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Drainage Report
Drainage Computations Summary For Tru Hotel 12164 N. Meridian St. Carmel, Indiana Prepared For: Dora Hospitality, LLC 9904 North By Northeast Blvd Fishers, IN 46037 Prepared By: American Structurepoint, Inc. 9025 River Road, Suite 200 Indianapolis, Indiana 46240 (317) 547-5580 Submitted by: Nathan Winslow, PE Alex Crowley, EI Submitted: November 16th, 2022 Table of Contents PROJECT NARRATIVE Project Description Existing Conditions Proposed Conditions Stormwater Quality Summary and Conclusions APPENDICES Appendix A Maps Appendix B Existing Conditions Appendix C Proposed Conditions-Storm Sewer · Proposed Storm Sewer Basins Map · Municipality Rainfall Data · Runoff Coefficient (c) and Curve Number (CN) Calculations · 10-Year Rational Method Storm Sewer Calculations · Hydraulic Grade Line (HGL) Calculations Appendix D Proposed Conditions-Wet Pond Design · Overall Proposed Basin Map Appendix E Proposed Conditions-Water Quality Appendix F Existing Conditions-Past Report DRAINAGE COMPUTATIONS SUMMARY For Tru Hotel 12164 N. Meridian St Carmel, Indiana PROJECT DESCRIPTION The proposed project is located 12164 N. Meridian St in Carmel, Hamilton County, Indiana. The ±2.95 acre site currently consists of an office structure and associated parking, in addition to open space intended for the construction of a hotel. The developed site will consist of the above in addition to a proposed 11,100 S.F., 127 room, 5 story hotel building with associated parking improvements and utility connections within the project area originally intended for hotel construction. Refer to Appendix A for an aerial map of the site’s location. The Natural Resources Conservation Service (NRCS) Web Soil Survey of Hamilton County, Indiana, indicates approximately 87.4% distribution of Brookston Silty Clay Loam (Br), 12.5% distribution of Crosby Silt Loam (CrA), and 0.1% distribution of Miami Silt Loam, (MmB2). Refer to Appendix A for the Soils Map. The site is not located within any special flood hazard zone as indicated on the Flood Insurance Rate Map (FIRM) 18057C0208G for Hamilton County, Indiana, dated November 19, 2018. Refer to Appendix A of the Existing Drainage Report (Appendix F) for the FIRM. The adjacent land uses for this site have been included below: North: Commercial/Office Space South: Commercial/Office Space East: Commercial/Office Space West: Residential EXISTING CONDITIONS The existing property currently consists of an office structure and associated parking, in addition to open space intended for the construction of a hotel. The site was originally master planned to account for drainage with the proposed hotel built out. Runoff for the site currently is conveyed through an existing storm system that drains to two dry detention basins on the Eastern side of the property. An outlet control structure controls release from the southern of the two dry detention basins to an existing swale on the northeast corner of the property directly south. Refer to Appendix F for the Existing Drainage Report which presents the current site’s existing conditions as the Proposed Conditions. The existing site has been master planned to account for a proposed hotel development of the size proposed in this project. Both the existing storm system and detention system were designed with assumptions concerning the run off and layout of the section of the property where the hotel was to be constructed. Table 1 contains the area and Curve Number for the overall proposed basin from the Existing Drainage Report. Table 1 contains details on the three storm basins designed to convey run off from the section set aside for the future hotel in the Existing Drainage Report. Refer to Appendix F for Existing Drainage Report. Area (acres) 2.50 Curve Number 94 Table 1. Existing Master Planned Overall Basin Conditions Basin 103 104 105 Drainage Area (acres) 0.21 0.36 0.17 Runoff Coefficient 0.79 0.73 0.75 Time of Concentration (min.) 5 5 5 Capacity Utilization (%) 64 82 86 Flow Velocity (ft/sec) 3.13 3.29 3.88 Table 2. Existing Master Planned Storm Basin Conditions PROPOSED CONDITIONS The proposed development includes the construction of a proposed 5 story hotel building with associated parking improvements and utility connections. As the original site was master planned to account for this new development, no additional storm system iprovements are necessary. A compariosn between the conditions assumed in the master planned design and those of the actual hotel area of the site was performed to ensure that those intial assumptions held true for the developed site. Table 3 shows the Curve Number for both the master planned and actual overall basin, presenting that the proposed run off conditions for the hotel match the assumed run off conditions from the original design. With that being the case, the originally designed detnention system will continue to function as designed. Refer to Appendix D for the Proposed Basin Map for the proposed conditions and Appendix F for the master planned conditions and HydroCAD model from the Existing Drainage Report (Appendix C). Table 4 presents the three storm structure bains that were designed to convey the flow from the section of the site where the future hotel was being proposed. The conditions of these three structures have been analyzed with the proposed conditions from this project, to ensure the actual conditions of the hotel area still allow the existing storm system to function as designed. While the areas and run off coefficients varied between the master planned conditions and the proposed conditions, in all cases the actual capacity utilization and flow velocity of within the pipes either remained the same or decreased. Based on these results, the originally designed storm system will continue to function as designed. Refer to Appendix C for the impacts of the proposed development on the existing storm design calculations and Appendix F for the master planned storm system design in the Existing Drainage Report (Appendix D). Master Planned (Existing) Proposed Area (acres) 2.50 2.50 Curve Number 94 94 Table 3. Proposed Master Planned Overall Basin Conditions Master Planned (Existing) Proposed Master Planned (Existing) Proposed Master Planned (Existing) Proposed Basin 103 104 105 Drainage Area (acres) 0.21 0.22 0.36 0.34 0.17 0.17 Runoff Coefficient 0.79 0.75 0.73 0.77 0.75 0.78 Time of Concentration (min.) 5 5 5 5 5 5 Capacity Utilization (%) 64 64 82 82 86 59 Flow Velocity (ft/sec) 3.13 3.13 3.29 3.29 3.88 3.59 Table 4. Proposed Master Planned Storm Basin Conditions STORMWATER QUALITY Stormwater quality measures were designed for the original storm system designed in the existing drainage report. Since these measures were developed for the original master planned conditions, which included a hotel on site, the proposed hotel construction has already been accounted for in the existing stormwater quality measures for the site. SUMMARY AND CONCLUSIONS The proposed storm sewer and site improvements have been designed in accordance with the City of Carmel Stormwater Technical Standards Manual. We believe the proposed improvements will not adversely affect this site, adjacent developments, the City of Carmel, or Hamilton County. APPENDIX A MAPS Refer to Existing Drainage Report – Appendix F APPENDIX B EXISTING CONDITIONS Refer to Existing