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Home My WebLink AboutDrainage Report 07-17-19TABLE 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. ICPR Input Data E. Stormwater Quality Data F. Walnut Creek Drive Extension Report (Applicable Pages) Date: 03-22-11 G. West Carmel Marketplace Report (Applicable Pages) Date: June 2007 H. Hamilton County Surveyor’s Office Approval – June 2007 SECTION I: REPORT A. Project Title Valvoline Instant Oil Change (9835 Michigan Road – Carmel, IN) B. Project Description This project is located at the northeast corner of the intersection of Michigan Road and 98th Street in Hamilton County, City of Carmel, Indiana. The site will consist of one (1) platted parcel totaling 0.98 +/- acres in size. There is no off- site or upstream acreage being routed through the site. The site is currently vacant and is covered entirely by greenspace with existing utility and storm infrastructure surrounding the street. The overall West Carmel Marketplace was master-planned for drainage by Woolpert, LLP in 2007 and approved by the Hamilton County Surveyor’s Office. The proposed improvements will consist of a new Valvoline Instant Oil Change building along with the associated utility and drainage infrastructure as well as new hard surface for parking and ingress / egress. The existing wet detention facilities located just east of the site have been master-planned and previously approved to provide stormwater detention for the subject property in the developed condition. 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: Business (B3) West: Industrial (I1, Michigan Road) South: Business (B3) East: Business (B3) C. Design Method and Criteria 1. Soil Type: Soil maps from the United States Department of Agriculture, Soil Conservation Service, identify Brookston Silty Clay Loam – (Br – 0.90% Site) and Crosby Silt Loam – (CrA – 99.1% 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. Existing / Proposed Conditions Analysis was performed using the SCS-II 24-hour rainfall distribution and ICPR computer software. 3. Overall Watershed: The existing site has been master-planned and is a vacant outlot. It currently drains via overland flow to the east where it is intercepted by an existing beehive inlet and diverted into the existing storm sewer infrastructure constructed as part of West Carmel Marketplace. It then flows easterly through a series of inter-connected wet detention ponds and ultimately discharges into Crooked 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 site will consist of one (1) platted parcel totaling 0.98 +/- acres in size. The subject site is currently vacant and is covered entirely by greenspace with existing utility and storm infrastructure surrounding the street. The overall West Carmel Marketplace was master-planned for drainage by Woolpert, LLP in 2007 and approved by the Hamilton County Surveyor’s Office. The current vacant outlot currently drains via overland flow to the east where it is intercepted by an existing beehive inlet and diverted into the existing storm sewer infrastructure constructed as part of West Carmel Marketplace. It then flows easterly through a series of inter-connected wet detention pond and ultimately discharges into Crooked Creek. An existing conditions runoff analysis was performed using the SCS-II 24-hour rainfall distribution and ICPR computer software. Basin “EX1” represents the 0.98 +/- acre subject site as it exists today. The following table summarizes the maximum existing discharge rates for Basin “EX1”: DRAINAGE BASIN RUNOFF (CFS) Basin EX1 (0.98 +/- acres) 2-YEAR 0.82 cfs 10-YEAR 1.71 cfs 