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HomeMy WebLinkAboutDrainage Report TLF, Inc. Project No. 2022-120 Drainage Report for Carmel Clay Schools – Carmel High School Greyhound Activity Center and Stadium South Support Building East 136th Street Carmel, Indiana 46032 January 10, 2023 Prepared by: TLF, Inc. 3901 West 86th Street, Suite 200 Indianapolis, IN 46268 Phone (317) 334-1500 Submitted by: Pete M. Rankovich, PE Herb Windhorst Page 1 of 91 TLF, Inc. Project No. 2022-120 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 Storm Sewer Capacity – Exhibit B.2 · Existing Football Stadium Flood Scenario Map – Exhibit B.3 · HydroCAD Model Existing Football Stadium – Exhibit B.4 · HydroCAD Model Existing Dry Detention Pond – Exhibit B.5 · Proposed Drainage Conditions – Exhibit B.6 Appendix C - Proposed Storm Sewer Calculations · Rainfall Data – Exhibit C.1 · Proposed 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 · Emergency Spillway Calculations – Exhibit D.3 Appendix E - Proposed Water Quality Calculations · Water Quality HydroCAD Models – Exhibit E.1 · Water Quality Unit Selection Table – Exhibit E.2 · Off-Line BMP Pipe Calculations – Exhibit E.3 · Water Quality BMP Details – Exhibit E.4 Page 2 of 91 TLF, Inc. Project No. 2022-120 Project Narrative I. Project Location The proposed project is located on the north side of East 136th 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 This project includes the construction of a new Greyhound Activity Center (approximately 90,500 sft.) located at the north side of the existing football stadium and the construction of a new South Support Building (approximately 9,300 sft.) located at the south side of the existing stadium. Relocation of existing storm sewers and modifications to the existing dry detention facilities are also included with this project along with other related infrastructure. Buildings and associated site improvements will disturb approximately 14.67 acres of land. III. Existing Drainage Conditions The existing site area is 48.84 acres with a 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 has an area of 3.58 acres and has its own underground detention system. The site is comprised of 23.8 acres of impervious surfaces (parking lots, sidewalks and access drives) and 21.46 acres of pervious area (lawn and plantings mulch beds). Refer to Existing Drainage Conditions Exhibit B.1 in Appendix B. Several of the existing on-site storm sewers do not have capacity for the 10 year storm event. Refer to the Existing Storm Sewer Capacity Exhibit B.2 in Appendix B. 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 and 500 year storm events, see summary in Table 1 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 1: Existing Flood Elevations for Football Stadium 100 year 500 year Flood Elevation 806.99 807.10 Page 3 of 91 TLF, Inc. Project No. 2022-120 The pre-developed existing dry detention pond stage release summary is listed in Table 2 below. The existing outlet for the dry detention pond is a 24” rcp at invert elevation 797.22. Refer to the Existing Drainage Conditions Exhibit B.1 and HydroCAD Model Existing Dry Detention Pond Exhibit B.5 in Appendix B. Table 2: Existing Dry Detention Pond (Pre-Developed) Elevation Release Rate (cfs) Storage (ac/ft) 10 year 800.80 21.46 2.23 100 year 801.94 27.13 6.50 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 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 developed 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). The net increase of impervious surface for this project is 2.9 acres. Refer to Proposed Drainage Conditions Exhibit B.6 in Appendix B. V. Storm Sewer Design Proposed storm sewers from the developed areas extend to the existing dry detention pond and in doing so will improve the performance of the existing sewers to remain in place. The proposed storm sewers are 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 calculations, and pipe sizes are provided in Exhibit C.3 in Appendix C. Corresponding Inlet basin areas are shown on the Proposed Inlet Basin Area Map, Exhibit C.2 in Appendix C. Page 4 of 91 TLF, Inc. Project No. 2022-120 VI. Storm Water Detention The existing dry detention pond has been modified on the south side in order to maintain a minimum top of bank elevation of 804.65. An outlet control structure has been added to the upstream end of the existing 24” rcp. Refer to Outlet Control Structure Detail Exhibit D.2 in Appendix D. 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 VII. Storm Water Quality This project will utilize two manufactured water quality devices (Aqua-Swirl Xcelerator XC-11 on-line and XC-12 off-line) to meet the water quality requirements of the 1-inch 24-hour event and the 10-yr on-line flow rate. Structure ST-211A is an off-line unit with a high flow by-pass pipe 24” above the inlet pipe invert to the BMP. The required treatment flow of 13.72 cfs has a flow depth of 24” in the 30” HDPE inlet pipe to the BMP. The stormwater quality calculations are provided in Appendix E, also see summary in Table 4 below. VIII. Summary and Conclusions The runoff from the project site will be significantly reduced in both the 10 year and 100 year storm events, see Table 2 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 Rule 5, 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) ST-122 XC-11 5.78 12.15 24.73 ST-211A XC-12 13.72 14.35 Off-Line Unit Page 5 of 91 TLF, Inc. Project No. 2022-120 Appendix A Maps Page 6 of 91 SITE AREA E. 136th St. K e y s t o n e A v e .N. Rangeline Rd.SITE LOCATION MAP EXHIBIT A.1 NORTH Page 7 of 91 SOIL MAP AND DATA EXHIBIT A.2Page 8 of 91 EXHIBIT A.3 Page 9 of 91 TLF, Inc. Project No. 2022-120 Appendix B Site Drainage Conditions Page 10 of 91 TBM#1 = 813.74TBM#2 = 809.81TBM#3 = 803.80LOT1204LOT1205LOT1206LOT1207LOT 1301LOT 1302LOT 1303LOT 1304LOT 1305LOT 1306LOT 1401LOT 1402LOT 1403LOT 1404LOT 1405LOT 1406LOT 1701LOT 1702LOT 1703LOT 1704LOT 401LOT 402LOT 403LOT 404LOT 405LOT 301LOT 302LOT 303LOT 304LOT 305LOT 201LOT 202LOT 203LOT 204LOT 205LOT 101LOT 102LOT 103LOT 104LOT 105COMMON AREA "B"COMMON AREA "N"PRIVATE ALLEYCOMMON AREA "L"COMMON AREA "H"COMMON AREA "F"COMMON AREA "E"PRIVATE ALLEYPRIVATE ALLEY PROPERTY LINEPROPERTY LINE PROPERTY LINEPROPERTY LINEPROPERTY LINEPROPERTY LINEPROPERTY LINEEXISTING TURF PRACTICE FIELDS WITHUNDERGROUND DETENTION SYSTEM BASIN AREA = 3.58 ACRESEXISTING DRY DETENTION PONDBASIN AREA = 45.26 ACRES10 YEAR ELEV.= 800.80100 YEAR ELEV.= 801.9424" RCP OUTLET PIPEINVERT = 797.22COPYRIGHT 2022 BY FANNING/HOWEY ASSOCIATES, INC.WWW.FHAI.COMARCHITECTPROJECT NUMBER: 222063.00CARMEL HIGHSCHOOLGREYHOUNDACTIVITY CENTERCARMEL CLAY SCHOOLS520 E MAIN STREETCARMEL, IN 46032PROJECT ISSUE DATE: 12.01.2022CONSTRUCTION DOCUMENTSDRAWN BY: ARS317.848.0966350 E NEW YORK ST #300, INDIANAPOLIS, IN 46204REV.NO.DESCRIPTIONDATECONSULTANTPROJECT MANAGER: PMRB.1EXISTING DRAINAGE CONDITIONS60180060120Page 11 of 91 SMOKEY ROW ROAD / E 136TH STREETTBM#1 = 813.74TBM#2 = 809.81TBM#3 = 803.80FINAL PLAT OFARD E N T O W N H O M E S INS T R . # 2 0 0 7 0 0 1 1 7 1LOT1201LOT1202LOT1203LOT1204LOT1205LOT1206LOT1207LOT 1301LOT 1302LOT 1303LOT 1304LOT 1305LOT 1306LOT 1401LOT 1402LOT 1403LOT 1404LOT 1405LOT 1406LOT 1701LOT 1702LOT 1703LOT 1704LOT 401LOT 402LOT 403LOT 404LOT 405LOT 301LOT 302LOT 303LOT 304LOT 305LOT 201LOT 202LOT 203LOT 204LOT 205LOT 101LOT 102LOT 103LOT 104LOT 105COMMON AREA "B"COMMON AREA "N"PRIVATE ALLEYCOMMON AREA "L"COMMON AREA "H"COMMON AREA "F"COMMON AREA "E"PRIVATE ALLEYPRIVATE ALLEY KEYSTONE AVENUE / S.R. 431MATCH LINE SEE TOPO-2MATCH LINE SEE TOPO-4SMOKEY ROW ROAD / E 136TH STREETMATCH LINE SEE TOPO-1MATCH LINE SEE TOPO-3MATCH LINE SEE TOPO-4MATCH LINE SEE TOPO-3MATCH LINE SEE TOPO-3MATCH LINE SEE TOPO-5MATCH LINE SEE TOPO-6MATCH LINE SEE TOPO-5MATCH LINE SEE TOPO-4MATCH LINE SEE TOPO-6MATCH LINE SEE TOPO-4MATCH LINE SEE TOPO-3KEYSTONE AVENUE / S.R. 431MATCH LINE SEE TOPO-1MATCH LINE SEE TOPO-3MATCH LINE SEE TOPO-2MATCH LINE SEE TOPO-1KEYSTONE AVENUE / S.R. 431SMOKEY ROW ROAD / E 136TH STREETKEYSTONE AVENUE / S.R. 431’’’’ EXISTING STORM SEWER CAPACITY EXHIBIT B.2 (1 of 2)INDICATES EXISTING PIPE THAT HAS CAPACITYFOR THE 10 YEAR STORM EVENTINDICATES EXISTING PIPE THAT DOES NOT HAVECAPACITY FOR THE 10 YEAR STORM EVENTPage 12 of 91 Description:Carmel HS Football Stadium - Existing Storm SewerReviewing Entity:Job #:Date:10-yrEntity DataMatch Invert-INLET 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 102147.35RCP0.301.74 - -0.52 0.52 0.525.005.00 - - 6.12 6.12 3.19 3.1912 1.750.013 4.71 68% 6.00 0.60 6.45 0.41816.48816.84 814.38811.800.93 3.87102 103117.98RCP0.681.45 - -0.99 0.99 1.515.005.41 - - 6.12 6.05 6.03 9.1112 0.280.013 1.89 483% 2.40 CAPACITY! - 0.82816.84816.90 811.69811.363.98 4.37103 105175.19RCP0.761.86 - -1.41 1.41 2.925.006.23 - - 6.12 5.90 8.63 17.2112 2.470.013 5.59 308% 7.12 CAPACITY! - 0.41816.90810.64 