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Storm Water Management Plan
Kimley -Horn and Associates, Inc. Storm Water Management Plan Olive Garden 10222 N Michigan Road Carmel, Indiana Prepared by: Kimley -Horn and Associates, Inc. 2125 West Wacker Drive, Suite 2125 Chicago, Illinois 60606 Contact: Justin Muller, P.E. Prepared on: May 18, 2012 I hereby certify that the calculations contained herein are accurate to the best of my knowledge and belief. Kim eyHom and Associates, Inc. Appendix A: Appendix B: Appendix C: Appendix D: Appendix E: Appendix F: Appendix G: Appendix H: OliveGardenStormwaterReport Carmel,IN Table of Contents 1.0. Project Summary 3 2.0. Introduction 3 3.0. Existing Conditions 3 4.0. Proposed Conditions Storage Volume 4 5.0. Proposed Storm Sewer System 5 6.0. Proposed Storm Water Quality 6 8.0 Appendices City of Carmel Rainfall Intensities Soil Survey Map Existing Condition Runoff Proposed Development Runoff Site Drainage Map and Storm Sewer Plan Storm Sewer Sizing Calculations SWPPP Sheets Stormceptor Reports Vegetative Swale Runoff Calculations 7 8 9 10 11 12 13 14 15 Paget rl Kim ley- Io and Assoc 1.0. Project Name: Location: Type: Reviewing Agency: Rainfall Data: Detention Policy: Water Quality: Hydrology Modeling Program: Storm Sewer Modeling: 2.0. Introduction sb Inc. Project Summary Olive Garden 10222 N Michigan Road, City of Carmel, Indiana Storm Water Management Plan City of Carmel, IDEM City of Carmel rainfall data provided in Table 201 -2 of the City of Carmel Storm Water Technical Standards Manual. Reference Appendix A for a copy of this rainfall data. City of Carmel City of Carmel, IDEM HydroCAD Version 9.10 Hydraflow Storm Sewers 2009 Design: Detention: Dry detention basin Water Quality: Vegetative Swales, Stormceptor Water Quality Structures Receiving Body: 12" existing storm sewer at the southeast corner of the proposed parcel with an ultimate outfall to Crooked Creek. Kimley -Horn and Associates, Inc. serves as the civil engineering consultant for Darden Restaurants, who plans to construct an Olive Garden Italian Restaurant at the southwest corner of Michigan Road and Retail Parkway in the City of Carmel, Indiana in Hamilton County. This site is located north and east of RCI Vacation Exchange. The site is being developed as a retail development with a future lot area of 2.80 acres. Site improvements will consist of the construction of a 7,570- square -foot building, associated storm, water and sanitary sewer, landscaping and pavement improvements. Plans for a future approximate 2,700 square foot retail building to be developed at the northeast corner of the site have also been incorporated in the design. 3.0. Existing Conditions The proposed site is situated on two parcels, Parcel 1 is 1.482 acres and Parcel 2 is 2.146 acres. Retail Parkway which currently terminates at the east side of Michigan Road is planned to be extended west along the north property line. Ninety feet of right of way is planned to be dedicated for this roadway extension. After the 90 foot roadway dedication, the Olive Garden parcel will be approximately 2.80 acres total. The Retail Parkway roadway extension will be incorporated into the detention design of the development West Carmel Commons located north of the Olive Garden parcel and the roadway extension. OliveGardenStormWaterReport Carmel,IN Page3 Existing Conditions 100 Year Runoff Storm Duration (min) Runoff (cfs) 5 6.42 10 11.15 15 11.85 30 8.47 60 5.30 11 Kimley -Hom and Associates, Inc. Based on the online NRCS web soil survey, approximately 93% of the site is composed of Crosby Silt Loam (CrA) which has a hydrologic group rating of B /D. The other 7% of the site is composed of Brookston silty clay loam (Br) which has a hydrologic group rating of C /D. See Appendix B for a copy of the Soil Survey. Per the City of Carmel Storm Water Technical Standards Manual, due to significant disturbance to the upper soil layers during construction, the initial hydrologic group shall be changed to a less infiltrating capacity category. Therefore, due to dual classes of the existing soils, the soils for the site were assumed to be Hydrologic Group D. The existing site, included in the 2.80 acre development, consists of existing parking lot areas, driveways, gravel and existing trees and vegetation. Existing site impervious areas are approximately 1.21 acres with 1.59 acres of green space. Existing storm sewer infrastructure exists on the site in the southeast parking lot which currently outfalls south to existing storm sewer in Northwestern Drive. The ultimate receiving water is Crooked Creek. Depressional storage does not currently exist on the proposed parcel. Based on the impervious and pervious areas of the existing site the 100 year existing runoff is summarized in the chart below. Runoff coefficients of 0.85 for pavement and 0.45 for impervious soils (with turf) were used as recommended by City code in Table 201 -1. A time of concentration was determined to be approximately 12 minutes based on grass overland sheet flow and pipe flow. HydroCAD model calculations can be found in Appendix C of this report. As calculated, peak runoff for the existing site is approximately 11.85 cfs. 4.0. Proposed Conditions Storage Volume The proposed site will consist of an approximate 7,570 square foot building with associated parking and landscaped areas. In addition a potential future 2,700 square foot retail building with additional sidewalk was assumed in our detention calculations. The proposed site conditions include 0.17 acres of roofed area (C value 0.90), 1.59 acres of paved area (C value =0.85) and 1.04 acres of impervious grass turf (C value 0.45). The site runoff will be routed to vegetative swales and catch basins and then piped to a proposed dry detention basin. OliveGardenStormWaterReport Carmel,IN Page4 Proposed Conditions 100 Year Runoff Storm Duration (min) Runoff (cfs) Storage Volume (CF) Peak Elevation 5 1.26 2,087 887.13 15 2.03 9,917 889.88 30 2.19 13,434 890.64 60 2.24 14,579 890.86 120 2.19 13,422 890.64 180 2.1 11,318 890.2 11 Kimley -Hom and Associates, Inc. To determine the required storm water storage for the proposed development, we used the Rational Method for the 100 year storm. The City also has release rate requirements that no more than 0.1 cfs per acre of development shall be released up to the 10 year storm and no more than 0.3 cfs per acre for up to the 100 year storm. For a 2.8 acre development these rates allow for 0.28 cfs to be released for up to the 10 year storm and 0.84 cfs up to the 100 year storm. A restricted orifice is needed to reduce the release rate for the site. The City has a minimum orifice size of 6" and that is what was used at the outfal I structure to restrict the flow. HydroCAD 9.10 was used to determine the storm duration that required the largest storage amount. See summary in the chart below and calculation reports in Appendix D. The required detention volume is determined to be 14,579 cubic feet (0.33 ac -ft) with a peak high water elevation of 890.86. An additional 10% of the total volume, 1,458 cubic feet of storage is provided to account for sediment accumulation. A 15 foot broad crested weir was designed as the overflow route for the pond and is at an elevation of 891.30. A 12" pipe is set at the outfalI to the pond a runs to a storm structure with a 6" orifice cut into a plate to control the release rate. The finished floor of the building is at 893.75, approximately 2.45 feet above the overflow elevation. 5.0. Proposed Storm Sewer System The proposed site runoff will be routed to the proposed pond area via storm sewer catch basin and pipes. Roof drainage will be routed through roof drain pipes connected to the storm sewer system. Other site runoff runs to curb cuts, then to vegetative swales and eventually reaches a catch basin. The storm sewer system was designed for the 10 year storm with all rim elevations above the 100 year storm elevation of 890.86. Storm water is routed to the pond and then eventually routed along Northwestern Drive to the existing storm catch basin at the southeast corner of the site. See attached drainage area map and storm sewer plan in Appendix E. Also see Storm Sewer model sizing calculation in Appendix F. OliveGardenStormWaterReport Carmel,IN Page5 Swale Drainage Area (ac) Imp WTQ CN Flow Rate (cfs) Swale Slope (ft /ft) Bottom Width (ft) Top Width (ft) Side Slopes Swale Flow Capacity (cfs) Velo city (ft /s Minimu m Swale Length (ft) Actual Swale Length (ft) 1 0.18 40 93 0.090 0.01 4 6 3 5.12 0.05 30 51 2 0.30 37 92 0.130 0.01 4 6 3 5.12 0.08 43 59 3 0.22 94 99 0.200 0.012 8 10 3 10.68 0.07 36 38 4 0.29 86 98 0.240 0.016 9 11 3 13.80 0.07 39 39 5 0.15 79 98 0.130 0.019 5 7 3 8.64 0.07 36 37 6 0.24 78 98 0.200 0.025 8 10 3 15.41 0.07 36 37 7 0.57 64 96 0.400 0.009 8 10 3 9.25 0.13 73 63 8 0.53 55 95 0.330 0.008 8 10 3 8.72 0.11 60 71 9 0.17 0 77 0.002 0.005 6 8 3 5.25 0.00 0 70 F Kimley -Hom and Associates, Inc. 6.0. Proposed Storm Water Quality Per the City requirements runoff must be treated by two water quality best management practices (BMPs) before it can be released from the site. We have proposed two methods to treating the water quality, stormceptor water quality structures and vegetative swales. Roof runoff will be treated first via a Stormceptor unit. All other site runoff will be treated via various vegetative swales. After the outfall to the pond, a final Stormceptor unit will be in place to treat all the site runoff a second time. Stormceptor systems maintain continuous treatment of total suspended solids year -round regardless of the flow rate. The system is designed to remove a wide range of particle sizes as well as free oils, heavy metals, and nutrients that attach to fine sediment. The stormceptor system slows incoming storm water to create a non turbulent treatment environment allowing free oils and debris to rise and sediment to settle. Sediment lies dormant within the structure for later removal to be maintained by the owner and operator of the property. A stormceptor STC 450i is proposed for the roof drain connection and a stormeptor STC 900 is proposed downstream of the pond. Details on these systems are provided in the SWPPP sheets attached in Appendix G. Pavement and other site runoff is routed to various curb cuts throughout the site which lead to vegetative swales. The swales are underlain with 6" perforated underdrain pipes and outfall and catch basin structures. The swales convey storm water where pollutants are removed by filtration through grass and infiltration through soil. The vegetative swales were designed per design requirements provided in section 700 of the City of Carmel Storm Water Technical manual. See the chart below for a summary. See swale calculations in Appendix H. OliveGardenStormWaterReport Carmel,IN Page6 Kirn ley-Horn and Associates, Inc. 8.0 Appendices OliveGardenStormWaterReport Carmel,IN Page7 Kirnley -Horror and Associates, Inc. Appendix A: City of Carmel Rainfall Intensities OliveGardenStormWaterReport Carmel,IN Page8 TABLE 201-2: Rainfall Intensities for Various Return Periods and Storm