Drainage Report – Appendix F APPENDIX C PROPOSED CONDITIONS-STORM SEWER PROPOSED 5 STORY HOTEL (55,000± SFT) (127 TOTAL ROOMS) F.F.E. = 864.90 PLOT DATE: 11/15/2022 8:45 AM DRAWING FILE: P:\2017\02968\C. Calcs_Data\Civil\Drainage\Tru Hotel\2017.02968.Tru Hotel.Drainage Exhibits.Storm Basins.dwg Site Exhibit Storm Basins 12164 N. Meridian St.November 15, 2022 2017.02968 0'40' NSCALE:1"=40' Carmel, Indiana Description:Dora Hotel Reviewing Entity:City of Carmel Job #:2017.02968 Date:11/07/22 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 2.66 3.27 3.83 4.72 5.52 6.46 Rainfall Intensity (in/hr) City of Carmel Data Job Information RAINFALL INTENSITIES & DEPTHS Frequency Rainfall Depth (in) Frequency Dora Hotel City of Carmel 2017.02968 11/07/22 Runoff Coefficient Runoff Curve Number Roof 0.90 98 Grass 0.30 68 Pavement 0.85 98 Water 1.00 100 Roof Area Pervious Area Pavement Area Water Area Total Area Weighted Runoff Coefficient Weighted Curve Number (acres)(acres)(acres)(acres)(acres)C CN Pond 1 100 -0.089 0.264 - 0.35 0.71 90 Pond 2 101 -0.004 0.068 - 0.07 0.82 96 Pond 3 102 -0.053 0.370 - 0.42 0.78 94 Pond 4 103 -0.038 0.179 - 0.22 0.75 93 Pond 5 104 -0.048 0.288 - 0.34 0.77 94 Pond 6 105 -0.022 0.146 - 0.17 0.78 94 Runoff Coefficient and Runoff Curve Number Calculation Job Information Basin Structure Description: Entity: Job #: Date: Description:Dora Hotel Reviewing Entity: Job #: Date: 10-yr Entity Data Match Invert - INLET CASTING TO INLET CASTING INLET c AREA c AREA INLET CASTING CUM. cA Tc Tcum CASTING INLET Q CUM. Q U.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) 100 101 181.70 RCP 0.71 0.35 - -0.25 0.25 0.25 5.00 5.00 6.12 6.12 1.54 1.54 12 0.32 0.013 2.02 76% 2.57 0.65 2.82 1.18 861.73 861.10 858.79 858.21 1.77 1.73 101 102 108.00 RCP 0.82 0.07 - -0.06 0.06 0.31 5.00 6.18 6.12 5.91 0.36 1.83 15 0.23 0.013 3.10 59% 2.52 0.69 2.63 0.71 861.10 862.39 858.21 857.96 1.46 2.99 102 103 90.00 RCP 0.78 0.42 - -0.33 0.33 0.64 5.00 6.90 6.12 5.78 2.02 3.70 18 0.20 0.013 4.70 79% 2.66 1.00 2.95 0.56 862.39 862.48 857.96 857.78 2.72 2.99 103 104 188.70 RCP 0.75 0.22 - -0.16 0.16 0.80 5.00 7.46 6.12 5.68 1.00 4.56 21 0.20 0.013 7.09 64% 2.95 1.02 3.13 1.07 862.48 862.68 857.78 857.40 2.72 3.30 104 105 163.30 RCP 0.77 0.34 - -0.26 0.26 1.06 5.00 8.53 6.12 5.48 1.59 5.83 21 0.20 0.013 7.09 82% 2.95 1.21 3.29 0.92 862.68 863.11 857.40 857.07 3.30 4.06 105 106 15.50 RCP 0.78 0.17 - -0.13 0.13 1.19 5.00 9.45 6.12 5.32 0.80 6.35 24 0.23 0.013 10.85 59% 3.45 1.10 3.59 0.07 863.11 863.27 857.07 857.04 3.79 3.98 106 107 17.70 RCP - -- -- - 1.19 5.00 9.53 6.12 5.31 - 6.34 24 0.22 0.013 10.61 60% 3.38 1.11 3.53 0.09 863.27 - 857.04 857.00 3.98 - 300 301 92.00 RCP - -- -- - -5.00 5.00 6.12 6.12 - 8.41 24 0.20 0.013 10.12 83% 3.22 1.39 3.60 0.48 -- 856.35 856.17 - - ELEV.ELEV.FULL FLOW VELOCITY COVER INVERTRIM TRAVEL TIME 11/07/22 (in/hr) Design Storm: TO STR. DIRECT TO CASTINGPIPE MATERIAL Design Parameters Intensity Calculation Method: cA Invert Calculation Method: FLOW STR.LENGTH Drop Amount: PROPOSED STORM SEWER SYSTEM STORM SEWER DESIGN TABLE - RATIONAL METHOD Job Information City of Carmel 2017.02968 ENTITY DATA i PIPE DIAMETER PIPE SLOPE FULL PIPE CAPACITY DIRECT TO INLET FLOW DEPTH FLOW VELOCITY CAPACITY UTILIZATIONMANNING'S N Description:Dora Hotel Entity:City of Carmel Job #:2017.02968 Date:11/07/22 10-yr Entity Data (dc+D)/2 Structure Coefficient (ft)(ft)(ft)(ft)(min)(in/hr)(cfs)(in.)%(sq. ft)(ft.)(ft.)(ft.)(ft)(ft/s)(ft)(ft)(ft/s)(ft/s)(ft)(ft)(ft)(ft.)(ft.)(ft.) 101 100 858.21 859.21 858.97 859.90 5.00 6.12 1.54 12 0.32 0.544 1.883 0.289 0.654 0.526 2.82 182 0.013 0.578 - - 1.25 2.63 - 0.155 0.733 860.63 861.73 859.79 102 101 857.96 859.21 858.85 859.64 6.18 5.91 1.83 15 0.23 0.697 2.097 0.332 0.692 0.538 2.63 108 0.013 0.247 2.82 - 0.50 2.95 - 0.008 0.255 859.90 861.10 859.46 103 102 857.78 859.28 858.90 859.45 6.90 5.78 3.70 18 0.20 1.257 2.874 0.437 1.004 0.735 2.95 90 0.013 0.179 2.63 - 0.50 3.13 - 0.014 0.193 859.64 862.39 859.46 104 103 857.40 859.15 858.67 859.07 7.46 5.68 4.56 21 0.20 1.458 3.044 0.479 1.022 0.782 3.13 189 0.013 0.375 2.95 - 0.50 3.29 - 0.009 0.384 859.45 862.48 859.53 105 104 857.07 858.82 858.39 858.73 8.53 5.48 5.83 21 0.20 1.773 3.435 0.516 1.209 0.889 3.29 163 0.013 0.325 3.13 - 0.50 3.59 - 0.008 0.333 859.07 862.68 859.15 106 105 857.04 859.04 858.49 858.68 9.45 5.32 6.35 24 0.23 1.770 3.342 0.530 1.100 0.892 3.59 16 0.013 0.035 3.29 - 0.50 3.53 - 0.016 0.051 858.73 863.11 859.07 107 106 857.00 859.00 858.45 858.45 9.53 5.31 6.34 24 0.22 1.797 3.369 0.533 1.113 0.891 3.53 18 0.013 0.039 3.59 1.00 0.50 -0.193 0.003 0.235 858.68 863.27 859.04 TOTAL LOSS U.S. HGL ELEV. U.S. STR. CROWN OUTLET STRUCTURE COEFFICIENT UPSTREAM STRUCTURE COEFFICIENT EFFLUENT PIPE VELOCITY OUTLET STRUCTURE LOSS UPSTREAM STRUCTURE LOSS U.S. STR. T.R.VELOCITY LENGTH MANNING'S N FRICTION LOSSSLOPE AREA WETTED PERIMETER HYDRAULIC RADIUS FLOW DEPTH PROPOSED STORM SEWER SYSTEM HYDRAULIC GRADE LINE (HGL) CALCULATIONS D.S. STR. U.S. STR. D.S. INV. ELEV.D.S. CROWN ELEV.CRITICAL DEPTH(dc+D)/2 ELEV.STARTING ELEV. Tc ENTITY DATA UPSTREAM MAXIMUM INFLUENT VELOCITYFLOW DIAMETER Intensity Calculation Method: Starting Elevation: Calculation Method: INTENSITY Job Information Design Parameters Design Storm: APPENDIX D PROPOSED CONDITIONS-DETENTION DESIGN PROPOSED 5 STORY HOTEL (55,000± SFT) (127 TOTAL ROOMS) F.F.E. = 864.90 PLOT DATE: 11/15/2022 9:52 AM DRAWING FILE: P:\2017\02968\C. Calcs_Data\Civil\Drainage\Tru Hotel\2017.02968.Tru Hotel.Drainage Exhibits.Proposed Conditions.dwg Site Exhibit Proposed Conditions 12164 N. Meridian St.November 15, 2022 2017.02968 0'40' NSCALE:1"=40' Carmel, Indiana APPENDIX E STORMWATER QUALITY Refer to Existing Drainage Report – Appendix F 2017.02968 Drainage Computations Summary For Carmel Hotel & Office Development 12166 N. Meridian Street Carmel, Indiana Prepared By: American Structurepoint, Inc. 7260 Shadeland Station Indianapolis, Indiana 46256 Submitted by: Brad Schrage, PE Nathan Horgan Prepared: March 18, 2019 Revised: August 9, 2019 Revised: April 17, 2020 i 2017.02968 TABLE OF CONTENTS DRAINAGE COMPUTATIONS SUMMARY Appendix A FIRM and Soil Survey Appendix B Existing Drainage Conditions Appendix C Proposed Drainage Conditions Appendix D Storm Sewer Calculations Appendix E BMP Size Calculations 2017.02968 DRAINAGE COMPUTATIONS SUMMARY for Carmel Hotel & Office Development 12166 N. Meridian Street Carmel, Indiana LOCATION The proposed project is located between N. Illinois Street and N. Meridian Street, approximately 2,500 ft south of the roundabout between N. Illinois Street and W. Carmel Drive. The project consists of the demolition of the existing structure, pavement and utility infrastructure and the construction of one hotel and one office structure, associated parking and utility connections. The site contains approximately 2.95 acres, a portion is currently developed and the rest is woodland. The site is not located within any flood zone as indicated on the Hamilton County, Indiana Flood Insurance Rate Map 18057C0208G date November 19, 2014 (refer to Appendix A for FIRM). EXISTING DRAINAGE The proposed site is located on a partially developed property. The developed portion sits on the south east side of the site and drains to a swale beside the roadway adjacent to the southern border. This swale discharges to an existing culvert pipe on the