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HomeMy WebLinkAboutDrainage ReportDrainage Calculations ROBEY SURGERY CENTER & MEDICAL OFFICE/CLINIC THE VILLAGE OF WEST CLAY SEC Harleston Street / Pettigru Drive Carmel, Indiana 46032 Job #: ACG.065 Date: 05-15-2024 Prepared by: Brian S. Cross, P.E. Reviewed by: Eric A. Gleissner, P.E. 718 Adams Street Suite E Carmel, IN 46032 Phone: 317-810-1677 TABLE OF CONTENTS Section I: Report A. Project Title B. Project Description C. Design Method and Criteria D. References E. Existing Conditions F. Proposed Conditions G. Stormwater Quality Section II: Appendix A. Site Information B. Existing Conditions (Exhibits, Calculations, etc.) C. Proposed Conditions (Exhibits, Calculations, etc.) D. Stormwater Quality E. Storm Sewer Watershed Plan – D104 SECTION I: REPORT A. Project Title ROBEY SURGERY CENTER & MEDICAL OFFICE/CLINIC (SEC Harleston Street / Pettigru Drive – Carmel, IN) B. Project Description This project is located within The Village of West Clay at the southeast corner of Harleston Street and Pettigru Drive in Hamilton County, Indiana. The subject site is 1.21 +/- acres in size; however, the proposed land disturbance of the project will be 1.44+/- acres, including street parking, walks, and utility services. The proposed improvements will consist of building a two (2) story 22,400 +/- square foot medical use building. Additional proposed improvements will be adding associated parking, drainage, utility infrastructure, street parking along Pettigru Drive, streetscape improvements, and landscaping. These plans and calculations analyze the existing and proposed drainage patterns and will show that the proposed improvements will have no negative effect on drainage conditions in the area. The existing land uses adjacent to the subject site are as follows: North: VoWC PUD (Commercial) West: VoWC PUD (Residential Townhomes) South: VoWC PUD (Stratford – Residential) East: VoWC PUD (Stratford – Residential & ACE Hardware) C. Design Method and Criteria 1. Soil Type: Soil maps from the United States Department of Agriculture, Soil Conservation Service, identify Crosby Silt Loam – (YclA – 84.6 % Site) and Brookston Silty Clam Loam (YbvA – 15.4% Site) 2. Design Storm: The 2, 10 and 100-year storm events have been analyzed for both the existing and proposed overall conditions. The Rational Method was used in pipe sizing calculations. Stormwater Master Plan for The Village of West Clay prepared by The Schneider Corporation (2005), 3. Overall Watershed: The entire site generally sheet drains to the perimeter streets via overland flow. Stormwater is collected within the storm sewer system routed to the south then west into existing wet detention ponds discharging into the JM Brendle regulated drain, to Long Branch, to Eagle Creek. D. References 1. TR55 Stormwater Design Manual. 2. Hamilton County Soil Survey. 3. Highway Extension and Research Project for Indiana Counties (HERPIC). 4. City of Carmel Stormwater Technical Standards Manual. E. Existing Conditions The existing site is an undeveloped site in Block B of Section 6003 of the Village of West Clay. The development of this site has been considered in the master drainage plan for this area in previous drainage reports prepared by The Schneider Corporation in 2005/2006 for sections 6001 and 6003. The site was planned to have drainage conveyed west to Pond 6. The subject site is 1.21 +/- acres in size and is located within The Village of West Clay at the southeast corner of Harleston Street and Pettigru Drive in Hamilton County, Indiana. The site is unimproved with grass/weeds. The entire site generally sheet drains to the