100-YEAR 4.03 cfs Table 1: Pre-Developed Existing Conditions F. Proposed Conditions The proposed improvements will consist of a new Valvoline Instant Oil Change building along with the associated utility and drainage infrastructure as well as new hard surface for parking and ingress / egress. Inlets and subsurface storm sewers will be used to convey storm water to the existing storm sewer infrastructure constructed as part of West Carmel Marketplace approved on file with the Hamilton County Surveyor's Office. The stormwater detention Pond E within West Carmel Marketplace includes the subject site with post-developed conditions in an updated analysis performed by Woolpert, LLP in June, 2007 and reviewed / approved by the Hamilton County Surveyor's Office (Letter on File). Lot 1A North Augusta (subject site) falls within Basins ‘Offsite-ARM’ and ‘Basin-5’ in The West Carmel Marketplace master drainage plan. The designed post- developed Curve Number is (CN)=93 for both Basins ‘Offsite-ARM’ and ‘Basin-5’. The post-developed site improvements for Lot 1A North Augusta result in a curve number (CN) of 88.8 for the 0.98 acre Lot 1A; therefore, substantially less than the previously approved drainage master plan. Additional stormwater detention for the subject outlot is NOT required. The allowable release rates for the 0.98 +/- acre subject site would be 0.1 cfs and 0.29 cfs for the 10-year and 100-year storm events respectively. However, detention for the subject site is provided for within the West Carmel Marketplace Development Pond E. The developed 10-year and 100-year release rates from the subject site (prior to detention) are 2.96 cfs and 5.59 cfs respectively. The required detention volume for the subject site is provided for within the drainage master plan of West Carmel Marketplace (see drainage calculations referenced above prepared by Woolpert). The following table summarizes the total discharge rates from Basin “PR1” with the proposed building and site improvements during the 2-year, 10-year and 100- year storm events: DRAINAGE BASIN RUNOFF (CFS) Basin PR1 (0.98 +/- acres) 2-YEAR 1.79 cfs 10-YEAR 2.96 cfs 100-YEAR 5.59 cfs G. Stormw ater Quality A stormwater quality BMP is proposed to treat the post-developed stormwater runoff generated by the post-developed site improvements. The primary BMP will be an offline 4’ Diameter First Defense High Capacity hydrodynamic separator by Hydro International. Based on data provided by Hydro’s First Defense®, this particular structure has a maximum treatment flow capacity of 1.50 cfs. The required treatment flow rate has been calculated based on the CNwq at 0.68 cfs per the City of Carmel Stormwater Technical Standards Manual. Therefore, the First Defense® is an ideal fit for this application. Implementation of this “Best Management Practice” addresses the stormwater quality requirements for this project. SECTION II: APPENDIX A. Site Information 9835 MICHIGAN ROAD - CARMEL, IN Basemap information here Parcels November 13, 2017 0 0.01 0.020.005 mi 0 0.015 0.030.0075 km 1:720 ± Soil Map—Hamilton County, Indiana Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 10/23/2017 Page 1 of 3442022044202304420240442025044202604420270442028044202904420300442031044203204420230442024044202504420260442027044202804420290442030044203104420320565640565650565660565670565680565690565700565710565720565730565740565750565760565770565780565790 565640 565650 565660 565670 565680 565690 565700 565710 565720 565730 565740 565750 565760 565770 565780 565790 565800 39° 55' 49'' N 86° 13' 54'' W39° 55' 49'' N86° 13' 47'' W39° 55' 46'' N 86° 13' 54'' W39° 55' 46'' N 86° 13' 