Volume Invert Avail.Storage Storage Description #1A 812.00' 0.000 af 30.27'W x 44.10'L x 8.00'H Field A 0.245 af Overall - 0.245 af Embedded = 0.000 af x 40.0% Voids #2A 812.00' 0.189 af StormTrap ST2 DoubleTrap 7-0 x 4 Inside #1 Inside= 101.7"W x 84.0"H => 53.54 sf x 15.40'L = 824.3 cf Outside= 101.7"W x 96.0"H => 67.83 sf x 15.40'L = 1,044.4 cf 4 Chambers in 2 Rows 16.96' x 30.79' Core + 6.66' Border = 30.27' x 44.10' System 0.189 af Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 812.00'6.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=2.31 cfs @ 12.11 hrs HW=818.20' (Free Discharge) 1=Orifice/Grate (Orifice Controls 2.31 cfs @ 11.75 fps) Page 153 of 168 Type II 24-hr 100YR-24.0HR Rainfall=6.48"2021-009_Existing and Proposed Watersheds_2 Printed 11/4/2021Prepared by {enter your company name here} Page 11HydroCAD® 10.10-6a s/n 10212 © 2020 HydroCAD Software Solutions LLC Pond 2P: U.D. with 6" min. Orifice Inflow Primary Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)10 9 8 7 6 5 4 3 2 1 0 Inflow Area=1.060 ac Peak Elev=818.22' Storage=0.154 af 9.75 cfs 2.31 cfs Page 154 of 168 PRECAST CONCRETE ADJUSTING RING AS NEEDED (4 MAX.) PRECAST CONCRETE SECTIONS STR. #501 OUTLET CONTROL STRUCTURE DETAIL NOT TO SCALE ASPHALTIC MASTIC OR BUTYL RUBBER SEAL BETWEEN JOINTS 12" THICK STEEL PLATE RESTRICTOR #4 BAR @ 12" o.c. EACH WAY (STEEL MESH AREA = 0.12 SQ. IN./SQ. FT.) 12" HDPE INFLUENT PIPE12" HDPEOUTLETPIPE12" THICK STEEL PLATE RESTRICTOR 1/2" THICK STEEL PLATE ANGLE BRACKET (TYP.) MANHOLE BASE SET ON 6" OF #8 OR #2 STONECOMPACTED SUBGRADE 24" DIA. NEENAH R-1772 T.O.R.= 823.27 FINISH GRADE TOP OF STEEL PLATE ELEV = 818.74 FRONT VIEW 4' DIA. 5.3" DIA. ORIFICE INV. = 812.00 GALVANIZED STEEL GRATE (APPROX. 12"x12"x4") CENTERED ON ORIFICE OPENING AND WELDED TO STEEL PLATE GALVANIZED STEEL GRATE (APPROX. 12"x12"x4") CENTERED ON EACH ORIFICE OPENING AND WELDED TO STEEL PLATE NOTE: SEE "STORM MANHOLE TYPE C DETAIL" ON SHEET SU2.1 FOR ADDITION DETAIL INFORMATION. MANHOLE BASE SET ON 6" OF #8 OR #2 STONECOMPACTED SUBGRADE 24" DIA. FINISH GRADE TOP OF STEEL PLATE 100 YR. ELEV = 818.74 SIDE VIEW 4' DIA. 5.3" DIA. ORIFICE INV. = 812.00 12" HDPE INFLUENT INV. = 812.00 12" HDPE OUTLET INV. = 812.00 24" SUMPBASE 6" OR 8" PER SECTION MANHOLE BOTTOM INV. = 810.0016"PLASTIC ENCAPSULATED STEEL MANHOLE STEPS O-RING GASKET ASPHALTIC MASTIC OR BUTYL RUBBER SEAL AT JOINTS MANHOLE BOTTOM INV. = 810.00 NEENAH R-1772 T.O.R.= 823.27 OUTLET CONTROL STRUCTURE DETAIL EXHIBIT D.2 Page 155 of 168 TLF, Inc. Project No. 2021-009 Appendix E Proposed Water Quality Calculations Page 156 of 168 WQ 200 ST-203 Routing Diagram for 2021-009_Proposed WQ_2021-11-02 Prepared by {enter your company name here}, Printed 11/2/2021 HydroCAD® 10.10-6a s/n 10212 © 2020 HydroCAD Software Solutions LLC Subcat Reach Pond Link Page 157 of 168 Type II 24-hr WQ 1in - 24HR Rainfall=1.00"2021-009_Proposed WQ_2021-11-02 Printed 11/2/2021Prepared by {enter your company name here} HydroCAD® 10.10-6a s/n 10212 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment WQ 200: ST-203 [49] Hint: Tc<2dt may require smaller dt Runoff = 1.18 cfs @ 11.96 hrs, Volume= 0.060 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 * 0.870 99 0.870 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.9 Direct Entry, Page 158 of 168 Type II 24-hr WQ 1in - 24HR Rainfall=1.00"2021-009_Proposed WQ_2021-11-02 Printed 11/2/2021Prepared by {enter your company name here} Page 3HydroCAD® 10.10-6a s/n 10212 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment WQ 200: ST-203 [49] Hint: Tc<2dt may require smaller dt Runoff = 1.18 cfs @ 11.96 hrs, Volume= 0.060 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 * 0.870 99 0.870 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.9 Direct Entry, Subcatchment WQ 200: ST-203 Runoff Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)1 0 Type II 24-hr WQ 1in - 24HR Rainfall=1.00" Runoff Area=0.870 ac Runoff Volume=0.060 af Runoff Depth>0.83" Tc=5.9 min CN=99 1.18 cfs Page 159 of 168 Type II 24-hr WQ 1in - 24HR Rainfall=1.00"2021-009_Proposed WQ_2021-11-02 Printed 11/2/2021Prepared by {enter your company name here} Page 4HydroCAD® 10.10-6a s/n 10212 © 2020 HydroCAD Software Solutions LLC Hydrograph for Subcatchment WQ 200: ST-203 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 5.00 0.06 0.01 0.01 5.25 0.07 0.01 0.01 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 0.02 8.50 0.13 0.06 0.02 8.75 0.14 0.06 0.02 9.00 0.15 0.07 0.02 9.25 0.15 0.08 0.02 9.50 0.16 0.08 0.02 9.75 0.17 0.09 0.03 10.00 0.18 0.10 0.03 10.25 0.19 0.11 0.03 10.50 0.20 0.12 0.04 10.75 0.22 0.13 0.05 11.00 0.24 0.15 0.05 11.25 0.26 0.17 0.07 11.50 0.28 0.19 0.09 11.75 0.39 0.29 0.41 12.00 0.66 0.56 1.08 12.25 0.71 0.60 0.14 12.50 0.73 0.63 0.09 12.75 0.76 0.65 0.07 13.00 0.77 0.66 0.06 13.25 0.79 0.68 0.05 13.50 0.80 0.69 0.04 13.75 0.81 0.70 0.04 14.00 0.82 0.71 0.03 14.25 0.83 0.72 0.03 14.50 0.84 0.73 0.03 14.75 0.85 0.74 0.03 15.00 0.85 0.74 0.03 15.25 0.86 0.75 0.03 15.50 0.87 0.76 0.02 15.75 0.87 0.76 0.02 16.00 0.88 0.77 0.02 16.25 0.89 0.78 0.02 16.50 0.89 0.78 0.02 16.75 0.90 0.79 0.02 17.00 0.90 0.79 0.02 17.25 0.91 0.80 0.02 17.50 0.91 0.80 0.02 17.75 0.92 0.81 0.02 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 18.00 0.92 0.81 0.02 18.25 0.93 0.81 0.02 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 160 of 168 WQ 400 ST-406 Routing Diagram for 2021-009_Proposed WQ_2021-11-02 Prepared by {enter your company name here}, Printed 11/2/2021 HydroCAD® 10.10-6a s/n 10212 © 2020 HydroCAD Software Solutions LLC Subcat Reach Pond Link Page 161 of 168 Type II 24-hr WQ 1in - 24HR Rainfall=1.00"2021-009_Proposed WQ_2021-11-02 Printed 11/2/2021Prepared by {enter your company name here} HydroCAD® 10.10-6a s/n 10212 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment WQ 400: ST-406 [49] Hint: Tc<2dt may require smaller dt Runoff = 1.39 cfs @ 11.96 hrs, Volume= 0.070 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 * 1.020 99 1.020 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.8 Direct Entry, Page 162 of 168 Type II 24-hr WQ 1in - 24HR Rainfall=1.00"2021-009_Proposed WQ_2021-11-02 Printed 11/2/2021Prepared by {enter your company name here} Page 3HydroCAD® 10.10-6a s/n 10212 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment WQ 400: ST-406 [49] Hint: Tc<2dt may require smaller dt Runoff = 1.39 cfs @ 11.96 hrs, Volume= 0.070 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 * 1.020 99 1.020 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.8 Direct Entry, Subcatchment WQ 400: ST-406 Runoff Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)1 0 Type II 24-hr WQ 1in - 24HR Rainfall=1.00" Runoff Area=1.020 ac Runoff Volume=0.070 af Runoff Depth>0.83" Tc=5.8 min CN=99 1.39 cfs Page 163 of 168 Type II 24-hr WQ 1in - 24HR Rainfall=1.00"2021-009_Proposed WQ_2021-11-02 Printed 11/2/2021Prepared by {enter your company name here} Page 4HydroCAD® 10.10-6a s/n 10212 © 2020 HydroCAD Software Solutions LLC Hydrograph for Subcatchment WQ 400: ST-406 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 