perimeter streets via overland flow. Stormwater is collected within the storm sewer system (Basins 740/741) routed to the south then west into existing wet detention Pond 6 as part of the original stormwater master plan. An existing conditions runoff analysis was performed using the Rational Method for the 2, 10, & 100yr storm events. Basin “EX1” represents the 1.21 +/- acre subject site as it exists today. The following table summarizes the maximum existing site runoff rates for Basin “EX1”: DRAINAGE BASIN RUNOFF (CFS) Basin EX1 (1.21 +/- acres) 2-YEAR 0.49 cfs 10-YEAR 0.75 cfs 100-YEAR 1.08 cfs Table 1: Pre-Developed Existing Conditions F. Proposed Conditions The proposed drainage patterns for the site will remain similar to the existing conditions. The proposed improvements will consist of building a two (2) story 22,400 +/- square foot medical use building, associated parking, drainage, utility infrastructure, street parking along Pettigru Drive, and landscaping. The approximate limit of disturbance for this project is 1.44 +/- acres, including off-site utility connections, street parking, and pedestrian sidewalks. Stormwater is collected within the new on-site storm sewer system and discharged into an existing storm manhole (36-inch pipe) located on the east side of Pettigru Drive and then routed to the south and west into existing wet detention Pond 6 as part of the original stormwater master plan. A proposed conditions runoff analysis was performed using the Rational Method for the 2, 10, & 100yr storm events. Basin “PR1” represents the 1.21 +/- acre subject site as it exists today. The following table summarizes the maximum site runoff rates for Basin “PR1”: DRAINAGE BASIN RUNOFF (CFS) Basin PR1 (1.21 +/- acres) 2-YEAR 3.63 cfs 10-YEAR 5.45 cfs 100-YEAR 7.69 cfs Table 2: Post-Developed Proposed Conditions G. Stormwater Quality In addition to the existing wet detention facility serving as a BMP located west of the subject property, a second post construction water quality BMP will be installed - First Defense High Capacity (5’ diameter model) structure by Hydro International. The First Defense is a hydrodynamic separator structural BMP with the feature to add a storm inlet on top of the structure and direct the storm water to the interior baffle system to be treated. Based on the allowable treatment flow rates, this structure has maximum treatment flow capacities of 2.35 cfs (5’ Dia. - per City of Indianapolis SQU Selection Guide) and a 10yr flow rate capacity of 5.08cfs. The required treatment flow rates have been calculated at 1.01 cfs per the City of Carmel Stormwater Design Manual and a design 10yr flow rate of 4.08 (see Storm Drain Flow Tabulation Form – Rational Method). SECTION II: APPENDIX A. Site Information HARLESTONST PETIGRUDRSAINSBURYSTAIKENPLFIL S O NST TOWNERDHORLBECKSTAlderson Surgery Center Parcels Street Centerlines Carmel Private BMP Structures Storm Structures Storm Pipe CW_Meter CW_Valve_Open CW_MAIN Carmel Main,Active Clay Main,Active CW_Service_Lines CW_Locate_Area City Boundary May 30, 2023 0 0.01 0.030.01 mi 0 0.03 0.060.01 km 1:1,127 ArcGIS WebApp Builder CarmelCity TrlC a r melCityTrlTral eeCtLorenzo BlvdLinc ol ns hire B lvd W 131st S t SHELBORNE PARK THE LAKES AT HAYDEN RUN T u sc any B lvdReedy C t BrandenburgDrHAYDEN RUN G reencro ft S tHadley G r o v e S o u t h D rRoma BndReginaCtTowne Rd W Main S t W 1 3 1st S t THE LAKES AT TOWNE ROAD III HADLEY GROVE THE VILLAGE OF TOWNE POINTE MULLIGANS PLACE Harleston St Glebe St Glebe S tTreaty Line StRhettsb u r y St Manigault St VanderhorstStCongress St Petigru DrDeerstyneGreenStStJulianStAshworth StKossuth StTraddStHorlbeckStMoultrieStHayne