south east corner of the site. This portion will be referred to as the East Basin and is approximately 1.70 acres. The undeveloped portion sits on the northwest side of the site and sheet drains to the northwest corner of the property. This portion will be referred to as the West Basin and is approximately 1.27 acres. The existing site was modelled using the HyrdoCAD simulation program, implementing a Curve Number of 77 and 90 for the West Basin and East Basin respectively. A time of concentration of 5 minutes was used for both basins (see Appendix B for supporting calculations). The table below indicates the existing runoff from the site for the 10-, and 100-year storm events (refer to Appendix B for detailed drainage calculations). Table 1: Pre-Development Runoff Rate Area (acres) 2-year (cfs) 10-year (cfs) 100-year (cfs) West Basin 1.27 2.70 4.85 9.92 East Basin 1.70 5.44 8.48 15.22 Total 2.97 8.14 13.33 25.14 PROPOSED DRAINAGE The proposed site will drain via sheet and shallow concentrated flow to proposed inlets on site. The development will utilize a reinforced concrete pipe system to convey the water to a pair of interconnected dry detention basins. An outlet control structure will release from the south dry detention basin to an existing swale on the northeast corner of the property directly south, where the runoff from the east basin in the existing condition drains currently. 2017.02968 The proposed project is a single basin and discharges to the east of the site, where the East basin did in the existing condition. As a result the allowable release rate is based upon this basin alone. The proposed site was modelled using the HydroCAD simulation program, implementing a calculated Curve Number of 94 and a time of concentration of 10 minutes (refer to Appendix C for supporting calculations). The detention system onsite is designed to provide adequate detention for the 10-, and 100-year storms. The design flows and proposed flows are indicated in the table below: Table 2: Developed Conditions Storm Event Allowable Release Rate (cfs) Existing Release Rate (cfs) Proposed Release Rate (cfs) Proposed Maximum Stage (feet) 10-year 5.44 13.33 5.42 859.12 100-year 8.48 25.14 8.38 860.45 The proposed storm sewer has been designed in order to meet the intent of the City of Carmel Stormwater Technical Standards Manual (Refer to Appendix D for the proposed storm sewer calculations). EMEREGENCY OVERFLOW In the event that all pipes, inlets and outlet controls are blocked, or the site experiences a storm greater than the 100-year event, or both, the site will drain as follows: The basins of STR 100 and 101 will overtop the curb at an elevation of 862.41 and 862.03 respectively, flowing north. The basins of STR 102 and 103 will overtop the curb at an elevation of 862.98 and 863.07 respectively, and flow west. The basin on STR 104 will overtop the ridge line between to the basin for 103 at an elevation of 864.00, flowing west. The basin of STR 105 will overtop the curb on the south side of the drive at an elevation of 863.91, flowing into the south detention pond. The north detention basin will overtop its bank and flow south over the sidewalk into the basin for STR 105 at an elevation of 863.07. The south detention basin will overtop its bank and flow southeast to the right of way at an elevation of 862.00 WATER QUALITY A mechanical BMP unit is proposed to treat the stormwater prior to being discharged into the underground detention. Using a HydroCAD simulation, the unit was sized to treat the first flush runoff. The site was modeled using a Water Quality Curve Number of 99 and a time of concentration of 10 minutes. The result was a treatment flow of 2.82 cfs. Using the Aqua-Swirl sizing chart (refer to Appendix E) an Aqua-Swirl AS-7 unit was chosen in an offline arrangement. 2017.02968 CONCLUSIONS The drainage from the proposed site has been designed to meet the intent of the Carmel Stormwater Technical Standards Manual and no adverse impacts are anticipated to affect adjacent or downstream landowners. 2017.02968 APPENDIX A FIRM AND SOIL SURVEY Hydrologic Soil Group—Hamilton County, Indiana Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 3/15/2019 Page 1 of 44424230442425044242704424290442431044243304424230442425044242704424290442431044243304424350571710571730571750571770571790571810571830571850571870571890 571710 571730 571750 571770 571790 571810 571830 571850 571870 571890 571910 39° 57' 58'' N 86° 9' 37'' W39° 57' 58'' N86° 9' 28'' W39° 57' 54'' N 86° 9' 37'' W39° 57' 54'' N 86° 9' 28'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 16N WGS84 0 40 80 160 240 Feet 0 10 20 40 60 Meters Map Scale: 1:917 if printed on A landscape (11" x 8.5") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Rating Polygons A A/D B B/D C C/D D Not rated or not available Soil Rating Lines A A/D B B/D C C/D D Not rated or not available Soil Rating Points A A/D B B/D C C/D D Not rated or not available Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:15,800. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Hamilton County, Indiana Survey Area Data: Version 19, Sep 7, 2018 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Jun 27, 2014—Aug 28, 2014 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Hydrologic Soil Group—Hamilton County, Indiana Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 3/15/2019 Page 2 of 4 Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Percent of AOI Br Brookston silty clay loam, 0 to 2 percent slopes B/D 3.3 87.4% CrA Crosby silt loam, fine- loamy subsoil, 0 to 2 percent slopes C/D 0.5 12.5% MmB2 Miami silt loam, 2 to 6 percent slopes, eroded C 0.0 0.1% Totals for Area of Interest 3.7 100.0% Hydrologic Soil Group—Hamilton County, Indiana Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 3/15/2019 Page 3 of 4 Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie-break Rule: Higher Hydrologic Soil Group—Hamilton County, Indiana Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 3/15/2019 Page 4 of 4 2017.02968 APPENDIX B EXISTING DRAINAGE CONDITIONS PLOT DATE: 8/9/2019 10:36 AM DRAWING FILE: P:\2017\02968\D. Drawings\Civil\Exhibits\2019-03-14 - Drainage Exhibits\2017.02968.Drainage Exhibits.Existing Conditions.dwg Site Exhibit Existing Conditions 12166 N. Meridian St.August 8, 2019 2017.02968 0'40' NSCALE:1"=40' Carmel, Indiana Description:Carmel Hotel & Office DevelopmentEntity:Job #:Date:5/9/2018(Acres)CrA CUndevelopedThin Stand770.16Br CUndevelopedThin Stand771.09Totals = 1.25CN (weighted) =total product=Use CN =total area96.2577.077Wooded12.03125Wooded84.21875CN Area Product of CN x areaCover ConditionRunoff Curve Number CalculationJob InformationCity of Carmel2017.02968Basin:West BasinCN Calculation Method:Actual Soil GroupSite Condition:ExistingSoil Name and Hydrologic GroupArea Description Cover Description Description:Carmel Hotel & Office DevelopmentEntity:Job #:Date:5/9/2018(Acres)CFully DevelopedPaved/Rooftop980.16CFully DevelopedGood Condition (grass cover >75%)740.08CFully DevelopedPaved/Rooftop981.12CFully DevelopedGood Condition (grass cover >75%)740.54Totals = 1.89CN (weighted) =total product=Use CN =total area90.290170.478CrAImpervious15.6279375Open Space5.6818125BrImpervious109.3955625Open Space39.7726875Cover Condition CN Area Product of CN x areaCN Calculation Method:Actual Soil GroupSite Condition:ExistingSoil Name and Hydrologic