5.00 0.06 0.01 0.01 5.25 0.07 0.01 0.01 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 0.02 7.75 0.11 0.05 0.02 8.00 0.12 0.05 0.02 8.25 0.13 0.05 0.02 8.50 0.13 0.06 0.02 8.75 0.14 0.06 0.02 9.00 0.15 0.07 0.03 9.25 0.15 0.08 0.03 9.50 0.16 0.08 0.03 9.75 0.17 0.09 0.03 10.00 0.18 0.10 0.03 10.25 0.19 0.11 0.04 10.50 0.20 0.12 0.04 10.75 0.22 0.13 0.05 11.00 0.24 0.15 0.06 11.25 0.26 0.17 0.08 11.50 0.28 0.19 0.11 11.75 0.39 0.29 0.48 12.00 0.66 0.56 1.26 12.25 0.71 0.60 0.17 12.50 0.73 0.63 0.11 12.75 0.76 0.65 0.08 13.00 0.77 0.66 0.07 13.25 0.79 0.68 0.06 13.50 0.80 0.69 0.05 13.75 0.81 0.70 0.04 14.00 0.82 0.71 0.04 14.25 0.83 0.72 0.04 14.50 0.84 0.73 0.03 14.75 0.85 0.74 0.03 15.00 0.85 0.74 0.03 15.25 0.86 0.75 0.03 15.50 0.87 0.76 0.03 15.75 0.87 0.76 0.03 16.00 0.88 0.77 0.02 16.25 0.89 0.78 0.02 16.50 0.89 0.78 0.02 16.75 0.90 0.79 0.02 17.00 0.90 0.79 0.02 17.25 0.91 0.80 0.02 17.50 0.91 0.80 0.02 17.75 0.92 0.81 0.02 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 18.00 0.92 0.81 0.02 18.25 0.93 0.81 0.02 18.50 0.93 0.82 0.02 18.75 0.93 0.82 0.02 19.00 0.94 0.83 0.02 19.25 0.94 0.83 0.02 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 164 of 168 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 165 of 168 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 166 of 168 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 167 of 168 Phone (888) 344-9044 Fax (423) 826-2112 www.aquashieldinc.com Aqua-Swirl Concentrator Model AS-7 BYP PCS Standard Detail AS-7 PCS STD 01/06/15 Scale: Drawn By: Document: Date: JCW 1:30 U.S. Patent No. 6524473 and other Patent Pending 4 1/2" [114 mm] 1/2" [13 mm] 1" [25 mm] Manhole Frame & Cover Detail NTS For Non-Traffic Areas Only Soil 1" [25 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. 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. Riser Frame Cover 48" [1219 mm] Min. 12" [305 mm] Wrap Compressible Expansion Joint Material to a minimum 1-inch [25 mm] thickness around top of riser to allow transfer of inadvertent loading from manhole cover to concrete slab. Backfill (90% Proctor Density) Concrete 8" [203 mm] Gravel Backfill 4 1/2"Cover Frame 1" [25 mm] Thick Expansion Joint Material30" [762 mm] Riser #4 [13 mm] Rebar @ 6" [152 mm] Each Way 14"1/2" 3,000 psi [20 MPa] (min) Concrete Manhole Frame & Cover Detail For Traffic Loading Areas NTS 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-inch [25 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. Backfill (90% Proctor Density) 48" Internal Baffles Slide riser over top ring and bolt in 4 places Riser 114" [2896 mm] to 122" [3099 mm] Swirl Inlet/Outlet Grade (Rim) 30" [762 mm] Rim elevations to match finished grade.Manhole Frame and Cover by Manufacturer. (See Details) VariesVaries 68" [1727 mm] Phone (888) 344-9044 www.aquashieldinc.com 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) Bedding Undisturbed Soil Backfill 6" [152 mm] 18" [457 mm] Section A-A Plan View 96" [2438 mm] 96" [2438 mm] Outlet A Internal Baffles Octagonal Base Plate Pipe coupling by Contractor. 12" [305 mm] long Stub-out by Manufacturer. ‘84" [‘2134 mm] 5" [127 mm] MH Frame Aqua-Swirl Polymer Coated Steel (PCS) Stormwater Treatment System A Inlet 42" [1067 mm] PCS Max * Please see accompanied Aqua-Swirl specification notes. * See Site Plan for actual system orientation. 2ULHQWDWLRQPD\YDU\IURPƒƒRU custom angles to meet site conditions. Note: As an alternative, 42-inch OD, HS-20/25 rated precast concrete rings may be substituted. 14-inch thickness must be maintained. ƒ Page 168 of 168