St MoonseedDr Featherbell B l vd TowneRdTowne RdBirkenhead StGrenvilleStTraddSt ApsleyLnWENTWORTH PRUDENTIA CONDOMINIUMS Robey Surgery Center Esri Community Maps Contributors, Hamilton County GIS, © OpenStreetMap, Microsoft, Esri, TomTom, Garmin, SafeGraph, 5/14/2024, 10:08:45 PM 0 570 1,140285 ft 0 175 35087.5 m 1:8,087 Author: Hamilton County Hamilton County compiled this map. Although strict accuracy standards have been employed, Hamilton County does not warrant or guarantee the accuracy of the information contained herein and disclaims any and all liability resulting from any error or omission. Soil Map—Hamilton County, Indiana Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 5/15/2024 Page 1 of 344252604425270442528044252904425300442531044253204425330442534044253504425360442537044253804425260442527044252804425290442530044253104425320442533044253404425350442536044253704425380567870567880567890567900567910567920567930567940567950567960 567870 567880 567890 567900 567910 567920 567930 567940 567950 567960 39° 58' 33'' N 86° 12' 19'' W39° 58' 33'' N86° 12' 14'' W39° 58' 28'' N 86° 12' 19'' W39° 58' 28'' N 86° 12' 14'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 16N WGS84 0 30 60 120 180 Feet 0 5 10 20 30 Meters Map Scale: 1:651 if printed on A portrait (8.5" x 11") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Map Unit Polygons Soil Map Unit Lines Soil Map Unit Points Special Point Features Blowout Borrow Pit Clay Spot Closed Depression Gravel Pit Gravelly Spot Landfill Lava Flow Marsh or swamp Mine or Quarry Miscellaneous Water Perennial Water Rock Outcrop Saline Spot Sandy Spot Severely Eroded Spot Sinkhole Slide or Slip Sodic Spot Spoil Area Stony Spot Very Stony Spot Wet Spot Other Special Line Features Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:15,800. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Hamilton County, Indiana Survey Area Data: Version 24, Sep 1, 2023 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Jun 15, 2022—Jun 21, 2022 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Soil Map—Hamilton County, Indiana Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 5/15/2024 Page 2 of 3 Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI YbvA Brookston silty clay loam- Urban land complex, 0 to 2 percent slopes 0.2 15.4% YclA Crosby silt loam, fine-loamy subsoil-Urban land complex, 0 to 2 percent slopes 1.0 84.6% Totals for Area of Interest 1.2 100.0% Soil Map—Hamilton County, Indiana Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 5/15/2024 Page 3 of 3 B. Existing Conditions HARLESTON STREET PETIGRU STREETEXISTING CONDITIONSROBEY SURGERY CENTER - VILLAGE OF WEST CLAY, CARMEL, IN SCALE: CHKD. BY: DWN. BY: DATE:CSG PROJECT NUMBER SHEET OF 718 ADAMS STREET, SUITE E CARMEL, INDIANA 46032 (317) 810-1677 CIVIL SITE GROUP, INC. GROUP, INC. ACG.065 11 EXISTING CONDITIONS Runoff Curve Coefficient Number Impervious Area =0.90 98 **Rooftop/Pavement Open Area =0.15 72.0 Composite CN - Open Space (Good Condition) Gravel/Stone =0.85 98.0 Brookston Silty Clay Loam-Urban Land Complex (YbvA - 15.4% Project Site Area) Type "B" Soil Crosby Silt Loam-Urban Land Complex (YcIA - 84.6% Project Site Area) Type "C" Soil ON SITE (EX1) Impervious Area Open Area Stone Total Total Composite Composite (ft^2)(ft^2)(ft^2)(ft^2)(Acres)"CN""C" 0 52812 0 52812 1.21 72.0 0.15 2 year, 24 hour rainfall =2.90 inches Basin Length S n T_t Length S Paved/Un Vel. T_t T_c name (ft) %(min) (ft) % (P or U) (ft/s) (min)(min) EX1 100 0.75 0.150 15 283 0.75 U 1.40 3 18 CIVIL SITE GROUP, INC. EXISTING RUNOFF CALCULATION - RATIONAL METHOD PROJECT NAME Robery Surgery Center & Office/Clinic PROJECT