47'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 16N WGS84 0 35 70 140 210 Feet 0 10 20 40 60 Meters Map Scale: 1:746 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 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 17, Sep 14, 2016 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. Soil Map—Hamilton County, Indiana Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 10/23/2017 Page 2 of 3 Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI Br Brookston silty clay loam, 0 to 2 percent slopes 0.0 0.9% CrA Crosby silt loam, fine-loamy subsoil, 0 to 2 percent slopes 1.0 99.1% Totals for Area of Interest 1.0 100.0% Soil Map—Hamilton County, Indiana Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 10/23/2017 Page 3 of 3 B. Existing Conditions EXISTING CONDITIONS Runoff Curve Coefficient Number Impervious Area =0.90 98 **Rooftop Open Area =0.10 73.9 **Open Space (Good Condition) Impervious Area =0.85 98.0 **Pavement Crosby SIlt Loam (CrA - 99.1% Site) Type "C" Soil Brookston Silty Clay Loam (Br - 0.9% Site) Type "B" Soil ON SITE (EX1) Impervious Area Open Area Impervious Area Total Total Composite Composite Roof (ft^2)(ft^2)Pavement (ft^2)(ft^2)(Acres)"CN""C" 0 38268 4362 42630 0.98 76.4 0.18 Overland flow seg. 1 Shallow Concentrated Flow 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 0.50 0.150 18 146 0.75 U 1.40 2 19 EXISTING & PROPOSED SITE RUNOFF RATES Simulation Basin Group Time Max Flow Max Volume Volume hrs cfs in ft3 -------------------------------------------------------------------------------------- 100YR-24HR EX1 PRE 12.08 4.03 3.816 13574 10YR-24HR EX1 PRE 12.12 1.71 1.635 5816 2YR-24HR EX1 PRE 12.12 0.82 0.811 2887 100YR-24HR PR1 POST 12.05 5.59 5.153 18330 10YR-24HR PR1 POST 12.05 2.96 2.642 9398 2YR-24HR PR1 POST 12.05 1.79 1.578 5613 C. Proposed Conditions PROPOSED CONDITIONS Runoff Curve Coefficient Number Impervious Area =0.90 98 **Rooftop Open Area =0.10 73.9 **Open Space (Good Condition) Impervious Area =0.85 98.0 **Pavement Crosby SIlt Loam (CrA - 99.1% Site) Type "C" Soil Brookston Silty Clay Loam (Br - 0.9% Site) Type "B" Soil ON SITE (PR1) Impervious Area Open Area Impervious Area Total Total Composite Composite Roof (ft^2)(ft^2)Pavement (ft^2)(ft^2)(Acres)"CN""C" 2100 16331 24199 42630 0.98 88.8 0.57 Overland flow seg. 1 Shallow Concentrated Flow 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 SPREADSHEET)16 STORMWATER QUALITY Impervious Area Total Total Percent CNwq (ft^2)(ft^2)(Acres)Impervious (see Graph) 26299 42630 0.98 61.7%95.5 EXISTING & PROPOSED SITE RUNOFF RATES Simulation Basin Group Time Max Flow Max Volume Volume hrs cfs in ft3 -------------------------------------------------------------------------------------- 100YR-24HR EX1 PRE 12.08 4.03 3.816 13574 10YR-24HR EX1 PRE 12.12 1.71 1.635 5816 2YR-24HR EX1 PRE 12.12 0.82 0.811 2887 100YR-24HR PR1 POST 12.05 5.59 5.153 18330 10YR-24HR PR1 POST 12.05 2.96 2.642 9398 2YR-24HR PR1 POST 12.05 1.79 1.578 5613 STORM SEWER BASINS Runoff Curve Coefficient Number Impervious Area =0.90 98 Rooftop Greenspace =0.10 73.9 Moderately Pervious Soil with Turf Gravel/Stone =0.85 85 Impervious Area =0.85 98.0 Pavement BASIN (101) Impervious Area Impervious Area Greenspace Stone Total Total Composite (ft^2) - Pavement (ft^2) - Rooftop (ft^2)(ft^2)(ft^2)(Acres)"C" 15703 0 1749 0 17452 0.40 0.77 BASIN (102) Impervious Area Impervious Area Greenspace Stone Total Total Composite (ft^2) - Pavement (ft^2) - Rooftop (ft^2)(ft^2)(ft^2)(Acres)"C" 2741 0 71 0 2812 0.06 0.83 BASIN (103) Impervious Area Impervious Area Greenspace Stone Total Total Composite (ft^2) - Pavement (ft^2) - Rooftop (ft^2)(ft^2)(ft^2)(Acres)"C" 436 2100 3398 0 5934 0.14 0.44 CIVIL SITE GROUP, INC. STORM DRAIN FLOW TABULATION FORM - RATIONAL METHOD PROJECT NAME VALVOLINE INSTANT OIL CHANGE COMPUTED BY:KPB PROJECT No.VIOC.001 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 =0.013 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 103 0.14 0.44 0.06 11 11 5.22 0.32 RIM=883.00 879.61 103 3.50 0.50 103 103 102 0.14 0.06 11.21 0.35 11.56 5.22 0.32 12 0.01 0.41 9 0.31 1.98 2.52 879.50 879.47 879.56 Cover =2.50 103 102 102 0.06 0.83 0.05 5 5 6.98 0.35 GUT=883.00 879.53 102 3.63 0.50 102 102 101 0.20 0.11 11.56 4.37 15.93 5.15 0.57 12 0.03 0.73 191 0.31 1.98 2.52 879.37 878.78 879.48 Cover =2.63 102 101 101 0.40 0.77 0.31 5 5 6.98 2.15 GUT=882.50 878.89 101 4.27 0.50 101 101 100 0.60 0.42 15.93 0.05 15.99 4.41 1.85 12 0.27 2.36 8 1.00 3.56 4.53 878.23 878.15 878.73 Cover =3.27 101 100 100 0.00 0.00 0.00 5 5 6.98 0.00 T.C.=883.15 878.66 100 5.60 0.50 100 100 BD 0.60 0.42 15.99 0.73 16.72 4.41 1.85 18 0.03 1.05 46 0.11 3.48 1.97 877.55 877.50 878.63 Cover =4.10 100 BD Above =877.50 878.63 = T.W. NOTE: Storm Run from STR. #100 to STR. #BD is an EXISTING 18" RCP 07/02/19 Page 1 Time of Concentration Worksheet PROJECT: Valvoline Instant Oil Change Based on TR-55 JOB #: VIOC.001 Typical values for Manning's n Typical values for Manning's n Overland Flow 2 year, 24 hour rainfall =2.66 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) 103 100 1.80 0.150 11 11 102 98 2.50 0.011 1 5 101 100 1.30 0.011 2 105 1.40 P 2.41 1 5 Page 2 Diversion Structure Design - Structure #100 Pipe Diameter From 101 to 100 =12 inches Cross Sectional Area "A" =0.79 ft^2 Overflow Weir Height (Structure 203) =878.40 ft Stormwater Quality Peak Treatment Flow Rate =0.68 cfs Pipe 101 TO 100 C A L C U L A T E D D E S I G N "Q" =PIPE (full) n =0.013 Pipe Pipe Max Q Max V MANHOLE CIA size slope vel.length slope full full INV out INV in GUT=882.50 0.68 12 0.04 0.87 8 1.000 3.56 4.53 878.23 878.15 Area of Pipe Used by Stormwater Quality Peak Treatment Flow Rate =0.191 ft^2 Min. Depth of Flow in Pipe for Stormwater Quality Peak Treatment Flow Rate =0.25 ft Min. Structure 200 Weir Wall Elevation =878.40 ft **SET STRUCTURE #100 WEIR WALL ELEVATION = 878.50' Max Flow Capacity of Pipe Flowing Full (A = 1.23 ft^2) "Qfull" =3.56 cfs Required Treatment Flow Capacity of Pipe "Q" =0.68 cfs Q / Qfull =0.19 this is a ratio A = (Q / Qfull) x Afull =0.150 ft^2 A = [r^2(Φ-sinΦ)] / 2 Solve for Φ =120.20 degrees Φ = 2 { arcoss[ (r-d) / r ] } Solve for "d" =0.25 feet D. ICPR Input Data ICPR INPUT ========================================================================================== ==== Basins ============================================================================== ========================================================================================== Name: EX1 Node: EX1 Status: Onsite Group: PRE 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): 19.00 Area(ac): 0.980 Time Shift(hrs): 0.00 Curve Number: 76.40 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------- ------ Name: PR1 Node: PR1 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): 16.00 Area(ac): 0.980 Time Shift(hrs): 0.00 Curve Number: 88.80 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ========================================================================================== ==== Hydrology Simulations =============================================================== ========================================================================================== Name: 100YR-24HR Filename: P:\VIOC.001 - 9835 N Michigan Rd.Carmel.IN\Drainage\ICPR\Sims\100YR-24HR.R32 Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: Scsii-24 Rainfall Amount(in): 6.46 Time(hrs) Print Inc(min) --------------- --------------- 30.000 5.00 ---------------------------------------------------------------------------------------------- ------ Name: 10YR-24HR Filename: P:\VIOC.001 - 9835 N Michigan Rd.Carmel.IN\Drainage\ICPR\Sims\10YR-24HR.R32 Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: Scsii-24 Rainfall Amount(in): 3.83 Time(hrs) Print Inc(min) --------------- --------------- 30.000 5.00 ---------------------------------------------------------------------------------------------- ------ Name: 2YR-24HR Filename: P:\VIOC.001 - 9835 N Michigan Rd.Carmel.IN\Drainage\ICPR\Sims\2YR-24HR.R32 Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: Scsii-24 Rainfall Amount(in): 2.66 Time(hrs) Print Inc(min) --------------- --------------- 30.000 5.00 ========================================================================================== ==== Routing Simulations ================================================================= ========================================================================================== Name: Hydrology Sim: Filename: Execute: No Restart: No Patch: No Alternative: No Max Delta Z(ft): 1.00 Delta Z Factor: 0.00500 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 End Time(hrs): 0.00 Min Calc Time(sec): 0.5000 Max Calc Time(sec): 60.0000 Boundary Stages: Boundary Flows: Time(hrs) Print Inc(min) --------------- --------------- 999.000 15.000 Group Run --------------- ----- BASE Yes E. Stormwater Quality Data BMP SIZING Simulation Basin Group Time Max Flow Max Volume Volume hrs cfs in ft3 -------------------------------------------------------------------------------------- 24HR BMP POST 12.05 0.68 0.595 2117 PROPOSED CONDITIONS Runoff Curve Coefficient Number Impervious Area =0.90 98 **Rooftop Open Area =0.10 73.9 **Open Space (Good Condition) Impervious Area =0.85 98.0 **Pavement Crosby SIlt Loam (CrA - 99.1% Site) Type "C" Soil Brookston Silty Clay Loam (Br - 0.9% Site) Type "B" Soil ON SITE (PR1) Impervious Area Open Area Impervious Area Total Total Composite Composite Roof (ft^2)(ft^2)Pavement (ft^2)(ft^2)(Acres)"CN""C" 2100 16331 24199 42630 0.98 88.8 0.57 Overland flow seg. 1 Shallow Concentrated Flow 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 SPREADSHEET)16 STORMWATER QUALITY Impervious Area Total Total Percent CNwq (ft^2)(ft^2)(Acres)Impervious (see Graph) 26299 42630 0.98 61.7%95.5 06/28/07 Exhibit 701-1: Curve Number Calculation for Water Quality Storm Event Water Quality Curve Number7072747678808284868890929496981000 102030405060708090100Percent ImperviousnessWater Quality Curve Number (CNwq) City of Indianapolis Stormwater Quality Unit (SQU) Selection Guide Pg. 1 1/23/18 Version 12.1 (Check http://www.indy.gov/eGov/City/DPW/Business/Specs/Pages/UpdatedStormWaterManual.aspx for current Selection Guide) Table 1 Rate Based SQUs 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. Table 1 Manufactured SQU SQU System Model Max Treatment Flow (cfs) Max 10-yr On-Line Flow Rate (cfs) STC 450 0.37 N/A STC 900 0.83 N/A STC1200 0.83 N/A STC 1800 0.83 N/A STC 2400 1.38 N/A STC 3600 1.38 N/A STC 4800 2.30 N/A STC 6000 2.30 N/A STC 7200 3.22 N/A STC 11000 4.59 N/A STC 13000 4.59 N/A Stormceptor® 2,3 STC 16000 6.43 N/A 4 Foot Diameter 1.3 N/A 6 Foot Diameter 3.58 N/A 8 Foot Diameter 7.35 N/A Downstream Defender® 2 10 Foot Diameter 12.85 N/A VS30 0.28 N/A VS40 0.58 N/A VS50 1.01 N/A VS60 1.60 N/A VS70 2.35 N/A VortSentry®2,3 VS80 3.28 N/A 1000 0.49 N/A 2000 1.00 N/A 3000 1.75 N/A 4000 2.76 N/A Vortechs®2,3 5000 4.05 N/A