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HomeMy WebLinkAboutDrainage Report TLF, Inc. Project No. 2023-234 Drainage Report for Carmel Clay Schools – Carmel High School Stadium Grandstand Renovations 2390 and 2450 E. Smoky Row Road Carmel, Indiana 46032 August 14, 2024 Revised October 2, 2024 Prepared by: TLF, Inc. 3901 West 86th Street, Suite 200 Indianapolis, IN 46268 Phone (317) 334-1500 Submitted by: Pete M. Rankovich, PE TLF, Inc. Project No. 2023-234 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 Conditions Drainage Conditions Map – Exhibit B.1 • Developed Condition Drainage Conditions Map – Exhibit B.2 • Football Stadium Flood Routing Scenario Map – Exhibit B.3 • Football Stadium Emergency Flood Routing Hydrograph – Exhibit B.4 Appendix C - Proposed Storm Sewer Calculations • Rainfall Data – Exhibit C.1 • Storm Sewer Model West Outlet to 24” Main – Exhibit C.2 • Storm Sewer Model North of Stadium – Exhibit C.3 • Storm Sewer Model South of Stadium – Exhibit C.4 • Storm Sewer Model NW Parking Lot – Exhibit C.5 • Storm Sewer Model North of Stadium Trench Drain – Exhibit C.6 • Inlet Grate Capacities – Exhibit C.7 • Area Calculations – Exhibit C.8 Appendix D – Existing Dry Detention Basin Calculations • Existing Condition HydroCAD Model – Exhibit D.1 • Developed Condition HydroCAD Model – Exhibit D.2 Appendix E - Proposed Water Quality Calculations • Water Quality HydroCAD Model – Exhibit E.1 • Water Quality Unit Selection Table – Exhibit E.2 • Off-Line BMP Pipe Calculations – Exhibit E.3 TLF, Inc. Project No. 2023-234 Project Narrative I. Project Location The proposed project is located at 2390 and 2450 East Smoky Row Road on the north side of East 136th Street at the Carmel High School North (Stadium) 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 This project includes the renovation of the existing Football Stadium Home Grandstands, and associated site modifications to ramps, sidewalks and retaining walls, renovations to the Visitor Side Grandstands and ramps, as well as the addition of 25 parking spaces at the northwest end of the site. Modifications to the existing storm sewers around the Home Grandstands and the addition of a storm water quality BMP Unit are part of this scope of work. The building structure expansion and associated site improvements will disturb approximately 2.50 acres of land. III. Existing Drainage Conditions The existing Stadium Campus Site is located on 48.84 acres with a watershed basin of 45.26 acres contributing to the existing dry detention pond located at the southeast corner of the site. The existing turf practice fields have an area of 3.58 acres and have their own underground detention system. The site is comprised of 26.7 acres of impervious surfaces (parking lots, sidewalks and access drives) and 18.56 acres of pervious area (lawn and plantings mulch beds). Refer to Existing Drainage Conditions Exhibit B.1 in Appendix B. The existing storm sewer system flows generally from the north and west toward the south and east and discharges to the existing dry detention basin located at the southeast corner of the site. The detention basin outlets to the south to Cool Creek under East Smoky Row Road. The top of banks of the existing dry detention basin were raised during the Greyhound Activity Center and South Support Building Addition Projects to an elevation to accommodate future developments planned at this site, including this project. The pre-developed existing dry detention pond stage release summary is listed in Table 1 below. The existing outlet for the dry detention pond is a 24” RCP at invert elevation 797.27’with a top of bank at 804.65’. Refer to the Existing Drainage Conditions Exhibit B.1 and HydroCAD Model Existing Dry Detention Pond Exhibit D.1 in Appendix D. Table 1: Existing Dry Detention Pond (Pre-Developed) Elevation (ft) Release Rate (cfs) Storage (ac/ft) 10 year 801.50 4.49 4.65 100 year 802.65 12.65 9.91 Page 3 TLF, Inc. Project No. 2023-234 The existing football stadium field is currently located in a depressed area that can experience flooding if existing storm sewers become fully clogged. A flood scenario HydroCAD model was created to determine flood elevations during the 100-yr and 500- yr storm events, see summary in Table 2 below. Refer to Existing Football Stadium Flood Scenario Map Exhibit B.3 and HydroCAD Model Existing Football Stadium Exhibit B.4 in Appendix B. Table 2: Existing Flood Elevations for Football Stadium 100 year 500 year Flood Elevation 806.99 807.10 The site soils mainly consist of Ockley silt loam-Urban land complex, 0 to 2 percent slopes, Sleeth loam-Urban land complex, 0 to 2 percent slopes and Westland silty clay loam-Urban land complex, 0 to 2 percent slopes. Refer to Soil Map and Data Exhibit A.2 in Appendix A. IV. Proposed Drainage Conditions The existing watershed basin of 45.26 acres will continue to contribute to the existing dry detention pond located at the southeast corner of the site. The existing turf practice fields will remain in place as will the related underground detention system. The drainage patterns will remain relatively unchanged, and the existing storm sewer mains will discharge to the detention basin as in the pre-developed condition. The combined disturbed area will be approximately 2.50 acres The total increase in impervious surface is 0.46 acres, with the developed site to be comprised of 27.16 acres of impervious surfaces (parking lots, sidewalks and access drives) and 18.10 acres of pervious area (lawn and plantings mulch beds). The project consists of three separate project areas. The Home Grandstands, the Visitor Grandstands and the 25-space parking lot at the northwest corner of the site. The breakdown in areas is shown in Exhibit C.7. The drainage and storm sewer modifications include the following: 1. Home Grandstand Building Discharge: The building storm sewer system will discharge at the west end of the building and toward an existing storm sewer structure, replacing the existing building storm sewer. The added impervious surface is 5,300 sq ft. 2. Home Grandstand North: The Addition of trenchdrains and storm inlets are proposed to provide drainage in the modified Plaza area. 3. Home Grandstand South: The Addition of trenchdrains and storm inlets are proposed to provide drainage in the modified Plaza and Mechanical Court Yard areas. 4. Home Grandstand East side: An underdrain and trenchdrain system were added between the track and bleachers to allow for drainage and new elevated walkway and at grade sidewalks to be added. 5. Home Grand Stand New Ticket Booth: No new storm sewers are proposed. The ticket booth will have gutters and downspouts and discharge onto adjacent grade and continuing with sheet flow toward exiting storm inlets. The drainage patterns in this area will not be changed. Page 4 TLF, Inc. Project No. 2023-234 6. Northwest Parking Lot: The proposed parking lot will add approximately 14,000 sq ft of impervious surface and will sheet drain toward the south to a new storm inlet and new 12” storm pipe connection to an existing storm sewer system. 7. Visitor Grandstands East Side: No new storm sewers are proposed. The new ADA ramps (610 sq ft) will sheet drain toward existing storm inlets. The drainage patterns in this area will not be changed. 