811.22806.904.51 2.57104 10553.63RCP0.850.24 - -0.20 0.20 0.205.005.00 - - 6.12 6.12 1.25 1.2512 0.000.013 0.11 1108% 0.14 CAPACITY! - 6.23810.74810.64 806.86806.862.71 2.61105 106155.32RCP0.661.28 - -0.85 0.85 3.975.0011.23 - - 6.12 5.10 5.18 20.2318 0.420.013 6.81 297% 3.85 CAPACITY! - 0.67810.64810.49 806.81806.162.12 2.62106 108169.94RCP0.850.24 - -0.20 0.20 4.175.0011.90 - - 6.12 5.03 1.25 20.9924 0.290.013 12.18 172% 3.88 CAPACITY! - 0.73810.49810.36 806.05805.562.19 2.55107 10867.76RCP0.302.19 - -0.66 0.66 0.665.005.00 - - 6.12 6.12 4.02 4.0212 0.430.013 2.34 172% 2.97 CAPACITY! - 0.38810.23810.36 805.88805.593.18 3.60108 109217.92RCP0.690.46 - -0.32 0.32 5.155.0012.63 - - 6.12 4.96 1.96 25.5424 0.470.013 15.43 166% 4.91 CAPACITY! - 0.74810.36808.76 805.37804.362.74 2.15109 11062.68RCP0.600.98 - -0.59 0.59 5.735.0013.37 - - 6.12 4.89 3.58 28.0224 0.300.013 12.39 226% 3.94 CAPACITY! - 0.26808.76809.12 804.36804.172.15 2.70110 11120.71RCP0.750.28 - -0.21 0.21 5.945.0013.64 - - 6.12 4.86 1.29 28.9024 0.000.013 0.72 4039% 0.23 CAPACITY! - 1.52809.12809.53 804.13804.132.74 3.15111 11270.13RCP-- - -- - 5.94-15.15 - - - 4.71 - 28.0124 0.010.013 2.26 1238% 0.72 CAPACITY! - 1.62809.53809.17 803.93803.923.35 3.00112 11337.63RCP0.850.08 - -0.07 0.07 6.015.0016.78 - - 6.12 4.55 0.42 27.3724 0.550.013 16.78 163% 5.34 CAPACITY! - 0.12809.17808.46 803.87803.663.05 2.55113 116203.74RCP0.800.58 - -0.47 0.47 6.485.0016.89 - - 6.12 4.54 2.85 29.4124 0.500.013 16.00 184% 5.09 CAPACITY! - 0.67808.46807.19 803.66802.642.55 2.30114 115126.20RCP0.810.90 - -0.73 0.73 0.735.005.00 - - 6.12 6.12 4.45 4.4518 0.150.013 4.07 109% 2.30 CAPACITY! - 0.91807.12807.26 803.25803.062.16 2.49115 116106.77RCP0.850.60 - -0.51 0.51 1.245.005.91 - - 6.12 5.96 3.12 7.3624 0.040.013 4.52 163% 1.44 CAPACITY! - 1.24807.26807.19 802.86802.822.15 2.12116 323268.30RCP0.731.26 - -0.92 0.92 8.635.0017.56 - - 6.12 4.48 5.61 38.6336 0.140.013 24.51 158% 3.47 CAPACITY! - 1.29807.19807.31 801.87801.511.98 2.47201 20295.78RCP0.300.32 - -0.10 0.10 0.105.005.00 - - 6.12 6.12 0.59 0.5912 0.410.013 2.28 26% 2.90 0.35 2.43 0.55805.12807.11 801.45801.062.50 4.88202 20354.09RCP-- - -- - 0.10-5.55 - - - 6.02 - 0.5812 0.000.013 0.11 513% 0.14 CAPACITY! - 6.28807.11804.81 801.57801.574.37 2.07203 20494.66RCP0.300.37 - -0.11 0.11 0.215.0011.83 - - 6.12 5.04 0.68 1.0412 0.640.013 2.85 37% 3.63 0.42 3.35 0.43804.81805.80 801.57800.962.08 3.67204 20568.29RCP0.850.12 - -0.10 0.10 0.315.0012.27 - - 6.12 5.00 0.62 1.5412 0.060.013 0.87 177% 1.11 CAPACITY! - 1.02805.80805.70 800.96800.923.67 3.61205 20664.94RCP0.850.11 - -0.09 0.09 0.405.0013.29 - - 6.12 4.90 0.57 1.9718 0.570.013 7.93 25% 4.49 0.51 3.72 0.24805.70805.36 800.88800.513.11 3.14206 207105.48RCP0.850.12 - -0.10 0.10 0.505.0013.53 - - 6.12 4.87 0.62 2.4618 1.280.013 11.88 21% 6.73 0.46 5.30 0.26805.36805.09 800.41799.063.24 4.32207 208127.65RCP0.450.30 0.85 1.191.15 0.13 1.655.0013.80 - - 6.12 4.85 0.82 8.0024 0.000.013 0.72 1118% 0.23 CAPACITY! - 9.34805.09805.81 799.36799.363.48 4.20208 22194.80RCP0.340.13 - -0.04 0.04 1.695.0023.14 - - 6.12 3.93 0.27 6.6524 0.170.013 9.33 71% 2.97 1.25 3.22 0.53805.81805.25 799.36799.204.20 3.80209 21088.42RCP0.300.26 - -0.08 0.08 0.085.005.00 - - 6.12 6.12 0.48 0.4812 0.170.013 1.47 32% 1.87 0.39 1.67 0.79804.86805.98 801.45801.302.24 3.51210 21296.28RCP0.300.43 - -0.13 0.13 0.215.005.79 - - 6.12 5.98 0.79 1.2412 0.000.013 0.11 1098% 0.14 CAPACITY! - 11.19805.98805.94 801.34801.343.47 3.43211 21237.42RCP0.850.08 - -0.07 0.07 0.075.005.00 - - 6.12 6.12 0.42 0.4212 1.780.013 4.75 9% 6.05 0.20 3.72 0.10805.76805.94 802.51801.842.09 2.93212 21354.83RCP-- - -- - 0.28-16.97 - - - 4.53 - 1.2512 0.500.013 2.52 49% 3.21 0.50 3.20 0.28805.94805.62 801.34801.073.43 3.38213 21486.90RCP0.850.13 - -0.11 0.11 0.395.0017.26 - - 6.12 4.50 0.68 1.7412 0.370.013 2.17 80% 2.76 0.68 3.07 0.52805.62805.67 801.07800.753.38 3.75214 21582.34RCP0.850.13 - -0.11 0.11 0.505.0017.78 - - 6.12 4.45 0.68 2.2124 0.500.013 16.00 14% 5.09 0.50 3.58 0.27805.67805.56 800.75800.342.67 2.97215 216128.57RCP0.850.20 - -0.17 0.17 0.675.0018.05 - - 6.12 4.43 1.04 2.9524 0.040.013 4.52 65% 1.44 1.18 1.53 1.49805.56805.21 800.34800.292.97 2.67216 21875.00RCP0.410.25 - -0.10 0.10 0.775.0019.54 - - 6.12 4.28 0.63 3.2924 0.560.013 16.93 19% 5.39 0.60 4.17 0.23805.21806.00 800.29799.872.67 3.88217 21828.14RCP0.370.24 - -0.09 0.09 0.095.005.00 - - 6.12 6.12 0.54 0.5424 1.200.013 24.78 2% 7.89 0.20 3.21 0.06805.24806.00 800.21799.872.78 3.88218 219123.01RCP-- - -- - 0.86-19.77 - - - 4.26 - 3.6518 0.160.013 4.14 88% 2.34 1.09 2.64 0.88806.00805.27 799.70799.514.59 4.05219 22160.85RCP0.450.18 - -0.08 0.08 0.945.0020.65 - - 6.12 4.17 0.50 3.9118 0.220.013 4.93 79% 2.79 1.01 3.09 0.36805.27805.25 799.47799.344.09 4.20220 22192.91RCP-- 0.85 2.221.89 - 1.895.005.00 - - 6.12 6.12 - 11.5524 0.570.013 17.08 68% 5.44 1.21 5.84 0.28805.56805.25 799.54799.013.77 3.99221 32090.02RCP0.430.22 - -0.09 0.09 4.615.0023.67 - - 6.12 3.87 0.57 17.8724 0.140.013 8.46 211% 2.69 CAPACITY! - 0.56805.25806.25 799.12798.993.88 5.01301 302147.33RCP0.390.49 - -0.19 0.19 0.195.005.00 - - 6.12 6.12 1.17 1.1712 1.520.013 4.39 27% 5.59 0.35 4.73 0.44812.38810.42 808.33806.092.88 3.16302 303125.17RCP0.630.76 - -0.48 0.48 0.675.005.44 - - 6.12 6.04 2.94 4.0618 0.860.013 9.71 42% 5.50 0.68 5.25 0.38810.42809.32 805.94804.872.77 2.74303 305143.68RCP0.850.57 - -0.48 0.48 1.165.005.82 - - 6.12 5.97 2.97 6.9124 0.000.013 0.72 966% 0.23 CAPACITY! - 10.52809.32809.37 804.87804.872.20 2.25304 305144.60RCP0.620.67 - -0.42 0.42 0.425.005.00 - - 6.12 6.12 2.54 2.5412 0.260.013 1.82 140% 2.31 CAPACITY! - 1.04810.38809.37 806.35805.972.87 2.23305 308196.96RCP0.850.78 - -0.66 0.66 2.245.0016.33 - - 6.12 4.60 4.06 10.2730 0.670.013 33.45 31% 6.81 0.95 5.99 0.48809.37808.01 804.17802.862.41 2.36306 307129.40RCP0.760.64 - -0.48 0.48 0.485.005.00 - - 6.12 6.12 2.96 2.9618 0.640.013 8.40 35% 4.76 0.61 4.34 0.45808.74807.81 804.77803.942.26 2.16307 308139.11RCP0.850.93 - -0.79 0.79 1.275.005.45 - - 6.12 6.04 4.84 7.6924 0.070.013 5.77 133% 1.84 CAPACITY! - 1.26807.81808.01 803.40803.312.16 2.45308 312261.68RCP0.801.08 - -0.87 0.87 4.385.0016.82 - - 6.12 4.55 5.32 19.9136 0.190.013 28.84 69% 4.08 1.83 4.40 1.07808.01807.82 802.86802.371.82 2.12309 310125.63RCP0.760.83 - -0.63 0.63 0.635.005.00 - - 6.12 6.12 3.88 3.8818 0.410.013 6.68 58% 3.78 0.82 3.92 0.55807.88807.92 804.43803.921.74 2.29310 312145.08RCP0.850.74 - -0.63 0.63 1.265.005.55 - - 6.12 6.02 3.85 7.6024 0.550.013 16.78 45% 5.34 0.94 5.21 0.45807.92807.82 803.17802.372.50 3.20311 312115.92RCP0.300.08 - -0.02 0.02 0.025.005.00 - - 6.12 6.12 0.15 0.1512 0.150.013 1.38 11% 1.76 0.22 1.14 1.10805.42807.82 803.07802.901.18 3.75312 316256.62RCP0.811.09 - -0.89 0.89 6.555.0017.89 - - 6.12 4.44 5.43 29.1136 0.160.013 26.68 109% 3.77 CAPACITY! - 1.13807.82809.66 802.37801.962.12 4.37313 314190.00RCP0.780.82 - -0.64 0.64 0.645.005.00 - - 6.12 6.12 3.90 3.9018 0.440.013 6.97 56% 3.94 0.80 4.05 0.80807.33807.34 803.03802.192.60 3.44314 316100.21RCP0.821.28 - -1.06 1.06 1.695.005.80 - - 6.12 5.98 6.46 10.1124 0.330.013 13.00 78% 4.14 1.33 4.57 0.40807.34809.66 802.09801.763.00 5.65315 316166.79RCP0.540.18 - -0.10 0.10 0.105.005.00 - - 6.12 6.12 0.60 0.6012 0.170.013 1.47 41% 1.87 0.44 1.78 1.49805.82809.66 801.94801.662.71 6.83316 31716.19RCP-- - -- - 8.34-19.02 - - - 4.33 - 36.1336 2.320.013 101.59 36% 14.37 1.24 13.15 0.02809.66808.43 801.56801.184.77 3.92317 318259.02RCP0.640.34 - -0.22 0.22 8.565.0019.04 - - 6.12 4.33 1.33 37.0636 0.210.013 30.78 120% 4.35 CAPACITY! - 0.99808.43805.99 801.18800.633.91 2.03318 31945.01RCP0.750.90 - -0.68 0.68 9.245.0020.03 - - 6.12 4.23 4.14 39.0936 0.620.013 52.52 74% 7.43 1.93 8.14 0.10805.99805.92 800.66800.382.00 2.21319 32044.90RCP0.750.90 - -0.68 0.68 9.915.0020.13 - - 6.12 4.22 4.14 41.8636 0.200.013 29.83 140% 4.22 CAPACITY! - 0.18805.92806.25 800.44800.352.15 2.57320 322256.19RCP0.750.90 - -0.68 0.68 15.205.0024.23 - - 6.12 3.82 4.14 58.0636 0.090.013 20.01 290% 2.83 CAPACITY! - 1.51806.25806.66 798.89798.664.03 4.67321 322166.79RCP0.590.17 - -0.10 0.10 0.105.005.00 - - 6.12 6.12 0.62 0.6212 1.520.013 4.39 14% 5.59 0.25 3.94 0.50805.80806.66 802.20799.662.44 5.83322 323103.65RCP0.660.20 - -0.13 0.13 15.445.0025.74 - - 6.12 3.67 0.80 56.6536 0.050.013 14.91 380% 2.11 CAPACITY! - 0.82806.66807.31 798.66798.614.66 5.37323 324158.48RCP0.751.21 - -0.90 0.90 24.975.0026.55 - - 6.12 3.59 5.52 89.6248 0.170.013 58.35 154% 4.64 CAPACITY! - 0.57807.31807.45 798.51798.254.38 4.78324 325156.58RCP0.811.00 - -0.81 0.81 25.785.0027.12 - - 6.12 3.53 4.93 91.0748 0.220.013 66.60 137% 5.30 CAPACITY! - 0.49807.45- 798.17797.834.87 -ELEV.ELEV.FULL FLOW VELOCITY06/08/22(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 Information2022-120COVERLENGTHDrop Amount:INVERTRIMENTITY DATAiPIPE DIAMETERPIPE SLOPE FULL PIPE CAPACITYTRAVEL TIMEDIRECT TO INLETiFLOW DEPTHFLOW VELOCITYCAPACITY UTILIZATIONMANNING'S NEXISTING STORM SEWER CAPACITYEXHIBIT B.2 (2 of 2)Page 13 of 91 TBM#1 = 813.74TBM#2 = 809.81TBM#3 = 803.80LOT1204LOT1205LOT1206LOT1207LOT 1301LOT 1302LOT 1303LOT 1304LOT 1305LOT 1306LOT 1401LOT 1402LOT 1403LOT 1404LOT 1405LOT 1406LOT 1701LOT 1702LOT 1703LOT 1704LOT 401LOT 402LOT 403LOT 404LOT 405LOT 301LOT 302LOT 303LOT 304LOT 305LOT 201LOT 202LOT 203LOT 204LOT 205LOT 101LOT 102LOT 103LOT 104LOT 105COMMON AREA "B"COMMON AREA "N"PRIVATE ALLEYCOMMON AREA "L"COMMON AREA "H"COMMON AREA "F"COMMON AREA "E"PRIVATE ALLEYPRIVATE ALLEY PROPERTY LINEPROPERTY LINE PROPERTY LINEPROPERTY LINEPROPERTY LINEPROPERTY LINEPROPERTY LINEEXISTING FOOTBALL STADIUMBASIN AREA = 9.85 ACRESFLOOD ELEV. BASED ON ALLSEWERS 100% CLOGGED100 YEAR FLOOD ELEV.