Durations Rainfall Intensity (Inches/Hour) Duration Return Period (Years) 25102550100 5 Min. 4.63 5.43 6.12 7.17 8.09 9.12 10 Min. 3.95 4.63 5.22 6.12 6.90 7.78 15 Min. 3.44 4.03 4.55 5.33 6.01 6.77 20 Min. 3.04 3.56 4.02 4.71 5.31 5.99 30 Min. 2.46 2.88 3.25 3.81 4.29 4.84 40 Min. 2.05 2.41 2.71 3.18 3.59 4.05 50 Min. 1.76 2.06 2.33 2.73 3.07 3.47 1 Hr. 1.54 1.80 2.03 2.38 2.68 3.03 1.5 Hrs. 1.07 1.23 1.42 1.63 1.91 2.24 2 Hrs. 0.83 0.95 1.11 1.37 1.60 1.87 3 Hrs. 0.59 0.72 0.84 1.04 1.22 1.42 4 Hrs. 0.47 0.58 0.68 0.84 0.99 1.15 5 Hrs. 0.40 0.49 0.58 0.71 0.83 0.97 6 Hrs. 0.35 0.43 0.50 0.62 0.72 0.85 7 Hrs. 0.31 0.38 0.44 0.55 0.64 0.75 8 Hrs. 0.28 0.34 0.40 0.49 0.57 0.67 9 Hrs. 0.25 0.31 0.36 0.45 0.52 0.61 10 Hrs. 0.23 0.28 0.33 0.41 0.48 0.56 12 Hrs. 0.20 0.24 0.29 0.35 0.41 0.48 14 Hrs. 0.17 0.22 0.25 0.31 0.36 0.42 16 Hrs. 0.16 0.19 0.23 0.28 0.32 0.38 18 Hrs. 0.14 0.17 0.20 0.25 0.29 0.34 20 Hrs. 0.13 0.16 0.19 0.23 0.27 0.31 24 Hrs. 0.11 0.14 0.16 0.20 0.23 0.27 Source: Purdue,A.M., et. al., "Statistical Characteristics of Short Time Incremental Rainfall", Aug., 1992. (Values in this table are based on IDF equation and coefficients provided for Indianapolis, IN.) TABLE 201-3: Rainfall Depths for Various Return Periods 200-6 Appendix B:Soil Survey Map Ȃǡ ͻ 0870244067024404702440270244007024408602440660244 ''95 '31 °68''95 '31 °68 ''8 '41 °68''8 '41 °68 0870244067024404702440270244007024408602440660244 co 4 5 a j [8 77= E l o _0 co E! {o.o 0 E E/ w co co To co ƒ A 0 0 0 0 LOWIDEL1 0) co o co o co co 73 7 cn N =0 0 co 0 A k §®y e\ f /#p N Eo 0 -E t� 2 j o o f 2 ƒ 0 w o m 7 f 2 0 A 0 W 2t y 0.5 =aa w $2 3 Ho .o co t Hydrologic Soil Group— Summary by Map Unit Hamilton County, Indiana (IN057) Map unit symbol Map unit name Rating Acres in AOI Percent of AOI Br Brookston silty clay loam B/D 0.3 7.0% CrA Crosby silt loam, 0 to 3 percent slopes C/D 3.4 93.0% Totals for Area of Interest 3.7 100.0% Hydrologic Soil Group Hamilton County, Indiana Hydrologic Soil Group 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 tism Natural Resources Web Soil Survey Conservation Service National Cooperative Soil Survey 5/9/2012 Page 3 of 4 Hydrologic Soil Group Hamilton County, Indiana Tie -break Rule: Higher ism Natural Resources Web Soil Survey Conservation Service National Cooperative Soil Survey 5/9/2012 Page 4 of 4 Kim ey -H©n and Associates,, Inc, Appendix C: Existing Condition Runoff OliveGardenStormWaterReport Carmel,IN Page10 =)%61-2 CarmelPreRunoff_Rational Rainfall Duration=5 min, Inten=9.12 in/hr Prepared by Microsoft Printed 5/18/2012 HydroCAD® 9.10 s/n 03696 © 2010 HydroCAD Software Solutions LLC Page 4 Summary for Subcatchment 1S: Existing [48] Hint: Peak<CiA due to short duration Runoff=6.42 cfs @ 0.08 hrs, Volume=0.046 af, Depth=0.20" Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs Rainfall Duration=5 min, Inten=9.12 in/hr Area (ac)CDescription 1.5900.45>75% Grass cover, Good, HSG D 1.2100.85Paved parking, HSG D 2.8000.62Weighted Average 2.800100.00% Pervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) Sheet Flow, Grass 10.81000.02000.15 Grass: Short n= 0.150 P2= 2.64" Pipe Channel, Pipe 1.21800.00302.481.95 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.013 12.0280Total Subcatchment 1S: Existing Hydrograph Runoff 7 6.42 cfs Rainfall 6 Duration=5 min, Inten=9.12 in/hr 5 Runoff Area=2.800 ac Runoff Volume=0.046 af 4 Runoff Depth=0.20" 3 Flow Length=280' Tc=12.0 min 2 C=0.62 1 0 05101520253035404550556065707580859095100 Time (hours) =)%61-2 CarmelPreRunoff_Rational Rainfall Duration=10 min, Inten=7.78 in/hr Prepared by Microsoft Printed 5/18/2012 HydroCAD® 9.10 s/n 03696 © 2010 HydroCAD Software Solutions LLC Page 1 Summary for Subcatchment 1S: Existing Runoff=11.15 cfs @ 0.17 hrs, Volume=0.156 af, Depth=0.67" Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs Rainfall Duration=10 min, Inten=7.78 in/hr Area (ac)CDescription 1.5900.45>75% Grass cover, Good, HSG D 1.2100.85Paved parking, HSG D 2.8000.62Weighted Average 2.800100.00% Pervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) Sheet Flow, Grass 10.81000.02000.15 Grass: Short n= 0.150 P2= 2.64" Pipe Channel, Pipe 1.21800.00302.481.95 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.013 12.0280Total Subcatchment 1S: Existing Hydrograph Runoff 12 11.15 cfs Rainfall 11 Duration=10 min, 10 Inten=7.78 in/hr 9 Runoff Area=2.800 ac 8 Runoff Volume=0.156 af 7 Runoff Depth=0.67" 6 Flow Length=280' 5 4 Tc=12.0 min 3 C=0.62 2 1 0 05101520253035404550556065707580859095100 Time (hours) =)%61-2 CarmelPreRunoff_Rational Rainfall Duration=15 min, Inten=6.77 in/hr Prepared by Microsoft Printed 5/18/2012 HydroCAD® 9.10 s/n 03696 © 2010 HydroCAD Software Solutions LLC Page 1 Summary for Subcatchment 1S: Existing Runoff=11.85 cfs @ 0.20 hrs, Volume=0.245 af, Depth=1.05" Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs Rainfall Duration=15 min, Inten=6.77 in/hr Area (ac)CDescription 1.5900.45>75% Grass cover, Good, HSG D 1.2100.85Paved parking, HSG D 2.8000.62Weighted Average 2.800100.00% Pervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) Sheet Flow, Grass 10.81000.02000.15 Grass: Short n= 0.150 P2= 2.64" Pipe Channel, Pipe 1.21800.00302.481.95 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.013 12.0280Total Subcatchment 1S: Existing Hydrograph Runoff 13 11.85 cfs 12 Rainfall 11 Duration=15 min, 10 Inten=6.77 in/hr 9 Runoff Area=2.800 ac 8 Runoff Volume=0.245 af 7 Runoff Depth=1.05" 6 Flow Length=280' 5 Tc=12.0 min 4 C=0.62 3 2 1 0 05101520253035404550556065707580859095100 Time (hours) =)%61-2 CarmelPreRunoff_Rational