8. Visitor Grandstands West Side: An underdrain and trenchdrain system were added between the track and bleachers to allow for drainage and new elevated walkway and at grade sidewalks to be added. The dry detention pond is designed for 45.26 acres of post-developed runoff. Allowable release rates for this project were calculated using the ratios of 0.1 cfs/acre for the 10 year storm event and 0.3 cfs/acre for the 100 year storm event. This design will reduce runoff from the site in the post-developed condition. Refer to HydroCAD Model Exhibit D.1 in Appendix D, also see summary in Table 3 below. Table 3: Existing Dry Detention Pond (Post-Developed) Elevation Release Rate (cfs) Storage (ac/ft) 10 year 801.50 4.49 4.65 100 year 802.65 12.65 9.91 V. Storm Sewer Design Proposed storm sewers from the developed areas connect to an existing on-site storm sewer system that discharges to the existing dry detention basin at the southeast end of the site. The proposed storm sewers are designed to convey the runoff from a 10-yr storm event 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 calculations and pipe sizes are provided in Appendix C. Corresponding Inlet basin grate capacities are shown Exhibit C.7. VI. Storm Water Detention Comparison Summary The existing dry detention basin was modified in 2023 to adjust the embankment to have a consistent minimum top of bank elevation of 804.65’. The outlet control structure was modified to allow for 45.26 acres of post-developed runoff. Allowable release rates for this project were calculated using the ratios of 0.1 cfs/acre for the 10-year storm event and 0.3 cfs/acre for the 100-year storm event. As shown in Tables 1 and 3 of this Report and Hydrograph calculations in Exhibits D.1 and D.2, the added 0.46 acres of impervious area do not change the outlet flows or staging elevations between the Existing and Developed Conditions. Page 5 TLF, Inc. Project No. 2023-234 VII. Storm Water Quality This project is proposing to install one new storm water quality BMP Unit (Aqua-Swirl Xcelerator XC-12 in-line structure) to meet the water quality requirements of the 1-inch 24-hour event and the 10-yr on-line flow rate for this project. The location of this unit is southwest and downstream of the Home Grandstands and new parking lot addition and will be located on an existing 24” RCP storm main. The disturbed area for this project is 2.5 acres, resulting in a required storm water quality treatment of approximately 3.2 cfs. Storm Water Quality BMP Unit “W-1” depicted as Structure ST-101 will be an “In-line” structure connected to an existing pipe 24” storm main. Due to the BMP being an in-line unit, the treated watershed area will be 8.24 acres having a treatment requirement of 7.36 cfs. Since the 10-yr storm water runoff flow in the pipe is 26.1 cfs, the BMP will be over-sized for the in-line flow per Exhibit E.2. The stormwater quality calculations are provided in Appendix E, also see summary in Table 4 below. STORM WATER QUALITY BMP - TABLE 4 VIII. Summary and Conclusions The storm water runoff from the Detention Basin and Staging did not change from the Existing Conditions to the Developed Conditions as shown in the Hydrographs shown in Exhibits D.1 and D.2 in both the 10-year and 100-year storm events, See Table 1 and Table 3 above for comparison. 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 CSGP, Notice of Intent for Construction and Land Disturbance. Structure Number Aqua-Swirl Model Treatment Required (cfs) Treatment Provided (cfs) Max 10-yr. On-Line Flow Rate Provided (cfs) BMP W-1 (ST-101) XC-12 7.36 14.35 29.20 Page 6 TLF, Inc. Project No. 2023-234 Appendix A Maps Page 7 Page 8 Project Areas E. 136th St. (Smoky Row Road) K e y s t o n e A v e . N. R a n g e l i n e R d . SITE LOCATION MAP EXHIBIT A.1 NORTH Page 9 SOIL MAP AND DATA EXHIBIT A.2 Project Areas Page 10 EXHIBIT A.3 Project Areas TLF, Inc. Project No. 2023-234 Appendix B Site Drainage Conditions Page 11 Page 12Existing Conditions Drainage Patterns - Exhibit B.1 Page 13Developed Conditions Drainage Patterns - Exhibit B.2 Page 14 EMERGENCY FLOOD ROUTING - EXHIBIT B.3 1S Existing Condition 2P Existing Field and Parking Lot Routing Diagram for 2022-120_Flooding Scenario NO OUTLET_2022-10-18 Prepared by TLF, Inc, Printed 12/22/2022 HydroCAD® 10.20-2d s/n 10212 © 2021 HydroCAD Software Solutions LLC Subcat Reach Pond Link Page 15 EMERGENCY FLOOD ROUTING HYDROGRAPH - EXHIBIT B.4 Type II 24-hr 500YR-24.0HR Rainfall=7.34"2022-120_Flooding Scenario NO OUTLET_2022- Printed 10/18/2022Prepared by TLF, Inc HydroCAD® 10.20-2d s/n 10212 © 2021 HydroCAD Software Solutions LLC Events for Pond 2P: Existing Field and Parking Lot Event Inflow (cfs) Elevation (feet) Storage (acre-feet) 010YR-0.083HR 0.03 804.52 0.012 010YR-0.167HR 2.04 804.69 0.097 010YR-0.5HR 10.24 805.81 0.431 010YR-01.0HR 15.48 806.10 0.653 010YR-02.0HR 18.09 806.18 0.766 010YR-03.0HR 22.32 806.28 0.950 010YR-06.0HR 29.27 806.40 1.261 010YR-12.0HR 36.35 806.51 1.584 010YR-24.0HR 41.72 806.58 1.832 100YR-0.083HR 1.20 804.62 0.064 100YR-0.167HR 6.29 805.32 0.268 100YR-0.5HR 20.89 806.25 0.888 100YR-01.0HR 29.71 806.41 1.280 100YR-02.0HR 40.23 806.56 1.763 100YR-03.0HR 48.02 806.66 2.128 100YR-06.0HR 60.65 806.80 2.731 100YR-12.0HR 70.58 806.89 3.212 100YR-24.0HR 81.38 806.99 3.743 500YR-0.083HR 3.37 804.79 0.150 500YR-0.167HR 8.51 805.66 0.359 500YR-0.5HR 25.77 806.34 1.105 500YR-01.0HR 41.42 806.58 1.818 500YR-02.0HR 55.99 806.75 2.507 500YR-03.0HR 62.76 806.82 2.832 500YR-06.0HR 79.28 806.97 3.640 500YR-12.0HR 88.42 807.05 4.092 500YR-24.0HR 94.25 807.10 4.381 Page 16 2022-120_Flooding Scenario NO OUTLET_2022-10-18 Printed 12/22/2022Prepared by TLF, Inc Page 2HydroCAD® 10.20-2d s/n 10212 © 2021 HydroCAD Software Solutions LLC Rainfall Events Listing (selected events) Event# Event Name Storm Type Curve Mode Duration (hours) B/B Depth (inches) AMC 1 100YR-24.0HR Type II 24-hr Default 24.00 1 6.48 2 2 500YR-24.0HR Type II 24-hr Default 24.00 1 7.34 2 Page 17 2022-120_Flooding Scenario NO OUTLET_2022-10-18 Printed 12/22/2022Prepared by TLF, Inc Page 3HydroCAD® 10.20-2d s/n 10212 © 2021 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (acres) CN Description (subcatchment-numbers) 3.230 61 >75% Grass cover, Good, HSG B (1S) 6.620 98 Paved parking, HSG B (1S) 9.850 86 TOTAL AREA Page 18 Type II 24-hr 100YR-24.0HR Rainfall=6.48"2022-120_Flooding Scenario NO OUTLET_2022- Printed 12/22/2022Prepared by TLF, Inc Page 4HydroCAD® 10.20-2d s/n 10212 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Existing Condition Runoff = 81.38 cfs @ 11.95 hrs, Volume= 3.745 af, Depth> 4.56" Routed to Pond 2P : Existing Field and Parking Lot 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 3.230 61 >75% Grass cover, Good, HSG B 6.620 98 Paved parking, HSG B 9.850 86 Weighted Average 3.230 32.79% Pervious Area 6.620 67.21% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 1S: Existing Condition Runoff Hydrograph Time (hours) 201918171615141312111098765 Fl o w ( c f s ) 90 85 80 75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 Type II 24-hr 100YR-24.0HR Rainfall=6.48" Runoff Area=9.850 ac Runoff Volume=3.745 af Runoff Depth>4.56" Tc=5.0 min CN=86 81.38 cfs Page 19 Type II 24-hr 100YR-24.0HR Rainfall=6.48"2022-120_Flooding Scenario NO OUTLET_2022- Printed 12/22/2022Prepared by TLF, Inc Page 5HydroCAD® 10.20-2d s/n 10212 © 2021 HydroCAD Software Solutions LLC Hydrograph for Subcatchment 1S: Existing Condition Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 5.00 0.41 0.00 0.09 5.25 0.43 0.01 0.12 5.50 0.46 0.01 0.15 5.75 0.49 0.02 0.19 6.00 0.52 0.02 0.22 6.25 0.55 0.03 0.26 6.50 0.58 0.03 0.29 6.75 0.61 0.04 0.33 7.00 0.64 0.05 0.37 7.25 0.67 0.06 0.41 7.50 0.71 0.07 0.45 7.75 0.74 0.08 0.49 8.00 0.78 0.10 0.54 8.25 0.82 0.11 0.61 8.50 0.86 0.13 0.72 8.75 0.90 0.15 0.83 9.00 0.95 0.17 0.95 9.25 1.00 0.20 1.02 9.50 1.06 0.23 1.06 9.75 1.11 0.26 1.20 10.00 1.17 0.29 1.40 10.25 1.24 0.33 1.66 10.50 1.32 0.38 1.96 10.75 1.41 0.44 2.40 11.00 1.52 0.51 2.93 11.25 1.66 0.60 3.92 11.50 1.83 0.73 5.22 11.75 2.51 1.25 26.80 12.00 4.30 2.82 68.92 12.25 4.58 3.07 9.60 12.50 4.76 3.25 6.24 12.75 4.89 3.37 4.67 13.00 5.00 3.47 3.90 13.25 5.10 3.56 3.38 13.50 5.18 3.63 2.96 13.75 5.25 3.70 2.63 14.00 5.31 3.76 2.33 14.25 5.37 3.82 2.17 14.50 5.43 3.87 2.06 14.75 5.48 3.92 1.96 15.00 5.53 3.97 1.85 15.25 5.58 4.01 1.75 15.50 5.62 4.05 1.64 15.75 5.66 4.09 1.54 16.00 5.70 4.13 1.43 16.25 5.74 4.16 1.37 16.50 5.77 4.20 1.34 16.75 5.81 4.23 1.30 17.00 5.84 4.26 1.26 17.25 5.88 4.29 1.23 17.50 5.91 4.32 1.19 17.75 5.94 4.35 1.15 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 18.00 5.97 4.38 1.11 