= 806.99500 YEAR FLOOD ELEV.= 807.108078078 0 8 808809 809806806806806806 806 806807811809810808809 809807807 806 807811809COPYRIGHT 2022 BY FANNING/HOWEY ASSOCIATES, INC.WWW.FHAI.COMARCHITECTPROJECT NUMBER: 222063.00CARMEL HIGHSCHOOLGREYHOUNDACTIVITY CENTERCARMEL CLAY SCHOOLS520 E MAIN STREETCARMEL, IN 46032PROJECT ISSUE DATE: 12.01.2022CONSTRUCTION DOCUMENTSDRAWN BY: ARS317.848.0966350 E NEW YORK ST #300, INDIANAPOLIS, IN 46204REV.NO.DESCRIPTIONDATECONSULTANTPROJECT MANAGER: PMRB.3EXISTING FOOTBALL STADIUMFLOOD SCENARIO MAP60180060120Page 14 of 91 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 of 91 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 of 91 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 of 91 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 of 91 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) 201918171615141312111098765Flow (cfs)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 of 91 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 of 91 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 of 91 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) 201918171615141312111098765Flow (cfs)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 of 91 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 of 91 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) 201918171615141312111098765Flow (cfs)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 of 91 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 of 91 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 of 91 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) 201918171615141312111098765Flow (cfs)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 of 91 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 of 91 1S Existing Basin to Dry Pond 2P Exist. Dry Pond Routing Diagram for 2022-120_Existing Dry Pond_2022-06-21 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 29 of 91 Type II 24-hr 100YR-24.0HR Rainfall=6.48"2022-120_Existing Dry Pond_2022-06-21 Printed 6/22/2022Prepared by TLF, Inc HydroCAD® 10.20-2d s/n 10212 © 2021 HydroCAD Software Solutions LLC Events for Pond 2P: Exist. Dry Pond Event Inflow (cfs) Primary (cfs) Elevation (feet) Storage (acre-feet) 010YR-0.083HR 0.00 0.00 797.22 0.000 010YR-0.167HR 0.48 0.47 797.57 0.002 010YR-0.5HR 12.07 9.12 798.90 0.112 010YR-01.0HR 22.03 13.46 799.42 0.296 010YR-02.0HR 27.28 14.83 799.63 0.423 010YR-03.0HR 36.15 15.94 799.95 0.684 010YR-06.0HR 51.26 18.60 800.33 1.173 010YR-12.0HR 67.26 20.37 800.62 1.755 010YR-24.0HR 79.70 21.46 800.80 2.237 100YR-0.083HR 0.14 0.14 797.41 0.001 100YR-0.167HR 5.47 4.77 798.36 0.031 100YR-0.5HR 33.15 15.61 799.85 0.588 100YR-01.0HR 52.23 18.73 800.35 1.207 100YR-02.0HR 76.22 21.17 800.75 2.099 100YR-03.0HR 94.56 22.56 801.00 2.841 100YR-06.0HR 125.06 24.48 801.37 4.150 100YR-12.0HR 149.49 25.82 801.65 5.251 100YR-24.0HR 176.43 27.13 801.94 6.509 Existing Condition Existing Condition Page 30 of 91 2022-120_Existing Dry Pond_2022-06-21 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 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 31 of 91 2022-120_Existing Dry Pond_2022-06-21 Printed 12/22/2022Prepared by TLF, Inc Page 3HydroCAD® 10.20-2d s/n 10212 © 2021 HydroCAD Software Solutions LLC Area Listing (selected nodes) Area (acres) CN Description (subcatchment-numbers) 21.460 61 >75% Grass cover, Good, HSG B (1S) 23.800 98 Paved parking, HSG B (1S) 45.260 80 TOTAL AREA Page 32 of 91 Type II 24-hr 010YR-24.0HR Rainfall=3.84"2022-120_Existing Dry Pond_2022-06-21 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 Basin to Dry Pond Runoff = 79.70 cfs @ 12.21 hrs, Volume= 6.579 af, Depth> 1.74" 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 21.460 61 >75% Grass cover, Good, HSG B 23.800 98 Paved parking, HSG B 45.260 80 Weighted Average 21.460 47.41% Pervious Area 23.800 52.59% 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) 201918171615141312111098765Flow (cfs)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=6.579 af Runoff Depth>1.74" Tc=27.0 min CN=80 79.70 cfs Page 33 of 91 Type II 24-hr 010YR-24.0HR Rainfall=3.84"2022-120_Existing Dry Pond_2022-06-21 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 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 0.00 8.00 0.46 0.00 0.00 8.25 0.48 0.00 0.00 8.50 0.51 0.00 0.00 8.75 0.53 0.00 0.01 9.00 0.56 0.00 0.08 9.25 0.60 0.00 0.19 9.50 0.63 0.01 0.32 9.75 0.66 0.01 0.45 10.00 0.70 0.01 0.61 10.25 0.74 0.02 0.83 10.50 0.78 0.03 1.12 10.75 0.84 0.04 1.50 11.00 0.90 0.06 2.03 11.25 0.98 0.08 2.77 11.50 1.09 0.11 4.01 11.75 1.49 0.28 7.66 12.00 2.55 0.92 38.75 12.25 2.71 1.04 78.04 12.50 2.82 1.12 39.46 12.75 2.90 1.18 20.43 13.00 2.96 1.22 12.83 13.25 3.02 1.26 9.63 13.50 3.07 1.30 7.89 13.75 3.11 1.33 6.87 14.00 3.15 1.36 6.08 14.25 3.18 1.39 5.42 14.50 3.22 1.41 4.97 14.75 3.25 1.44 4.69 15.00 3.28 1.46 4.45 15.25 3.31 1.48 4.23 15.50 3.33 1.50 4.00 15.75 3.36 1.52 3.78 16.00 3.38 1.54 3.55 16.25 3.40 1.56 3.32 16.50 3.42 1.57 3.16 16.75 3.44 1.59 3.06 17.00 3.46 1.61 2.98 17.25 3.48 1.62 2.89 17.50 3.50 1.64 2.81 17.75 3.52 1.65 2.73 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 18.00 3.54 1.67 2.65 18.25 3.55 1.68 2.57 18.50 3.57 1.69 2.48 18.75 3.59 1.70 2.40 19.00 3.60 1.72 2.32 19.25 3.62 1.73 2.23 19.50 3.63 1.74 2.15 19.75 3.64 1.75 2.06 20.00 3.66 1.76 1.98 Page 34 of 91 Type II 24-hr 010YR-24.0HR Rainfall=3.84"2022-120_Existing Dry Pond_2022-06-21 Printed 12/22/2022Prepared by TLF, Inc Page 6HydroCAD® 10.20-2d s/n 10212 © 2021 HydroCAD Software Solutions LLC Summary for Pond 2P: Exist. Dry Pond Inflow Area = 45.260 ac, 52.59% Impervious, Inflow Depth > 1.74" for 010YR-24.0HR event Inflow = 79.70 cfs @ 12.21 hrs, Volume= 6.579 af Outflow = 21.46 cfs @ 12.73 hrs, Volume= 6.571 af, Atten= 73%, Lag= 31.1 min Primary = 21.46 cfs @ 12.73 hrs, Volume= 6.571 af Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 800.80' @ 12.73 hrs Surf.Area= 2.801 ac Storage= 2.237 af Plug-Flow detention time= 38.6 min calculated for 6.571 af (100% of inflow) Center-of-Mass det. time= 38.1 min ( 842.5 - 804.4 ) Volume Invert Avail.Storage Storage Description #1 797.22' 6.795 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 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 Primary OutFlow Max=21.46 cfs @ 12.73 hrs HW=800.80' (Free Discharge) 1=RCP_Round 24" (Barrel Controls 21.46 cfs @ 6.83 fps) Page 35 of 91 Type II 24-hr 010YR-24.0HR Rainfall=3.84"2022-120_Existing Dry Pond_2022-06-21 Printed 12/22/2022Prepared by TLF, Inc Page 7HydroCAD® 10.20-2d s/n 10212 © 2021 HydroCAD Software Solutions LLC Pond 2P: Exist. Dry Pond Inflow Primary Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)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=800.80' Storage=2.237 af 24.0" Round Culvert n=0.013 L=89.4' S=0.0035 '/' 79.70 cfs 21.46 cfs Page 36 of 91 Type II 24-hr 010YR-24.0HR Rainfall=3.84"2022-120_Existing Dry Pond_2022-06-21 Printed 12/22/2022Prepared by TLF, Inc Page 8HydroCAD® 10.20-2d s/n 10212 © 2021 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 0.00 0.000 797.22 0.00 8.50 0.00 0.000 797.22 0.00 9.00 0.08 0.000 797.35 0.06 9.50 0.32 0.001 797.49 0.30 10.00 0.61 0.002 797.60 0.57 10.50 1.12 0.004 797.73 1.06 11.00 2.03 0.008 797.92 1.92 11.50 4.01 0.017 798.18 3.51 12.00 38.75 0.253 799.34 12.81 12.50 39.46 2.087 800.75 21.14 13.00 12.83 2.126 800.76 21.23 13.50 7.89 1.676 800.58 20.17 14.00 6.08 1.160 800.33 18.55 14.50 4.97 0.669 799.94 15.81 15.00 4.45 0.254 799.34 12.81 15.50 4.00 0.047 798.50 5.83 16.00 3.55 0.019 798.21 3.71 16.50 3.16 0.015 798.14 3.22 17.00 2.98 0.013 798.11 3.01 17.50 2.81 0.012 798.08 2.84 18.00 2.65 0.011 798.05 2.67 18.50 2.48 0.010 798.02 2.50 19.00 2.32 0.009 797.99 2.33 19.50 2.15 0.009 797.96 2.16 20.00 1.98 0.008 797.93 1.99 Page 37 of 91 Type II 24-hr 100YR-24.0HR Rainfall=6.48"2022-120_Existing Dry Pond_2022-06-21 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 Basin to Dry Pond Runoff = 176.43 cfs @ 12.20 hrs, Volume= 14.720 af, Depth> 3.90" 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 21.460 61 >75% Grass cover, Good, HSG B 