GroupArea Description Cover DescriptionRunoff Curve Number CalculationJob InformationCity of Carmel2017.02968Basin:East Basin Project:By:NH Date:3/18/2019 Location:Checked:Date: Basin: Present X Developed - Tc X Tt -through subarea Sheet Flow Segment ID Surface description (Table 3-1)Unpaved Manning's roughness coeff., n (Table 3-1)0.03 Flow Length, L (L < 300 ft)ft 100 Rainfall Calculation Method Entity Rainfall Data Two-year 24-hr rainfall, P2 in 2.64 Land slope, s ft/ft 0.043 Tt = .007 (nL)0.8 hr 0.04 + + = 0.04 (P2)0.5s0.4 Shallow Concentrated Flow Segment ID Surface description, (paved or unpaved)Unpaved - - Flow length, L ft 185 - - Watercourse slope, s ft/ft 0.011 - - Average velocity, V (Figure 3-1) ft/s 1.69 - - Tt =L hr 0.03 + - + - = 0.03 3600 V Channel Flow Segment ID Channel Geometry -- - Discharge (cfs)-- - Diameter (ft)-- - Bottom Width (ft)-- - Side Slope (x:1) (ft)-- - Slope of Channel (ft)-- - Manning's Roughness Coefficient -- - Depth (ft)-- - Cross Sectional Area (ft2)-- - Wetted Perimeter (ft)-- - Hydraulic Radius (ft)-- - Velocity (ft/s)-- - Flow length, L ft -- - Tt =L hr - + - + - = 0.00 3600 V Watershed or subarea Tc or Tt hr 0.07 min 4.01 Time of Concentration (Tc) or Travel Time (Tt) Carmel Hotel & Office Development City of Carmel Existing West Project:By:NH Date:3/18/2019 Location:Checked:Date: Basin: Present X Developed - Tc X Tt -through subarea Sheet Flow Segment ID Surface description (Table 3-1)Paved Manning's roughness coeff., n (Table 3-1)0.015 Flow Length, L (L < 300 ft)ft 100 Rainfall Calculation Method Entity Rainfall Data Two-year 24-hr rainfall, P2 in 2.64 Land slope, s ft/ft 0.010 Tt = .007 (nL)0.8 hr 0.04 + + = 0.04 (P2)0.5s0.4 Shallow Concentrated Flow Segment ID Surface description, (paved or unpaved)Paved - - Flow length, L ft 351 - - Watercourse slope, s ft/ft 0.010 - - Average velocity, V (Figure 3-1) ft/s 2.03 - - Tt =L hr 0.05 + - + - = 0.05 3600 V Channel Flow Segment ID Channel Geometry -- - Discharge (cfs)-- - Diameter (ft)-- - Bottom Width (ft)-- - Side Slope (x:1) (ft)-- - Slope of Channel (ft)-- - Manning's Roughness Coefficient -- - Depth (ft)-- - Cross Sectional Area (ft2)-- - Wetted Perimeter (ft)-- - Hydraulic Radius (ft)-- - Velocity (ft/s)-- - Flow length, L ft -- - Tt =L hr - + - + - = 0.00 3600 V Watershed or subarea Tc or Tt hr 0.09 min 5.13 Time of Concentration (Tc) or Travel Time (Tt) Carmel Hotel & Office Development City of Carmel Existing East 1S West Basin 6S East Basin Routing Diagram for 2017.02968.CE.Pond Calcs - EX CONDITIONS Prepared by American Structurepoint, Printed 8/9/2019 HydroCAD® 10.00-22 s/n 00818 © 2018 HydroCAD Software Solutions LLC Subcat Reach Pond Link Type II 24-hr 2yr - 24hr Rainfall=2.66"2017.02968.CE.Pond Calcs - EX CONDITIONS Printed 8/9/2019Prepared by American Structurepoint Page 2HydroCAD® 10.00-22 s/n 00818 © 2018 HydroCAD Software Solutions LLC Time span=0.00-48.00 hrs, dt=0.05 hrs, 961 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=1.270 ac 0.00% Impervious Runoff Depth=1.18"Subcatchment 1S: West Basin Tc=5.0 min CN=83 Runoff=2.70 cfs 0.125 af Runoff Area=1.705 ac 0.00% Impervious Runoff Depth=1.84"Subcatchment 6S: East Basin Tc=5.0 min CN=92 Runoff=5.44 cfs 0.262 af Type II 24-hr 2yr - 24hr Rainfall=2.66"2017.02968.CE.Pond Calcs - EX CONDITIONS Printed 8/9/2019Prepared by American Structurepoint Page 3HydroCAD® 10.00-22 s/n 00818 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: West Basin [49] Hint: Tc<2dt may require smaller dt Runoff = 2.70 cfs @ 11.96 hrs, Volume= 0.125 af, Depth= 1.18" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 2yr - 24hr Rainfall=2.66" Area (ac) CN Description * 1.270 83 1.270 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 1S: West Basin Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)3 2 1 0 Type II 24-hr 2yr - 24hr Rainfall=2.66" Runoff Area=1.270 ac Runoff Volume=0.125 af Runoff Depth=1.18" Tc=5.0 min CN=83 2.70 cfs Type II 24-hr 2yr - 24hr Rainfall=2.66"2017.02968.CE.Pond Calcs - EX CONDITIONS Printed 8/9/2019Prepared by American Structurepoint Page 4HydroCAD® 10.00-22 s/n 00818 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 6S: East Basin [49] Hint: Tc<2dt may require smaller dt Runoff = 5.44 cfs @ 11.95 hrs, Volume= 0.262 af, Depth= 1.84" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 2yr - 24hr Rainfall=2.66" Area (ac) CN Description * 1.705 92 1.705 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 6S: East Basin Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)6 5 4 3 2 1 0 Type II 24-hr 2yr - 24hr Rainfall=2.66" Runoff Area=1.705 ac Runoff Volume=0.262 af Runoff Depth=1.84" Tc=5.0 min CN=92 5.44 cfs Type II 24-hr 10yr - 24hr Rainfall=3.83"2017.02968.CE.Pond Calcs - EX CONDITIONS Printed 8/9/2019Prepared by American Structurepoint Page 5HydroCAD® 10.00-22 s/n 00818 © 2018 HydroCAD Software Solutions LLC Time span=0.00-48.00 hrs, dt=0.05 hrs, 961 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=1.270 ac 0.00% Impervious Runoff Depth=2.14"Subcatchment 1S: West Basin Tc=5.0 min CN=83 Runoff=4.85 cfs 0.226 af Runoff Area=1.705 ac 0.00% Impervious Runoff Depth=2.95"Subcatchment 6S: East Basin Tc=5.0 min CN=92 Runoff=8.48 cfs 0.420 af Type II 24-hr 10yr - 24hr Rainfall=3.83"2017.02968.CE.Pond Calcs - EX CONDITIONS Printed 8/9/2019Prepared by American Structurepoint Page 6HydroCAD® 10.00-22 s/n 00818 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: West Basin [49] Hint: Tc<2dt may require smaller dt Runoff = 4.85 cfs @ 11.96 hrs, Volume= 0.226 af, Depth= 2.14" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10yr - 24hr Rainfall=3.83" Area (ac) CN Description * 1.270 83 1.270 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 1S: West Basin Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)5 4 3 2 1 0 Type II 24-hr 10yr - 24hr Rainfall=3.83" Runoff Area=1.270 ac Runoff Volume=0.226 af Runoff Depth=2.14" Tc=5.0 min CN=83 4.85 cfs Type II 24-hr 10yr - 24hr Rainfall=3.83"2017.02968.CE.Pond Calcs - EX CONDITIONS Printed 8/9/2019Prepared by American Structurepoint Page 7HydroCAD® 10.00-22 s/n 00818 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 6S: East Basin [49] Hint: Tc<2dt may require smaller dt Runoff = 8.48 cfs @ 11.95 hrs, Volume= 0.420 af, Depth= 2.95" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10yr - 24hr Rainfall=3.83" Area (ac) CN Description * 1.705 92 1.705 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 6S: East Basin Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)9 8 7 6 5 4 3 2 1 0 Type II 24-hr 10yr - 24hr Rainfall=3.83" Runoff Area=1.705 ac Runoff Volume=0.420 af Runoff Depth=2.95" Tc=5.0 min CN=92 8.48 cfs Type II 24-hr 100yr - 24hr Rainfall=6.46"2017.02968.CE.Pond Calcs - EX CONDITIONS Printed 8/9/2019Prepared by American Structurepoint Page 8HydroCAD® 10.00-22 s/n 00818 © 2018 HydroCAD Software Solutions LLC Time span=0.00-48.00 hrs, dt=0.05 hrs, 961 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=1.270 ac 0.00% Impervious Runoff Depth=4.52"Subcatchment 1S: West Basin Tc=5.0 min CN=83 Runoff=9.92 cfs 0.478 af Runoff Area=1.705 ac 0.00% Impervious Runoff Depth=5.52"Subcatchment 6S: East Basin Tc=5.0 min CN=92 Runoff=15.22 cfs 0.785 af Type II 24-hr 100yr - 24hr Rainfall=6.46"2017.02968.CE.Pond Calcs - EX CONDITIONS Printed 8/9/2019Prepared by American Structurepoint Page 9HydroCAD® 10.00-22 s/n 00818 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: West Basin [49] Hint: Tc<2dt may require smaller dt Runoff = 9.92 cfs @ 11.95 hrs, Volume= 0.478 af, Depth= 4.52" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 100yr - 24hr Rainfall=6.46" Area (ac) CN Description * 1.270 83 1.270 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 1S: West Basin Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 100yr - 24hr Rainfall=6.46" Runoff Area=1.270 ac Runoff Volume=0.478 af Runoff Depth=4.52" Tc=5.0 min CN=83 9.92 cfs Type II 24-hr 100yr - 24hr Rainfall=6.46"2017.02968.CE.Pond Calcs - EX CONDITIONS Printed 8/9/2019Prepared by American Structurepoint Page 10HydroCAD® 10.00-22 s/n 00818 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 6S: East Basin [49] Hint: Tc<2dt may require smaller dt Runoff = 15.22 cfs @ 11.95 hrs, Volume= 0.785 af, Depth= 5.52" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 100yr - 24hr Rainfall=6.46" Area (ac) CN Description * 1.705 92 1.705 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 6S: East Basin Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 100yr - 24hr Rainfall=6.46" Runoff Area=1.705 ac Runoff Volume=0.785 af Runoff Depth=5.52" Tc=5.0 min CN=92 15.22 cfs Description:Carmel Hotel & Office Development Reviewing Entity:City of Carmel Job #:2017.02968 Date:03/18/19 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 2017.02968 APPENDIX C PROPOSED DRAINAGE CONDITIONS PLOT DATE: 8/9/2019 11:05 AM DRAWING FILE: P:\2017\02968\D. Drawings\Civil\Exhibits\2019-03-14 - Drainage Exhibits\2017.02968.Drainage Exhibits.Proposed Conditions.dwg Site Exhibit Proposed Conditions 12166 N. Meridian St.August 9, 2019 2017.02968 0'40' NSCALE:1"=40' Carmel, Indiana Description:Carmel Hotel & Office Development Entity: Job #: Date:5/9/2018 (Acres) C Fully Developed Good Condition (grass cover >75%)80 0.01 C Fully Developed Paved/Rooftop 98 0.04 C Fully Developed Good Condition (grass cover >75%)80 0.08 C Fully Developed Paved/Rooftop 98 0.27 Totals = 0.41 CN (weighted) =total product =Use CN = Runoff Curve Number Calculation Job Information City of Carmel 2017.02968 Basin:Offsite CN Calculation Method:Less Pervious Soil Group Than Actual Site Condition:Developed Soil Name and Hydrologic Group Area Description Cover Description Cover Condition CN Area Product of CN x area 38.452 93.8 94 CrA Open Space 0.96 Impervious 3.8465 Br Open Space 6.72 Impervious 26.9255 Description:Carmel Hotel & Office Development Entity: Job #: Date:5/9/2018 (Acres) C Fully Developed Good Condition (grass cover >75%)80 0.07 C Fully Developed Paved/Rooftop 98 0.24 C Fully Developed Good Condition (grass cover >75%)80 0.50 C Fully Developed Paved/Rooftop 98 1.69 Totals = 2.50 CN (weighted) =total product =Use CN =93.9 94 234.812 CrA Open Space 5.66 Impervious 23.6915 Br Open Space 39.62 Impervious 165.8405 Area Product of CN x areaCover Condition CN CN Calculation Method:Less Pervious Soil Group Than Actual Site Condition:Developed Soil Name and Hydrologic Group Area Description Cover Description Runoff Curve Number Calculation Job Information City of Carmel 2017.02968 Basin:Site 1S Proposed Site 5P Dry Ponds Routing Diagram for 2017.02968.CE.Pond Calcs - PRO CONDITIONS Prepared by American Structurepoint, Printed 8/9/2019 HydroCAD® 10.00-22 s/n 00818 © 2018 HydroCAD Software Solutions LLC Subcat Reach Pond Link Type II 24-hr 10yr - 24hr Rainfall=3.83"2017.02968.CE.Pond Calcs - PRO CONDITIONS Printed 8/9/2019Prepared by American Structurepoint Page 2HydroCAD® 10.00-22 s/n 00818 © 2018 HydroCAD Software Solutions LLC Time span=0.00-48.00 hrs, dt=0.05 hrs, 961 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=2.498 ac 79.70% Impervious Runoff Depth=3.16"Subcatchment 1S: Proposed Site Tc=10.0 min CN=94 Runoff=11.11 cfs 0.657 af Peak Elev=859.11' Storage=0.119 af Inflow=11.11 cfs 0.657 afPond 5P: Dry Ponds Outflow=5.42 cfs 0.657 af Type II 24-hr 10yr - 24hr Rainfall=3.83"2017.02968.CE.Pond Calcs - PRO CONDITIONS Printed 8/9/2019Prepared by American Structurepoint Page 3HydroCAD® 10.00-22 s/n 00818 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Proposed Site Runoff = 11.11 cfs @ 12.01 hrs, Volume= 0.657 af, Depth= 3.16" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10yr - 24hr Rainfall=3.83" Area (ac) CN Description * 1.991 98 Impervious * 0.507 80 >75% Grass cover, Good, HSG B 2.498 94 Weighted Average 0.507 20.30% Pervious Area 1.991 79.70% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 1S: Proposed Site Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)12 11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 10yr - 24hr Rainfall=3.83" Runoff Area=2.498 ac Runoff Volume=0.657 af Runoff Depth=3.16" Tc=10.0 min CN=94 11.11 cfs Type II 24-hr 10yr - 24hr Rainfall=3.83"2017.02968.CE.Pond Calcs - PRO CONDITIONS Printed 8/9/2019Prepared by American Structurepoint Page 4HydroCAD® 10.00-22 s/n 00818 © 2018 HydroCAD Software Solutions LLC Summary for Pond 5P: Dry Ponds Inflow Area = 2.498 ac, 79.70% Impervious, Inflow Depth = 3.16" for 10yr - 24hr event Inflow = 11.11 cfs @ 12.01 hrs, Volume= 0.657 af Outflow = 5.42 cfs @ 12.14 hrs, Volume= 0.657 af, Atten= 51%, Lag= 7.9 min Primary = 5.42 cfs @ 12.14 hrs, Volume= 0.657 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 859.11' @ 12.14 hrs Surf.Area= 0.082 ac Storage= 0.119 af Plug-Flow detention time= 9.2 min calculated for 0.657 af (100% of inflow) Center-of-Mass det. time= 9.2 min ( 790.9 - 781.7 ) Volume Invert Avail.Storage Storage Description #1 856.35' 0.277 af Custom Stage Data (Prismatic) Listed below #2 857.00' 0.304 af Custom Stage Data (Prismatic) Listed below (Recalc) 0.581 af Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 856.35 0.001 0.000 0.000 857.00 0.020 0.007 0.007 858.00 0.032 0.026 0.033 859.00 0.045 0.038 0.071 860.00 0.060 0.052 0.124 861.00 0.076 0.068 0.192 862.00 0.094 0.085 0.277 Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 857.00 0.001 0.000 0.000 858.00 0.020 0.010 0.010 859.00 0.034 0.027 0.037 860.00 0.049 0.042 0.079 861.00 0.066 0.057 0.137 862.00 0.083 0.075 0.211 863.00 0.103 0.093 0.304 Device Routing Invert Outlet Devices #1 Primary 856.35'11.7" Vert. Orifice/Grate C= 0.600 #2 Primary 859.15'7.7" Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=5.41 cfs @ 12.14 hrs HW=859.11' (Free Discharge) 1=Orifice/Grate (Orifice Controls 5.41 cfs @ 7.25 fps) 2=Orifice/Grate ( Controls 0.00 cfs) Type II 24-hr 10yr - 24hr Rainfall=3.83"2017.02968.CE.Pond Calcs - PRO CONDITIONS Printed 8/9/2019Prepared by American Structurepoint Page 5HydroCAD® 10.00-22 s/n 00818 © 2018 HydroCAD Software Solutions LLC Pond 5P: Dry Ponds Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=2.498 ac Peak Elev=859.11' Storage=0.119 af 11.11 cfs 5.42 cfs Type II 24-hr 100yr - 24hr Rainfall=6.46"2017.02968.CE.Pond Calcs - PRO CONDITIONS Printed 8/9/2019Prepared by American Structurepoint Page 6HydroCAD® 10.00-22 s/n 00818 © 2018 HydroCAD Software Solutions LLC Time span=0.00-48.00 hrs, dt=0.05 hrs, 961 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=2.498 ac 79.70% Impervious Runoff Depth=5.75"Subcatchment 1S: Proposed Site Tc=10.0 min CN=94 Runoff=19.52 cfs 1.197 af Peak Elev=860.45' Storage=0.258 af Inflow=19.52 cfs 1.197 afPond 5P: Dry Ponds Outflow=8.38 cfs 1.197 af Type II 24-hr 100yr - 24hr Rainfall=6.46"2017.02968.CE.Pond Calcs - PRO CONDITIONS Printed 8/9/2019Prepared by American Structurepoint Page 7HydroCAD® 