18.25 6.00 4.41 1.07 18.50 6.02 4.43 1.04 18.75 6.05 4.46 1.00 19.00 6.08 4.48 0.96 19.25 6.10 4.51 0.92 19.50 6.12 4.53 0.88 19.75 6.15 4.55 0.85 20.00 6.17 4.57 0.81 Page 20 Type II 24-hr 100YR-24.0HR Rainfall=6.48"2022-120_Flooding Scenario NO OUTLET_2022- Printed 12/22/2022Prepared by TLF, Inc Page 6HydroCAD® 10.20-2d s/n 10212 © 2021 HydroCAD Software Solutions LLC Summary for Pond 2P: Existing Field and Parking Lot Inflow Area = 9.850 ac, 67.21% Impervious, Inflow Depth > 4.56" for 100YR-24.0HR event Inflow = 81.38 cfs @ 11.95 hrs, Volume= 3.745 af Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 806.99' @ 20.00 hrs Surf.Area= 7.428 ac Storage= 3.743 af Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 804.50' 0.261 af Field Underdrain Detention (Prismatic) Listed below (Recalc) 0.870 af Overall x 30.0% Voids #2 805.20' 17.177 af Custom Stage Data (Prismatic) Listed below (Recalc) 17.438 af Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 804.50 1.740 0.000 0.000 805.00 1.740 0.870 0.870 Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 805.20 0.001 0.000 0.000 806.00 0.739 0.296 0.296 807.00 5.730 3.235 3.530 808.00 6.838 6.284 9.814 809.00 7.888 7.363 17.177 Page 21 Type II 24-hr 100YR-24.0HR Rainfall=6.48"2022-120_Flooding Scenario NO OUTLET_2022- Printed 12/22/2022Prepared by TLF, Inc Page 7HydroCAD® 10.20-2d s/n 10212 © 2021 HydroCAD Software Solutions LLC Pond 2P: Existing Field and Parking Lot Inflow Hydrograph Time (hours) 201918171615141312111098765 Fl o w ( c f s ) 90 85 80 75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 Inflow Area=9.850 ac Peak Elev=806.99' Storage=3.743 af 81.38 cfs Page 22 Type II 24-hr 100YR-24.0HR Rainfall=6.48"2022-120_Flooding Scenario NO OUTLET_2022- Printed 12/22/2022Prepared by TLF, Inc Page 8HydroCAD® 10.20-2d s/n 10212 © 2021 HydroCAD Software Solutions LLC Hydrograph for Pond 2P: Existing Field and Parking Lot Time (hours) Inflow (cfs) Storage (acre-feet) Elevation (feet) 5.00 0.09 0.000 804.50 5.25 0.12 0.002 804.50 5.50 0.15 0.005 804.51 5.75 0.19 0.009 804.52 6.00 0.22 0.013 804.52 6.25 0.26 0.018 804.53 6.50 0.29 0.023 804.54 6.75 0.33 0.030 804.56 7.00 0.37 0.037 804.57 7.25 0.41 0.045 804.59 7.50 0.45 0.054 804.60 7.75 0.49 0.064 804.62 8.00 0.54 0.075 804.64 8.25 0.61 0.086 804.67 8.50 0.72 0.100 804.69 8.75 0.83 0.116 804.72 9.00 0.95 0.134 804.76 9.25 1.02 0.155 804.80 9.50 1.06 0.176 804.84 9.75 1.20 0.200 804.88 10.00 1.40 0.226 804.93 10.25 1.66 0.258 804.99 10.50 1.96 0.295 805.47 10.75 2.40 0.340 805.61 11.00 2.93 0.395 805.74 11.25 3.92 0.464 805.86 11.50 5.22 0.559 806.00 11.75 26.80 0.830 806.21 12.00 68.92 1.978 806.62 12.25 9.60 2.461 806.74 12.50 6.24 2.624 806.77 12.75 4.67 2.732 806.80 13.00 3.90 2.821 806.82 13.25 3.38 2.895 806.83 13.50 2.96 2.961 806.84 13.75 2.63 3.018 806.86 14.00 2.33 3.070 806.87 14.25 2.17 3.116 806.88 14.50 2.06 3.159 806.88 14.75 1.96 3.201 806.89 15.00 1.85 3.240 806.90 15.25 1.75 3.278 806.91 15.50 1.64 3.313 806.91 15.75 1.54 3.345 806.92 16.00 1.43 3.376 806.92 16.25 1.37 3.405 806.93 16.50 1.34 3.433 806.94 16.75 1.30 3.460 806.94 17.00 1.26 3.487 806.95 17.25 1.23 3.512 806.95 17.50 1.19 3.537 806.95 17.75 1.15 3.562 806.96 Time (hours) Inflow (cfs) Storage (acre-feet) Elevation (feet) 18.00 1.11 3.585 806.96 18.25 1.07 3.607 806.97 18.50 1.04 3.629 806.97 18.75 1.00 3.650 806.98 19.00 0.96 3.671 806.98 19.25 0.92 3.690 806.98 19.50 0.88 3.709 806.99 19.75 0.85 3.727 806.99 20.00 0.81 3.744 806.99 Page 23 Type II 24-hr 500YR-24.0HR Rainfall=7.34"2022-120_Flooding Scenario NO OUTLET_2022- Printed 12/22/2022Prepared by TLF, Inc Page 9HydroCAD® 10.20-2d s/n 10212 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Existing Condition Runoff = 94.25 cfs @ 11.95 hrs, Volume= 4.383 af, Depth> 5.34" Routed to Pond 2P : Existing Field and Parking Lot 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 500YR-24.0HR Rainfall=7.34" Area (ac) CN Description 3.230 61 >75% Grass cover, Good, HSG B 6.620 98 Paved parking, HSG B 9.850 86 Weighted Average 3.230 32.79% Pervious Area 6.620 67.21% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 1S: Existing Condition Runoff Hydrograph Time (hours) 201918171615141312111098765 Fl o w ( c f s ) 105 100 95 90 85 80 75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 Type II 24-hr 500YR-24.0HR Rainfall=7.34" Runoff Area=9.850 ac Runoff Volume=4.383 af Runoff Depth>5.34" Tc=5.0 min CN=86 94.25 cfs Page 24 Type II 24-hr 500YR-24.0HR Rainfall=7.34"2022-120_Flooding Scenario NO OUTLET_2022- Printed 12/22/2022Prepared by TLF, Inc Page 10HydroCAD® 10.20-2d s/n 10212 © 2021 HydroCAD Software Solutions LLC Hydrograph for Subcatchment 1S: Existing Condition Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 5.00 0.46 0.01 0.16 5.25 0.49 0.02 0.20 5.50 0.52 0.02 0.24 5.75 0.55 0.03 0.28 6.00 0.59 0.04 0.32 6.25 0.62 0.05 0.37 6.50 0.66 0.06 0.41 6.75 0.69 0.07 0.46 7.00 0.73 0.08 0.50 7.25 0.76 0.09 0.55 7.50 0.80 0.11 0.60 7.75 0.84 0.12 0.65 8.00 0.88 0.14 0.70 8.25 0.92 0.16 0.79 8.50 0.97 0.18 0.92 8.75 1.02 0.21 1.05 9.00 1.08 0.24 1.20 9.25 1.14 0.27 1.28 9.50 1.20 0.30 1.33 9.75 1.26 0.34 1.49 10.00 1.33 0.38 1.73 10.25 1.41 0.43 2.03 10.50 1.50 0.49 2.39 10.75 1.60 0.56 2.91 11.00 1.72 0.65 3.53 11.25 1.88 0.76 4.71 11.50 2.08 0.91 6.23 11.75 2.84 1.53 31.58 12.00 4.87 3.34 79.60 12.25 5.18 3.64 11.04 12.50 5.39 3.84 7.17 12.75 5.54 3.98 5.36 13.00 5.67 4.09 4.48 13.25 5.77 4.19 3.88 13.50 5.86 4.28 3.40 13.75 5.95 4.36 3.01 14.00 6.02 4.43 2.67 14.25 6.09 4.49 2.48 14.50 6.15 4.55 2.36 14.75 6.21 4.61 2.24 15.00 6.26 4.66 2.12 15.25 6.32 4.71 2.00 15.50 6.37 4.76 1.88 15.75 6.42 4.81 1.76 16.00 6.46 4.85 1.64 16.25 6.50 4.89 1.57 16.50 6.54 4.93 1.53 16.75 6.58 4.96 1.49 17.00 6.62 5.00 1.44 17.25 6.66 5.04 1.40 17.50 6.69 5.07 1.36 17.75 6.73 5.10 1.32 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 18.00 6.76 5.14 1.27 18.25 6.79 5.17 1.23 18.50 6.82 5.20 1.19 18.75 6.85 5.23 1.14 19.00 6.88 5.25 1.10 19.25 6.91 5.28 1.06 19.50 6.94 5.31 1.01 19.75 6.96 5.33 0.97 20.00 6.99 5.35 0.92 Page 25 Type II 24-hr 500YR-24.0HR Rainfall=7.34"2022-120_Flooding Scenario NO OUTLET_2022- Printed 12/22/2022Prepared by TLF, Inc Page 11HydroCAD® 10.20-2d s/n 10212 © 2021 HydroCAD Software Solutions LLC Summary for Pond 2P: Existing Field and Parking Lot Inflow Area = 9.850 ac, 67.21% Impervious, Inflow Depth > 5.34" for 500YR-24.0HR event Inflow = 94.25 cfs @ 11.95 hrs, Volume= 4.383 af Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 807.10' @ 20.00 hrs Surf.Area= 7.583 ac Storage= 4.381 af Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 804.50' 0.261 af Field Underdrain Detention (Prismatic) Listed below (Recalc) 0.870 af Overall x 30.0% Voids #2 805.20' 17.177 af Custom Stage Data (Prismatic) Listed below (Recalc) 17.438 af Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 804.50 1.740 0.000 0.000 805.00 1.740 0.870 0.870 Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 805.20 0.001 0.000 0.000 806.00 0.739 0.296 0.296 807.00 5.730 3.235 3.530 808.00 6.838 6.284 9.814 809.00 7.888 7.363 17.177 Page 26 Type II 24-hr 500YR-24.0HR Rainfall=7.34"2022-120_Flooding Scenario NO OUTLET_2022- Printed 12/22/2022Prepared by TLF, Inc Page 12HydroCAD® 10.20-2d s/n 10212 © 2021 HydroCAD Software Solutions LLC Pond 2P: Existing Field and Parking Lot Inflow Hydrograph Time (hours) 201918171615141312111098765 Fl o w ( c f s ) 105 100 95 90 85 80 75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 Inflow Area=9.850 ac Peak Elev=807.10' Storage=4.381 af 94.25 cfs Page 27 Type II 24-hr 500YR-24.0HR Rainfall=7.34"2022-120_Flooding Scenario NO OUTLET_2022- Printed 12/22/2022Prepared by TLF, Inc Page 13HydroCAD® 10.20-2d s/n 10212 © 2021 HydroCAD Software Solutions LLC Hydrograph for Pond 2P: Existing Field and Parking Lot Time (hours) Inflow (cfs) Storage (acre-feet) Elevation (feet) 5.00 0.16 0.000 804.50 5.25 0.20 0.004 804.51 5.50 0.24 0.009 804.52 5.75 0.28 0.014 804.53 6.00 0.32 0.020 804.54 6.25 0.37 