City of Indianapolis Stormwater Quality Unit (SQU) Selection Guide Pg. 4 1/23/18 Version 12.1 Manufactured SQU SQU System Model Max Treatment Flow (cfs) Max 10-yr On-Line Flow Rate (cfs) STWQ-12 22.97 N/A STWQ-55 109.57 N/A STWQ-105 211.16 N/A STWQ-153 308.99 N/A STWQ-200 403.80 N/A STWQ-I 4.12 N/A STWQ-II 1.95 N/A STWQ-III 3.93 N/A STWQ-IV 1.85 N/A STWQ-V 1.85 N/A STWQ-VI 3.75 N/A STWQ-VII 1.76 N/A WQU3620 0.6 N/A WQU3640 1.28 N/A WQU4220 0.70 N/A WQU4240 1.49 N/A WQU4820 0.92 N/A WQU4840 1.95 N/A WQU6020 1.18 N/A Prinsco2 WQU6040 2.51 N/A 4 Foot Diameter 0.70 N/AFirst Defense 2,3 6 Foot Diameter 2.00 N/A SWQU 36X20-B 0.75 N/A SWQU 36X40-B 1.5 N/A SWQU 42X20-B 0.8 N/A SWQU 42X40-B 1.8 N/A SWQU 48X20-B 1.1 N/A SWQU 48X40-B 2.4 N/A SWQU 60X20-B 1.4 N/A Haviland2 SWQU 60X40-B 3.1 N/A 3 Foot Diameter 0.73 N/A 4 Foot Diameter 1.50 N/A 5 Foot Diameter 2.62 N/A 6 Foot Diameter 4.13 N/A 7 Foot Diameter 6.07 N/A First Defense High Capacity1,2,3 8 Foot Diameter 8.49 N/A 2-4 0.49 2.12 3-6 1.35 5.83 3-8 1.93 8.34 4-8 2.77 11.97 5-10 4.84 20.91 6-12 7.64 33.00 6-13.75 9.1 39.31 7-14 11.2 48.38 Suntree Nutrient Separating Baffle Box – Hydro- Variant Technology (NSBB-HVT)7-15 12.2 52.70 F. Walnut Creek Drive Extension & Utility Infrastructure Drainage Report/Calculations (Applicable Pages) Date: March 3, 2011 Drainage Calculations Walnut Creek Drive Extension & Utility Infrastructure 9805, 9807 N Michigan Rd.; 3746 West 98th Street Carmel, Indiana Job #: AD1.002 Date: 08-20-201 0 REVISED: 03-22-201 1 Prepared by: Brian Cross, P.E. Reviewed by: Eric A. Gleissner, P.E. 643 Massachusetts Avenue Suite 200 Indianapolis, IN 46204 Phone: 31 7-423-3305 Fax: 317-423-3306 TABLE OF CONTENTS Section I: Report A. Project Title B. Project Drainage Summary C. Design Method and Criteria D. References Section II: Appendix A. Site Information B. Proposed Conditions (exhibits, calculations, etc.) C. Hamilton County Surveyor’s Office Approval – June, 2007 SECTION I: REPORT A. Project Title Walnut Creek Drive Extension & Utility Infrastructure (9805, 9807 N Michigan Rd., 3746 West 98th Street) B. Project Drainage Summary The project proposes to connect the Walnut Creek Drive (private) access road from the West Carmel Marketplace development south to West 98th Street. The construction of this drive connection requires existing utilities to be relocated along with the extension of the North Augusta Arm #1-Crooked Creek Regulated Drain designed to accommodate the future commercial development along Michigan Road and W. 98th Street. Approved design plans (11/2009) for the North Augusta Arm #1-Crooked Creek Regulated Drain are on file with the Hamilton County Surveyor's Office. This project is located at the northeast corner of the intersection of Michigan Road and 98th Street in Hamilton County, Indiana. The proposed construction activity will be disturbing approximately 0.88 acres. The construction area will be disturbing existing open green space and landscape buffer area within Common Area Block E Drainage Easement of West Carmel Marketplace. The proposed improvements will consist of installing drainage infrastructure to extend the North Augusta Arm #1-Crooked Creek Regulated Drain (ALL storm structures EXCEPT FOR STR.