Rainfall Duration=30 min, Inten=4.84 in/hr Prepared by Microsoft Printed 5/18/2012 HydroCAD® 9.10 s/n 03696 © 2010 HydroCAD Software Solutions LLC Page 1 Summary for Subcatchment 1S: Existing Runoff=8.47 cfs @ 0.20 hrs, Volume=0.350 af, Depth=1.50" Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs Rainfall Duration=30 min, Inten=4.84 in/hr Area (ac)CDescription 1.5900.45>75% Grass cover, Good, HSG D 1.2100.85Paved parking, HSG D 2.8000.62Weighted Average 2.800100.00% Pervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) Sheet Flow, Grass 10.81000.02000.15 Grass: Short n= 0.150 P2= 2.64" Pipe Channel, Pipe 1.21800.00302.481.95 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.013 12.0280Total Subcatchment 1S: Existing Hydrograph Runoff 9 8.47 cfs Rainfall 8 Duration=30 min, 7 Inten=4.84 in/hr Runoff Area=2.800 ac 6 Runoff Volume=0.350 af 5 Runoff Depth=1.50" 4 Flow Length=280' Tc=12.0 min 3 C=0.62 2 1 0 05101520253035404550556065707580859095100 Time (hours) =)%61-2 CarmelPreRunoff_Rational Rainfall Duration=60 min, Inten=3.03 in/hr Prepared by Microsoft Printed 5/18/2012 HydroCAD® 9.10 s/n 03696 © 2010 HydroCAD Software Solutions LLC Page 2 Summary for Subcatchment 1S: Existing Runoff=5.30 cfs @ 0.20 hrs, Volume=0.438 af, Depth=1.88" Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs Rainfall Duration=60 min, Inten=3.03 in/hr Area (ac)CDescription 1.5900.45>75% Grass cover, Good, HSG D 1.2100.85Paved parking, HSG D 2.8000.62Weighted Average 2.800100.00% Pervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) Sheet Flow, Grass 10.81000.02000.15 Grass: Short n= 0.150 P2= 2.64" Pipe Channel, Pipe 1.21800.00302.481.95 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.013 12.0280Total Subcatchment 1S: Existing Hydrograph Runoff 5.30 cfs Rainfall 5 Duration=60 min, Inten=3.03 in/hr 4 Runoff Area=2.800 ac Runoff Volume=0.438 af 3 Runoff Depth=1.88" Flow Length=280' 2 Tc=12.0 min C=0.62 1 0 05101520253035404550556065707580859095100 Time (hours) Appendix D:Proposed Development Runoff Ȃǡ ͳͳ =)%61-2 CarmelPostDetention_Rational Rainfall Duration=5 min, Inten=9.12 in/hr Prepared by Microsoft Printed 5/18/2012 HydroCAD® 9.10 s/n 03696 © 2010 HydroCAD Software Solutions LLC Page 1 Summary for Subcatchment 1S: Site Runoff=8.20 cfs @ 0.08 hrs, Volume=0.058 af, Depth=0.25" Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs Rainfall Duration=5 min, Inten=9.12 in/hr Area (ac)CDescription 1.0400.45>75% Grass cover, Good, HSG D 0.1740.90Roofs, HSG D 1.5860.85Paved parking, HSG D 2.8000.70Weighted Average 2.800100.00% Pervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) Sheet Flow, Grass 8.6750.02000.15 Grass: Short n= 0.150 P2= 2.64" Pipe Channel, Pipe 2.03000.00302.481.95 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.013 10.6375Total Subcatchment 1S: Site Hydrograph Runoff 9 8.20 cfs Rainfall 8 Duration=5 min, 7 Inten=9.12 in/hr 6 Runoff Area=2.800 ac Runoff Volume=0.058 af 5 Runoff Depth=0.25" 4 Flow Length=375' 3 Tc=10.6 min C=0.70 2 1 0 05101520253035404550556065707580859095100 Time (hours) CarmelPostDetention_Rational Rainfall Duration=5 min, Inten=9.12 in/hr Prepared by Microsoft Printed 5/18/2012 HydroCAD® 9.10 s/n 03696 © 2010 HydroCAD Software Solutions LLC Page 2 Summary for Pond 2P: Pond Inflow Area =2.800 ac,0.00% Impervious, Inflow Depth = 0.25" Inflow=8.20 cfs @ 0.08 hrs, Volume=0.058 af Outflow=1.26 cfs @ 0.15 hrs, Volume=0.058 af, Atten= 85%, Lag= 4.3 min Primary=1.26 cfs @ 0.15 hrs, Volume=0.058 af Secondary=0.00 cfs @ 0.00 hrs, Volume=0.000 af Routing by Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs Peak Elev= 887.13' @ 0.15 hrs Surf.Area= 1,605 sf Storage= 2,087 cf Plug-Flow detention time= 20.5 min calculated for 0.058 af (100% of inflow) Center-of-Mass det. time= 20.5 min ( 25.5 - 5.0 ) VolumeInvertAvail.StorageStorage Description Custom Stage Data (Prismatic) #1885.00'21,314 cf Listed below (Recalc) ElevationSurf.AreaInc.StoreCum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 885.0042600 886.00921674674 887.001,4891,2051,879 888.002,3511,9203,799 889.003,3042,8286,626 890.004,3293,81710,443 891.005,4224,87615,318 892.006,5695,99621,314 DeviceRoutingInvertOutlet Devices 6.0" Round Culvert #1Primary885.00'L= 19.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 885.00' / 884.90' S= 0.0053 '/' Cc= 0.900 n= 0.013 15.0' long x 2.0' breadth Broad-Crested Rectangular Weir #2Secondary891.20' Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 Primary OutFlow Max=1.26 cfs @ 0.15 hrs HW=887.13' (Free Discharge) 1=Culvert (Barrel Controls 1.26 cfs @ 6.42 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=885.00' (Free Discharge) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) CarmelPostDetention_Rational Rainfall Duration=5 min, Inten=9.12 in/hr Prepared by Microsoft Printed 5/18/2012 HydroCAD® 9.10 s/n 03696 © 2010 HydroCAD Software Solutions LLC Page 3 Pond 2P: Pond Hydrograph Inflow 8.20 cfs Outflow Inflow Area=2.800 ac Primary Secondary 9 Peak Elev=887.13' 8 Storage=2,087 cf 7 6 5 4 3 1.26 cfs 1.26 cfs 2 1 0.00 cfs 0 05101520253035404550556065707580859095100 Time (hours) =)%61-2 CarmelPostDetention_Rational Rainfall Duration=15 min, Inten=6.77 in/hr Prepared by Microsoft Printed 5/18/2012 HydroCAD® 9.10 s/n 03696 © 2010 HydroCAD Software Solutions LLC Page 1 Summary for Subcatchment 1S: Site Runoff=13.38 cfs @ 0.18 hrs, Volume=0.276 af, Depth=1.18" Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs Rainfall Duration=15 min, Inten=6.77 in/hr Area (ac)CDescription 1.0400.45>75% Grass cover, Good, HSG D 0.1740.90Roofs, HSG D 