0.027 804.55 6.50 0.41 0.036 804.57 6.75 0.46 0.045 804.59 7.00 0.50 0.055 804.60 7.25 0.55 0.065 804.63 7.50 0.60 0.077 804.65 7.75 0.65 0.090 804.67 8.00 0.70 0.104 804.70 8.25 0.79 0.119 804.73 8.50 0.92 0.137 804.76 8.75 1.05 0.157 804.80 9.00 1.20 0.181 804.85 9.25 1.28 0.206 804.90 9.50 1.33 0.233 804.95 9.75 1.49 0.262 805.24 10.00 1.73 0.295 805.47 10.25 2.03 0.334 805.60 10.50 2.39 0.380 805.71 10.75 2.91 0.434 805.81 11.00 3.53 0.501 805.92 11.25 4.71 0.584 806.03 11.50 6.23 0.697 806.13 11.75 31.58 1.018 806.31 12.00 79.60 2.354 806.71 12.25 11.04 2.911 806.83 12.50 7.17 3.099 806.87 12.75 5.36 3.223 806.90 13.00 4.48 3.325 806.92 13.25 3.88 3.410 806.93 13.50 3.40 3.485 806.95 13.75 3.01 3.551 806.96 14.00 2.67 3.610 806.97 14.25 2.48 3.663 806.98 14.50 2.36 3.713 806.99 14.75 2.24 3.760 806.99 15.00 2.12 3.805 807.00 15.25 2.00 3.848 807.01 15.50 1.88 3.888 807.02 15.75 1.76 3.926 807.02 16.00 1.64 3.961 807.03 16.25 1.57 3.994 807.04 16.50 1.53 4.026 807.04 16.75 1.49 4.057 807.05 17.00 1.44 4.088 807.05 17.25 1.40 4.117 807.06 17.50 1.36 4.146 807.06 17.75 1.32 4.173 807.07 Time (hours) Inflow (cfs) Storage (acre-feet) Elevation (feet) 18.00 1.27 4.200 807.07 18.25 1.23 4.226 807.08 18.50 1.19 4.251 807.08 18.75 1.14 4.275 807.08 19.00 1.10 4.298 807.09 19.25 1.06 4.320 807.09 19.50 1.01 4.341 807.10 19.75 0.97 4.362 807.10 20.00 0.92 4.381 807.10 Page 28 TLF, Inc. Project No. 2023-234 Appendix C Storm Sewer Calculations Page 29 Description:Carmel High School GAC Bldg Reviewing Entity:City of Carmel Job #:2022-120 Date:- Duration Duration (min)(hr)2-Year 5-Year 10-Year 25-Year 50-Year 100-Year 5 0.083 4.63 5.43 6.12 7.17 8.09 9.12 10 0.167 3.95 4.63 5.22 6.12 6.90 7.78 30 0.5 2.46 2.88 3.25 3.81 4.29 4.84 60 1 1.54 1.80 2.03 2.38 2.68 3.03 120 2 0.83 0.95 1.11 1.37 1.60 1.87 180 3 0.59 0.72 0.84 1.04 1.22 1.42 360 6 0.35 0.43 0.50 0.62 0.72 0.85 720 12 0.20 0.24 0.29 0.35 0.41 0.48 1440 24 0.11 0.14 0.16 0.20 0.23 0.27 Duration Duration (min)(hr)2-Year 5-Year 10-Year 25-Year 50-Year 100-Year 5 0.083 0.39 0.45 0.51 0.60 0.67 0.76 10 0.167 0.66 0.77 0.87 1.02 1.15 1.30 30 0.5 1.23 1.44 1.63 1.91 2.15 2.42 60 1 1.54 1.80 2.03 2.38 2.68 3.03 120 2 1.66 1.90 2.22 2.74 3.20 3.74 180 3 1.77 2.16 2.52 3.12 3.66 4.26 360 6 2.10 2.58 3.00 3.72 4.32 5.10 720 12 2.40 2.88 3.48 4.20 4.92 5.76 1440 24 2.64 3.36 3.84 4.80 5.52 6.48 RAINFALL INTENSITIES & DEPTHS Frequency Rainfall Depth (in) Frequency Rainfall Intensity (in/hr) City of Carmel Data Job Information Page 30 Page 31 West Outlet to 24" Main Storm Sewer Calculations - Exhibit C.1 Page 32 Page 33 Page 34 Page 35 10 Y e a r H G L C a l c s 50 Y e a r H G L C a l c s Page 36 North of Stadium Storm Sewer Calculations - Exhibit C.3 Page 37 Page 38 Page 39 Page 40 10 Y e a r H G L C a l c s 50 Y e a r H G L C a l c s Page 41 North of Stadium Storm Sewer Calculations - Exhibit C.4 10 Y e a r H G L C a l c s 50 Y e a r H G L C a l c s Page 46 Northwest Parking Lot Storm Sewer Calculations - Exhibit C.5 Page 47 Page 48 Page 49 Page 50 10 Y e a r H G L C a l c s 50 Y e a r H G L C a l c s North of Stadium Trench Drain Storm Sewer Calculations - Exhibit C.6 Job Number: 2023-234 Job Name: Carmel Stadium HS Renovation Author: GMC Inlet Grate Capacities Orifice Equation: Q = 0.6*A*(2*g*H)0.5 Weir Flow Equation: Q = 3.3*P*H1.5 Overland Open Weir Orifice: Weir:Height of Flow, Q Grate Area, A Perimeter, P Height (ft) Height (ft)Pooling above Inlet (cfs)Type (Sq. ft)(L.F.)(ft) (ft)Grate (ft) 200 0.27 R-3405 1.3 8.0 0.00 0.05 0.05 201 0.68 R-3405 1.3 8.0 0.01 0.09 0.09 202 0.01 R-3405 1.3 8.0 0.00 0.01 0.01 300 0.38 R-3405 1.3 8.0 0.00 0.06 0.06 400 1.77 R-3286-8V 0.7 4.4 0.28 0.25 0.28 * See Manufacturer's data Page 51 Inlet Grate Capacity Calculations - Exhibit C.7 X Page 52 Added Impervious Surfaces Area Calculations - Exhibit C.8 Stadium Existing Building 16,135 sfExisting Sidewalk/Pavement = 39,700 sfProposed building = 27,565 sfProposed Sidewalk/Pavement = 33,575 sf Increase in hard surface = 5,305 sf Ticket BoothExisting Sidewalk/Pavement = 0 sfProposed building = 66 sfProposed Sidewalk/Pavement = 193 sf Increase in hard surface = 259 sf Visitor Grandstand Existing Sidewalk/Pavement = 0 sf Proposed Sidewalk/Pavement = 610 sf Increase in Sidewalk/Pavement = 610 sf Northwest Parking Lot Existing Sidewalk/Pavement = 845 sfProposed Sidewalk/Pavement = 14,830 sf Increase in Sidewalk/Pavement = 13,985 sf TOTAL INCREASE IN HARD SURFACE = 20,159 SF = 0.46 acres TLF, Inc. Project No. 2023-234 Appendix D Existing Dry Detention Basin Calculations Page 53 1S Existing Basin to Dry Pond 2P Exist. Dry Pond Routing Diagram for 2023-234_Existing Dry Pond_2024-08-07 Prepared by TLF, Inc, Printed 8/7/2024 HydroCAD® 10.20-3c s/n 10212 © 2023 HydroCAD Software Solutions LLC Subcat Reach Pond Link Page 54 Existing Conditions - Existing Dry Detention Basin - Exhibit D.1 Type II 24-hr 100YR-24.0HR Rainfall=6.48"2023-234_Existing Dry Pond_2024-08-07 Printed 8/7/2024Prepared by TLF, Inc HydroCAD® 10.20-3c s/n 10212 © 2023 HydroCAD Software Solutions LLC Events for Pond 2P: Exist. Dry Pond Event Inflow (cfs) Primary (cfs) Elevation (feet) Storage (acre-feet) 010YR-0.083HR 0.02 0.02 797.30 0.000 010YR-0.167HR 1.69 1.48 798.03 0.010 010YR-0.5HR 17.17 3.37 799.81 0.559 010YR-01.0HR 28.58 3.72 800.29 1.095 010YR-02.0HR 34.40 3.83 800.45 1.391 010YR-03.0HR 44.02 3.98 800.68 1.903 010YR-06.0HR 60.22 4.18 801.00 2.822 010YR-12.0HR 77.11 4.36 801.29 3.834 010YR-24.0HR 90.09 4.49 801.50 4.652 100YR-0.083HR 0.68 0.65 797.67 0.003 100YR-0.167HR 9.10 2.93 799.27 0.223 100YR-0.5HR 40.77 3.93 800.61 1.727 100YR-01.0HR 61.26 4.19 801.02 2.882 100YR-02.0HR 86.46 4.45 801.45 4.420 100YR-03.0HR 105.46 5.27 801.72 5.543 100YR-06.0HR 136.71 7.68 802.08 7.194 100YR-12.0HR 161.53 10.04 802.36 8.482 100YR-24.0HR 188.73 12.65 802.65 9.912 Page 55 2023-234_Existing Dry Pond_2024-08-07 Printed 8/7/2024Prepared by TLF, Inc Page 2HydroCAD® 10.20-3c s/n 10212 © 2023 HydroCAD Software Solutions LLC Rainfall Events Listing (selected events) Event# Event Name Storm Type Curve Mode Duration (hours) B/B Depth (inches) AMC 1 010YR-24.0HR Type II 24-hr Default 24.00 1 3.84 2 2 100YR-24.0HR Type II 24-hr Default 24.00 1 6.48 2 Page 56 2023-234_Existing Dry Pond_2024-08-07 Printed 8/7/2024Prepared by TLF, Inc Page 3HydroCAD® 10.20-3c s/n 10212 © 2023 HydroCAD Software Solutions LLC Area Listing (selected nodes) Area (acres) CN Description (subcatchment-numbers) 18.560 61 >75% Grass cover, Good, HSG B (1S) 2.900 98 Future Bldg's and Pavement (1S) 23.800 98 Paved parking, HSG B (1S) 45.260 83 TOTAL AREA Page 57 Type II 24-hr 010YR-24.0HR Rainfall=3.84"2023-234_Existing Dry Pond_2024-08-07 Printed 8/7/2024Prepared by TLF, Inc Page 4HydroCAD® 10.20-3c s/n 10212 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Existing Basin to Dry Pond Runoff = 90.09 cfs @ 12.21 hrs, Volume= 7.441 af, Depth> 1.97" Routed to Pond 2P : Exist. Dry Pond 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 18.560 61 >75% Grass cover, Good, HSG B 23.800 98 Paved parking, HSG B * 2.900 98 Future Bldg's and Pavement 45.260 83 Weighted Average 18.560 41.01% Pervious Area 26.700 58.99% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 27.0 Direct Entry, Subcatchment 1S: Existing Basin to Dry Pond Runoff Hydrograph Time (hours) 201918171615141312111098765 Fl o w ( c f s ) 100 95 90 85 80 75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 Type II 24-hr 010YR-24.0HR Rainfall=3.84" Runoff Area=45.260 ac Runoff Volume=7.441 af Runoff Depth>1.97" Tc=27.0 min CN=83 90.09 cfs Page 58 Type II 24-hr 010YR-24.0HR Rainfall=3.84"2023-234_Existing Dry Pond_2024-08-07 Printed 8/7/2024Prepared by TLF, Inc Page 5HydroCAD® 10.20-3c s/n 10212 © 2023 HydroCAD Software Solutions LLC Hydrograph for Subcatchment 1S: Existing Basin to Dry Pond Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 5.00 0.24 0.00 0.00 5.25 0.26 0.00 0.00 5.50 0.27 0.00 0.00 5.75 0.29 0.00 0.00 6.00 0.31 0.00 0.00 6.25 0.32 0.00 0.00 6.50 0.34 