#701, #704, & #EX1 will be part of this Regulated Drain extension), provide road drainage for Walnut Creek Drive, and establish drainage infrastructure sized to accommodate the future commercial development along Michigan Road and W. 98th Street. These plans and calculations will provide the area of North Augusta the opportunity to be positioned for future redevelopment by providing a viable stormwater drainage connection point. The previously approved North Augusta Arm #1- Crooked Creek Regulated Drain terminates at Str. #611 on Lot #63 North Augusta and is designed to accommodate Basin 611 post-developed conditions (3.59 Ac; CN=91.2; Tc=8). The 10-yr full flow design capacity of the 24-inch diameter pipe is 16.43cfs. The stormwater detention pond system of West Carmel Marketplace includes Basin 611 post-developed conditions in an updated analysis performed by Woolpert, LLP in June, 2007 and reviewed / approved by the Hamilton County Surveyor's Office (Letter on File). Separate stormwater detention is NOT required for the 3.59 Ac post-developed area of Basin 611. The existing land uses adjacent to the subject site are as follows: North: Commercial West: Commercial / Residential South: Residential East: Residential C. Design Method and Criteria 1. Soil Type: Soil maps from the United States Department of Agriculture, Soil Conservation Service, identify Brookston Silty Clay Loam – (Br) and Crosby Silt Loam (CrA). 2. Design Storm: The 10-year storm event utilizing a 2-yr/24-hr rainfall depth of 2.66-inches for Time of Concentration calculations has been analyzed for the proposed storm sewer pipe sizing calculations. The NRCS type II rainfall distribution was used in the hydrology calculations. 3. Overall Watershed: Crooked Creek Regulated Drain. D. References 1. TR55 Stormwater Design Manual. 2. Hamilton County Soil Survey. 3. Hamilton County Stormwater Technical Standards 4. Highway Extension and Research Project for Indiana Counties (HERPIC). STORM SEWER PIPE BASINS Runoff Weighted Curve Coefficient Number CN Impervious Area = 0.90 98 Rooftop Greenspace =0.15 70.5 **Open Space Lawn (Good Condition) Gravel/Stone =0.85 89.0 Impervious Area = 0.85 98.0 Asphalt Brookston Silty Clay Loam (Br - 35% Site) Type "B" Soil - CN 61 Crosby Silt Loam (CrA - 65% Site) Type "C" Soil - CN 74 BASIN (706) - Commercial Land Use assumed Impervious Area Impervious Area Greenspace Stone Total Total Composite Composite (ft^2) - Asphalt (ft^2) - Rooftop (ft^2) (ft^2) (ft^2) (Acres) "C" "CN" 10477 4000 2984 0 17461 0.40 0.74 93.3 BASIN (705) - Commercial Land Use assumed Impervious Area Impervious Area Greenspace Stone Total Total Composite Composite (ft^2) - Asphalt (ft^2) - Rooftop (ft^2) (ft^2) (ft^2) (Acres) "C" "CN" 8894 1000 1965 0 11858 0.27 0.74 93.4 BASIN (704) - W 98TH ST HALF R/W Impervious Area Impervious Area Greenspace Stone Total Total Composite Composite (ft^2) - Asphalt (ft^2) - Rooftop (ft^2) (ft^2) (ft^2) (Acres) "C" "CN" 2880 0 2539 432 5419 0.12 0.59 92.2 BASIN (703) - W 98TH ST & WALNUT CREEK DRIVE PVMT Impervious Area Impervious Area Greenspace Stone Total Total Composite Composite (ft^2) - Asphalt (ft^2) - Rooftop (ft^2) (ft^2) (ft^2) (Acres) "C" "CN" 3006 0 0 0 3006 0.07 0.85 98.0 BASIN (702) - Commercial Land Use assumed Impervious Area Impervious Area Greenspace Stone Total Total Composite Composite (ft^2) - Asphalt (ft^2) - Rooftop (ft^2) (ft^2) (ft^2) (Acres) "C" "CN" 30317 12000 18317 0 60633 1.39 0.65 89.7 BASIN (701) - Commercial Land Use assumed Impervious Area Impervious Area Greenspace Stone Total Total Composite Composite (ft^2) - Asphalt (ft^2) - Rooftop (ft^2) (ft^2) (ft^2) (Acres) "C" "CN" 26126 6500 10918 0 43544 1.00 0.68 91.1 TOTAL BASINS Impervious Area Impervious Area Greenspace Stone Total Total Composite Composite (ft^2) - Asphalt (ft^2) - Rooftop (ft^2) (ft^2) (ft^2) (Acres) "C" "CN" 81699 23500 36722 432 141921 3.26 0.68 91.2 G. West Carmel Marketplace Drainage Report (Applicable Pages) Date: June 2007 H. Hamilton County Surveyor’s Office Approval – June 2007