1.5860.85Paved parking, HSG D 2.8000.70Weighted Average 2.800100.00% Pervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) Sheet Flow, Grass 8.6750.02000.15 Grass: Short n= 0.150 P2= 2.64" Pipe Channel, Pipe 2.03000.00302.481.95 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.013 10.6375Total Subcatchment 1S: Site Hydrograph Runoff 13.38 cfs 14 Rainfall 13 Duration=15 min, 12 11 Inten=6.77 in/hr 10 Runoff Area=2.800 ac 9 Runoff Volume=0.276 af 8 Runoff Depth=1.18" 7 Flow Length=375' 6 5 Tc=10.6 min 4 C=0.70 3 2 1 0 05101520253035404550556065707580859095100 Time (hours) CarmelPostDetention_Rational Rainfall Duration=15 min, Inten=6.77 in/hr Prepared by Microsoft Printed 5/18/2012 HydroCAD® 9.10 s/n 03696 © 2010 HydroCAD Software Solutions LLC Page 2 Summary for Pond 2P: Pond Inflow Area =2.800 ac,0.00% Impervious, Inflow Depth = 1.18" Inflow=13.38 cfs @ 0.18 hrs, Volume=0.276 af Outflow=2.03 cfs @ 0.40 hrs, Volume=0.276 af, Atten= 85%, Lag= 13.2 min Primary=2.03 cfs @ 0.40 hrs, Volume=0.276 af Secondary=0.00 cfs @ 0.00 hrs, Volume=0.000 af Routing by Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs Peak Elev= 889.88' @ 0.40 hrs Surf.Area= 4,203 sf Storage= 9,917 cf Plug-Flow detention time= 50.1 min calculated for 0.276 af (100% of inflow) Center-of-Mass det. time= 50.2 min ( 63.0 - 12.8 ) VolumeInvertAvail.StorageStorage Description Custom Stage Data (Prismatic) #1885.00'21,314 cf Listed below (Recalc) ElevationSurf.AreaInc.StoreCum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 885.0042600 886.00921674674 887.001,4891,2051,879 888.002,3511,9203,799 889.003,3042,8286,626 890.004,3293,81710,443 891.005,4224,87615,318 892.006,5695,99621,314 DeviceRoutingInvertOutlet Devices 6.0" Round Culvert #1Primary885.00'L= 19.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 885.00' / 884.90' S= 0.0053 '/' Cc= 0.900 n= 0.013 15.0' long x 2.0' breadth Broad-Crested Rectangular Weir #2Secondary891.20' Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 Primary OutFlow Max=2.03 cfs @ 0.40 hrs HW=889.88' (Free Discharge) 1=Culvert (Barrel Controls 2.03 cfs @ 10.33 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=885.00' (Free Discharge) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) CarmelPostDetention_Rational Rainfall Duration=15 min, Inten=6.77 in/hr Prepared by Microsoft Printed 5/18/2012 HydroCAD® 9.10 s/n 03696 © 2010 HydroCAD Software Solutions LLC Page 3 Pond 2P: Pond Hydrograph Inflow 13.38 cfs Outflow Inflow Area=2.800 ac Primary Secondary Peak Elev=889.88' 14 13 Storage=9,917 cf 12 11 10 9 8 7 6 5 2.03 cfs 4 2.03 cfs 3 2 1 0.00 cfs 0 05101520253035404550556065707580859095100 Time (hours) =)%61-2 CarmelPostDetention_Rational Rainfall Duration=30 min, Inten=4.84 in/hr Prepared by Microsoft Printed 5/18/2012 HydroCAD® 9.10 s/n 03696 © 2010 HydroCAD Software Solutions LLC Page 1 Summary for Subcatchment 1S: Site Runoff=9.57 cfs @ 0.18 hrs, Volume=0.395 af, Depth=1.69" Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs Rainfall Duration=30 min, Inten=4.84 in/hr Area (ac)CDescription 1.0400.45>75% Grass cover, Good, HSG D 0.1740.90Roofs, HSG D 1.5860.85Paved parking, HSG D 2.8000.70Weighted Average 2.800100.00% Pervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) Sheet Flow, Grass 8.6750.02000.15 Grass: Short n= 0.150 P2= 2.64" Pipe Channel, Pipe 2.03000.00302.481.95 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.013 10.6375Total Subcatchment 1S: Site Hydrograph Runoff 9.57 cfs 10 Rainfall 9 Duration=30 min, 8 Inten=4.84 in/hr 7 Runoff Area=2.800 ac Runoff Volume=0.395 af 6 Runoff Depth=1.69" 5 Flow Length=375' 4 Tc=10.6 min 3 C=0.70 2 1 0 05101520253035404550556065707580859095100 Time (hours) CarmelPostDetention_Rational Rainfall Duration=30 min, Inten=4.84 in/hr Prepared by Microsoft Printed 5/18/2012 HydroCAD® 9.10 s/n 03696 © 2010 HydroCAD Software Solutions LLC Page 2 Summary for Pond 2P: Pond Inflow Area =2.800 ac,0.00% Impervious, Inflow Depth = 1.69" Inflow=9.57 cfs @ 0.18 hrs, Volume=0.395 af Outflow=2.19 cfs @ 0.64 hrs, Volume=0.395 af, Atten= 77%, Lag= 27.4 min Primary=2.19 cfs @ 0.64 hrs, Volume=0.395 af Secondary=0.00 cfs @ 0.00 hrs, Volume=0.000 af Routing by Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs Peak Elev= 890.64' @ 0.64 hrs Surf.Area= 5,028 sf Storage= 13,434 cf Plug-Flow detention time= 62.3 min calculated for 0.395 af (100% of inflow) Center-of-Mass det. time= 62.3 min ( 82.6 - 20.3 ) VolumeInvertAvail.StorageStorage Description Custom Stage Data (Prismatic) #1885.00'21,314 cf Listed below (Recalc) ElevationSurf.AreaInc.StoreCum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 885.0042600 886.00921674674 887.001,4891,2051,879 888.002,3511,9203,799 889.003,3042,8286,626 890.004,3293,81710,443 891.005,4224,87615,318 892.006,5695,99621,314 DeviceRoutingInvertOutlet Devices 6.0" Round Culvert #1Primary885.00'L= 19.