10.00-22 s/n 00818 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Proposed Site Runoff = 19.52 cfs @ 12.01 hrs, Volume= 1.197 af, Depth= 5.75" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 100yr - 24hr Rainfall=6.46" Area (ac) CN Description * 1.991 98 Impervious * 0.507 80 >75% Grass cover, Good, HSG B 2.498 94 Weighted Average 0.507 20.30% Pervious Area 1.991 79.70% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 1S: Proposed Site Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 100yr - 24hr Rainfall=6.46" Runoff Area=2.498 ac Runoff Volume=1.197 af Runoff Depth=5.75" Tc=10.0 min CN=94 19.52 cfs Type II 24-hr 100yr - 24hr Rainfall=6.46"2017.02968.CE.Pond Calcs - PRO CONDITIONS Printed 8/9/2019Prepared by American Structurepoint Page 8HydroCAD® 10.00-22 s/n 00818 © 2018 HydroCAD Software Solutions LLC Summary for Pond 5P: Dry Ponds Inflow Area = 2.498 ac, 79.70% Impervious, Inflow Depth = 5.75" for 100yr - 24hr event Inflow = 19.52 cfs @ 12.01 hrs, Volume= 1.197 af Outflow = 8.38 cfs @ 12.15 hrs, Volume= 1.197 af, Atten= 57%, Lag= 8.8 min Primary = 8.38 cfs @ 12.15 hrs, Volume= 1.197 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 860.45' @ 12.15 hrs Surf.Area= 0.124 ac Storage= 0.258 af Plug-Flow detention time= 11.5 min calculated for 1.197 af (100% of inflow) Center-of-Mass det. time= 11.2 min ( 777.9 - 766.6 ) Volume Invert Avail.Storage Storage Description #1 856.35' 0.277 af Custom Stage Data (Prismatic) Listed below #2 857.00' 0.304 af Custom Stage Data (Prismatic) Listed below (Recalc) 0.581 af Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 856.35 0.001 0.000 0.000 857.00 0.020 0.007 0.007 858.00 0.032 0.026 0.033 859.00 0.045 0.038 0.071 860.00 0.060 0.052 0.124 861.00 0.076 0.068 0.192 862.00 0.094 0.085 0.277 Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 857.00 0.001 0.000 0.000 858.00 0.020 0.010 0.010 859.00 0.034 0.027 0.037 860.00 0.049 0.042 0.079 861.00 0.066 0.057 0.137 862.00 0.083 0.075 0.211 863.00 0.103 0.093 0.304 Device Routing Invert Outlet Devices #1 Primary 856.35'11.7" Vert. Orifice/Grate C= 0.600 #2 Primary 859.15'7.7" Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=8.37 cfs @ 12.15 hrs HW=860.45' (Free Discharge) 1=Orifice/Grate (Orifice Controls 6.83 cfs @ 9.15 fps) 2=Orifice/Grate (Orifice Controls 1.54 cfs @ 4.76 fps) Type II 24-hr 100yr - 24hr Rainfall=6.46"2017.02968.CE.Pond Calcs - PRO CONDITIONS Printed 8/9/2019Prepared by American Structurepoint Page 9HydroCAD® 10.00-22 s/n 00818 © 2018 HydroCAD Software Solutions LLC Pond 5P: Dry Ponds Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=2.498 ac Peak Elev=860.45' Storage=0.258 af 19.52 cfs 8.38 cfs Type II 24-hr 100yr - 24hr Rainfall=6.46"2017.02968.CE.Pond Calcs - PRO CONDITIONS Printed 8/9/2019Prepared by American Structurepoint HydroCAD® 10.00-22 s/n 00818 © 2018 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 5P: Dry Ponds Elevation (feet) Storage (acre-feet) 856.35 0.000 856.45 0.001 856.55 0.002 856.65 0.003 856.75 0.004 856.85 0.005 856.95 0.006 857.05 0.008 857.15 0.011 857.25 0.014 857.35 0.017 857.45 0.021 857.55 0.025 857.65 0.028 857.75 0.032 857.85 0.037 857.95 0.041 858.05 0.046 858.15 0.052 858.25 0.058 858.35 0.065 858.45 0.071 858.55 0.078 858.65 0.084 858.75 0.091 858.85 0.098 858.95 0.105 859.05 0.113 859.15 0.122 859.25 0.131 859.35 0.140 859.45 0.149 859.55 0.159 859.65 0.168 859.75 0.178 859.85 0.188 859.95 0.198 860.05 0.209 860.15 0.221 860.25 0.233 860.35 0.245 860.45 0.257 860.55 0.270 860.65 0.282 860.75 0.295 860.85 0.308 860.95 0.322 861.05 0.336 861.15 0.351 861.25 0.367 861.35 0.382 861.45 0.398 Elevation (feet) Storage (acre-feet) 861.55 0.414 861.65 0.430 861.75 0.446 861.85 0.463 861.95 0.479 862.05 0.492 862.15 0.500 862.25 0.509 862.35 0.518 862.45 0.527 862.55 0.537 862.65 0.546 862.75 0.556 862.85 0.566 862.95 0.576 Description:Carmel Hotel & Office Development Reviewing Entity: Job #: Date:04/17/20 *Emergency spillway must carry the peak 100 yr flow rate to the pond 19.52 (From HydroCAD output) 24.40 3.00 24.40 25.00 0.47 100 yr Flood Elev. =860.45 862.00 862.47 863.00 *OVERFLOW SPILLWAY WIDTH OF 25 FEET HAS SUFFICIENT CAPACITY TO CARRY 125% OF THE 100 YR FLOW RATE 2017.02968 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 = PROPOSED STORMWATER SYSTEM EMERGENCY SPILLWAY CALCULATIONS Job Information City of Carmel 2017.02968 APPENDIX D STORM SEWER CALCULATIONS PLOT DATE: 8/9/2019 11:17 AM DRAWING FILE: P:\2017\02968\D. Drawings\Civil\Exhibits\2019-03-14 - Drainage Exhibits\2017.02968.Drainage Exhibits.Storm Basins.dwg Site Exhibit Storm Basins 12166 N. Meridian St.March 18, 2019 2017.02968 0'40' NSCALE:1"=40' Carmel, Indiana Description:Carmel Hotel & Office DevelopmentEntity:City of CarmelJob #:2018.00181Date:3/18/2019croof0.9cgrass0.3cpavement0.85AroofAgrassApavementArea(ac)(ac)(ac)(ac)100 100 0.000 0.089 0.2640.35 - 0.03 0.22 0.71101 101 0.000 0.004 0.0680.07 - 0.00 0.06 0.82102 102 0.000 0.053 0.3700.42 - 0.02 0.31 0.78103 103 0.000 0.021 0.1860.21 - 0.01 0.16 0.791041040.0000.0800.2750.36-0.020.230.731051050.0000.0310.1380.17-0.010.120.75NORTH ROOF1030.3670.0000.0000.370.33--0.90SOUTH ROOF1030.2510.0000.0000.250.23--0.90PROPOSED STORM SEWER SYSTEM RUNOFF COEFFICIENT CALCULATIONJob InformationBasin Str. No.(c*A)roof(c*A)grass(c*A)pavementComposite c Description:Carmel Hotel & Office DevelopmentReviewing Entity:Job #:Date:10-yr- - -Entity Data- --Invert Drop0INLETCASTING 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)100 101185.00RCP 0.71 0.35 - -0.25 0.25 0.255.005.00 - - 6.12 6.12 1.52 1.5212 0.320.013 2.02 75% 2.57 0.65 2.82 1.20861.73861.10 858.83 858.24 1.73 1.69101 102108.00RCP 0.82 0.07 - -0.06 0.06 0.315.006.21 - - 6.12 5.90 0.35 1.8115 0.230.013 3.10 58% 2.52 0.69 2.62 0.71861.10862.39 858.24 857.99 1.42 2.96102 10390.00RCP 0.78 0.42 - -0.33 0.33 0.635.006.92 - - 6.12 5.77 2.00 3.6618 0.200.013 4.70 78% 2.66 1.00 2.94 0.56862.39862.48 857.99 857.81 2.69 2.96103 104195.00 RCP 0.79 0.21 - -0.17 0.17 0.805.007.48 - - 6.12 5.67 1.02 4.5421 0.200.013 7.09 64% 2.95 1.02 3.13 1.10862.48862.68 857.81 857.42 2.69 3.28104 105158.00 RCP 0.73 0.36 - -0.26 0.26 1.065.008.59 - - 6.12 5.47 1.61 5.8221 0.200.013 7.09 82% 2.95 1.21 3.29 0.89862.68863.11 857.42 857.11 3.28 4.03105 10616.00 RCP 0.75 0.17 0.90 0.620.68 0.13 1.755.009.48 - - 6.12 5.31 0.78 9.2824 0.230.013 10.85 86% 3.45 1.42 3.88 0.08863.11863.27 857.11 857.07 3.76 3.95106 10731.00 RCP - - - -- - 1.755.009.56 - - 6.12 5.30 - 9.2524 0.220.013 10.61 87% 3.38 1.45 3.81 0.15863.27- 857.07 857.00 3.95 -STR.INVERTRIMENTITY DATAiPIPE DIAMETERPIPE SLOPEP+A1:AH34ROPOSED STORM SEWER SYSTEM STORM SEWER DESIGN TABLE - RATIONAL METHODJob InformationCity of Carmel2017.02968ELEV.FULL FLOW VELOCITYCAPACITY UTILIZATIONMANNING'S N(in/hr) FULL PIPE CAPACITYTRAVEL TIMELENGTHiFLOW DEPTHFLOW VELOCITYDIRECT TO INLETDrop Amount:COVER03/18/19(in/hr)CHEN'S METHODOffsite RunnoffDesign Storm:TO STR.DIRECT TO CASTINGPIPE MATERIALDesign ParametersIntensity Calculation Method:cAInvert Calculation Method:FLOWELEV. Description:Carmel Hotel & Office DevelopmentEntity:City of CarmelJob #:2017.02968Date:03/18/1910-yr100-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.)101 100 858.24 859.24 859.06 860.58 5.00 9.12 2.27 12 0.32 0.785 3.142 0.250 1.000 0.644 2.89 185 0.013 0.744 - 0.10 0.10 0.10 0.10 - 1.25 2.84 - 0.162 0.906 861.48 861.73 859.83102 101 857.99 