0.00 0.00 6.75 0.36 0.00 0.00 7.00 0.38 0.00 0.00 7.25 0.40 0.00 0.00 7.50 0.42 0.00 0.00 7.75 0.44 0.00 0.01 8.00 0.46 0.00 0.07 8.25 0.48 0.00 0.14 8.50 0.51 0.00 0.23 8.75 0.53 0.01 0.34 9.00 0.56 0.01 0.48 9.25 0.60 0.02 0.64 9.50 0.63 0.02 0.80 9.75 0.66 0.03 0.94 10.00 0.70 0.03 1.14 10.25 0.74 0.04 1.42 10.50 0.78 0.06 1.79 10.75 0.84 0.07 2.27 11.00 0.90 0.10 2.93 11.25 0.98 0.13 3.84 11.50 1.09 0.17 5.35 11.75 1.49 0.37 9.75 12.00 2.55 1.09 45.64 12.25 2.71 1.22 87.88 12.50 2.82 1.30 43.73 12.75 2.90 1.37 22.37 13.00 2.96 1.42 13.91 13.25 3.02 1.46 10.38 13.50 3.07 1.50 8.47 13.75 3.11 1.54 7.37 14.00 3.15 1.57 6.51 14.25 3.18 1.60 5.80 14.50 3.22 1.62 5.31 14.75 3.25 1.65 5.01 15.00 3.28 1.67 4.75 15.25 3.31 1.70 4.51 15.50 3.33 1.72 4.26 15.75 3.36 1.74 4.02 16.00 3.38 1.76 3.77 16.25 3.40 1.78 3.53 16.50 3.42 1.79 3.36 16.75 3.44 1.81 3.25 17.00 3.46 1.83 3.16 17.25 3.48 1.84 3.07 17.50 3.50 1.86 2.98 17.75 3.52 1.87 2.90 18.00 3.54 1.89 2.81 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 18.25 3.55 1.90 2.72 18.50 3.57 1.92 2.63 18.75 3.59 1.93 2.54 19.00 3.60 1.94 2.45 19.25 3.62 1.96 2.36 19.50 3.63 1.97 2.27 19.75 3.64 1.98 2.18 20.00 3.66 1.99 2.09 Page 59 Type II 24-hr 010YR-24.0HR Rainfall=3.84"2023-234_Existing Dry Pond_2024-08-07 Printed 8/7/2024Prepared by TLF, Inc Page 6HydroCAD® 10.20-3c s/n 10212 © 2023 HydroCAD Software Solutions LLC Summary for Pond 2P: Exist. Dry Pond Inflow Area = 45.260 ac, 58.99% Impervious, Inflow Depth > 1.97" for 010YR-24.0HR event Inflow = 90.09 cfs @ 12.21 hrs, Volume= 7.441 af Outflow = 4.49 cfs @ 15.27 hrs, Volume= 3.352 af, Atten= 95%, Lag= 183.4 min Primary = 4.49 cfs @ 15.27 hrs, Volume= 3.352 af Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 801.50' @ 15.27 hrs Surf.Area= 3.971 ac Storage= 4.652 af Plug-Flow detention time= 206.8 min calculated for 3.352 af (45% of inflow) Center-of-Mass det. time= 125.4 min ( 923.0 - 797.6 ) Volume Invert Avail.Storage Storage Description #1 797.22' 22.088 af Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 797.22 0.001 0.000 0.000 798.00 0.023 0.009 0.009 799.00 0.228 0.125 0.135 800.00 0.956 0.592 0.727 801.00 3.252 2.104 2.831 802.00 4.677 3.964 6.795 803.00 5.000 4.838 11.634 804.00 5.238 5.119 16.753 805.00 5.432 5.335 22.088 Device Routing Invert Outlet Devices #1 Primary 797.22'24.0" Round RCP_Round 24" L= 89.4' Ke= 0.500 Inlet / Outlet Invert= 797.22' / 796.91' S= 0.0035 '/' Cc= 0.900 n= 0.013, Flow Area= 3.14 sf #2 Device 1 797.22'9.3" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 801.50'24.0" W x 12.0" H Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=4.49 cfs @ 15.27 hrs HW=801.50' (Free Discharge) 1=RCP_Round 24" (Passes 4.49 cfs of 25.11 cfs potential flow) 2=Orifice/Grate (Orifice Controls 4.48 cfs @ 9.50 fps) 3=Orifice/Grate (Orifice Controls 0.00 cfs @ 0.21 fps) Page 60 Type II 24-hr 010YR-24.0HR Rainfall=3.84"2023-234_Existing Dry Pond_2024-08-07 Printed 8/7/2024Prepared by TLF, Inc Page 7HydroCAD® 10.20-3c s/n 10212 © 2023 HydroCAD Software Solutions LLC Pond 2P: Exist. Dry Pond Inflow Primary Hydrograph Time (hours) 201918171615141312111098765 Fl o w ( c f s ) 100 95 90 85 80 75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 Inflow Area=45.260 ac Peak Elev=801.50' Storage=4.652 af 90.09 cfs 4.49 cfs Page 61 Type II 24-hr 010YR-24.0HR Rainfall=3.84"2023-234_Existing Dry Pond_2024-08-07 Printed 8/7/2024Prepared by TLF, Inc Page 8HydroCAD® 10.20-3c s/n 10212 © 2023 HydroCAD Software Solutions LLC Hydrograph for Pond 2P: Exist. Dry Pond Time (hours) Inflow (cfs) Storage (acre-feet) Elevation (feet) Primary (cfs) 5.00 0.00 0.000 797.22 0.00 5.50 0.00 0.000 797.22 0.00 6.00 0.00 0.000 797.22 0.00 6.50 0.00 0.000 797.22 0.00 7.00 0.00 0.000 797.22 0.00 7.50 0.00 0.000 797.22 0.00 8.00 0.07 0.000 797.33 0.05 8.50 0.23 0.001 797.46 0.20 9.00 0.48 0.002 797.58 0.44 9.50 0.80 0.004 797.71 0.75 10.00 1.14 0.006 797.83 1.07 10.50 1.79 0.011 798.07 1.54 11.00 2.93 0.033 798.39 2.00 11.50 5.35 0.103 798.85 2.53 12.00 45.64 0.599 799.86 3.41 12.50 43.73 3.361 801.16 4.28 13.00 13.91 4.193 801.39 4.42 13.50 8.47 4.449 801.45 4.45 14.00 6.51 4.571 801.48 4.47 14.50 5.31 4.627 801.50 4.48 15.00 4.75 4.649 801.50 4.49 15.50 4.26 4.650 801.50 4.49 16.00 3.77 4.631 801.50 4.48 16.50 3.36 4.592 801.49 4.47 17.00 3.16 4.542 801.48 4.47 17.50 2.98 4.484 801.46 4.46 18.00 2.81 4.420 801.44 4.45 18.50 2.63 4.349 801.43 4.44 19.00 2.45 4.270 801.41 4.43 19.50 2.27 4.185 801.38 4.41 20.00 2.09 4.093 801.36 4.40 Page 62 Type II 24-hr 100YR-24.0HR Rainfall=6.48"2023-234_Existing Dry Pond_2024-08-07 Printed 8/7/2024Prepared by TLF, Inc Page 9HydroCAD® 10.20-3c s/n 10212 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Existing Basin to Dry Pond Runoff = 188.73 cfs @ 12.20 hrs, Volume= 15.902 af, Depth> 4.22" Routed to Pond 2P : Exist. Dry Pond 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 18.560 61 >75% Grass cover, Good, HSG B 23.800 98 Paved parking, HSG B * 2.900 98 Future Bldg's and Pavement 45.260 83 Weighted Average 18.560 41.01% Pervious Area 26.700 58.99% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 27.0 Direct Entry, Subcatchment 1S: Existing Basin to Dry Pond Runoff Hydrograph Time (hours) 201918171615141312111098765 Fl o w ( c f s ) 210 200 190 180 170 160 150 140 130 120 110 100 90 80 70 60 50 40 30 20 10 0 Type II 24-hr 100YR-24.0HR Rainfall=6.48" Runoff Area=45.260 ac Runoff Volume=15.902 af Runoff Depth>4.22" Tc=27.0 min CN=83 188.73 cfs Page 63 Type II 24-hr 100YR-24.0HR Rainfall=6.48"2023-234_Existing Dry Pond_2024-08-07 Printed 8/7/2024Prepared by TLF, Inc Page 10HydroCAD® 10.20-3c s/n 10212 © 2023 HydroCAD Software Solutions LLC Hydrograph for Subcatchment 1S: Existing Basin to Dry Pond Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 5.00 0.41 0.00 0.00 5.25 0.43 0.00 0.00 5.50 0.46 0.00 0.06 5.75 0.49 0.00 0.17 6.00 0.52 0.01 0.29 6.25 0.55 0.01 0.43 6.50 0.58 0.01 0.57 6.75 0.61 0.02 0.72 7.00 0.64 0.02 0.88 7.25 0.67 0.03 1.03 7.50 0.71 0.04 1.20 7.75 0.74 0.05 1.37 8.00 0.78 0.06 1.54 8.25 0.82 0.07 1.72 8.50 0.86 0.08 1.99 8.75 0.90 0.10 2.35 9.00 0.95 0.11 2.77 9.25 1.00 0.13 3.22 9.50 1.06 0.16 3.58 9.75 1.11 0.18 3.86 10.00 1.17 0.21 4.34 10.25 1.24 0.24 5.06 10.50 1.32 0.28 6.01 10.75 1.41 0.33 7.22 11.00 1.52 0.39 8.85 11.25 1.66 0.47 11.02 11.50 1.83 0.58 14.58 11.75 2.51 1.06 24.87 12.00 4.30 2.55 102.79 12.25 4.58 2.79 182.65 12.50 4.76 2.96 88.27 12.75 4.89 3.08 44.10 13.00 5.00 3.18 26.96 13.25 5.10 3.26 19.88 13.50 5.18 3.34 16.13 13.75 5.25 3.40 13.99 14.00 5.31 3.46 12.32 14.25 5.37 3.51 10.95 14.50 5.43 3.56 10.01 14.75 5.48 3.61 9.42 15.00 5.53 3.66 8.93 15.25 5.58 3.70 8.46 15.50 5.62 3.74 7.99 15.75 5.66 3.78 7.53 16.00 5.70 3.82 7.06 16.25 5.74 3.85 6.60 16.50 5.77 3.88 6.28 16.75 5.81 3.92 6.07 17.00 5.84 3.95 5.89 17.25 5.88 3.98 5.72 17.50 5.91 4.01 5.55 17.75 5.94 4.03 5.39 18.00 5.97 4.06 5.22 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 18.25 6.00 4.09 5.05 18.50 6.02 4.11 4.88 18.75 6.05 4.14 4.71 19.00 6.08 4.16 4.54 19.25 6.10 4.19 4.37 19.50 6.12 4.21 4.20 19.75 6.15 4.23 4.03 20.00 6.17 4.25 3.86 Page 64 Type II 24-hr 100YR-24.0HR Rainfall=6.48"2023-234_Existing Dry Pond_2024-08-07 Printed 8/7/2024Prepared by TLF, Inc Page 11HydroCAD® 10.20-3c s/n 10212 © 2023 HydroCAD Software Solutions LLC Summary for Pond 2P: Exist. Dry Pond Inflow Area = 45.260 ac, 58.99% Impervious, Inflow Depth > 4.22" for 100YR-24.0HR event Inflow = 188.73 cfs @ 12.20 hrs, Volume= 15.902 af Outflow = 12.65 cfs @ 13.95 hrs, Volume= 8.167 af, Atten= 93%, Lag= 104.6 min Primary = 12.65 cfs @ 13.95 hrs, Volume= 8.167 af Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 802.65' @ 13.95 hrs Surf.Area= 4.888 ac Storage= 9.912 af Plug-Flow detention time= 207.6 min calculated for 8.167 af (51% of inflow) Center-of-Mass det. time= 129.5 min ( 910.2 - 780.7 ) Volume Invert Avail.Storage Storage Description #1 797.22' 22.088 af Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 797.22 0.001 0.000 