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 885.00' / 884.90' S= 0.0053 '/' Cc= 0.900 n= 0.013 15.0' long x 2.0' breadth Broad-Crested Rectangular Weir #2Secondary891.20' Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 Primary OutFlow Max=2.19 cfs @ 0.64 hrs HW=890.64' (Free Discharge) 1=Culvert (Barrel Controls 2.19 cfs @ 11.17 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=885.00' (Free Discharge) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) CarmelPostDetention_Rational Rainfall Duration=30 min, Inten=4.84 in/hr Prepared by Microsoft Printed 5/18/2012 HydroCAD® 9.10 s/n 03696 © 2010 HydroCAD Software Solutions LLC Page 3 Pond 2P: Pond Hydrograph Inflow 9.57 cfs Outflow Inflow Area=2.800 ac Primary Secondary Peak Elev=890.64' 10 9 Storage=13,434 cf 8 7 6 5 4 2.19 cfs 2.19 cfs 3 2 1 0.00 cfs 0 05101520253035404550556065707580859095100 Time (hours) =)%61-2 CarmelPostDetention_Rational Rainfall Duration=60 min, Inten=3.03 in/hr Prepared by Microsoft Printed 5/18/2012 HydroCAD® 9.10 s/n 03696 © 2010 HydroCAD Software Solutions LLC Page 1 Summary for Subcatchment 1S: Site Runoff=5.99 cfs @ 0.18 hrs, Volume=0.495 af, Depth=2.12" Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs Rainfall Duration=60 min, Inten=3.03 in/hr Area (ac)CDescription 1.0400.45>75% Grass cover, Good, HSG D 0.1740.90Roofs, HSG D 1.5860.85Paved parking, HSG D 2.8000.70Weighted Average 2.800100.00% Pervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) Sheet Flow, Grass 8.6750.02000.15 Grass: Short n= 0.150 P2= 2.64" Pipe Channel, Pipe 2.03000.00302.481.95 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.013 10.6375Total Subcatchment 1S: Site Hydrograph Runoff 5.99 cfs Rainfall 6 Duration=60 min, 5 Inten=3.03 in/hr Runoff Area=2.800 ac 4 Runoff Volume=0.495 af Runoff Depth=2.12" 3 Flow Length=375' Tc=10.6 min 2 C=0.70 1 0 05101520253035404550556065707580859095100 Time (hours) CarmelPostDetention_Rational Rainfall Duration=60 min, Inten=3.03 in/hr Prepared by Microsoft Printed 5/18/2012 HydroCAD® 9.10 s/n 03696 © 2010 HydroCAD Software Solutions LLC Page 2 Summary for Pond 2P: Pond Inflow Area =2.800 ac,0.00% Impervious, Inflow Depth = 2.12" Inflow=5.99 cfs @ 0.18 hrs, Volume=0.495 af Outflow=2.24 cfs @ 1.11 hrs, Volume=0.495 af, Atten= 63%, Lag= 55.8 min Primary=2.24 cfs @ 1.11 hrs, Volume=0.495 af Secondary=0.00 cfs @ 0.00 hrs, Volume=0.000 af Routing by Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs Peak Elev= 890.86' @ 1.11 hrs Surf.Area= 5,271 sf Storage= 14,579 cf Plug-Flow detention time= 67.0 min calculated for 0.495 af (100% of inflow) Center-of-Mass det. time= 67.0 min ( 102.3 - 35.3 ) VolumeInvertAvail.StorageStorage Description Custom Stage Data (Prismatic) #1885.00'21,314 cf Listed below (Recalc) ElevationSurf.AreaInc.StoreCum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 885.0042600 886.00921674674 887.001,4891,2051,879 888.002,3511,9203,799 889.003,3042,8286,626 890.004,3293,81710,443 891.005,4224,87615,318 892.006,5695,99621,314 DeviceRoutingInvertOutlet Devices 6.0" Round Culvert #1Primary885.00'L= 19.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 885.00' / 884.90' S= 0.0053 '/' Cc= 0.900 n= 0.013 15.0' long x 2.0' breadth Broad-Crested Rectangular Weir #2Secondary891.20' Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 Primary OutFlow Max=2.24 cfs @ 1.11 hrs HW=890.86' (Free Discharge) 1=Culvert (Barrel Controls 2.24 cfs @ 11.41 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=885.00' (Free Discharge) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) CarmelPostDetention_Rational Rainfall Duration=60 min, Inten=3.03 in/hr Prepared by Microsoft Printed 5/18/2012 HydroCAD® 9.10 s/n 03696 © 2010 HydroCAD Software Solutions LLC Page 3 Pond 2P: Pond Hydrograph Inflow 5.99 cfs Outflow Inflow Area=2.800 ac Primary Secondary Peak Elev=890.86' 6 Storage=14,579 cf 5 4 2.24 cfs 3 2.24 cfs 2 1 0.00 cfs 0 05101520253035404550556065707580859095100 Time (hours) =)%6,6 CarmelPostDetention_Rational Rainfall Duration=120 min, Inten=1.87 in/hr Prepared by Microsoft Printed 5/18/2012 HydroCAD® 9.10 s/n 03696 © 2010 HydroCAD Software Solutions LLC Page 1 Summary for Subcatchment 1S: Site Runoff=3.70 cfs @ 0.18 hrs, Volume=0.611 af, Depth=2.62" Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs Rainfall Duration=120 min, Inten=1.87 in/hr Area (ac)CDescription 1.0400.45>75% Grass cover, Good, HSG D 0.1740.90Roofs, HSG D 1.5860.85Paved parking, HSG D 2.8000.70Weighted Average 2.800100.00% Pervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) Sheet Flow, Grass 8.6750.02000.15 Grass: Short n= 0.150 P2= 2.64" Pipe Channel, Pipe 2.03000.00302.481.95 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.013 10.6375Total Subcatchment 1S: Site Hydrograph Runoff 4 3.70 cfs Rainfall Duration=120 min, Inten=1.87 in/hr 3 Runoff Area=2.800 ac Runoff Volume=0.611 af Runoff Depth=2.62" 2 Flow Length=375' Tc=10.6 min 1 C=0.70 0 05101520253035404550556065707580859095100 Time (hours) CarmelPostDetention_Rational Rainfall Duration=120 min, Inten=1.87 in/hr Prepared by Microsoft Printed 5/18/2012 HydroCAD® 9.10 s/n 03696 © 2010 HydroCAD Software Solutions LLC Page 2 Summary for Pond 2P: Pond Inflow Area =2.800 ac,0.00% Impervious, Inflow Depth = 2.62" Inflow=3.70 cfs @ 0.18 hrs, Volume=0.611 af Outflow=2.19 cfs @ 2.07 hrs, Volume=0.611 af, Atten= 41%, Lag= 113.5 min Primary=2.19 cfs @ 2.07 hrs, Volume=0.611 af Secondary=0.00 cfs @ 0.00 hrs, Volume=0.000 af Routing by Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs Peak Elev= 890.64' @ 2.07 hrs Surf.Area= 5,025 sf Storage= 13,422 cf Plug-Flow detention time= 65.3 min calculated for 0.611 af (100% of inflow) Center-of-Mass det. time= 65.3 min ( 130.6 - 65.3 ) VolumeInvertAvail.StorageStorage Description Custom Stage Data (Prismatic) #1885.00'21,314 cf Listed below (Recalc) ElevationSurf.AreaInc.StoreCum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 885.0042600 886.00921674674 887.001,4891,2051,879 888.002,3511,9203,799 889.003,3042,8286,626 890.004,3293,81710,443 891.005,4224,87615,318 892.006,5695,99621,314 DeviceRoutingInvertOutlet Devices 6.0" Round Culvert #1Primary885.00'L= 19.