23.800 98 Paved parking, HSG B 45.260 80 Weighted Average 21.460 47.41% Pervious Area 23.800 52.59% 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) 201918171615141312111098765Flow (cfs)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=14.720 af Runoff Depth>3.90" Tc=27.0 min CN=80 176.43 cfs Page 38 of 91 Type II 24-hr 100YR-24.0HR Rainfall=6.48"2022-120_Existing Dry Pond_2022-06-21 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 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 0.00 5.75 0.49 0.00 0.00 6.00 0.52 0.00 0.00 6.25 0.55 0.00 0.03 6.50 0.58 0.00 0.13 6.75 0.61 0.00 0.25 7.00 0.64 0.01 0.38 7.25 0.67 0.01 0.52 7.50 0.71 0.02 0.67 7.75 0.74 0.02 0.82 8.00 0.78 0.03 0.97 8.25 0.82 0.04 1.13 8.50 0.86 0.04 1.36 8.75 0.90 0.06 1.66 9.00 0.95 0.07 2.01 9.25 1.00 0.08 2.39 9.50 1.06 0.10 2.72 9.75 1.11 0.12 2.99 10.00 1.17 0.14 3.42 10.25 1.24 0.17 4.05 10.50 1.32 0.20 4.89 10.75 1.41 0.24 5.96 11.00 1.52 0.30 7.41 11.25 1.66 0.37 9.36 11.50 1.83 0.46 12.56 11.75 2.51 0.89 21.86 12.00 4.30 2.29 93.91 12.25 4.58 2.53 171.21 12.50 4.76 2.69 83.53 12.75 4.89 2.80 42.04 13.00 5.00 2.90 25.85 13.25 5.10 2.98 19.13 13.50 5.18 3.05 15.56 13.75 5.25 3.11 13.50 14.00 5.31 3.17 11.90 14.25 5.37 3.22 10.58 14.50 5.43 3.27 9.68 14.75 5.48 3.32 9.12 15.00 5.53 3.36 8.64 15.25 5.58 3.40 8.19 15.50 5.62 3.44 7.75 15.75 5.66 3.48 7.30 16.00 5.70 3.51 6.84 16.25 5.74 3.55 6.40 16.50 5.77 3.58 6.09 16.75 5.81 3.61 5.89 17.00 5.84 3.64 5.72 17.25 5.88 3.67 5.55 17.50 5.91 3.70 5.39 17.75 5.94 3.73 5.23 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 18.00 5.97 3.75 5.07 18.25 6.00 3.78 4.91 18.50 6.02 3.80 4.75 18.75 6.05 3.83 4.58 19.00 6.08 3.85 4.42 19.25 6.10 3.87 4.25 19.50 6.12 3.89 4.09 19.75 6.15 3.91 3.93 20.00 6.17 3.93 3.76 Page 39 of 91 Type II 24-hr 100YR-24.0HR Rainfall=6.48"2022-120_Existing Dry Pond_2022-06-21 Printed 12/22/2022Prepared by TLF, Inc Page 11HydroCAD® 10.20-2d s/n 10212 © 2021 HydroCAD Software Solutions LLC Summary for Pond 2P: Exist. Dry Pond Inflow Area = 45.260 ac, 52.59% Impervious, Inflow Depth > 3.90" for 100YR-24.0HR event Inflow = 176.43 cfs @ 12.20 hrs, Volume= 14.720 af Outflow = 27.13 cfs @ 12.97 hrs, Volume= 14.700 af, Atten= 85%, Lag= 45.9 min Primary = 27.13 cfs @ 12.97 hrs, Volume= 14.700 af Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 801.94' @ 12.97 hrs Surf.Area= 4.589 ac Storage= 6.509 af Plug-Flow detention time= 97.7 min calculated for 14.700 af (100% of inflow) Center-of-Mass det. time= 97.2 min ( 884.2 - 787.0 ) Volume Invert Avail.Storage Storage Description #1 797.22' 6.795 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 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 Primary OutFlow Max=27.13 cfs @ 12.97 hrs HW=801.94' (Free Discharge) 1=RCP_Round 24" (Barrel Controls 27.13 cfs @ 8.64 fps) Page 40 of 91 Type II 24-hr 100YR-24.0HR Rainfall=6.48"2022-120_Existing Dry Pond_2022-06-21 Printed 12/22/2022Prepared by TLF, Inc Page 12HydroCAD® 10.20-2d s/n 10212 © 2021 HydroCAD Software Solutions LLC Pond 2P: Exist. Dry Pond Inflow Primary Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)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=801.94' Storage=6.509 af 24.0" Round Culvert n=0.013 L=89.4' S=0.0035 '/' 176.43 cfs 27.13 cfs Page 41 of 91 Type II 24-hr 100YR-24.0HR Rainfall=6.48"2022-120_Existing Dry Pond_2022-06-21 Printed 12/22/2022Prepared by TLF, Inc Page 13HydroCAD® 10.20-2d s/n 10212 © 2021 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 0.13 0.001 797.39 0.11 7.00 0.38 0.002 797.52 0.36 7.50 0.67 0.003 797.62 0.64 8.00 0.97 0.004 797.71 0.94 8.50 1.36 0.005 797.79 1.31 9.00 2.01 0.008 797.92 1.94 9.50 2.72 0.011 798.05 2.64 10.00 3.42 0.015 798.14 3.25 10.50 4.89 0.027 798.32 4.44 11.00 7.41 0.056 798.57 6.38 11.50 12.56 0.127 798.96 9.69 12.00 93.91 0.931 800.18 17.54 12.50 83.53 5.711 801.76 26.32 13.00 25.85 6.508 801.94 27.13 13.50 15.56 6.202 801.87 26.83 14.00 11.90 5.666 801.75 26.27 14.50 9.68 5.035 801.60 25.57 15.00 8.64 4.372 801.43 24.77 15.50 7.75 3.705 801.25 23.88 16.00 6.84 3.040 801.06 22.88 16.50 6.09 2.383 800.85 21.75 17.00 5.72 1.755 800.62 20.38 17.50 5.39 1.177 800.34 18.62 18.00 5.07 0.675 799.94 15.86 18.50 4.75 0.266 799.36 13.01 19.00 4.42 0.056 798.57 6.38 19.50 4.09 0.025 798.29 4.27 20.00 3.76 0.020 798.23 3.85 Page 42 of 91 UP REF.23'-8 5/8"26'-6 3/8"23'-8 5/8" 28'-0 3 /8 "20'-8 "32'-7 5/ 8" 20'-8 "175'- 11 5 /8 " 76'-0" 26'-0 " 76'-0 " 52'-8"31'-10"18'-9 5/8"TBM#1 = 813.74TBM#2 = 809.81TBM#3 = 803.80LOT1204LOT1205LOT1206LOT1207LOT 1301LOT 1302LOT 1303LOT 1304LOT 1305LOT 1306LOT 1401LOT 1402LOT 1403LOT 1404LOT 1405LOT 1406LOT 1701LOT 1702LOT 1703LOT 1704LOT 401LOT 402LOT 403LOT 404LOT 405LOT 301LOT 302LOT 303LOT 304LOT 305LOT 201LOT 202LOT 203LOT 204LOT 205LOT 101LOT 102LOT 103LOT 104LOT 105COMMON AREA "B"COMMON AREA "N"PRIVATE ALLEYCOMMON AREA "L"COMMON AREA "H"COMMON AREA "F"COMMON AREA "E"PRIVATE ALLEYPRIVATE ALLEY PROPERTY LINEPROPERTY LINE PROPERTY LINEPROPERTY LINEPROPERTY LINEPROPERTY LINEPROPERTY LINEFDCFDCFDCFDCFDCEXISTING TURF PRACTICE FIELDS WITHUNDERGROUND DETENTION SYSTEM BASIN AREA = 3.58 ACRESEXISTING DRY DETENTION PONDBASIN AREA = 45.26 ACRES10 YEAR ELEV.= 801.50100 YEAR ELEV.= 802.65PROPOSED TOP OF BANK ELEV.= 804.65PROPOSED OUTLETCONTROL STRUCTUREPROPOSED STORM SEWERTO EXISTING DRY PONDPROPOSED STORM SEWERTO EXISTING DRY PONDSOUTH SUPPORT BUILDINGGREYHOUND ACTIVITY CENTERCOPYRIGHT 2022 BY FANNING/HOWEY ASSOCIATES, INC.WWW.FHAI.COMARCHITECTPROJECT NUMBER: 222063.00CARMEL HIGHSCHOOLGREYHOUNDACTIVITY CENTERCARMEL CLAY SCHOOLS520 E MAIN STREETCARMEL, IN 46032PROJECT ISSUE DATE: 12.01.2022CONSTRUCTION DOCUMENTSDRAWN BY: ARS317.848.0966350 E NEW YORK ST #300, INDIANAPOLIS, IN 46204REV.NO.DESCRIPTIONDATECONSULTANTPROJECT MANAGER: PMRB.6PROPOSED DRAINAGE CONDITIONS60180060120Page 43 of 91 TLF, Inc. Project No. 2022-120 Appendix C Proposed Storm Sewer Calculations Page 44 of 91 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 45 of 91 TBM#1 = 813.74TBM#2 = 809.81TBM#3 = 803.80LOT1204LOT1205LOT1206LOT1207LOT 1301LOT 1302LOT 1303LOT 1304LOT 1305LOT 1306LOT 1401LOT 1402LOT 1403LOT 1404LOT 1405LOT 1406LOT 1701LOT 1702LOT 1703LOT 1704LOT 401LOT 402LOT 403LOT 404LOT 405LOT 301LOT 302LOT 303LOT 304LOT 305LOT 201LOT 202LOT 203LOT 204LOT 205LOT 101LOT 102LOT 103LOT 104LOT 105COMMON AREA "B"COMMON AREA "N"PRIVATE ALLEYCOMMON AREA "L"COMMON AREA "H"COMMON AREA "F"COMMON AREA "E"PRIVATE ALLEYPRIVATE ALLEY UP REF.23'-8 5/8"26'-6 3/8"23'-8 5/8" 28'-0 3 /8 "20'-8 "32'-7 5/ 8" 20'-8 "175'-11 5 /8 " 76'-0" 26'-0 " 76'-0 " 52'-8"31'-10"18'-9 5/8"PROPERTY LINEPROPERTY LINE PROPERTY LINEPROPERTY LINEPROPERTY LINEPROPERTY LINEPROPERTY LINEFDCFDCFDCFDCFDCEXISTING DRY DETENTION PONDDIRECTTO ST-2042.22 ACDIRECT TOST-2061.19 ACDIRECT TOST-2060.322 ACRESDIRECT TOST-2060.369 ACRESDIRECT TOST-2060.124 ACRESDIRECT TOST-2060.113 ACRESDIRECT TOST-2060.124 ACRESDIRECT TOST-2060.298 ACRESDIRECT TOST-2060.202 ACRESDIRECT TOST-2090.567 ACRESDIRECT TOST-2090.280 ACRESDIRECT TOST-2090.079 ACRESDIRECT TOST-2090.589 ACRESDIRECT TOST-2091.260 ACRESDIRECT TOST-2090.598 ACRESDIRECT TOST-2090.905 ACRESDIRECT TOST-2040.216 ACRESDIRECT TOST-2040.254 ACRESDIRECT TOST-2040.077 ACRESDIRECT TOST-2040.204 ACRESDIRECT TOST-2040.132 ACRESDIRECT TOST-2040.129 ACRESDIRECT TOST-2040.083 ACRESDIRECT TOST-2040.421 ACRESDIRECT TOST-2040.199 ACRESST-1010.159 ACRESST-1020.258 ACRESST-1121.714 ACRESST-1030.552 ACRESST-1060.066 ACRESST-1040.487 ACRESST-1100.069 ACRESST-1140.220 ACRESST-1150.409 ACRESST-1160.343 ACRESST-1171.102 ACRESST-1191.182 ACRESST-121FUTURE PARKING0.824 ACRESST-1070.259 ACRESST-1080.387 ACRESST-1090.258 ACRESST-2010.106 ACRESST-2050.071 ACRESST-3011.100 ACRESST-3021.316 ACRESROOF AREA TOEXIST. SEWER0.214 ACRESST-1080.026 ACRESST-1090.026 ACRESST-1100.010 ACRESST-2020.061 ACRESST-2030.054 ACRESDIRECT TOST-2040.035 ACRESDIRECT TOST-2070.032 ACRESST-3030.104 ACRESCOPYRIGHT 2022 BY FANNING/HOWEY ASSOCIATES, INC.WWW.FHAI.COMARCHITECTPROJECT NUMBER: 222063.00CARMEL HIGHSCHOOLGREYHOUNDACTIVITY CENTERCARMEL CLAY SCHOOLS520 E MAIN STREETCARMEL, IN 46032PROJECT ISSUE DATE: 12.01.2022CONSTRUCTION DOCUMENTSDRAWN BY: ARS317.848.0966350 E NEW YORK ST #300, INDIANAPOLIS, IN 46204REV.NO.DESCRIPTIONDATECONSULTANTPROJECT MANAGER: PMR19700317No.C.2PROPOSED INLET BASIN AREA MAP60180060120Page 46 of 91 Description:Carmel High School GAC BldgReviewing 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 102105.24HDPE 0.35 0.16 - -0.06 0.06 0.065.005.00 - - 6.12 6.12 0.34 0.3412 0.320.012 2.18 16% 2.78 0.27 2.02 0.63816.50816.50 812.78 812.45 2.55 2.89102 10382.94HDPE 0.35 0.26 - -0.09 0.09 0.155.005.63 - - 6.12 6.01 0.55 0.8812 0.320.012 2.18 40% 2.78 0.44 2.63 0.50816.50816.72 812.35 812.08 2.99 3.47103 104179.77HDPE - - 0.90 0.550.50 - 0.64-6.13 - - - 5.92 - 3.8015 0.500.012 4.95 77% 4.03 0.82 4.45 0.74816.72817.69 811.98 811.08 3.30 5.17104 105280.89HDPE - - 0.90 0.490.44 - 1.08-6.87 - - - 5.78 - 6.2518 0.500.012 8.05 78% 4.55 0.99 5.03 1.03817.69817.72 810.98 809.58 5.00 6.43105 111236.00RCP - - - -- - 1.08-7.90 - - - 5.60 - 6.0518 0.500.013 7.43 81% 4.20 1.03 4.68 0.94817.72816.71 809.48 808.30 6.53 6.70106 10754.34HDPE - - 0.90 0.070.06 - 0.065.005.00 - - 6.12 6.12 - 0.3612 0.320.012 2.18 17% 2.78 0.28 2.06 0.33817.80817.35 813.61 813.43 3.02 2.75107 10876.35HDPE - - 0.90 0.260.23 - 0.295.005.33 - - 6.12 6.06 - 1.7715 0.250.012 3.50 51% 2.85 0.63 2.86 0.45817.35817.35 813.33 813.14 2.58 2.77108 109158.92HDPE 0.85 0.03 0.90 0.390.37 0.02 0.665.005.77 - - 6.12 5.98 0.14 3.9615 0.500.012 4.95 80% 4.03 0.85 4.48 0.66817.35817.35 813.04 812.25 2.87 3.66109 110113.93HDPE 0.85 0.03 0.90 0.260.25 0.02 0.925.006.43 - - 6.12 5.86 0.14 5.3818 0.350.012 6.73 80% 3.81 1.01 4.23 0.50817.35817.51 812.15 811.75 3.49 4.05110 11137.71HDPE 0.85 0.01 0.90 0.070.07 0.01 0.995.006.93 - - 6.12 5.77 0.05 5.7018 0.400.012 7.20 79% 4.07 1.01 4.52 0.15817.51816.71 811.65811.504.15 3.50111 118107.98RCP - - - -- - 2.07-8.84 - - - 5.43 - 11.2318 2.000.013 14.86 76% 8.41 0.97 9.24 0.21816.71811.49 808.20806.046.80 3.74112 11347.84RCP - - 0.35 1.710.60 - 0.6010.0010.00 - - 5.22 5.22 - 3.1215 0.300.013 3.54 88% 2.88 0.91 3.25 0.28816.96816.40 807.73807.587.79 7.38113 11472.98RCP - - - -- - 0.60-10.28 - - - 5.19 - 3.1115 0.300.013 3.54 88% 2.88 0.91 3.25 0.42816.40810.24 806.48806.278.48 2.54114 115164.98RCP 0.85 0.22 - -0.19 0.19 0.795.0010.70 - - 6.12 5.15 1.14 4.0515 0.500.013 4.57 89% 3.72 0.91 4.20 0.74810.24809.72 805.87 805.04 2.94 3.24115 116182.96RCP 0.85 0.41 - -0.35 0.35 1.135.0011.44 - - 6.12 5.08 2.13 5.7524 0.200.013 10.12 57% 3.22 1.08 3.32 0.95809.72810.20 804.94 804.57 2.53 3.38116 11867.22RCP 0.85 0.34 - -0.29 0.29 1.425.0012.38 - - 6.12 4.99 1.78 7.1024 0.200.013 10.12 70% 3.22 1.24 3.49 0.35810.20811.49 804.47804.343.48 4.90117 11820.05RCP 0.35 1.10 - -0.39 0.39 0.395.005.00 - - 6.12 6.12 2.36 2.3612 0.600.013 2.76 86% 3.51 0.71 3.95 0.10811.10811.49 807.36807.242.57 3.08118 11970.53RCP - - - -- - 3.88-12.73 - - - 4.95 - 19.2130 0.300.013 22.47 85% 4.58 1.78 5.14 0.26811.49810.52 803.94 803.73 4.76 4.00119 120242.09RCP 0.35 1.18 - -0.41 0.41 4.295.0012.99 - - 6.12 4.93 2.53 21.1530 0.300.013 22.47 94% 4.58 1.93 5.20 0.88810.52811.13 803.63 802.90 4.10 5.44120 12183.42RCP - - - -- - 4.29-13.87 - - - 4.84 - 20.7730 0.300.013 22.47 92% 4.58 1.90 5.20 0.30811.13809.96 802.80 802.55 5.54 4.62121 12225.00RCP - - 0.85 0.820.70 - 4.995.0014.17 - - 6.12 4.81 - 24.0130 0.350.013 24.27 99% 4.94 2.03 5.64 0.08809.96809.95 802.45802.364.72 4.79122 123261.92RCP - - - -- - 4.99-14.26 - - - 4.80 - 23.9730 0.350.013 24.27 99% 4.94 2.02 5.64 0.88809.95807.59 802.36 801.45 4.79 3.35123 124400.00RCP - - - -- - 4.99-15.14 - - - 4.71 - 23.5430 0.350.013 24.27 97% 4.94 1.98 5.63 1.35807.59805.60 801.35 799.95 3.45 2.86124 12587.86RCP - - - -- - 4.99-16.49 - - - 4.58 - 22.8730 0.350.013 24.27 94% 4.94 1.93 5.62 0.30805.60- 799.85 799.54 2.96 -125 pond0.00RCP - - - -- - 4.99-16.79 - - - 4.55 - 22.7330 0.350.013 24.27 94% 4.94 1.92 5.62 0.00-- 799.54799.54- -ELEV.ELEV.FULL FLOW VELOCITY11/03/22(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 InformationCity of Carmel2022-120COVERLENGTHDrop Amount:INVERTRIMENTITY DATAiPIPE DIAMETERPIPE SLOPE FULL PIPE CAPACITYTRAVEL TIMEDIRECT TO INLETiFLOW DEPTHFLOW VELOCITYCAPACITY UTILIZATIONMANNING'S NPage 47 of 91 Description:Carmel High School South BldgsReviewing Entity:Job #:Date:10-yrEntity DataMatch Invert0.1INLET 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)201 20262.89RCP 0.85 0.11 - -0.09 0.09 0.095.005.00 - - 6.12 6.12 0.55 0.5512 0.320.013 2.02 27% 2.57 0.36 2.19 0.41806.06806.11 802.33 802.13 2.57 2.82202 20320.83RCP 0.85 0.06 - -0.05 0.05 0.145.005.41 - - 6.12 6.05 0.32 0.8612 0.320.013 2.02 43% 2.57 0.46 2.46 0.14806.11805.99 802.13 802.06 2.82 2.76203 20430.79RCP 0.85 0.05 - -0.05 0.05 0.195.005.54 - - 6.12 6.02 0.28 1.1312 0.320.013 2.02 56% 2.57 0.54 2.64 0.20805.99806.51 802.06801.962.76 3.38204 20765.25RCP - - 0.70 3.972.78 - 2.9710.0010.00 - - 5.22 5.22 - 15.4924 0.480.013 15.67 99% 4.99 1.62 5.69 0.22806.51806.45798.96798.65 5.30 5.55205 20616.73RCP 0.85 0.07 - -0.06 0.06 0.065.005.00 - - 6.12 6.12 0.37 0.3712 0.320.013 2.02 18% 2.57 0.29 1.95 0.11805.98806.15 802.23802.182.58 2.81206 20739.67RCP - - 0.63 2.741.73 - 1.7910.0010.00 - - 5.22 5.22 - 9.3324 0.200.013 10.12 92% 3.22 1.51 3.65 0.21806.15806.45799.18799.104.72 5.10207 20864.52RCP - - 0.75 0.030.02 - 4.78-10.22 - - - 5.20 - 24.8336 0.150.013 25.83 96% 3.65 2.36 4.16 0.29806.45808.89 798.65 798.55 4.47 7.00208 209237.09RCP - - - -- - 4.78-10.51 - - - 5.17 - 24.6936 0.150.013 25.83 96% 3.65 2.35 4.16 1.08808.89808.26 798.55 798.20 7.00 6.73209 210192.70RCP - - 0.85 4.283.64 - 8.415.0011.59 - - 6.12 5.06 - 42.6048 0.100.013 45.42 94% 3.61 3.08 4.11 0.89808.26808.56 798.20 798.00 5.65 6.14210 21130.00RCP - - - -- - 8.41-12.48 - - - 4.98 - 41.8648 0.130.013 51.79 81% 4.12 2.73 4.59 0.12808.56809.56 798.00 797.96 6.14 7.18211 212144.31RCP - - - -- - 8.41-12.60 - - - 4.96 - 41.7648 0.100.013 44.51 94% 3.54 3.08 4.03 0.68809.56- 797.96 797.83 7.18 -212 pond0.00RCP - - - -- - 8.41-6.69 - - - 5.82 - 48.9448 0.120.013 49.76 98% 3.96 3.22 4.51 0.00-- 797.83797.83- -301 30389.54RCP 0.75 1.10 - -0.83 0.83 0.835.005.00 - - 6.12 6.12 5.05 5.0518 0.300.013 5.75 88% 3.26 1.09 3.67 0.46805.73806.08 801.41 801.14 2.61 3.23302 30382.87RCP 0.75 1.31 - -0.98 0.98 0.985.005.00 - - 6.12 6.12 6.01 6.0118 0.450.013 7.05 85% 3.99 1.07 4.48 0.35805.73806.08 801.52 801.14 2.50 3.23303 30413.53RCP 0.85 0.10 - -0.09 0.09 1.895.005.46 - - 6.12 6.04 0.52 11.4324 0.400.013 14.31 80% 4.55 1.35 5.06 0.05806.08806.61 801.04800.992.79 3.37304 exist45.00RCP 0.85 0.00 - -0.00 0.00 1.895.005.51 - - 6.12 6.03 0.01 11.4136 0.200.013 29.83 38% 4.22 1.29 3.94 0.18806.61- 800.44800.352.84 -ELEV.ELEV.FULL FLOW VELOCITY12/07/22(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 InformationCity of Carmel2022-120COVERLENGTHDrop Amount:INVERTRIMENTITY DATAiPIPE DIAMETERPIPE SLOPE FULL PIPE CAPACITYTRAVEL TIMEDIRECT TO INLETiFLOW DEPTHFLOW VELOCITYCAPACITY UTILIZATIONMANNING'S NPage 48 of 91 Description:Carmel High School GAC BldgReviewing Entity:City of CarmelJob #:2022-120Date:-STR. STRUCTURE CASTINGGRADE CONNECT TO REMARKSNO.TYPETYPEL.F.SIZETYPET.O.R.UPSTMDNSTM(%)STRUCT.101 TYPE ''A'' INLET R-4342 105 12 HDPE 816.50 812.78 812.45 0.32 102 102 TYPE ''A'' INLET R-4342 83 12 HDPE 816.50 812.35 812.080.32 103 103 TYPE ''C'' MANHOLE R-1772 180 15 HDPE 816.72 811.98 811.08 0.50 104 104 TYPE ''C'' MANHOLE R-1772 281 18 HDPE 817.69 810.98 809.58 0.50 105 105 TYPE ''C'' MANHOLE R-1772 236 18 RCP 817.72 809.48 808.30 0.50 111 106 TYPE ''C'' MANHOLE R-1772 54 12 HDPE 817.80 813.61 813.43 0.32 107 107 TYPE ''C'' MANHOLE R-1772 76 15 HDPE 817.35 813.33 813.14 0.25 108 108 TYPE ''C'' MANHOLE R-3472 159 15 HDPE 817.35 813.04 812.25 0.50 109 109 TYPE ''C'' MANHOLE R-3472 114 18 HDPE 817.35 812.15 811.75 0.35 110 110 TYPE ''C'' MANHOLE R-3472 38 18 HDPE 817.51 811.65 811.50 0.40 111 111 TYPE ''C'' MANHOLE R-1772 108 18 RCP 816.71 808.20 806.04 2.00 118 112 TYPE ''C'' MANHOLE R-4342 48 15 RCP 816.96 807.73 807.58 0.30 113 113 TYPE ''C'' MANHOLE R-1772 73 15 RCP 816.40 806.48 806.27 0.30 114 114 TYPE ''C'' MANHOLE R-3472 165 15 RCP 810.24 805.87 805.04 0.50 115 115 TYPE ''M'' INLET R-3455-C 183 24 RCP 809.72 804.94 804.57 0.20 116 116 TYPE ''C'' MANHOLE R-3472 67 24 RCP 810.20 804.47 804.34 0.20 118 117 TYPE ''A'' INLET R-4342 20 12 RCP 811.10 807.36 807.24 0.60 118 118 TYPE ''K'' MANHOLE R-1772 71 30 RCP 811.49 803.94 803.73 0.30 119 119 TYPE ''J'' MANHOLE R-4342 242 30 RCP 810.52 803.63 802.90 0.30 120 120 TYPE ''J'' MANHOLE R-1772 83 30 RCP 811.13 802.80 802.55 0.30 121 121 TYPE ''J'' MANHOLE R-1772 25 30 RCP 809.96 802.45 802.36 0.35 122 122 TYPE ''J'' MANHOLE R-1772 262 30 RCP 809.95 802.36 801.45 0.35 123 123 TYPE ''J'' MANHOLE R-1772 400 30 RCP 807.59 801.35 799.95 0.35 124 124 TYPE ''J'' MANHOLE R-1772 88 30 RCP 805.60 799.85 799.54 0.35 125 125 CONCRETE END SECTION - 0 30 RCP - 799.54 799.54 0.35 pond PROPOSED STORM SEWER SYSTEM STORM SEWER STRUCTURE DATA TABLEPIPE ELEVATIONSPIPEJob InformationSTORM SEWER - STRUCTURE DATA TABLEPage 49 of 91 Description:Carmel High School South BldgsReviewing Entity:City of CarmelJob #:2022-120Date:-STR. STRUCTURE CASTINGGRADE CONNECT TO REMARKSNO.TYPETYPEL.F.SIZETYPET.O.R.UPSTMDNSTM(%)STRUCT.201 TYPE ''A'' INLET R-3472 63 12 RCP 806.06 802.33 802.13 0.32 202 202 TYPE ''A'' INLET R-3472 21 12 RCP 806.11 802.13 802.06 0.32 203 203 TYPE ''C'' MANHOLE R-3472 31 12 RCP 805.99 802.06 801.96 0.32 204 204 TYPE ''K'' MANHOLE R-1772 65 24 RCP 806.51 798.96 798.65 0.48 207 205 TYPE ''A'' INLET R-3472 17 12 RCP 805.98 802.23 802.18 0.32 206 206 TYPE ''J'' MANHOLE R-1772 40 24 RCP 806.15 799.18 799.10 0.20 207 207 TYPE ''L'' MANHOLE R-1772 65 