859.24 858.95 860.33 6.21 8.80 2.69 15 0.23 0.947 2.534 0.374 0.901 0.658 2.84 108 0.013 0.247 2.89 0.10 0.10 0.10 0.10 - 0.50 3.09 - 0.002 0.249 860.58 861.10 859.49103 102 857.81 859.31 859.01 860.08 6.92 8.61 5.45 18 0.20 1.767 4.712 0.375 1.500 0.900 3.09 90 0.013 0.241 2.84 0.10 0.10 0.10 0.10 - 0.50 3.35 - 0.011 0.252 860.33 862.39 859.49104 103 857.42 859.17 858.78 859.68 7.48 8.45 6.76 21 0.20 2.016 3.793 0.531 1.367 0.960 3.35 195 0.013 0.388 3.09 0.10 0.10 0.10 0.10 - 0.50 3.60 - 0.013 0.401 860.08 862.48 859.56105 104 857.11 858.86 858.53 859.19 8.59 8.16 8.67 21 0.20 2.405 5.498 0.438 1.750 1.094 3.60 158 0.013 0.470 3.35 0.10 0.10 0.10 0.10 - 0.50 4.40 - 0.013 0.484 859.68 862.68 859.17106 105 857.07 859.07 858.74 859.08 9.48 7.92 13.83 24 0.23 3.142 6.283 0.500 2.000 1.339 4.40 16 0.013 0.059 3.60 0.10 0.10 0.10 0.10 - 0.50 4.39 - 0.050 0.109 859.19 863.11 859.11107 106 857.00 859.00 858.67 858.67 9.56 7.90 13.79 24 0.22 3.142 6.283 0.500 2.000 1.337 4.39 31 0.013 0.115 4.40 0.10 0.10 0.10 0.10 1.00 0.50 - 0.299 0.001 0.415 859.08 863.27 859.07Intensity 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. TOR Job Information Description: Reviewing Entity:City of Carmel Job #:2017.02968 Date:07/30/18 10-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) 100 TYPE "C" MANHOLE R-3287-SB10 1.73 2.90 0.71 0.35 5.00 6.12 1.52 0.18 0.33 0.33 101 TYPE "C" MANHOLE R-3287-SB10 1.42 2.86 0.82 0.07 5.00 6.12 0.35 0.01 0.13 0.13 102 TYPE "C" MANHOLE R-3287-SB10 2.69 4.40 0.78 0.42 5.00 6.12 2.00 0.31 0.39 0.39 103 TYPE "C" MANHOLE R-3287-SB10 2.69 4.67 0.79 0.21 5.00 6.12 1.02 0.08 0.25 0.25 104 TYPE "C" MANHOLE R-3472 3.28 5.26 0.73 0.36 5.00 6.12 1.61 0.26 0.28 0.28 105 TYPE "C" MANHOLE R-3287-SB10 3.76 6.01 0.75 0.17 5.00 6.12 0.78 0.05 0.22 0.22 106 TYPE "C" MANHOLE R-1772 3.95 6.20 - - - - - - - 0.00 Design Parameters Design Storm: PROPOSED STORM SEWER SYSTEM ORIFICE FLOW CASTING CAPACITY CALCULATIONS Clogging (%): Carmel Hotel & Office Development Intensity Calculation Method: 2017.02968 APPENDIX E BMP CALCULATIONS Description:Carmel Hotel & Office Development Reviewing Entity: Job #: Date:03/18/19 CNwq= PARAMETERS P =1 (in.) Pervious Area 0.57 Impervious Area 1.94 Area 2.50 I = 77% (%) Rv = 0.74632147 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 2017.02968 Type II 24-hr WQ Rainfall=1.00"2018.02759.Proposed WQ 04.08.2019 Printed 8/9/2019Prepared by American Structurepoint Page 1HydroCAD® 10.00-22 s/n 00818 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment WQ: Aqua Swirl Calc Runoff = 2.82 cfs @ 11.99 hrs, Volume= 0.147 af, Depth= 0.71" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr WQ Rainfall=1.00" Area (ac) CN Description * 2.500 97 2.500 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.0 Direct Entry, Subcatchment WQ: Aqua Swirl Calc Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)3 2 1 0 Type II 24-hr WQ Rainfall=1.00" Runoff Area=2.500 ac Runoff Volume=0.147 af Runoff Depth=0.71" Tc=8.0 min CN=97 2.82 cfs City of Indianapolis Stormwater Quality Unit (SQU) Selection Guide Pg. 1 01/02/19 Version 13.0 (Check http://www.indy.gov/eGov/City/DPW/Business/Specs/Pages/UpdatedStormWaterManual.aspx for current Selection Guide) Performance Matrix for Manufactured SQUs that remove 80% or more of Test Particles 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) Stormceptor® 2,3 STC 450 0.37 N/A 8 STC 900 0.83 N/A 8 STC1200 0.83 N/A 10 STC 1800 0.83 N/A 15 STC 2400 1.38 N/A 12 STC 3600 1.38 N/A 17 STC 4800 2.30 N/A 15 STC 6000 2.30 N/A 18 STC 7200 3.22 N/A 15 STC 11000 4.59 N/A 15 STC 13000 4.59 N/A 18 STC 16000 6.43 N/A 15 Downstream Defender® 2 4 Foot Diameter 1.3 N/A 18 6 Foot Diameter 3.58 N/A 24 8 Foot Diameter 7.35 N/A 30 10 Foot Diameter 12.85 N/A 36 VortSentry®2,3 VS30 0.28 N/A 36 VS40 0.58 N/A 36 VS50 1.01 N/A 36 VS60 1.60 N/A 36 VS70 2.35 N/A 36 VS80 3.28 N/A 36 Vortechs®2,3 1000 0.49 N/A 30 2000 1.00 N/A 30 3000 1.75 N/A 30 4000 2.76 N/A 30 5000 4.05 N/A 30 7000 5.66 N/A 30 City of Indianapolis Stormwater Quality Unit (SQU) Selection Guide Pg. 2 01/02/19 Version 13.0 Manufactured SQU SQU System Model Max Treatment Flow (cfs) Max 10-yr On-Line Flow Rate (cfs) Cleanout Depth (Inches) 9000 7.59 N/A 30 11000 9.88 N/A 30 16000 15.59 N/A 30 PC1319 or 1319 CIP 19.04 N/A 30 PC1421 or 1421 CIP 22.92 N/A 30 1522 CIP 27.23 N/A 30 1624 CIP 32.00 N/A 30 1726 CIP 37.24 N/A 30 1827 CIP 42.96 N/A 30 1929 CIP 49.17 N/A 30 2030 CIP 55.90 N/A 30 2131 CIP 63.15 N/A 30 2233 CIP 70.94 N/A 30 2334 CIP 79.28 N/A 30 2436 CIP 88.18 N/A 30 2538 CIP 97.66 N/A 30 2639 CIP 107.72 N/A 30 2740 CIP 118.37 N/A 30 2842 CIP 129.64 N/A 30 2943 CIP 141.53 N/A 30 3045 CIP 154.05 N/A 30 3146 CIP 167.21 N/A 30 3349 CIP 195.49 N/A 30 3958 CIP 296.83 N/A 30 4060 CIP 316.23 N/A 30 Aqua-Swirl™ 2,3 AS-2 0.26 N/A 24 AS-3 0.50 N/A 32 AS-4 0.98 N/A 32 AS-5 1.47 N/A 32 AS-6 2.32 N/A 32 AS-7 3.40 N/A 32 AS-8 4.75 N/A 32 AS-9 6.38 N/A 32 AS-10 8.30 N/A 32 AS-11 10.54 N/A 32 AS-12 13.10 N/A 32 AS-13 16.00 N/A 32 City of Indianapolis Stormwater Quality Unit (SQU) Selection Guide Pg. 3 01/02/19 Version 13.0 Manufactured SQU SQU System Model Max Treatment Flow (cfs) Max 10-yr On-Line Flow Rate (cfs) Cleanout Depth (Inches) CDS Technologies2,3 Offline CDS4 1.10 N/A 18 CDS5 1.10 N/A 18 CDS6 3.85 N/A 18 CDS7 4.49 N/A 18 CDS8 6.60 N/A 18 CDS10 16.02 N/A 18 ADS / Hancor Stormwater Quality Units2 3620WQB 0.7 N/A 9 3640WQB 1.6 N/A 9 4220WQB 0.86 N/A 10 4240WQB 1.83 N/A 10 4820WQB 1.13 N/A 12 4840WQB 2.39 N/A 12 6020WQB 1.47 N/A 15 6040WQB 3.12 N/A 15 KriStar FloGard2 DVS -36 0.24 N/A 18 DVS -48 0.50 N/A 18 DVS -60 0.87 N/A 18 DVS -72 1.38 N/A 18 DVS -96 2.83 N/A 18 DVS -120 4.94 N/A 18 DVS -144 7.79 N/A 18 Baysaver2 0.5K 0.22 N/A 24 1K 0.28 N/A 24 3K 0.92 N/A 24 5K 1.90 N/A 24 10K 3.43 N/A 24 StormTrap®2 SSWQ-2x4 0.36 N/A 24 SSWQ-3x6 0.80 N/A 24 SSWQ-3x8 1.07 N/A 24 SSWQ-4x8 1.43 N/A 24 SSWQ-4x9 1.61 N/A 24 SSWQ-5x10 2.23 N/A 24 SSWQ-5x12 2.68 N/A 24 SSWQ-6x12 3.21 N/A 24 STWQ-2 3.52 N/A 24 STWQ-3 5.29 N/A 24 STWQ-4 7.05 N/A 24 STWQ-5 9.03 N/A 24 STWQ-6a 10.80 N/A 24 STWQ-6b 10.76 N/A 24 STWQ-7a 12.78 N/A 24 STWQ-7b 12.89 N/A 24 STWQ-8 15.10 N/A 24 STWQ-9 16.86 N/A 24 STWQ-10 19.00 N/A 24 STWQ-12 22.97 N/A 24 STWQ-55 109.57 N/A 24 City of Indianapolis Stormwater Quality Unit (SQU) Selection Guide Pg. 4 01/02/19 Version 13.0 Manufactured SQU SQU System Model Max Treatment Flow (cfs) Max 10-yr On-Line Flow Rate (cfs) Cleanout Depth (Inches) STWQ-105 211.16 N/A 24 STWQ-153 308.99 N/A 24 STWQ-200 403.80 N/A 24 STWQ-I 4.12 N/A 24 STWQ-II 1.95 N/A 24 STWQ-III 3.93 N/A 24 STWQ-IV 1.85 N/A 24 STWQ-V 1.85 N/A 24 STWQ-VI 3.75 N/A 24 STWQ-VII 1.76 N/A 24 Prinsco2 WQU3620 0.6 N/A 24 WQU3640 1.28 N/A 24 WQU4220 0.70 N/A 24 WQU4240 1.49 N/A 24 WQU4820 0.92 N/A 24 WQU4840 1.95 N/A 24 WQU6020 1.18 N/A 24 WQU6040 2.51 N/A 24 First Defense 2,3 4 Foot Diameter 0.70 N/A 18 6 Foot Diameter 2.00 N/A 18 Haviland2 SWQU 36X20-B 0.75 N/A 12 SWQU 36X40-B 1.5 N/A 12 SWQU 42X20-B 0.8 N/A 15 SWQU 42X40-B 1.8 N/A 15 SWQU 48X20-B 1.1 N/A 18 SWQU 48X40-B 2.4 N/A 18 SWQU 60X20-B 1.4 N/A 21 SWQU 60X40-B 3.1 N/A 21 First Defense High Capacity1,2,3 3 Foot Diameter 0.73 N/A 18 4 Foot Diameter 1.50 N/A 18 5 Foot Diameter 2.62 N/A 18 6 Foot Diameter 4.13 N/A 18 7 Foot Diameter 6.07 N/A 18 8 Foot Diameter 8.49 N/A 18 Suntree Nutrient Separating Baffle Box – Hydro- Variant Technology (NSBB-HVT) 2-4 0.49 2.12 12 3-6 1.35 5.83 12 3-8 1.93 