No. ACG.065 STORM FREQUENCY DESIGN YEAR 2 LOCATION INLET ACRES COEF.SUM TIME CONC. (min) INT. "Q" = from to AREA sub total "C" CA CA inlet drain total "I" CIA EX1 1.21 0.15 0.18 18 18 2.69 0.49 STORM FREQUENCY DESIGN YEAR 10 LOCATION INLET ACRES COEF.SUM TIME CONC. (min) INT. "Q" = from to AREA sub total "C" CA CA inlet drain total "I" CIA EX1 1.21 0.15 0.18 18 18 4.14 0.75 STORM FREQUENCY DESIGN YEAR 25 LOCATION INLET ACRES COEF.SUM TIME CONC. (min) INT. "Q" = from to AREA sub total "C"CA CA inlet drain total "I"CIA EX1 1.21 0.15 0.18 18 18 4.98 0.90 STORM FREQUENCY DESIGN YEAR 50 LOCATION INLET ACRES COEF.SUM TIME CONC. (min)INT."Q" = from to AREA sub total "C"CA CA inlet drain total "I"CIA EX1 1.21 0.15 0.18 18 18 5.44 0.99 STORM FREQUENCY DESIGN YEAR 100 LOCATION INLET ACRES COEF.SUM TIME CONC. (min)INT."Q" = from to AREA sub total "C"CA CA inlet drain total "I"CIA EX1 1.21 0.15 0.18 18 18 5.97 1.08 05/15/24 C. Proposed Conditions HARLESTON STREET PETIGRU STREETE HARLESTON STREET PETIGRU STREETNO PARKINGPICK-UPPROPOSED CONDITIONSROBEY SURGERY CENTER - VILLAGE OF WEST CLAY, CARMEL, IN SCALE: CHKD. BY: DWN. BY: DATE:CSG PROJECT NUMBER SHEET OF 718 ADAMS STREET, SUITE E CARMEL, INDIANA 46032 (317) 810-1677 CIVIL SITE GROUP, INC. GROUP, INC. ACG.065 11 PROPOSED CONDITIONS Downgraded Runoff Curve Curve Coefficient Number Number Impervious Area =0.90 98 **Rooftop/Pavement Open Area =0.15 72.0 Composite CN - Open Space (Good Condition) Gravel/Stone =0.85 98.0 Brookston Silty Clay Loam-Urban Land Complex (YbvA - 15.4% Project Site Area) Type "B" Soil Crosby Silt Loam-Urban Land Complex (YcIA - 84.6% Project Site Area) Type "C" Soil ON SITE (EX1) Impervious Area Open Area Stone Total Total Composite Composite (ft^2)(ft^2)(ft^2)(ft^2)(Acres)"CN""C" 43620 9192 0 52812 1.21 93.5 0.77 2 year, 24 hour rainfall =2.90 inches Basin Length S n T_t Length S Paved/Un Vel. T_t T_c name (ft) %(min) (ft) % (P or U) (ft/s) (min)(min) PR1 SEE STORM SEWER TABULATION SPREADSHEET 8.5 CIVIL SITE GROUP, INC. PROPOSED RUNOFF CALCULATION - RATIONAL METHOD PROJECT NAME Robery Surgery Center & Office/Clinic PROJECT No. ACG.065 STORM FREQUENCY DESIGN YEAR 2 LOCATION INLET ACRES COEF.SUM TIME CONC. (min)INT."Q" = from to AREA sub total "C"CA CA inlet drain total "I"CIA PRI 1.21 0.77 0.93 8.5 5 3.89 3.63 STORM FREQUENCY DESIGN YEAR 10 LOCATION INLET ACRES COEF.SUM TIME CONC. (min)INT."Q" = from to AREA sub total "C"CA CA inlet drain total "I"CIA PRI 1.21 0.77 0.93 8.5 9 5.85 5.45 STORM FREQUENCY DESIGN YEAR 25 LOCATION INLET ACRES COEF.SUM TIME CONC. (min)INT."Q" = from to AREA sub total "C"CA CA inlet drain total "I"CIA PRI 1.21 0.77 0.93 8.5 9 6.88 6.41 STORM FREQUENCY DESIGN YEAR 50 LOCATION INLET ACRES COEF.SUM TIME CONC. (min)INT."Q" = from to AREA sub total "C"CA CA inlet drain total "I"CIA PRI 1.21 0.77 0.93 8.5 9 7.52 7.00 STORM FREQUENCY DESIGN YEAR 100 LOCATION INLET ACRES COEF.SUM TIME CONC. (min)INT."Q" = from to AREA sub total "C"CA CA inlet drain total "I"CIA PRI 1.21 0.77 0.93 8.5 9 8.25 7.69 05/15/24 HARLESTON STREET PETIGRU STREETE HARLESTON STREET PETIGRU STREETNO PARKINGPICK-UPROBEY SURGERY CENTER - VILLAGE OF WEST CLAY, CARMEL, IN SCALE: CHKD. BY: DWN. BY: DATE:CSG PROJECT NUMBER SHEET OF 718 ADAMS STREET, SUITE E CARMEL, INDIANA 46032 (317) 810-1677 CIVIL SITE GROUP, INC. GROUP, INC. ACG.065 11 PROPOSED STORM SEWER BASIN MAP STORM SEWER BASINS Runoff Curve Coefficient Number Impervious Area =0.90 98 **Rooftop Open Area =0.15 72.0 Composite CN - Open Space (Good Condition) Impervious Area =0.85 98.0 **Pavement Brookston Silty Clay Loam-Urban Land Complex (YbvA - 15.4% Project Site Area) Type "B" Soil Crosby Silt Loam-Urban Land