36 RCP 806.45 798.65 798.55 0.15 208 208 TYPE ''J'' MANHOLE R-1772 237 36 RCP 808.89 798.55 798.20 0.15 209 209 TYPE ''K'' MANHOLE R-1772 193 48 RCP 808.26 798.20 798.00 0.10 210 210 TYPE ''N'' MANHOLE R-1772 30 48 RCP 808.56 798.00 797.96 0.13 211 211 TYPE ''N'' MANHOLE R-1772 144 48 RCP 809.56 797.96 797.83 0.10 212 212 CONCRETE END SECTION - 0 48 RCP - 797.83 797.83 0.12 pond 301 TYPE ''J'' INLET R-3287-10V 90 18 RCP 805.73 801.41 801.14 0.30 303 302 TYPE ''J'' INLET R-3287-10V 83 18 RCP 805.73 801.52 801.14 0.45 303 303 TYPE ''C'' MANHOLE R-3472 14 24 RCP 806.08 801.04 800.99 0.40 304 304 TYPE ''J'' MANHOLE R-3472 45 36 RCP 806.61 800.44 800.35 0.20 exist PROPOSED STORM SEWER SYSTEM STORM SEWER STRUCTURE DATA TABLEPIPE ELEVATIONSPIPEJob InformationSTORM SEWER - STRUCTURE DATA TABLEPage 50 of 91 Job Information Description: Reviewing Entity:City of Carmel Job #:2022-120 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 ''A'' INLET R-4342 2.55 3.72 0.35 0.16 5.00 9.12 0.51 0.01 0.16 0.16 102 TYPE ''A'' INLET R-4342 2.99 4.15 0.35 0.26 5.00 9.12 0.82 0.03 0.21 0.21 103 TYPE ''C'' MANHOLE R-1772 3.30 4.74 - - - - - - - 0.00 104 TYPE ''C'' MANHOLE R-1772 5.00 6.71 - - - - - - - 0.00 105 TYPE ''C'' MANHOLE R-1772 6.53 8.24 - - - - - - - 0.00 106 TYPE ''C'' MANHOLE R-1772 3.02 4.19 - - - - - - - 0.00 107 TYPE ''C'' MANHOLE R-1772 2.58 4.02 - - - - - - - 0.00 108 TYPE ''C'' MANHOLE R-3472 2.87 4.31 0.85 0.03 5.00 9.12 0.20 0.00 0.08 0.08 109 TYPE ''C'' MANHOLE R-3472 3.49 5.20 0.85 0.03 5.00 9.12 0.20 0.00 0.08 0.08 110 TYPE ''C'' MANHOLE R-3472 4.15 5.86 0.85 0.01 5.00 9.12 0.08 0.00 0.04 0.04 111 TYPE ''C'' MANHOLE R-1772 6.80 8.51 - - - - - - - 0.00 112 TYPE ''C'' MANHOLE R-4342 7.79 9.23 0.85 0.01 10.00 7.78 0.07 0.00 0.04 0.04 113 TYPE ''C'' MANHOLE R-1772 8.48 9.92 - - - - - - - 0.00 114 TYPE ''C'' MANHOLE R-3472 2.94 4.37 0.85 0.22 5.00 9.12 1.71 0.30 0.29 0.30 115 TYPE ''M'' INLET R-3455-C 2.53 4.78 0.85 0.41 5.00 9.12 3.17 0.26 0.36 0.36 116 TYPE ''C'' MANHOLE R-3472 3.48 5.73 0.85 0.34 5.00 9.12 2.66 0.72 0.39 0.72 117 TYPE ''A'' INLET R-4342 2.57 3.74 0.35 1.10 5.00 9.12 3.52 0.53 0.52 0.53 118 TYPE ''K'' MANHOLE R-1772 4.76 7.55 - - - - - - - 0.00 119 TYPE ''J'' MANHOLE R-4342 4.10 6.89 0.35 1.18 5.00 9.12 3.77 0.61 0.55 0.61 120 TYPE ''J'' MANHOLE R-1772 5.54 8.33 - - - - - - - 0.00 121 TYPE ''J'' MANHOLE R-1772 4.72 7.51 - - - - - - - 0.00 122 TYPE ''J'' MANHOLE R-1772 4.79 7.59 - - - - - - - 0.00 123 TYPE ''J'' MANHOLE R-1772 3.45 6.24 - - - - - - - 0.00 124 TYPE ''J'' MANHOLE R-1772 2.96 5.75 - - - - - - - 0.00 125 CONCRETE END SECTION - - - - - - - - - - 0.00 Design Parameters Design Storm: PROPOSED STORM SEWER SYSTEM ORIFICE FLOW CASTING CAPACITY CALCULATIONS Clogging (%): Carmel High School GAC Bldg Intensity Calculation Method: Page 51 of 91 Job Information Description: Reviewing Entity:City of Carmel Job #:2022-120 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) 201 TYPE ''A'' INLET R-3472 2.57 3.73 0.85 0.11 5.00 9.12 0.82 0.07 0.19 0.19 202 TYPE ''A'' INLET R-3472 2.82 3.98 0.85 0.06 5.00 9.12 0.47 0.02 0.13 0.13 203 TYPE ''C'' MANHOLE R-3472 2.76 3.93 0.85 0.05 5.00 9.12 0.42 0.02 0.12 0.12 204 TYPE ''K'' MANHOLE R-1772 5.30 7.55 - - - - - - - 0.00 205 TYPE ''A'' INLET R-3472 2.58 3.75 0.85 0.07 5.00 9.12 0.55 0.03 0.15 0.15 206 TYPE ''J'' MANHOLE R-1772 4.72 6.97 - - - - - - - 0.00 207 TYPE ''L'' MANHOLE R-1772 6.14 7.80 - - - - - - - 0.00 208 TYPE ''J'' MANHOLE R-1772 - 10.34 - - - - - - - 0.00 209 TYPE ''K'' MANHOLE R-1772 2.61 10.06 - - - - - - - 0.00 210 TYPE ''N'' MANHOLE R-1772 2.50 10.56 - - - - - - - 0.00 211 TYPE ''N'' MANHOLE R-1772 2.79 11.60 - - - - - - - 0.00 212 CONCRETE END SECTION - 2.84 - - - - - - - - 0.00 301 TYPE ''J'' INLET R-3287-10V #REF! 4.32 0.75 1.10 5.00 9.12 7.52 2.21 0.89 2.21 302 TYPE ''J'' INLET R-3287-10V #REF! 4.21 0.75 1.31 5.00 9.12 8.96 3.14 0.99 3.14 303 TYPE ''C'' MANHOLE R-3472 #REF! 5.04 0.85 0.10 5.00 9.12 0.78 0.06 0.18 0.18 Design Parameters Design Storm: PROPOSED STORM SEWER SYSTEM ORIFICE FLOW CASTING CAPACITY CALCULATIONS Clogging (%): Carmel High School South Bldgs Intensity Calculation Method: Page 52 of 91 Description:Carmel High School GAC BldgEntity:City of CarmelJob #:2022-120Date:-10-yr50-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.)102 101 812.45 813.45 813.09 816.09 5.00 8.09 0.45 12 0.32 0.206 1.177 0.175 0.308 0.278 2.19 105 0.012 0.335 - 0.10 0.10 0.10 0.10 - 1.25 2.82 - 0.093 0.428 816.52 816.50 813.78103 102 812.08 813.08 812.81 815.81 5.63 7.94 1.16 12 0.32 0.411 1.607 0.256 0.518 0.454 2.82 83 0.012 0.264 2.19 0.10 0.10 0.10 0.10 - 0.50 4.10 - 0.025 0.288 816.09 816.50 813.35104 103 811.08 812.33 812.16 814.81 6.13 7.82 5.03 15 0.50 1.227 3.927 0.313 1.250 0.909 4.10 180 0.012 0.923 2.82 0.10 0.100.10 0.10 - 0.50 4.68 - 0.069 0.991 815.81 816.72 813.23105 104 809.58 811.08 810.89 813.30 6.87 7.64 8.26 18 0.50 1.767 4.712 0.375 1.500 1.113 4.68 281 0.012 1.474 4.10 0.10 0.100.10 0.10 - 0.50 4.53 - 0.040 1.513 814.81 817.69 812.48111 105 808.30 809.80 809.60 811.93 7.90 7.40 8.00 18 0.50 1.767 4.712 0.375 1.500 1.096 4.53 236 0.013 1.361 4.68 0.10 0.100.10 0.10 - 0.50 9.58 - 0.011 1.372 813.30 817.72 810.98107 106 813.43 814.43 814.08 814.65 5.00 8.09 0.48 12 0.32 0.216 1.200 0.180 0.319 0.287 2.23 54 0.012 0.173 - 0.10 0.10 0.100.10 - 1.25 3.06 - 0.096 0.269 814.92 817.80 814.61108 107 813.14 814.39 814.07 814.43 5.33 8.01 2.34 15 0.25 0.767 2.212 0.347 0.749 0.612 3.06 76 0.012 0.190 2.23 0.10 0.10 0.10 0.10 - 0.50 4.27 - 0.034 0.224 814.65 817.35 814.58109 108 812.25 813.50 813.34 813.47 5.77 7.91 5.24 15 0.50 1.227 3.927 0.313 1.250 0.928 4.27 159 0.012 0.887 3.06 0.10 0.100.10 0.10 - 0.50 4.02 - 0.069 0.956 814.43 817.35 814.29110 109 811.75 813.25 813.02 813.02 6.43 7.75 7.11 18 0.35 1.767 4.712 0.375 1.500 1.032 4.02 114 0.012 0.442 4.27 0.10 0.100.10 0.10 - 0.50 4.27 - 0.016 0.458 813.47 817.35 813.65111 110 811.50 813.00 812.78 812.78 6.93 7.63 7.54 18 0.40 1.767 4.712 0.375 1.500 1.064 4.27 38 0.012 0.165 4.02 0.10 0.10 0.10 0.10 - 0.50 9.58 - 0.016 0.180 812.96 817.51 813.15118 111 806.04 807.54 807.49 809.23 8.84 7.18 14.85 18 2.00 1.550 3.395 0.456 1.229 1.402 9.58 108 0.013 2.148 4.53 0.10 0.10 0.10 0.10 - 0.50 5.18 - 0.554 2.702 811.93 816.71 809.70113 112 807.58 808.83 808.62 811.30 10.00 6.90 4.19 15 0.30 1.227 3.927 0.313 1.250 0.829 3.41 48 0.013 0.200 - 0.10 0.10 0.10 0.10 - 1.25 3.40 - 0.226 0.426 811.72 816.96 808.98114 113 806.27 807.52 807.30 811.00 10.28 6.86 4.17 15 0.30 1.227 3.927 0.313 1.250 0.826 3.40 73 0.013 0.302 3.41 0.10 0.100.10 0.10 - 0.50 4.41 - 0.001 0.303 811.30 816.40 807.73115 114 805.04 806.29 806.14 809.78 10.70 6.81 5.41 15 0.50 1.227 3.927 0.313 1.250 0.942 4.41 165 0.013 1.149 3.40 0.10 0.10 0.10 0.10 - 0.50 3.54 - 0.061 1.211 811.00 810.24 807.12116 115 804.57 806.57 806.07 809.37 11.44 6.71 7.66 24 0.20 2.164 3.754 0.577 1.301 0.984 3.54 183 0.013 0.364 4.41 0.10 0.10 0.10 0.10 - 0.50 3.66 - 0.053 0.417 809.78 809.72 806.94118 116 804.34 806.34 805.89 809.23 12.38 6.59 9.44 24 0.20 2.581 4.261 0.606 1.531 1.098 3.66 67 0.013 0.134 3.54 0.10 0.100.10 0.10 - 0.50 5.18 - 0.007 0.140 809.37 810.20 806.47118 117 807.24 808.24 808.12 809.23 5.00 8.09 3.12 12 0.60 0.785 3.142 0.250 1.000 0.757 3.97 20 0.013 0.153 - 0.10 0.10 0.100.10 - 1.25 5.18 - 0.306 0.459 809.69 811.10 808.36119 118 803.73 806.23 805.84 808.45 12.73 6.54 25.44 30 0.30 4.909 7.854 0.625 2.500 1.719 5.18 71 0.013 0.270 9.58 0.10 0.10 0.10 0.10 - 0.50 5.70 - 0.504 0.774 809.23 811.49 806.44120 119 802.90 805.40 805.05 807.29 12.99 6.51 28.00 30 0.30 4.909 7.854 0.625 2.500 1.804 5.70 242 0.013 1.122 5.18 0.10 0.10 0.10 0.10 - 0.50 5.60 - 0.044 1.166 808.45 810.52 806.13121 120 802.55 805.05 804.70 806.90 13.87 6.39 27.51 30 0.30 4.909 7.854 0.625 2.500 1.788 5.60 83 0.013 0.373 5.70 0.10 0.10 0.10 0.10 - 0.50 6.48 - 0.009 0.382 807.29 811.13 805.30122 121 802.36 804.86 804.57 806.67 14.17 6.36 31.79 30 0.35 4.909 7.854 0.625 2.500 1.920 6.48 25 0.013 0.149 5.60 0.10 0.10 0.10 0.10 - 0.50 6.46 - 0.082 0.231 806.90 809.96 804.95123 122 801.45 803.95 803.66 805.11 14.26 6.34 31.73 30 0.35 4.909 7.854 0.625 2.500 1.919 6.46 262 0.013 1.559 6.48 0.10 0.10 0.10 0.10 - 0.50 6.35 - 0.001 1.560 806.67 809.95 804.86124 123 799.95 802.45 802.15 802.81 15.14 6.23 31.16 30 0.35 4.909 7.854 0.625 2.500 1.902 6.35 400 0.013 2.296 6.46 0.10 0.10 0.10 0.10 - 0.50 6.17 - 0.012 2.307 805.11 807.59 803.85125 124 799.54 802.04 801.73 802.31 16.49 6.05 30.28 30 0.35 4.909 7.854 0.625 2.500 1.875 6.17 88 0.013 0.476 6.35 0.10 0.10 0.10 0.10 - 0.50 6.13 - 0.017 0.494 802.81 805.60 802.35pond 125 799.54 802.04 801.72 801.72 16.79 6.01 30.08 30 0.354.909 7.854 0.625 2.500 1.869 6.13 0 0.013 0.000 6.17 0.10 0.10 0.10 0.10 1.00 0.50 - 0.583 0.004 0.587 802.31 - 802.04Intensity Calculation Method:Starting Elevation:Calculation Method:INTENSITYPROPOSED STORM SEWER SYSTEM