8.34 12 4-8 2.77 11.97 12 5-10 4.84 20.91 12 6-12 7.64 33.00 12 6-13.75 9.1 39.31 12 7-14 11.2 48.38 12 7-15 12.2 52.70 12 8-14 13.3 57.46 12 8-16 15.7 67.82 12 9-18 21.0 90.72 12 10-17 22.4 96.77 12 City of Indianapolis Stormwater Quality Unit (SQU) Selection Guide Pg. 5 01/02/19 Version 13.0 Manufactured SQU SQU System Model Max Treatment Flow (cfs) Max 10-yr On-Line Flow Rate (cfs) Cleanout Depth (Inches) 10-20 27.4 118.37 12 12-21 36.6 158.11 12 12-24 43.2 186.62 12 1 Temporary Approval 2 Off-line use only 3 Not Approved for use with an open grate top (i.e. an inlet) City of Indianapolis Stormwater Quality Unit (SQU) Selection Guide Pg. 6 01/02/19 Version 13.0 Rate Based SQUs - Table 2 Manufactured SQU SQU System Model Max Treatment Flow (cfs) Max 10-yr On-Line Flow Rate (cfs) Cleanout Depth (Inches) SciClone4 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 SC-12 6.30 N/A 9 4 Installed in the configuration as reviewed by NJCAT only Volume Based SQUs* Table 3 Manufactured SQU SQU System Model Max Treatment Flow (cfs) Stormvault®2 N/A N/A* *Storage volume to be calculated per Chapter 700, Section 701.04 City of Indianapolis Stormwater Quality Unit (SQU) Selection Guide Pg. 7 01/02/19 Version 13.0 Appendix I Design Treatment Flow Rate Determination For Table 1 SQUs Stormwater Quality Flow Rate Determination – Table 1 SQUs The design flow rate for manufactured stormwater quality units (SQUs) shall be determined using the SCS runoff methodology as outlined below. 1. Delineate the watershed basin(s) to be served by the proposed SQU(s). Tabulate the total impervious and pervious areas. Please note impervious and pervious area runoff rates MUST be calculated as separate basins. The sizing calculation assumes the impervious area is connected directly to the SQU and the Tc calculation must be adjusted for this assumption (i.e. no flow over grass) for the impervious basin. This can be accomplished by creating two basins, one with an area equivalent to the total impervious area and the other with an area equivalent to the total pervious area of the delineated watershed to be served by the SQU. 2. Determine the time-of-concentration (Tc) using the TR-55 methodology (Worksheet 3, Chapter 200 Appendix of the City of Indianapolis Stormwater Specifications Manual) for each basin. A minimum 5-minute Tc may be assumed for the impervious basin. 3. Calculate the curve numbers (CN) for each basin, using CN=98 for the impervious basin. 4. Determine the peak discharge from the 0.3-inch storm using the appropriate Huff, 50% rainfall distribution (Storm duration 0 up to and including 6 hrs – 1st Quartile, 6.1 to 12 hrs – 2nd Quartile, 12.1 to 24 hrs – 3rd Quartile. See Table below for Huff ordinates.). A single hydrograph for each basin should be determined and all basin hydrographs added to determine the peak flow. Storm durations of 15-, 30- and 45 minutes as well as 1-, 2-, 3- 6- 12- and 24- hours should be checked to determine the peak SQU flow. City of Indianapolis Stormwater Quality Unit (SQU) Selection Guide Pg. 8 01/02/19 Version 13.0 Huff Ordinates Table IA % Storm Time Indianapolis Huff Quartile 1st Quartile 2nd Quartile 3rd Quartile 4th Quartile 0 0.00 0.00 0.00 0.00 10 20.00 6.50 5.26 6.67 20 40.80 18.13 11.55 14.25 30 54.95 35.85 17.06 20.00 40 62.50 52.94 24.24 26.09 50 68.75 67.86 37.78 33.33 60 76.67 76.52 58.33 40.00 70 83.05 83.81 78.03 50.00 80 89.70 90.67 88.68 68.57 90 95.00 95.89 95.29 88.37 100 100.00 100.00 100.00 100.00 City of Indianapolis Stormwater Quality Unit (SQU) Selection Guide Pg. 9 01/02/19 Version 13.0 Appendix II O&M Manual Checklist In addition to the requirements listed in Section 102.06 of the Stormwater Specifications Manual, the following notes / maintenance items should be included in the Operations and Maintenance Manual (O & M Manual): _____ 1. The maximum sediment depth should be clearly specified, e.g. 8” based on the table above. _____ 2. Graphical and written description of sediment measuring procedure. This could include the use of a dipstick tube equipped with a ball valve (e.g. Sludge Judge). _____ 3. Oil and other floatable materials removal procedure during routine cleanout. _____ 4. The O & M Manual should specify if entry into the SQU should be considered an OSHA confined space and guidelines followed. _____ 5. A minimum inspection and maintenance frequency of annually should be specified in the narrative and the tabular inspection schedule. _____ 6. Off-line configurations must include inspection and maintenance of connecting manhole and diversion weir. _____ 7. Detail drawing of proposed SQU, including floating debris capture device where applicable, should be included. _____ 8. Note in the manual to clean unit immediately if there is a hydrocarbon spill (e.g. gasoline or oil). _____ 9. The use of adsorbents should be addressed as appropriate. _____ 10. A note should be provided indicating disposal of all sediment must be in accordance with all federal, state and local requirements and should NOT be dumped into the storm sewer or a sanitary sewer. _____ 11. Other specific requirements per the manufacturer’s recommendations. Plan Checklist City of Indianapolis Stormwater Quality Unit (SQU) Selection Guide Pg. 10 01/02/19 Version 13.0 The following items should be specified on all plans referencing a Stormceptor SQU submitted for approval by the City of Indianapolis: _____ 1. The minimum cover requirement as specified by the Stormwater Specifications Manual should be shown on the details for all connecting pipes. _____ 2. A minimum 6” stone base should be shown on the detail. _____ 3. The backfill should be specified as required by the manufacturer. _____ 4. Detail drawing of each SQU model, including floating debris capture device as applicable, per the manufacturer should be included on plans. _____ 5. Detail of connecting structures and diversion for off-line configurations should be included. _____ 6. A minimum 24” access opening must be shown. _____ 7. All construction plans shall show the SQUs installed with one inlet and one outlet pipe approximately 180 degrees apart unless the design report includes documentation the unit was tested by NJCAT and certified by NJDEP for the proposed layout. The inclusion of surface inlets must also include the testing and certification documentation. Drainage Report Checklist The following requirements should be addressed in drainage design reports: _____ 1. The design storm must not create a hydraulic tailwater condition on the SQU. A first flush hydraulic gradeline evaluation should be included in the report. _____ 2. The design storm should be the peak runoff for a 0.3-inch rainfall depth using the appropriate Huff, 50% rainfall distribution. The contributing watershed should be modeled with the pervious and impervious areas inputted as separate areas (i.e. not combined using a single curve number.) _____ 3. The 10-yr pipe capacity up- and downstream of all water quality structures should be documented with calculations to demonstrate the water surface for the 10-yr storm is below the crown of the pipe as required by the Stormwater Specifications Manual. _____ 4. Diversion structure design should be documented with calculations as appropriate. _____ 5. Buoyancy should be addressed in the report. _____ 6. Traffic loading requirements should be addressed in the report. APPENDIX F EXISTING DRAINAGE REPORT