Complex (YcIA - 84.6% Project Site Area) Type "C" Soil BASIN (200) Impervious Area Open Area Impervious Area Total Total Composite Composite Rooftop (ft^2)(ft^2)Pavement (ft^2)(ft^2)(Acres)"CN""C" 106 1930 5044 7080 0.16 90.9 0.66 BASIN (201) Impervious Area Open Area Impervious Area Total Total Composite Composite Rooftop (ft^2)(ft^2)Pavement (ft^2)(ft^2)(Acres)"CN""C" 106 0 1068 1174 0.03 98.0 0.85 BASIN (202) Impervious Area Open Area Impervious Area Total Total Composite Composite Rooftop (ft^2)(ft^2)Pavement (ft^2)(ft^2)(Acres)"CN""C" 11302 905 5156 17363 0.40 96.6 0.85 BASIN (301) Impervious Area Open Area Impervious Area Total Total Composite Composite Rooftop (ft^2)(ft^2)Pavement (ft^2)(ft^2)(Acres)"CN""C" 0 705 3477 4182 0.10 93.6 0.73 BASIN (300) Impervious Area Open Area Impervious Area Total Total Composite Composite Rooftop (ft^2)(ft^2)Pavement (ft^2)(ft^2)(Acres)"CN""C" 0 4593 8727 13320 0.31 89.0 0.61 BASIN (R1) Impervious Area Open Area Impervious Area Total Total Composite Composite Rooftop (ft^2)(ft^2)Pavement (ft^2)(ft^2)(Acres)"CN""C" 11302 0 0 11302 0.26 98.0 0.90 Current Development Area Only STORMWATER QUALITY CONTRIBUTING DRAINAGE AREA Impervious Area Open Area Impervious Area Total Total Composite Composite Roof (ft^2)(ft^2) Pvmt (ft^2)(ft^2)(Acres)"CN""C" 11515 8133 23472 43119 0.99 93.1 0.73 Percent Pervious Area =19% Percent Impervious Area =81% Impervious Basin Area =0.80 acres Pervious Basin Area =0.19 acres CIVIL SITE GROUP, Inc. STORM DRAIN FLOW TABULATION FORM - RATIONAL METHOD PROJECT NAME ROBEY SURGERY CENTER/CLINIC COMPUTED BY:BSC PROJECT No.ACG.065 CHECKED BY:BSC STORM FREQUENCY DESIGN YEAR 10 C A L C U L A T E D D E S I G N HGL Headloss LOCATION INLET ACRES COEF.SUM TIME CONC. (min) INT. "Q" = PIPE (full) n =0.012 Pipe Pipe Max Q Max V MANHOLE in MH MH DEPTH Coeff. at LOCA TION from to AREA sub total "C" CA CA inlet drain total "I" CIA size slope vel. length slope full full INV out INV in out MH TC-INV Manhole FROM TO 202 0.40 0.85 0.34 5 5 6.12 2.08 GUT=906.00 903.14 202 3.75 0.50 202 202 201 0.40 0.34 5.00 0.71 5.71 6.12 2.08 15 0.09 1.69 72 0.25 3.50 2.85 902.25 902.07 903.08 Cover = 2.50 202 201 201 0.03 0.85 0.03 5 5 6.12 0.16 GUT=906.25 902.90 201 4.28 0.50 201 201 200 0.43 0.37 5.71 0.08 5.78 5.88 2.15 15 0.09 1.75 8 0.25 3.50 2.85 901.97 901.95 902.84 Cover = 3.03 201 200 200 0.16 0.66 0.11 5 5 6.12 0.65 GUT=906.05 902.82 200 4.20 0.50 200 200 BMP 0.59 0.47 5.78 0.99 6.77 5.86 2.76 15 0.16 2.25 133 0.30 3.83 3.12 901.85 901.45 902.74 Cover = 2.95 200 BMP BMP 0.00 0.00 0.00 5 5 6.12 0.00 T.C.=908.50 902.35 BMP 7.30 0.50 BMP BMP EX MH 0.59 0.73 6.77 0.19 6.96 5.57 4.08 18 0.13 2.31 27 0.30 6.23 3.53 901.20 901.12 902.25 Cover = 5.80 BMP EX MH 902.17 = T.W. C A L C U L A T E D D E S I G N HGL Headloss LOCATION INLET ACRES COEF.SUM TIME CONC. (min)INT."Q" =PIPE (full) n =0.012 Pipe Pipe Max Q Max V MANHOLE in MH MH DEPTH Coeff. at LOCA TION from to AREA sub total "C" CA CA inlet drain total "I" CIA size slope vel. length slope full full INV out INV in out MH TC-INV Manhole FROM TO 301 0.10 0.73 0.07 5 5 6.12 0.45 GUT=906.25 903.03 301 3.50 0.50 301 301 300 0.36 0.07 5.00 2.32 7.32 6.12 0.45 12 0.01 0.57 79 0.30 2.11 2.69 902.75 902.51 902.97 Cover = 2.50 301 300 300 0.31 0.61 0.19 6 6 5.94 1.12 GUT.