HYDRAULIC GRADE LINE CALCULATIONSJob InformationDesign ParametersDesign Storm:D.S. STR. U.S. STR.D.S. INV. ELEV.D.S. CROWN ELEV.CRITICAL DEPTH(dc+D)/2 ELEV.STARTING ELEV. Tc ENTITY DATAUPSTREAM MAXIMUM INFLUENT VELOCITYFLOW DIAMETER SLOPE AREAWETTED PERIMETERHYDRAULIC RADIUSFLOW DEPTH VELOCITY LENGTH MANNING'S NFRICTION LOSS"A" LOSS "B" LOSS "C" LOSSTOTAL LOSSU.S. HGL ELEV.U.S. STR. CROWN"D" LOSSOUTLET STRUCTURE COEFFICIENTUPSTREAM STRUCTURE COEFFICIENTEFFLUENT PIPE VELOCITYOUTLET STRUCTURE LOSSUPSTREAM STRUCTURE LOSSU.S. STR. TORPage 53 of 91 Description:Carmel High School South BldgsEntity:City of CarmelJob #:2022-120Date:-10-yr50-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.)202 201 802.13 803.13 802.81 802.90 5.00 8.09 0.73 12 0.32 0.309 1.402 0.220 0.416 0.356 2.36 63 0.013 0.200 - 0.10 0.10 0.10 0.10 - 1.25 2.64 - 0.108 0.308 803.21 806.06 803.33203 202 802.06 803.06 802.78 802.83 5.41 7.99 1.13 12 0.32 0.429 1.644 0.261 0.537 0.449 2.64 21 0.013 0.066 2.36 1.10 1.10 1.10 1.10 - 0.50 2.81 - 0.011 0.077 802.90 806.11 803.13204 203 801.96 802.96 802.72 802.72 5.54 7.96 1.50 12 0.32 0.532 1.858 0.287 0.641 0.518 2.81 31 0.013 0.098 2.64 2.10 2.10 2.10 2.10 - 0.50 6.52 - 0.007 0.105 802.83 805.99 803.06207 204 798.65 800.65 800.46 800.46 10.00 6.90 20.47 24 0.48 3.142 6.283 0.500 2.000 1.623 6.52 65 0.013 0.531 2.81 3.10 3.10 3.10 3.10 1.00 0.50 - 0.659 0.268 1.459 801.92 806.51 800.96206 205 802.18 803.18 802.82 802.82 5.00 8.09 0.49 12 0.32 0.231 1.235 0.187 0.335 0.290 2.11 17 0.013 0.053 - 4.10 4.10 4.10 4.10 - 1.25 3.92 - 0.087 0.140 802.96 805.98 803.23207 206 799.10 801.10 800.73 800.73 10.00 6.90 12.33 24 0.20 3.142 6.283 0.500 2.000 1.262 3.92 40 0.013 0.117 2.11 5.10 5.10 5.10 5.10 1.00 0.50 - 0.239 0.085 0.441 801.17 806.15 801.18211 210 797.96 801.96 801.08 801.08 12.48 6.58 55.33 48 0.13 12.566 12.566 1.000 4.000 2.237 4.40 30 0.013 0.044 - 6.10 6.10 6.10 6.10 1.00 1.25 - 0.301 0.376 0.722 801.80 808.56 802.00pond 212 797.83 801.83 801.04 801.04 6.69 7.69 64.69 48 0.12 12.566 12.566 1.000 4.000 2.427 5.15 0 0.013 0.000 - 7.10 7.10 7.10 7.10 1.00 1.25 - 0.411 0.514 0.926 801.97 - 801.83303 301 801.14 802.64 802.39 803.01 5.00 8.09 6.67 18 0.30 1.767 4.712 0.375 1.500 1.000 3.78 90 0.013 0.360 - 8.10 8.10 8.10 8.10 - 1.25 4.81 - 0.277 0.636 803.64 805.73 802.91303 302 801.14 802.64 802.44 803.01 5.00 8.09 7.95 18 0.45 1.767 4.712 0.375 1.500 1.092 4.50 83 0.013 0.472 - 9.10 9.10 9.10 9.10 - 1.25 4.81 - 0.393 0.865 803.87 805.73 803.02304 303 800.99 802.99 802.69 802.88 5.46 7.98 15.10 24 0.40 3.142 6.283 0.500 2.000 1.401 4.81 14 0.013 0.060 3.78 10.10 10.10 10.10 10.10 - 0.50 4.23 - 0.069 0.129 803.01 806.08 803.04exist 304 800.35 803.35 802.47 802.47 5.51 7.97 15.09 36 0.20 3.565 4.733 0.753 1.510 1.239 4.23 45 0.013 0.090 4.81 11.10 11.10 11.10 11.10 1.00 0.50 - 0.278 0.040 0.408 802.88 806.61 803.44U.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 PERIMETERHYDRAULIC 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 54 of 91 TLF, Inc. Project No. 2022-120 Appendix D Proposed Detention Calculations Page 55 of 91 5S Proposed Basin to Dry Pond 6P Exist. Dry Pond with modified top of bank and outlet Routing Diagram for 2022-120_Existing Dry Pond_2022-06-21 Prepared by TLF, Inc, Printed 1/5/2023 HydroCAD® 10.20-2d s/n 10212 © 2021 HydroCAD Software Solutions LLC Subcat Reach Pond Link Page 56 of 91 Type II 24-hr 100YR-24.0HR Rainfall=6.48"2022-120_Existing Dry Pond_2022-06-21 Printed 1/5/2023Prepared by TLF, Inc HydroCAD® 10.20-2d s/n 10212 © 2021 HydroCAD Software Solutions LLC Events for Pond 6P: Exist. Dry Pond with modified top of bank and outlet 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 57 of 91 2022-120_Existing Dry Pond_2022-06-21 Printed 1/5/2023Prepared 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 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 58 of 91 2022-120_Existing Dry Pond_2022-06-21 Printed 1/5/2023Prepared by TLF, Inc Page 3HydroCAD® 10.20-2d s/n 10212 © 2021 HydroCAD Software Solutions LLC Area Listing (selected nodes) Area (acres) CN Description (subcatchment-numbers) 18.560 61 >75% Grass cover, Good, HSG B (5S) 2.900 98 Future Bldg's and Pavement (5S) 23.800 98 Paved parking, HSG B (5S) 45.260 83 TOTAL AREA Page 59 of 91 Type II 24-hr 010YR-24.0HR Rainfall=3.84"2022-120_Existing Dry Pond_2022-06-21 Printed 1/5/2023Prepared by TLF, Inc Page 4HydroCAD® 10.20-2d s/n 10212 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 5S: Proposed Basin to Dry Pond Runoff = 90.09 cfs @ 12.21 hrs, Volume= 7.441 af, Depth> 1.97" Routed to Pond 6P : Exist. Dry Pond with modified top of bank and outlet 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 5S: Proposed Basin to Dry Pond Runoff Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)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 60 of 91 Type II 24-hr 010YR-24.0HR Rainfall=3.84"2022-120_Existing Dry Pond_2022-06-21 Printed 1/5/2023Prepared by TLF, Inc Page 5HydroCAD® 10.20-2d s/n 10212 © 2021 HydroCAD Software Solutions LLC Hydrograph for Subcatchment 5S: 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 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 18.00 3.54 1.89 2.81 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 61 of 91 Type II 24-hr 010YR-24.0HR Rainfall=3.84"2022-120_Existing Dry Pond_2022-06-21 Printed 1/5/2023Prepared by TLF, Inc Page 6HydroCAD® 10.20-2d s/n 10212 © 2021 HydroCAD Software Solutions LLC Summary for Pond 6P: Exist. Dry Pond with modified top of bank and outlet 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 62 of 91 Type II 24-hr 010YR-24.0HR Rainfall=3.84"2022-120_Existing Dry Pond_2022-06-21 Printed 1/5/2023Prepared by TLF, Inc Page 7HydroCAD® 10.20-2d s/n 10212 © 2021 HydroCAD Software Solutions LLC Pond 6P: Exist. Dry Pond with modified top of bank and outlet Inflow Primary Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)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 63 of 91 Type II 24-hr 010YR-24.0HR Rainfall=3.84"2022-120_Existing Dry Pond_2022-06-21 Printed 1/5/2023Prepared by TLF, Inc Page 8HydroCAD® 10.20-2d s/n 10212 © 2021 HydroCAD Software Solutions LLC Hydrograph for Pond 6P: Exist. Dry Pond with modified top of bank and outlet 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 64 of 91 Type II 24-hr 100YR-24.0HR Rainfall=6.48"2022-120_Existing Dry Pond_2022-06-21 Printed 1/5/2023Prepared by TLF, Inc Page 9HydroCAD® 10.20-2d s/n 10212 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 5S: Proposed Basin to Dry Pond Runoff = 188.73 cfs @ 12.20 hrs, Volume= 15.902 af, Depth> 4.22" Routed to Pond 6P : Exist. Dry Pond with modified top of bank and outlet 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 5S: Proposed Basin to Dry Pond Runoff Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)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 65 of 91 Type II 24-hr 100YR-24.0HR Rainfall=6.48"2022-120_Existing Dry Pond_2022-06-21 Printed 1/5/2023Prepared by TLF, Inc Page 10HydroCAD® 10.20-2d s/n 10212 © 2021 HydroCAD Software Solutions LLC Hydrograph for Subcatchment 5S: 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 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 18.00 5.97 4.06 5.22 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 66 of 91 Type II 24-hr 100YR-24.0HR Rainfall=6.48"2022-120_Existing Dry Pond_2022-06-21 Printed 1/5/2023Prepared by TLF, Inc Page 11HydroCAD® 10.20-2d s/n 10212 © 2021 HydroCAD Software Solutions LLC Summary for Pond 6P: Exist. Dry Pond with modified top of bank and outlet 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 67 of 91 Type II 24-hr 100YR-24.0HR Rainfall=6.48"2022-120_Existing Dry Pond_2022-06-21 Printed 1/5/2023Prepared by TLF, Inc Page 12HydroCAD® 10.20-2d s/n 10212 © 2021 HydroCAD Software Solutions LLC Pond 6P: Exist. Dry Pond with modified top of bank and outlet Inflow Primary Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)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 68 of 91 Type II 24-hr 100YR-24.0HR Rainfall=6.48"2022-120_Existing Dry Pond_2022-06-21 Printed 1/5/2023Prepared by TLF, Inc Page 13HydroCAD® 10.20-2d s/n 10212 © 2021 HydroCAD Software Solutions LLC Hydrograph for Pond 6P: Exist. Dry Pond with modified top of bank and outlet 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 69 of 91 TOP OF BANK = 804.65 SIDE VIEW EXISTING 24" RCP OUTLET 30"x 30" INV. = 797.22 24"W x 12"H WEIR OPENING INV.= 801.50 NEENAH R-4215-C CATCH BASIN FRAME AND GRATE RIM ELEV. = 802.65 (100 YR) COMPACTED SUBGRADE CLASS "A" PRECAST REINFORCED CONCRETE BOX 8"BASE SET ON 6" OF #8 OR #2 STONE COMPACTED SUBGRADE BASE SET ON 6" OF #8 OR #2 STONE GROUT AS REQUIRED 30"x 30" FRONT VIEW EXISTING 24" RCP OUTLET INV. = 797.22 MAX SLOPE=3:1 9.3" DIA. ORIFICE INV.= 797.22 24"W x 12"H WEIR OPENING INV.= 801.50 NEENAH R-4215-C CATCH BASIN FRAME AND GRATE RIM ELEV. = 802.65 (100 YR) STR.401 OUTLET CONTROL STRUCTURE DETAIL NO SCALE 9.3" DIA. ORIFICE INV.