0.000 798.00 0.023 0.009 0.009 799.00 0.228 0.125 0.135 800.00 0.956 0.592 0.727 801.00 3.252 2.104 2.831 802.00 4.677 3.964 6.795 803.00 5.000 4.838 11.634 804.00 5.238 5.119 16.753 805.00 5.432 5.335 22.088 Device Routing Invert Outlet Devices #1 Primary 797.22'24.0" Round RCP_Round 24" L= 89.4' Ke= 0.500 Inlet / Outlet Invert= 797.22' / 796.91' S= 0.0035 '/' Cc= 0.900 n= 0.013, Flow Area= 3.14 sf #2 Device 1 797.22'9.3" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 801.50'24.0" W x 12.0" H Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=12.66 cfs @ 13.95 hrs HW=802.65' (Free Discharge) 1=RCP_Round 24" (Passes 12.66 cfs of 30.16 cfs potential flow) 2=Orifice/Grate (Orifice Controls 5.10 cfs @ 10.81 fps) 3=Orifice/Grate (Orifice Controls 7.56 cfs @ 3.78 fps) Page 65 Type II 24-hr 100YR-24.0HR Rainfall=6.48"2023-234_Existing Dry Pond_2024-08-07 Printed 8/7/2024Prepared by TLF, Inc Page 12HydroCAD® 10.20-3c s/n 10212 © 2023 HydroCAD Software Solutions LLC Pond 2P: Exist. Dry Pond Inflow Primary Hydrograph Time (hours) 201918171615141312111098765 Fl o w ( c f s ) 210 200 190 180 170 160 150 140 130 120 110 100 90 80 70 60 50 40 30 20 10 0 Inflow Area=45.260 ac Peak Elev=802.65' Storage=9.912 af 188.73 cfs 12.65 cfs Page 66 Type II 24-hr 100YR-24.0HR Rainfall=6.48"2023-234_Existing Dry Pond_2024-08-07 Printed 8/7/2024Prepared by TLF, Inc Page 13HydroCAD® 10.20-3c s/n 10212 © 2023 HydroCAD Software Solutions LLC Hydrograph for Pond 2P: Exist. Dry Pond Time (hours) Inflow (cfs) Storage (acre-feet) Elevation (feet) Primary (cfs) 5.00 0.00 0.000 797.22 0.00 5.50 0.06 0.000 797.32 0.04 6.00 0.29 0.001 797.49 0.26 6.50 0.57 0.003 797.62 0.54 7.00 0.88 0.004 797.74 0.83 7.50 1.20 0.006 797.86 1.14 8.00 1.54 0.010 798.01 1.44 8.50 1.99 0.016 798.17 1.71 9.00 2.77 0.037 798.41 2.04 9.50 3.58 0.077 798.71 2.38 10.00 4.34 0.134 798.99 2.68 10.50 6.01 0.228 799.28 2.94 11.00 8.85 0.403 799.60 3.21 11.50 14.58 0.730 800.00 3.52 12.00 102.79 2.070 800.74 4.02 12.50 88.27 7.968 802.25 9.05 13.00 26.96 9.520 802.57 12.05 13.50 16.13 9.852 802.64 12.56 14.00 12.32 9.912 802.65 12.65 14.50 10.01 9.846 802.64 12.55 15.00 8.93 9.721 802.61 12.37 15.50 7.99 9.564 802.58 12.12 16.00 7.06 9.381 802.54 11.81 16.50 6.28 9.174 802.50 11.44 17.00 5.89 8.961 802.46 11.00 17.50 5.55 8.752 802.41 10.58 18.00 5.22 8.546 802.37 10.16 18.50 4.88 8.343 802.33 9.77 19.00 4.54 8.142 802.29 9.38 19.50 4.20 7.943 802.24 9.01 20.00 3.86 7.745 802.20 8.64 Page 67 3S Proposed Basin to Dry Pond 4P Exist. Dry Pond Routing Diagram for 2023-234_Existing Dry Pond_2024-08-07 Prepared by TLF, Inc, Printed 8/7/2024 HydroCAD® 10.20-3c s/n 10212 © 2023 HydroCAD Software Solutions LLC Subcat Reach Pond Link Page 68 Developed Conditions - Existing Dry Detention Basin - Exhibit D.2 Type II 24-hr 100YR-24.0HR Rainfall=6.48"2023-234_Existing Dry Pond_2024-08-07 Printed 8/7/2024Prepared by TLF, Inc HydroCAD® 10.20-3c s/n 10212 © 2023 HydroCAD Software Solutions LLC Events for Pond 4P: Exist. Dry Pond Event Inflow (cfs) Primary (cfs) Elevation (feet) Storage (acre-feet) 010YR-0.083HR 0.02 0.02 797.30 0.000 010YR-0.167HR 1.69 1.48 798.03 0.010 010YR-0.5HR 17.17 3.37 799.81 0.559 010YR-01.0HR 28.58 3.72 800.29 1.095 010YR-02.0HR 34.40 3.83 800.45 1.391 010YR-03.0HR 44.02 3.98 800.68 1.903 010YR-06.0HR 60.22 4.18 801.00 2.822 010YR-12.0HR 77.11 4.36 801.29 3.834 010YR-24.0HR 90.09 4.49 801.50 4.652 100YR-0.083HR 0.68 0.65 797.67 0.003 100YR-0.167HR 9.10 2.93 799.27 0.223 100YR-0.5HR 40.77 3.93 800.61 1.727 100YR-01.0HR 61.26 4.19 801.02 2.882 100YR-02.0HR 86.46 4.45 801.45 4.420 100YR-03.0HR 105.46 5.27 801.72 5.543 100YR-06.0HR 136.71 7.68 802.08 7.194 100YR-12.0HR 161.53 10.04 802.36 8.482 100YR-24.0HR 188.73 12.65 802.65 9.912 Page 69 2023-234_Existing Dry Pond_2024-08-07 Printed 8/7/2024Prepared by TLF, Inc Page 2HydroCAD® 10.20-3c s/n 10212 © 2023 HydroCAD Software Solutions LLC Rainfall Events Listing (selected events) Event# Event Name Storm Type Curve Mode Duration (hours) B/B Depth (inches) AMC 1 010YR-24.0HR Type II 24-hr Default 24.00 1 3.84 2 2 100YR-24.0HR Type II 24-hr Default 24.00 1 6.48 2 Page 70 2023-234_Existing Dry Pond_2024-08-07 Printed 8/7/2024Prepared by TLF, Inc Page 3HydroCAD® 10.20-3c s/n 10212 © 2023 HydroCAD Software Solutions LLC Area Listing (selected nodes) Area (acres) CN Description (subcatchment-numbers) 18.100 61 >75% Grass cover, Good, HSG B (3S) 2.900 98 Future Bldg's and Pavement (3S) 24.260 98 Paved parking, HSG B (3S) 45.260 83 TOTAL AREA Page 71 Type II 24-hr 010YR-24.0HR Rainfall=3.84"2023-234_Existing Dry Pond_2024-08-07 Printed 8/7/2024Prepared by TLF, Inc Page 4HydroCAD® 10.20-3c s/n 10212 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: Proposed Basin to Dry Pond Runoff = 90.09 cfs @ 12.21 hrs, Volume= 7.441 af, Depth> 1.97" Routed to Pond 4P : Exist. Dry Pond 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 18.100 61 >75% Grass cover, Good, HSG B 24.260 98 Paved parking, HSG B * 2.900 98 Future Bldg's and Pavement 45.260 83 Weighted Average 18.100 39.99% Pervious Area 27.160 60.01% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 27.0 Direct Entry, Subcatchment 3S: Proposed Basin to Dry Pond Runoff Hydrograph Time (hours) 201918171615141312111098765 Fl o w ( c f s ) 100 95 90 85 80 75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 Type II 24-hr 010YR-24.0HR Rainfall=3.84" Runoff Area=45.260 ac Runoff Volume=7.441 af Runoff Depth>1.97" Tc=27.0 min CN=83 90.09 cfs Page 72 Type II 24-hr 010YR-24.0HR Rainfall=3.84"2023-234_Existing Dry Pond_2024-08-07 Printed 8/7/2024Prepared by TLF, Inc Page 5HydroCAD® 10.20-3c s/n 10212 © 2023 HydroCAD Software Solutions LLC Hydrograph for Subcatchment 3S: Proposed Basin to Dry Pond Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 5.00 0.24 0.00 0.00 5.25 0.26 0.00 0.00 5.50 0.27 0.00 0.00 5.75 0.29 0.00 0.00 6.00 0.31 0.00 0.00 6.25 0.32 0.00 0.00 6.50 0.34 0.00 0.00 6.75 0.36 0.00 0.00 7.00 0.38 0.00 0.00 7.25 0.40 0.00 0.00 7.50 0.42 0.00 0.00 7.75 0.44 0.00 0.01 8.00 0.46 0.00 0.07 8.25 0.48 0.00 0.14 8.50 0.51 0.00 0.23 8.75 0.53 0.01 0.34 9.00 0.56 0.01 0.48 9.25 0.60 0.02 0.64 9.50 0.63 0.02 0.80 9.75 0.66 0.03 0.94 10.00 0.70 0.03 1.14 10.25 0.74 0.04 1.42 10.50 0.78 0.06 1.79 10.75 0.84 0.07 2.27 11.00 0.90 0.10 2.93 11.25 0.98 0.13 3.84 11.50 1.09 0.17 5.35 11.75 1.49 0.37 9.75 12.00 2.55 1.09 45.64 12.25 2.71 1.22 87.88 12.50 2.82 1.30 43.73 12.75 2.90 1.37 22.37 13.00 2.96 1.42 13.91 13.25 3.02 1.46 10.38 13.50 3.07 1.50 8.47 13.75 3.11 1.54 7.37 14.00 3.15 1.57 6.51 14.25 3.18 1.60 5.80 14.50 3.22 1.62 5.31 14.75 3.25 1.65 5.01 15.00 3.28 1.67 4.75 15.25 3.31 1.70 4.51 15.50 3.33 1.72 4.26 15.75 3.36 1.74 4.02 16.00 3.38 1.76 3.77 16.25 3.40 1.78 3.53 16.50 3.42 1.79 3.36 16.75 3.44 1.81 3.25 17.00 3.46 1.83 3.16 17.25 3.48 1.84 3.07 17.50 3.50 1.86 2.98 17.75 3.52 1.87 2.90 18.00 3.54 1.89 2.81 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 18.25 3.55 1.90 2.72 18.50 3.57 1.92 2.63 18.75 3.59 1.93 2.54 19.00 3.60 1.94 2.45 19.25 3.62 1.96 2.36 19.50 3.63 1.97 2.27 19.75 3.64 1.98 2.18 20.00 3.66 1.99 2.09 Page 73 Type II 24-hr 010YR-24.0HR Rainfall=3.84"2023-234_Existing Dry Pond_2024-08-07 Printed 8/7/2024Prepared by TLF, Inc Page 6HydroCAD® 10.20-3c s/n 10212 © 2023 HydroCAD Software Solutions LLC Summary for Pond 4P: Exist. Dry Pond Inflow Area = 45.260 ac, 60.01% Impervious, Inflow Depth > 1.97" for 010YR-24.0HR event Inflow = 90.09 cfs @ 12.21 hrs, Volume= 7.441 af Outflow = 4.49 cfs @ 15.27 hrs, Volume= 3.352 af, Atten= 95%, Lag= 183.4 min Primary = 4.49 cfs @ 15.27 hrs, Volume= 3.352 af Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 801.50' @ 15.27 hrs Surf.Area= 3.971 ac Storage= 4.652 af Plug-Flow detention time= 206.8 min calculated for 3.352 af (45% of inflow) Center-of-Mass det. time= 125.4 min ( 923.0 - 797.6 ) Volume Invert Avail.Storage Storage Description #1 797.22' 22.088 af Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 797.22 0.001 0.000 0.000 798.00 0.023 0.009 