=906.50 902.74 300 4.50 0.50 300 300 BMP 0.67 0.26 7.32 1.14 8.46 5.42 1.42 12 0.14 1.81 124 0.40 2.44 3.11 902.00 901.51 902.66 Cover = 3.50 300 BMP 902.17 = T.W. 05/15/24 Page 1 Time of Concentration Worksheet PROJECT: ROBERY SURGERY CENTER AND MEDICAL OFFICE/CLINIC Based on TR-55 JOB #: ACG.065 Typical values for Manning's n Typical values for Manning's n Overland Flow 2 year, 24 hour rainfall =2.90 inches Channel Flow short grass 0.150 grass 0.030 dense grass 0.240 concrete 0.015 pavement 0.011 rip-rap 0.035 Overland flow seg. 1 Overland flow seg. 2 Shallow Concentrated Flow Channel Flow Basin Length S n T_t Length S n T_t Length S Paved/Un Vel. T_t Length a Pw r S n Vel. T_t T_c name (ft) %(min) (ft) %(min) (ft) % (P or U) (ft/s) (min) (ft) (s.f.) (ft) (ft) %(ft/s) (min)(min) 202 100 1.00 0.011 2 60 1.00 0.011 1 5 201 37 1.60 0.011 1 5 200 11 1.00 0.150 2 82 1.00 0.011 1 5 BMP 5 301 91 1.20 0.011 1 5 300 25 1.00 0.150 4 70 1.60 0.011 1 6 R1 37 1.75 0.011 1 5 Page 1 D. Stormwater Quality Water Quality Curve Number7072747678808284868890929496981000 102030405060708090100Percent ImperviousnessWater Quality Curve Number (CNwq)Exhibit 701-1: Curve Number Calculation for Water Quality Storm Event BMP SIZING – ROBERY SURGERY CENTER – 05/15/24 Basin Name: BMP Group Name: POST Simulation: 24HR Node Name: BMP Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh484 Peaking Fator: 484.0 Spec Time Inc (min): 1.13 Comp Time Inc (min): 1.13 Rainfall File: Scsii-24 Rainfall Amount (in): 1.000 Storm Duration (hrs): 24.00 Status: Onsite Time of Conc (min): 8.50 Time Shift (hrs): 0.00 Area (ac): 0.990 Vol of Unit Hyd (in): 1.001 Curve Number: 97.900 DCIA (%): 0.000 Time Max (hrs): 12.01 Flow Max (cfs): 1.01 Runoff Volume (in): 0.781 Runoff Volume (ft3): 2806 BMP SIZING – ROBERY SURGERY CENTER – 05/15/24 ========================================================================= ================= ==== Basins ========================================================================= ===== ========================================================================= ================= Name: BMP Node: BMP Status: Onsite Group: POST Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 8.50 Area(ac): 0.990 Time Shift(hrs): 0.00 Curve Number: 97.90 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ========================================================================= ================= ==== Hydrology Simulations =============================================================== ========================================================================= ================= Name: 24HR Filename: P:\MCI.004 - Sun King Property - Mattingly\Drainage\ICPR\BMP\24HR.R32 Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: Scsii-24 Rainfall Amount(in): 1.00 Time(hrs) Print Inc(min) --------------- --------------- 30.000 5.00 City of Indianapolis Stormwater Quality Unit (SQU) Selection Guide Pg. 1 05/10/2022 Version 22 (Check : https://www.indy.gov/activity/public-works-specifications-and-manuals 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 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 0.78 9 SC-4 0.70 1.4 9 SC-5 1.09 2.18 9 SC-6 1.57 3.14 9 SC-7 2.14 4.28 9 SC-8 2.80 5.6 9 SC-9 3.54 7.08 9 SC-10 4.37 8.74 9 SC-11 5.29 10.58 9 SciClone SC-12 6.30 12.6 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 Technologies 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 DVS DVS-144C 9.00 18.00 9 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 Defender 12 ft 10.08 26.51 21 City of Indianapolis Stormwater Quality Unit (SQU) Selection Guide Pg. 2 05/10/2022 Version 22 Manufactured SQU SQU System Model Max Treatment Flow (cfs) Max 10-yr On-Line Flow Rate (cfs) Cleanout Depth (Inches) 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 Capacity 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, LLC 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-3 1.02 2.27 9 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 E. Storm Sewer Watershed Plan – D104 Prepared By: The Schneider Corporation, Inc. (2005)