= 797.22 EXHIBIT D.2Page 70 of 91 Description:Carmel High School South Bldgs Reviewing Entity: Job #: Date:- *Emergency spillway must carry the peak 100 yr flow rate to the pond 188.73 (From HydroCAD output) 235.91 3.00 235.91 80.00 0.99 100 yr Flood Elev. =802.65 802.65 803.64 804.65 PROPOSED STORMWATER SYSTEM EMERGENCY SPILLWAY CALCULATIONS Job Information City of Carmel *OVERFLOW SPILLWAY WIDTH OF 80 FEET HAS SUFFICIENT CAPACITY TO CARRY 125% OF THE 100 YR FLOW RATE 2022-120 Peak inflow to Pond 125% of Peak inflow Weir Formula→ Q=Cweir*(L)*H3/2 Cweir = Q = L = H = Spillway Elev. = Overflow Elev. = Berm Elevation = Page 71 of 91 TLF, Inc. Project No. 2022-120 Appendix E Proposed Water Quality Calculations Page 72 of 91 WQ ST-122 Routing Diagram for 2022-120_Proposed WQ_2022-11-23 Prepared by TLF, Inc, Printed 1/5/2023 HydroCAD® 10.20-2d s/n 10212 © 2021 HydroCAD Software Solutions LLC Subcat Reach Pond Link Page 73 of 91 2022-120_Proposed WQ_2022-11-23 Printed 1/5/2023Prepared by TLF, Inc Page 2HydroCAD® 10.20-2d s/n 10212 © 2021 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 74 of 91 Description:Carmel High School GAC Bldg Reviewing Entity: Job #: Date:11/23/22 CNwq= PARAMETERS P =1 (in.) Pervious Area 4.32 Impervious Area 4.03 Area 8.35 I = 48% (%) Rv = 0.48437126 Qa=0.48 (in.) CALCULATED CNwq CNwq =94 1000 [10+5P+10Qa-10(Qa2+1.25Qa(P))1/2] PROPOSED STORMWATER SYSTEM WATER QUALITY CURVE NUMBER Job Information City of Carmel 2022-120 Page 75 of 91 2022-120_Proposed WQ_2022-11-23 Printed 1/5/2023Prepared by TLF, Inc Page 3HydroCAD® 10.20-2d s/n 10212 © 2021 HydroCAD Software Solutions LLC Area Listing (selected nodes) Area (acres) CN Description (subcatchment-numbers) 8.350 94 (WQ) 8.350 94 TOTAL AREA Page 76 of 91 Type II 24-hr WQ 1in - 24HR Rainfall=1.00"2022-120_Proposed WQ_2022-11-23 Printed 1/5/2023Prepared by TLF, Inc Page 4HydroCAD® 10.20-2d s/n 10212 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment WQ: ST-122 Runoff = 5.78 cfs @ 12.05 hrs, Volume= 0.322 af, Depth> 0.46" 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 * 8.350 94 8.350 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 13.0 Direct Entry, Subcatchment WQ: ST-122 Runoff Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)6 5 4 3 2 1 0 Type II 24-hr WQ 1in - 24HR Rainfall=1.00" Runoff Area=8.350 ac Runoff Volume=0.322 af Runoff Depth>0.46" Tc=13.0 min CN=94 5.78 cfs Page 77 of 91 Type II 24-hr WQ 1in - 24HR Rainfall=1.00"2022-120_Proposed WQ_2022-11-23 Printed 1/5/2023Prepared by TLF, Inc Page 5HydroCAD® 10.20-2d s/n 10212 © 2021 HydroCAD Software Solutions LLC Hydrograph for Subcatchment WQ: ST-122 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 5.00 0.06 0.00 0.00 5.25 0.07 0.00 0.00 5.50 0.07 0.00 0.00 5.75 0.08 0.00 0.00 6.00 0.08 0.00 0.00 6.25 0.08 0.00 0.00 6.50 0.09 0.00 0.00 6.75 0.09 0.00 0.00 7.00 0.10 0.00 0.00 7.25 0.10 0.00 0.00 7.50 0.11 0.00 0.00 7.75 0.11 0.00 0.00 8.00 0.12 0.00 0.00 8.25 0.13 0.00 0.00 8.50 0.13 0.00 0.00 8.75 0.14 0.00 0.00 9.00 0.15 0.00 0.01 9.25 0.15 0.00 0.02 9.50 0.16 0.00 0.02 9.75 0.17 0.00 0.03 10.00 0.18 0.00 0.04 10.25 0.19 0.01 0.05 10.50 0.20 0.01 0.07 10.75 0.22 0.01 0.10 11.00 0.24 0.02 0.13 11.25 0.26 0.02 0.18 11.50 0.28 0.03 0.27 11.75 0.39 0.07 0.94 12.00 0.66 0.24 5.17 12.25 0.71 0.28 2.05 12.50 0.73 0.30 0.87 12.75 0.76 0.31 0.55 13.00 0.77 0.32 0.45 13.25 0.79 0.33 0.38 13.50 0.80 0.34 0.34 13.75 0.81 0.35 0.30 14.00 0.82 0.36 0.26 14.25 0.83 0.37 0.24 14.50 0.84 0.37 0.23 14.75 0.85 0.38 0.22 15.00 0.85 0.39 0.21 15.25 0.86 0.39 0.20 15.50 0.87 0.40 0.18 15.75 0.87 0.40 0.17 16.00 0.88 0.41 0.16 16.25 0.89 0.41 0.15 16.50 0.89 0.42 0.15 16.75 0.90 0.42 0.14 17.00 0.90 0.42 0.14 17.25 0.91 0.43 0.14 17.50 0.91 0.43 0.13 17.75 0.92 0.44 0.13 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 18.00 0.92 0.44 0.12 18.25 0.93 0.44 0.12 18.50 0.93 0.45 0.12 18.75 0.93 0.45 0.11 19.00 0.94 0.45 0.11 19.25 0.94 0.46 0.10 19.50 0.95 0.46 0.10 19.75 0.95 0.46 0.10 20.00 0.95 0.46 0.09 Page 78 of 91 WQ South ST-211 Routing Diagram for 2022-120_Proposed WQ_2022-11-23 Prepared by TLF, Inc, Printed 1/6/2023 HydroCAD® 10.20-2d s/n 10212 © 2021 HydroCAD Software Solutions LLC Subcat Reach Pond Link Page 79 of 91 2022-120_Proposed WQ_2022-11-23 Printed 1/6/2023Prepared by TLF, Inc Page 2HydroCAD® 10.20-2d s/n 10212 © 2021 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 80 of 91 Description:Carmel High School South Bldgs Reviewing Entity: Job #: Date:12/12/22 CNwq= PARAMETERS P =1 (in.) Pervious Area 3.20 Impervious Area 10.88 Area 14.08 I = 77% (%) Rv = 0.74545455 Qa=0.75 (in.) CALCULATED CNwq CNwq =97 1000 [10+5P+10Qa-10(Qa2+1.25Qa(P))1/2] PROPOSED STORMWATER SYSTEM WATER QUALITY CURVE NUMBER Job Information City of Carmel 2022-120 Page 81 of 91 2022-120_Proposed WQ_2022-11-23 Printed 1/6/2023Prepared by TLF, Inc Page 3HydroCAD® 10.20-2d s/n 10212 © 2021 HydroCAD Software Solutions LLC Area Listing (selected nodes) Area (acres) CN Description (subcatchment-numbers) 14.080 97 (WQ South) 14.080 97 TOTAL AREA Page 82 of 91 Type II 24-hr WQ 1in - 24HR Rainfall=1.00"2022-120_Proposed WQ_2022-11-23 Printed 1/6/2023Prepared by TLF, Inc Page 4HydroCAD® 10.20-2d s/n 10212 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment WQ South: ST-211 Runoff = 13.72 cfs @ 12.03 hrs, Volume= 0.773 af, Depth> 0.66" 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 * 14.080 97 14.080 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.0 Direct Entry, Subcatchment WQ South: ST-211 Runoff Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr WQ 1in - 24HR Rainfall=1.00" Runoff Area=14.080 ac Runoff Volume=0.773 af Runoff Depth>0.66" Tc=12.0 min CN=97 13.72 cfs Page 83 of 91 Type II 24-hr WQ 1in - 24HR Rainfall=1.00"2022-120_Proposed WQ_2022-11-23 Printed 1/6/2023Prepared by TLF, Inc Page 5HydroCAD® 10.20-2d s/n 10212 © 2021 HydroCAD Software Solutions LLC Hydrograph for Subcatchment WQ South: ST-211 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 5.00 0.06 0.00 0.00 5.25 0.07 0.00 0.00 5.50 0.07 0.00 0.01 5.75 0.08 0.00 0.02 6.00 0.08 0.00 0.02 6.25 0.08 0.00 0.03 6.50 0.09 0.00 0.04 6.75 0.09 0.00 0.04 7.00 0.10 0.00 0.05 7.25 0.10 0.01 0.06 7.50 0.11 0.01 0.07 7.75 0.11 0.01 0.08 8.00 0.12 0.01 0.08 8.25 0.13 0.01 0.10 8.50 0.13 0.01 0.11 8.75 0.14 0.02 0.13 9.00 0.15 0.02 0.16 9.25 0.15 0.02 0.18 9.50 0.16 0.02 0.19 9.75 0.17 0.03 0.21 10.00 0.18 0.03 0.24 10.25 0.19 0.04 0.29 10.50 0.20 0.04 0.35 10.75 0.22 0.05 0.42 11.00 0.24 0.06 0.52 11.25 0.26 0.07 0.67 11.50 0.28 0.09 0.92 11.75 0.39 0.17 3.03 12.00 0.66 0.40 13.05 12.25 0.71 0.44 3.97 12.50 0.73 0.46 1.71 12.75 0.76 0.48 1.10 13.00 0.77 0.49 0.91 13.25 0.79 0.51 0.77 13.50 0.80 0.52 0.68 13.75 0.81 0.53 0.59 14.00 0.82 0.54 0.53 14.25 0.83 0.55 0.48 14.50 0.84 0.55 0.45 14.75 0.85 0.56 0.43 15.00 0.85 0.57 0.41 15.25 0.86 0.58 0.39 15.50 0.87 0.58 0.36 15.75 0.87 0.59 0.34 16.00 0.88 0.59 0.32 16.25 0.89 0.60 0.30 16.50 0.89 0.60 0.29 16.75 0.90 0.61 0.28 17.00 0.90 0.61 0.28 17.25 0.91 0.62 0.27 17.50 0.91 0.62 0.26 17.75 0.92 0.63 0.25 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 18.00 0.92 0.63 0.24 18.25 0.93 0.64 0.24 18.50 0.93 0.64 0.23 18.75 0.93 0.64 0.22 19.00 0.94 0.65 0.21 19.25 0.94 0.65 0.20 19.50 0.95 0.65 0.19 19.75 0.95 0.66 0.19 20.00 0.95 0.66 0.18 Page 84 of 91 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 85 of 91 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 86 of 91 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 87 of 91 Description:Carmel High School - Off Line BMP Pipe SizingReviewing Entity:Job #:Date:10-yrEntity DataMatch Invert0.1INLET 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)210 211A21.21HDPE 0.85 2.637 - -2.24 2.24 2.245.005.00 - - 6.12 6.12 13.72 13.7230 0.1000.012 14.05 98% 2.86 2.00 3.26 0.12806.06- 798.00 797.98 5.27 -TRAVEL TIMEDIRECT TO INLETiFLOW DEPTHFLOW VELOCITYCAPACITY UTILIZATIONMANNING'S NSTR.PROPOSED STORM SEWER SYSTEM STORM SEWER DESIGN TABLE - RATIONAL METHODJob InformationCity of Carmel2022-120COVERLENGTHDrop Amount:INVERTRIMENTITY DATAiPIPE DIAMETERPIPE SLOPE FULL PIPE CAPACITYELEV.ELEV.FULL FLOW VELOCITY01/06/23(in/hr)CHEN'S METHODDesign Storm:TO STR.DIRECT TO CASTINGPIPE MATERIALDesign ParametersIntensity Calculation Method:cAInvert Calculation Method:FLOW(in/hr)Page 88 of 91 STORM WATER QUALITY BMP STRUCTURE (ST-122)Page 89 of 91 STORM WATER QUALITY BMP STRUCTURE (ST-211)Page 90 of 91 48" RCP INV. = 798.00 30" HDPE INV. = 798.00 STR. ST-210 STR. ST-211 STR. ST-211A 30" HDPE INV. = 797.98 30" HDPE INV. = 797.98 30" HDPE INV. = 797.96 48" RCP INV. = 797.96 FLOW F L OW 48" RCP INV. = 800.00 48" RCP INV. = 799.96 16.46' OF 30" HDPE @ 0.12% 21.21' OF 30" HDPE @ 0.10% 30.00' OF 48" RCP @ 0.13% (HIGH FLOW BY-PASS) OFF-LINE BMP AQUA-SWIRL XC-12 PLAN VIEW DETAIL (ST-211A) Page 91 of 91