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 885.00' / 884.90' S= 0.0053 '/' Cc= 0.900 n= 0.013 15.0' long x 2.0' breadth Broad-Crested Rectangular Weir #2Secondary891.20' Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 Primary OutFlow Max=2.19 cfs @ 2.07 hrs HW=890.64' (Free Discharge) 1=Culvert (Barrel Controls 2.19 cfs @ 11.17 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=885.00' (Free Discharge) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) CarmelPostDetention_Rational Rainfall Duration=120 min, Inten=1.87 in/hr Prepared by Microsoft Printed 5/18/2012 HydroCAD® 9.10 s/n 03696 © 2010 HydroCAD Software Solutions LLC Page 3 Pond 2P: Pond Hydrograph Inflow 3.70 cfs Outflow Inflow Area=2.800 ac Primary Secondary 4 Peak Elev=890.64' Storage=13,422 cf 3 2.19 cfs 2.19 cfs 2 1 0.00 cfs 0 05101520253035404550556065707580859095100 Time (hours) Appendix E:Site Drainage Map and Storm Sewer Plan Ȃǡ ͳʹ DRAINAGE LEGEND 205 WEST WACKER DRIVE SUITE 2125 CHICAGO, ILLINOIS 60606-1418 CA 00000696 KHA PROJECT # 168113021 No. DRAINAGE CALCULATIONS PE11011695 STATE OF DRAINAGE TABULATIONS Issue Date:5/21/12 REVISION INFORMATION NORTHWESTERN DR Restaurant #: OLIVE GARDEN 10222 N MICHIGAN ROAD PROTOTYPE P-75L - WD HSKP 2010.1 DD2-04-2012 CARMEL, IN DRAWING DRAINAGE PLAN C4.3 LEGEND GENERAL STORM SEWER NOTES: 205 WEST WACKER DRIVE SUITE 2125 CHICAGO, ILLINOIS 60606-1418 CA 00000696 KHA PROJECT # 168113021 No. PE11011695 STATE OF ROOF DRAIN / DOWNSPOUT CONNECTION DETAIL N.T.S. Issue Date:5/21/12 REVISION INFORMATION STORM SEWER PIPE ANALYSIS: Restaurant #: OLIVE GARDEN 10222 N MICHIGAN ROAD PROTOTYPE P-75L - WD HSKP 2010.1 DD2-04-2012 CARMEL, IN DRAWING STORM SEWER PLAN C4.4 ROOF DRAIN STORM SEWER PLAN SCALE: 1"=20' Appendix F:Storm Sewer Sizing Calculations Ȃǡ ͳ͵ Appendix G:SWPPP Sheets & Stormceptor Reports Ȃǡ ͳͶ EROSION CONTROL SCHEDULE AND SEQUENCING: SITE DATA TABLE GENERAL SITE DATA WATERSHED HYDROLOGIC05120201120080 UNIT CODE05120201090070 CROOKED CREEK ULTIMATE RECEIVING WATER ESTIMATE OF PEAK 1.95 CFS (10 YR) DISCHARGE FOR POST CONSTRUCTION CONDITIONS BROOKSTON SILTY CLAY LOAM EXISTING SOILS CROSBY SILT LOAM ZONE X. AREAS DETERMINED TO BE FLOOD PLAIN INFORMATION OUTSIDE THE 0.2% ANNUAL CHANCE FLOODPLAIN MATERIAL HANDLING, STORAGE, AND SPILL PREVENTION ABANDONED WELLS &NO ABANDONED WELLS OR SINKHOLES SINKHOLESLOCATED WITHIN PROPERTY LIMITS TEMPORARY AND PERMANENT STORM WATER QUALITY MEASURES – 205 WEST WACKER DRIVE SUITE 2125 CHICAGO, ILLINOIS 60606-1418 CA 00000696 KHA PROJECT # 168113021 – No. PE11011695 –STATE OF – LEGEND – – Issue Date:5/21/12 ’ REVISION INFORMATION TEMPORARY EROSION CONTROL NOTES TEMPORARY AND PERMANENT SURFACE STABILIZATION SWPPP PROJECT SITE CONTACT: POTENTIAL POLLUTANT SOURCES EXISTING SOIL LIMITATIONS AND RECOMMENDATIONS SITE GENERAL NOTES Restaurant #: OLIVE GARDEN ’ 10222 N MICHIGAN ROAD PROTOTYPE P-75L - WD HSKP 2010.1 ’ DD2-04-2012 CARMEL, IN DRAWING – SWPPP FOR – CONSTRUCTION C2.2 LEGEND 205 WEST WACKER DRIVE SUITE 2125 CHICAGO, ILLINOIS 60606-1418 CA 00000696 KHA PROJECT # 168113021 No. PE11011695 STATE OF BEST MANAGEMENT PRACTICES Issue Date:5/21/12 REVISION INFORMATION NORTHWESTERN DR Restaurant #: OLIVE GARDEN 10222 N MICHIGAN ROAD PROTOTYPE P-75L - WD HSKP 2010.1 VEGETATIVE SWALE DESIGN CALCULATIONS DD2-04-2012 CARMEL, IN DRAWING SWPPP POST CONSTRUCTION C2.3 STAPLE DETAIL CONCRETE WASHOUT PLAN VIEW NOT TO SCALE 205 WEST WACKER DRIVE CONCRETE WASHOUT SUITE 2125 SIGN DETAIL CHICAGO, ILLINOIS (OR EQIVALENT) 60606-1418 CA 00000696 KHA PROJECT # 168113021 CONSTRUCTION ENTRANCE N.T.S. SECTION B-B No. NOT TO SCALE PE11011695 STATE OF CONCRETE WASHOUT TREE PROTECTION N.T.S.N.T.S. RIP RAP OUTLET PROTECTION N.T.S. +)2)6%0238)7 INLET PROTECTION CULVERT INLET PROTECTION N.T.S. N.T.S. Issue Date:5/21/12 REVISION INFORMATION SEDIMENTATION/SILT FENCE N.T.S. Restaurant #: OLIVE GARDEN 10222 N MICHIGAN ROAD PROTOTYPE P-75L - WD HSKP 2010.1 DD2-04-2012 CARMEL, IN DRAWING EROSION CONTROL DETAILS STORM WATER QUALITY STRUCTURE "J" VEGETATIVE SWALE STORM WATER QUALITY STRUCTURE "C" N.T.S. N.T.S.N.T.S. C2.4 Appendix H:Vegetative Swale Runoff Calculations Ȃǡ ͳͷ CarmePost_WTQ_01 Type II 24-hr Rainfall=1.00" Prepared by Microsoft Printed 5/18/2012 HydroCAD® 9.10 s/n 03696 © 2010 HydroCAD Software Solutions LLC Page 5 Summary for Subcatchment 1S: Swale 1 WTQ Runoff=0.09 cfs @ 12.13 hrs, Volume=0.007 af, Depth=0.45" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Type II 24-hr Rainfall=1.00" Area (ac)CNDescription *0.18093 0.180100.00% Pervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) Direct Entry, site 20.0 Subcatchment 1S: Swale 1 WTQ Hydrograph Runoff 0.095 0.09 cfs 0.09 Type II 24-hr 0.085 Rainfall=1.00" 0.08 0.075 Runoff Area=0.180 ac 0.07 0.065 Runoff Volume=0.007 af 0.06 Runoff Depth=0.45" 0.055 0.05 Tc=20.0 min 0.045 0.04 CN=93 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 0102030405060708090100110120130140150160170180190200 Time (hours) CarmePost_WTQ_02 Type II 24-hr Rainfall=1.00" Prepared by Microsoft Printed 5/18/2012 HydroCAD® 9.10 s/n 03696 © 2010 HydroCAD Software Solutions LLC Page 1 Summary for Subcatchment 1S: Swale 2 WTQ Runoff=0.13 cfs @ 12.14 hrs, Volume=0.010 af, Depth=0.40" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Type II 24-hr Rainfall=1.00" Area (ac)CNDescription *0.30092 0.300100.00% Pervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) Direct Entry, site 20.0 Subcatchment 1S: Swale 2 WTQ Hydrograph Runoff 0.14 0.13 cfs Type II 24-hr 0.13 0.12 Rainfall=1.00" 0.11 Runoff Area=0.300 ac 0.1 Runoff Volume=0.010 af 0.09 Runoff Depth=0.40" 0.08 0.07 Tc=20.0 min 0.06 CN=92 0.05 0.04 0.03 0.02 0.01 0 0102030405060708090100110120130140150160170180190200 Time (hours) CarmePost_WTQ_03 Type II 24-hr Rainfall=1.00" Prepared by Microsoft Printed 5/18/2012 HydroCAD® 9.10 s/n 03696 © 2010 HydroCAD Software Solutions LLC Page 1 Summary for Subcatchment 1S: Swale 3 WTQ Runoff=0.20 cfs @ 12.12 hrs, Volume=0.016 af, Depth=0.89" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Type II 24-hr Rainfall=1.00" Area (ac)CNDescription *0.22099 0.220100.00% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) Direct Entry, site 20.0 Subcatchment 1S: Swale 3 WTQ Hydrograph 0.22 Runoff 0.20 cfs 0.21 Type II 24-hr 0.2 0.19 Rainfall=1.00" 0.18 0.17 Runoff Area=0.220 ac 0.16 0.15 Runoff Volume=0.016 af 0.14 0.13 Runoff Depth=0.89" 0.12 0.11 Tc=20.0 min 0.1 0.09 CN=99 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 0102030405060708090100110120130140150160170180190200 Time (hours) CarmePost_WTQ_04 Type II 24-hr Rainfall=1.00" Prepared by Microsoft Printed 5/18/2012 HydroCAD® 9.10 s/n 03696 © 2010 HydroCAD Software Solutions LLC Page 1 Summary for Subcatchment 1S: Swale 4 WTQ Runoff=0.24 cfs @ 12.12 hrs, Volume=0.019 af, Depth=0.79" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Type II 24-hr Rainfall=1.00" Area (ac)CNDescription *0.29098 0.290100.00% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) Direct Entry, site 20.0 Subcatchment 1S: Swale 4 WTQ Hydrograph Runoff 0.26 0.24 cfs Type II 24-hr 0.24 Rainfall=1.00" 0.22 0.2 Runoff Area=0.290 ac 0.18 Runoff Volume=0.019 af 0.16 Runoff Depth=0.79" 0.14 Tc=20.0 min 0.12 CN=98 0.1 0.08 0.06 0.04 0.02 0 0102030405060708090100110120130140150160170180190200 Time (hours) CarmePost_WTQ_05 Type II 24-hr Rainfall=1.00" Prepared by Microsoft Printed 5/18/2012 HydroCAD® 9.10 s/n 03696 © 2010 HydroCAD Software Solutions LLC Page 1 Summary for Subcatchment 1S: Swale 5 WTQ Runoff=0.13 cfs @ 12.12 hrs, Volume=0.010 af, Depth=0.79" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Type II 24-hr Rainfall=1.00" Area (ac)CNDescription *0.15098 0.150100.00% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) Direct Entry, site 20.0 Subcatchment 1S: Swale 5 WTQ Hydrograph 0.14 Runoff 0.13 cfs 0.13 Type II 24-hr 0.12 Rainfall=1.00" 0.11 Runoff Area=0.150 ac 0.1 Runoff Volume=0.010 af 0.09 0.08 Runoff Depth=0.79" 0.07 Tc=20.0 min 0.06 CN=98 0.05 0.04 0.03 0.02 0.01 0 0102030405060708090100110120130140150160170180190200 Time (hours) CarmePost_WTQ_06 Type II 24-hr Rainfall=1.00" Prepared by Microsoft Printed 5/18/2012 HydroCAD® 9.10 s/n 03696 © 2010 HydroCAD Software Solutions LLC Page 1 Summary for Subcatchment 1S: Swale 6 WTQ Runoff=0.20 cfs @ 12.12 hrs, Volume=0.016 af, Depth=0.79" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Type II 24-hr Rainfall=1.00" Area (ac)CNDescription *0.24098 0.240100.00% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) Direct Entry, site 20.0 Subcatchment 1S: Swale 6 WTQ Hydrograph Runoff 0.22 0.20 cfs 0.21 Type II 24-hr 0.2 0.19 Rainfall=1.00" 0.18 0.17 Runoff Area=0.240 ac 0.16 0.15 Runoff Volume=0.016 af 0.14 0.13 Runoff Depth=0.79" 0.12 0.11 Tc=20.0 min 0.1 0.09 CN=98 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 0102030405060708090100110120130140150160170180190200 Time (hours) CarmePost_WTQ_07 Type II 24-hr Rainfall=1.00" Prepared by Microsoft Printed 5/18/2012 HydroCAD® 9.10 s/n 03696 © 2010 HydroCAD Software Solutions LLC Page 1 Summary for Subcatchment 1S: Swale 7 WTQ Runoff=0.40 cfs @ 12.12 hrs, Volume=0.030 af, Depth=0.63" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Type II 24-hr Rainfall=1.00" Area (ac)CNDescription *0.57096 0.570100.00% Pervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) Direct Entry, site 20.0 Subcatchment 1S: Swale 7 WTQ Hydrograph 0.44 Runoff 0.42 0.40 cfs 0.4 Type II 24-hr 0.38 Rainfall=1.00" 0.36 0.34 Runoff Area=0.570 ac 0.32 0.3 Runoff Volume=0.030 af 0.28 0.26 Runoff Depth=0.63" 0.24 0.22 Tc=20.0 min 0.2 0.18 CN=96 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 0102030405060708090100110120130140150160170180190200 Time (hours) CarmePost_WTQ_08 Type II 24-hr Rainfall=1.00" Prepared by Microsoft Printed 5/18/2012 HydroCAD® 9.10 s/n 03696 © 2010 HydroCAD Software Solutions LLC Page 1 Summary for Subcatchment 1S: Swale 8 WTQ Runoff=0.33 cfs @ 12.13 hrs, Volume=0.025 af, Depth=0.56" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Type II 24-hr Rainfall=1.00" Area (ac)CNDescription *0.53095 0.530100.00% Pervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) Direct Entry, site 20.0 Subcatchment 1S: Swale 8 WTQ Hydrograph Runoff 0.36 0.33 cfs 0.34 Type II 24-hr 0.32 Rainfall=1.00" 0.3 0.28 Runoff Area=0.530 ac 0.26 0.24 Runoff Volume=0.025 af 0.22 Runoff Depth=0.56" 0.2 0.18 Tc=20.0 min 0.16 CN=95 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 0102030405060708090100110120130140150160170180190200 Time (hours) CarmePost_WTQ_09 Type II 24-hr Rainfall=1.00" Prepared by Microsoft Printed 5/18/2012 HydroCAD® 9.10 s/n 03696 © 2010 HydroCAD Software Solutions LLC Page 1 Summary for Subcatchment 1S: Swale 9 WTQ Runoff=0.00 cfs @ 12.49 hrs, Volume=0.001 af, Depth=0.05" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-200.00 hrs, dt= 0.05 hrs Type II 24-hr Rainfall=1.00" Area (ac)CNDescription *0.17077 0.170100.00% Pervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) Direct Entry, site 20.0 Subcatchment 1S: Swale 9 WTQ Hydrograph 0.002 Runoff 0.00 cfs 0.002 Type II 24-hr 0.002 0.002 Rainfall=1.00" 0.001 Runoff Area=0.170 ac 0.001 0.001 Runoff Volume=0.001 af 0.001 Runoff Depth=0.05" 0.001 0.001 Tc=20.0 min 0.001 CN=77 0.001 0.001 0.000 0.000 0.000 0.000 0 0 0102030405060708090100110120130140150160170180190200 Time (hours)