0.009 799.00 0.228 0.125 0.135 800.00 0.956 0.592 0.727 801.00 3.252 2.104 2.831 802.00 4.677 3.964 6.795 803.00 5.000 4.838 11.634 804.00 5.238 5.119 16.753 805.00 5.432 5.335 22.088 Device Routing Invert Outlet Devices #1 Primary 797.22'24.0" Round RCP_Round 24" L= 89.4' Ke= 0.500 Inlet / Outlet Invert= 797.22' / 796.91' S= 0.0035 '/' Cc= 0.900 n= 0.013, Flow Area= 3.14 sf #2 Device 1 797.22'9.3" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 801.50'24.0" W x 12.0" H Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=4.49 cfs @ 15.27 hrs HW=801.50' (Free Discharge) 1=RCP_Round 24" (Passes 4.49 cfs of 25.11 cfs potential flow) 2=Orifice/Grate (Orifice Controls 4.48 cfs @ 9.50 fps) 3=Orifice/Grate (Orifice Controls 0.00 cfs @ 0.21 fps) Page 74 Type II 24-hr 010YR-24.0HR Rainfall=3.84"2023-234_Existing Dry Pond_2024-08-07 Printed 8/7/2024Prepared by TLF, Inc Page 7HydroCAD® 10.20-3c s/n 10212 © 2023 HydroCAD Software Solutions LLC Pond 4P: Exist. Dry Pond Inflow Primary Hydrograph Time (hours) 201918171615141312111098765 Fl o w ( c f s ) 100 95 90 85 80 75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 Inflow Area=45.260 ac Peak Elev=801.50' Storage=4.652 af 90.09 cfs 4.49 cfs Page 75 Type II 24-hr 010YR-24.0HR Rainfall=3.84"2023-234_Existing Dry Pond_2024-08-07 Printed 8/7/2024Prepared by TLF, Inc Page 8HydroCAD® 10.20-3c s/n 10212 © 2023 HydroCAD Software Solutions LLC Hydrograph for Pond 4P: Exist. Dry Pond Time (hours) Inflow (cfs) Storage (acre-feet) Elevation (feet) Primary (cfs) 5.00 0.00 0.000 797.22 0.00 5.50 0.00 0.000 797.22 0.00 6.00 0.00 0.000 797.22 0.00 6.50 0.00 0.000 797.22 0.00 7.00 0.00 0.000 797.22 0.00 7.50 0.00 0.000 797.22 0.00 8.00 0.07 0.000 797.33 0.05 8.50 0.23 0.001 797.46 0.20 9.00 0.48 0.002 797.58 0.44 9.50 0.80 0.004 797.71 0.75 10.00 1.14 0.006 797.83 1.07 10.50 1.79 0.011 798.07 1.54 11.00 2.93 0.033 798.39 2.00 11.50 5.35 0.103 798.85 2.53 12.00 45.64 0.599 799.86 3.41 12.50 43.73 3.361 801.16 4.28 13.00 13.91 4.193 801.39 4.42 13.50 8.47 4.449 801.45 4.45 14.00 6.51 4.571 801.48 4.47 14.50 5.31 4.627 801.50 4.48 15.00 4.75 4.649 801.50 4.49 15.50 4.26 4.650 801.50 4.49 16.00 3.77 4.631 801.50 4.48 16.50 3.36 4.592 801.49 4.47 17.00 3.16 4.542 801.48 4.47 17.50 2.98 4.484 801.46 4.46 18.00 2.81 4.420 801.44 4.45 18.50 2.63 4.349 801.43 4.44 19.00 2.45 4.270 801.41 4.43 19.50 2.27 4.185 801.38 4.41 20.00 2.09 4.093 801.36 4.40 Page 76 Type II 24-hr 100YR-24.0HR Rainfall=6.48"2023-234_Existing Dry Pond_2024-08-07 Printed 8/7/2024Prepared by TLF, Inc Page 9HydroCAD® 10.20-3c s/n 10212 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: Proposed Basin to Dry Pond Runoff = 188.73 cfs @ 12.20 hrs, Volume= 15.902 af, Depth> 4.22" Routed to Pond 4P : Exist. Dry Pond 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 18.100 61 >75% Grass cover, Good, HSG B 24.260 98 Paved parking, HSG B * 2.900 98 Future Bldg's and Pavement 45.260 83 Weighted Average 18.100 39.99% Pervious Area 27.160 60.01% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 27.0 Direct Entry, Subcatchment 3S: Proposed Basin to Dry Pond Runoff Hydrograph Time (hours) 201918171615141312111098765 Fl o w ( c f s ) 210 200 190 180 170 160 150 140 130 120 110 100 90 80 70 60 50 40 30 20 10 0 Type II 24-hr 100YR-24.0HR Rainfall=6.48" Runoff Area=45.260 ac Runoff Volume=15.902 af Runoff Depth>4.22" Tc=27.0 min CN=83 188.73 cfs Page 77 Type II 24-hr 100YR-24.0HR Rainfall=6.48"2023-234_Existing Dry Pond_2024-08-07 Printed 8/7/2024Prepared by TLF, Inc Page 10HydroCAD® 10.20-3c s/n 10212 © 2023 HydroCAD Software Solutions LLC Hydrograph for Subcatchment 3S: Proposed Basin to Dry Pond Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 5.00 0.41 0.00 0.00 5.25 0.43 0.00 0.00 5.50 0.46 0.00 0.06 5.75 0.49 0.00 0.17 6.00 0.52 0.01 0.29 6.25 0.55 0.01 0.43 6.50 0.58 0.01 0.57 6.75 0.61 0.02 0.72 7.00 0.64 0.02 0.88 7.25 0.67 0.03 1.03 7.50 0.71 0.04 1.20 7.75 0.74 0.05 1.37 8.00 0.78 0.06 1.54 8.25 0.82 0.07 1.72 8.50 0.86 0.08 1.99 8.75 0.90 0.10 2.35 9.00 0.95 0.11 2.77 9.25 1.00 0.13 3.22 9.50 1.06 0.16 3.58 9.75 1.11 0.18 3.86 10.00 1.17 0.21 4.34 10.25 1.24 0.24 5.06 10.50 1.32 0.28 6.01 10.75 1.41 0.33 7.22 11.00 1.52 0.39 8.85 11.25 1.66 0.47 11.02 11.50 1.83 0.58 14.58 11.75 2.51 1.06 24.87 12.00 4.30 2.55 102.79 12.25 4.58 2.79 182.65 12.50 4.76 2.96 88.27 12.75 4.89 3.08 44.10 13.00 5.00 3.18 26.96 13.25 5.10 3.26 19.88 13.50 5.18 3.34 16.13 13.75 5.25 3.40 13.99 14.00 5.31 3.46 12.32 14.25 5.37 3.51 10.95 14.50 5.43 3.56 10.01 14.75 5.48 3.61 9.42 15.00 5.53 3.66 8.93 15.25 5.58 3.70 8.46 15.50 5.62 3.74 7.99 15.75 5.66 3.78 7.53 16.00 5.70 3.82 7.06 16.25 5.74 3.85 6.60 16.50 5.77 3.88 6.28 16.75 5.81 3.92 6.07 17.00 5.84 3.95 5.89 17.25 5.88 3.98 5.72 17.50 5.91 4.01 5.55 17.75 5.94 4.03 5.39 18.00 5.97 4.06 5.22 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 18.25 6.00 4.09 5.05 18.50 6.02 4.11 4.88 18.75 6.05 4.14 4.71 19.00 6.08 4.16 4.54 19.25 6.10 4.19 4.37 19.50 6.12 4.21 4.20 19.75 6.15 4.23 4.03 20.00 6.17 4.25 3.86 Page 78 Type II 24-hr 100YR-24.0HR Rainfall=6.48"2023-234_Existing Dry Pond_2024-08-07 Printed 8/7/2024Prepared by TLF, Inc Page 11HydroCAD® 10.20-3c s/n 10212 © 2023 HydroCAD Software Solutions LLC Summary for Pond 4P: Exist. Dry Pond Inflow Area = 45.260 ac, 60.01% Impervious, Inflow Depth > 4.22" for 100YR-24.0HR event Inflow = 188.73 cfs @ 12.20 hrs, Volume= 15.902 af Outflow = 12.65 cfs @ 13.95 hrs, Volume= 8.167 af, Atten= 93%, Lag= 104.6 min Primary = 12.65 cfs @ 13.95 hrs, Volume= 8.167 af Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 802.65' @ 13.95 hrs Surf.Area= 4.888 ac Storage= 9.912 af Plug-Flow detention time= 207.6 min calculated for 8.167 af (51% of inflow) Center-of-Mass det. time= 129.5 min ( 910.2 - 780.7 ) Volume Invert Avail.Storage Storage Description #1 797.22' 22.088 af Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 797.22 0.001 0.000 0.000 798.00 0.023 0.009 0.009 799.00 0.228 0.125 0.135 800.00 0.956 0.592 0.727 801.00 3.252 2.104 2.831 802.00 4.677 3.964 6.795 803.00 5.000 4.838 11.634 804.00 5.238 5.119 16.753 805.00 5.432 5.335 22.088 Device Routing Invert Outlet Devices #1 Primary 797.22'24.0" Round RCP_Round 24" L= 89.4' Ke= 0.500 Inlet / Outlet Invert= 797.22' / 796.91' S= 0.0035 '/' Cc= 0.900 n= 0.013, Flow Area= 3.14 sf #2 Device 1 797.22'9.3" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 801.50'24.0" W x 12.0" H Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=12.66 cfs @ 13.95 hrs HW=802.65' (Free Discharge) 1=RCP_Round 24" (Passes 12.66 cfs of 30.16 cfs potential flow) 2=Orifice/Grate (Orifice Controls 5.10 cfs @ 10.81 fps) 3=Orifice/Grate (Orifice Controls 7.56 cfs @ 3.78 fps) Page 79 Type II 24-hr 100YR-24.0HR Rainfall=6.48"2023-234_Existing Dry Pond_2024-08-07 Printed 8/7/2024Prepared by TLF, Inc Page 12HydroCAD® 10.20-3c s/n 10212 © 2023 HydroCAD Software Solutions LLC Pond 4P: Exist. Dry Pond Inflow Primary Hydrograph Time (hours) 201918171615141312111098765 Fl o w ( c f s ) 210 200 190 180 170 160 150 140 130 120 110 100 90 80 70 60 50 40 30 20 10 0 Inflow Area=45.260 ac Peak Elev=802.65' Storage=9.912 af 188.73 cfs 12.65 cfs Page 80 Type II 24-hr 100YR-24.0HR Rainfall=6.48"2023-234_Existing Dry Pond_2024-08-07 Printed 8/7/2024Prepared by TLF, Inc Page 13HydroCAD® 10.20-3c s/n 10212 © 2023 HydroCAD Software Solutions LLC Hydrograph for Pond 4P: Exist. Dry Pond Time (hours) Inflow (cfs) Storage (acre-feet) Elevation (feet) Primary (cfs) 5.00 0.00 0.000 797.22 0.00 5.50 0.06 0.000 797.32 0.04 6.00 0.29 0.001 797.49 0.26 6.50 0.57 0.003 797.62 0.54 7.00 0.88 0.004 797.74 0.83 7.50 1.20 0.006 797.86 1.14 8.00 1.54 0.010 798.01 1.44 8.50 1.99 0.016 798.17 1.71 9.00 2.77 0.037 798.41 2.04 9.50 3.58 0.077 798.71 2.38 10.00 4.34 0.134 798.99 2.68 10.50 6.01 0.228 799.28 2.94 11.00 8.85 0.403 799.60 3.21 11.50 14.58 0.730 800.00 3.52 12.00 102.79 2.070 800.74 4.02 12.50 88.27 7.968 802.25 9.05 13.00 26.96 9.520 802.57 12.05 13.50 16.13 9.852 802.64 12.56 14.00 12.32 9.912 802.65 12.65 14.50 10.01 9.846 802.64 12.55 15.00 8.93 9.721 802.61 12.37 15.50 7.99 9.564 802.58 12.12 16.00 7.06 9.381 802.54 11.81 16.50 6.28 9.174 802.50 11.44 17.00 5.89 8.961 802.46 11.00 17.50 5.55 8.752 802.41 10.58 18.00 5.22 8.546 802.37 10.16 18.50 4.88 8.343 802.33 9.77 19.00 4.54 8.142 802.29 9.38 19.50 4.20 7.943 802.24 9.01 20.00 3.86 7.745 802.20 8.64 Page 81 TLF, Inc. Project No. 2023-234 Appendix E Storm Water Quality Calculations Page 82 TB M # 1 = 8 1 3 . 7 4 TB M # 2 = 8 0 9 . 8 1 TB M # 3 = 8 0 3 . 8 0 COMMON AREA "N" CO M M O N A R E A " L " KEYSTONE AVENUE / S.R. 431 KEYSTONE AVENUE / S.R. 431 KEYSTONE AVENUE / S.R. 431 S M O K Y R O W R O A D / E 1 3 6 T H S T R E E T FDC FDC FDC FDC FDC FDC PRO P E R T Y L I N E PRO P E R T Y L I N E PR O P E R T Y L I N E PR O P E R T Y L I N E 80 ' E X I S T I N G E M E R G E N C Y SP I L L W A Y ATS SLD P ATS UP UP UP UP UP UP UP VESTIBULEB107 FILMB108 EQUIP. STORAGEB112 ICE ROOMB122 CLASSROOMB109 TABLE STORAGEB126 MEETING AREA B101 HALLWAYA137 TRAININGA129 VESTIBULEA127 FIRE PUMPA125 WOMEN'S OFFICIALS/ MANAGERSA126 CLASSROOMA122 CORRIDORA128 OFFICEA138 IT/DATA CLOSETA135 EQUIPMENTA101HALLWAYA105 CLASSROOMA106 COACHES OFFICE A107 LOCKERSA109 BATHROOMA108BATHROOMA112SHOWERSA113 EQUIPMENTA102LAUNDRYA103LOCKER ROOM A110 OFFICEA117 VESTIBULEA111WOMENS/OFFICIALSA120 ELECTRICALA114 CLINICA130 ELEV. EQPT.A134 RECOVERYA131 BATHROOMA139BATHROOMA140 STO.A121 CHANGING ROOM A115 COACHESA124 CORRIDOR/HALLWAYA123 COACHES'LOCKERB118 HEAD COACHOFFICEB119 ??WOMENS/OFFICIALSBATHROOMA119 STORAGEB120VESTIBULEB121 BATHROOMB116 CUSTODIALB123 SHOWERSB115HALLWAYB125 LOCKER ROOM B114 MECHANICALB113 BATHROOMB110 BATHROOMB111 PASSAGEB124 MECHANICALB102 UP ST - 4 0 1 - E X ST - 4 0 0 ST - C O - 2 ST - C O - 1 ST - 1 0 2 ST - 1 0 3 ST - 1 0 4 - E X ST - 2 0 2 ST - 3 0 0 ST - 3 0 1 - E X ST - 2 0 1 ST - 2 0 3 - E X ST - 1 0 4 - E X NE W S T W Q BM P W - 1 PROPERTY LINE 10 0 % C O N S T R U C T I O N D O C U M E N T S CO P Y R I G H T 2 0 2 4 B Y F A N N I N G / H O W E Y A S S O C I A T E S , I N C . WW W . F H A I . C O M AR C H I T E C T CO N S U L T A N T KE Y P L A N BU I L D I N G " A " BU I L D I N G " B " A B SO U T H SU P P O R T BU I L D I N G GR E Y H O U N D AC T I V I T I E S CE N T E R 52 0 1 E M a i n S t r e e t , C a r m e l , I N 4 6 0 3 3 31 7 - 8 4 4 - 9 9 6 1 PR O J E C T N U M B E R : 2 2 2 1 5 4 . 0 0 PR O J E C T I S S U E D A T E : 7 . 2 6 . 2 0 2 4 DR A W N B Y : A R S 31 7 . 8 4 8 . 0 9 6 6 35 0 E N E W Y O R K S T . S U I T E 3 0 0 , I N D I A N A P O L I S I N 4 6 2 0 4 PR O J E C T M A N A G E R : P M R 22 2 1 5 4 . 0 0 CA R M E L H I G H SC H O O L S T A D I U M GR A N D S T A N D RE N O V A T I O N PR O J E C T CA R M E L C L A Y S C H O O L S 23 9 0 E . S M O K Y R O W ( H O M E S I D E ) 24 5 0 E . S M O K Y R O W ( V I S I T O R S I D E ) CA R M E L , I N 4 6 0 3 2 PL A N NO R T H RE V . NO . DE S C R I P T I O N DA T E CI T Y S U B M I T T A L 08 - 1 4 - 2 0 2 4 1 50 15 0 0 50 10 0 IN L E T S , V A L V E S , A N D M A R K S M A D E U P O N T H E G R O U N D B Y AL S O B E O T H E R E X I S T I N G U N D E R G R O U N D U T I L I T I E S F O R WH I C H T H E R E I S N O A B O V E G R O U N D E V I D E N C E O R F O R EX A C T L O C A T I O N S O F E X I S T I N G U N D E R G R O U N D U T I L I T I E S SH A L L B E V E R I F I E D B Y C O N T R A C T O R P R I O R T O A N Y A N D WH I C H N O A B O V E G R O U N D E V I D E N C E W A S O B S E R V E D . T H E OT H E R S ) A N D A R E S P E C U L A T I V E I N N A T U R E . T H E R E M A Y AL L C O N S T R U C T I O N . TH E L O C A T I O N S O F A L L E X I S T I N G U N D E R G R O U N D U T I L I T I E S EV I D E N C E ( I N C L U D I N G , B U T N O T L I M I T E D T O , M A N H O L E S , SH O W N O N T H E P L A N A R E B A S E D U P O N A B O V E G R O U N D CA U T I O N ! ! Kn o w w h a t ' s be l o w . be f o r e y o u d i g . Ca l l R Ca l l 8 1 1 o r 1 - 8 0 0 - 3 8 2 - 5 5 4 4 B e f o r e Y o u B e g i n A n y D i g g i n g P r o j e c t . Ca l l 4 8 h o u r s o r 2 w o r k i n g d a y s b e f o r e y o u d i g . It ' s F a s t , I t ' s E a s y a n d I t ' s t h e L a w i n t h e s t a t e o f I n d i a n a ! ST O R M W A T E R Q U A L I T Y DR A I N A G E B A S I N HO M E GR A N D S T A N D EX P A N S I O N VI S I T O R GR A N D S T A N D ST - 1 0 1 ( W - 1 ) S W Q U BA S I N A R E A 8 . 2 4 a c . BMP W-1 ST-101 - 8.24ac Routing Diagram for 2023-234_Proposed WQ_2024-08-09 Prepared by TLF, Inc, Printed 8/9/2024 HydroCAD® 10.20-3c s/n 10212 © 2023 HydroCAD Software Solutions LLC Subcat Reach Pond Link Page 83 Storm Water Quality BMP Unit Calculations - Exhibit E.1 2023-234_Proposed WQ_2024-08-09 Printed 8/9/2024Prepared by TLF, Inc Page 2HydroCAD® 10.20-3c s/n 10212 © 2023 HydroCAD Software Solutions LLC Rainfall Events Listing Event# Event Name Storm Type Curve Mode Duration (hours) B/B Depth (inches) AMC 1 WQ 1in - 24HR Type II 24-hr Default 24.00 1 1.00 2 Page 84 2023-234_Proposed WQ_2024-08-09 Printed 8/9/2024Prepared by TLF, Inc Page 3HydroCAD® 10.20-3c s/n 10212 © 2023 HydroCAD Software Solutions LLC Area Listing (selected nodes) Area (acres) CN Description (subcatchment-numbers) 8.240 98 (BMP W-1) 8.240 98 TOTAL AREA Page 85 Type II 24-hr WQ 1in - 24HR Rainfall=1.00"2023-234_Proposed WQ_2024-08-09 Printed 8/9/2024Prepared by TLF, Inc Page 4HydroCAD® 10.20-3c s/n 10212 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment BMP W-1: ST-101 - 8.24ac Runoff = 7.36 cfs @ 12.10 hrs, Volume= 0.508 af, Depth> 0.74" 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 * 8.240 98 8.240 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 17.9 Direct Entry, Subcatchment BMP W-1: ST-101 - 8.24ac Runoff Hydrograph Time (hours) 201918171615141312111098765 Fl o w ( c f s ) 8 7 6 5 4 3 2 1 0 Type II 24-hr WQ 1in - 24HR Rainfall=1.00" Runoff Area=8.240 ac Runoff Volume=0.508 af Runoff Depth>0.74" Tc=17.9 min CN=98 7.36 cfs Page 86 Type II 24-hr WQ 1in - 24HR Rainfall=1.00"2023-234_Proposed WQ_2024-08-09 Printed 8/9/2024Prepared by TLF, Inc Page 5HydroCAD® 10.20-3c s/n 10212 © 2023 HydroCAD Software Solutions LLC Hydrograph for Subcatchment BMP W-1: ST-101 - 8.24ac Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 5.00 0.06 0.00 0.02 5.25 0.07 0.00 0.02 5.50 0.07 0.00 0.03 5.75 0.08 0.01 0.03 6.00 0.08 0.01 0.04 6.25 0.08 0.01 0.04 6.50 0.09 0.01 0.05 6.75 0.09 0.01 0.05 7.00 0.10 0.01 0.06 7.25 0.10 0.01 0.06 7.50 0.11 0.02 0.07 7.75 0.11 0.02 0.08 8.00 0.12 0.02 0.08 8.25 0.13 0.02 0.09 8.50 0.13 0.03 0.10 8.75 0.14 0.03 0.12 9.00 0.15 0.04 0.13 9.25 0.15 0.04 0.15 9.50 0.16 0.05 0.16 9.75 0.17 0.05 0.16 10.00 0.18 0.06 0.19 10.25 0.19 0.06 0.21 10.50 0.20 0.07 0.25 10.75 0.22 0.08 0.30 11.00 0.24 0.09 0.36 11.25 0.26 0.11 0.45 11.50 0.28 0.13 0.59 11.75 0.39 0.22 1.33 12.00 0.66 0.47 5.81 12.25 0.71 0.51 4.43 12.50 0.73 0.54 1.54 12.75 0.76 0.56 0.83 13.00 0.77 0.57 0.61 13.25 0.79 0.59 0.50 13.50 0.80 0.60 0.44 13.75 0.81 0.61 0.38 14.00 0.82 0.62 0.34 14.25 0.83 0.63 0.30 14.50 0.84 0.63 0.28 14.75 0.85 0.64 0.27 15.00 0.85 0.65 0.25 15.25 0.86 0.66 0.24 15.50 0.87 0.66 0.23 15.75 0.87 0.67 0.21 16.00 0.88 0.68 0.20 16.25 0.89 0.68 0.19 16.50 0.89 0.69 0.18 16.75 0.90 0.69 0.17 17.00 0.90 0.70 0.17 17.25 0.91 0.70 0.16 17.50 0.91 0.71 0.16 17.75 0.92 0.71 0.15 18.00 0.92 0.71 0.15 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 18.25 0.93 0.72 0.14 18.50 0.93 0.72 0.14 18.75 0.93 0.73 0.13 19.00 0.94 0.73 0.13 19.25 0.94 0.73 0.12 19.50 0.95 0.74 0.12 19.75 0.95 0.74 0.11 20.00 0.95 0.74 0.11 Page 87 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 88 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 89 ST-101 (BMP W-1) 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 90 Page 91 Estimated Flow in the existing 24" storm main. Storm Water Runoff Calculation for In-Line BMP Condition - Exhibit E.3 Q = C x i x A C = 0.74 i10 = 4.28 in/hr based on Tc = 17.9 min A = 8.24 acres Q10 = 0.74 x 4.28 x 8.24 Q10 = 26.1 cfs