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HomeMy WebLinkAboutStormwater Report 2 (in color)Storm Water Management Plan Olive Garden 10206 N Michigan Road Carmel, Indiana Prepared by: Kimley-Horn and Associates, Inc. 205 West Wacker Drive, Suite 2125 Chicago, Illinois 60606 Contact: Justin Muller, P.E. Prepared on: May 18, 2012 Revised on: June 29, 2012 Revised on: August 23, 2012 I hereby certify that the calculations contained herein are accurate to the best of my knowledge and belief. Table of Contents 1.0.Project Summary .......................................................................................... 3 2.0.Introduction ................................................................................................. 3 3.0.Pre-development Conditions ....................................................................... 3 4.0.Downstream Analysis .................................................................................. 5 5.0.Post-development Conditions ..................................................................... 5 6.0.Proposed Storm Sewer System .................................................................... 9 7.0.Proposed Storm Water Quality .................................................................. 10 8.0Appendices ................................................................................................. 11 Appendix A: City of Carmel Rainfall Intensities. ............................................................................... 12 Appendix B: Soil Survey Map .......................................................................................................... 13 Appendix C: Pre-Development Watershed Map ............................................................................. 14 Appendix D: Existing Condition Runoff ............................................................................................ 15 Appendix E: Proposed Development Runoff ................................................................................... 16 Appendix F: Site Drainage Map and Storm Sewer Plan ................................................................... 17 Appendix G: Storm Sewer Sizing Calculations. ................................................................................. 18 Appendix H: SWPPP Sheets & Stormceptor Reports ........................................................................ 19 Appendix I: Vegetative Swale Runoff Calculations ......................................................................... 20 Appendix J: Post-development Critical Storm ................................................................................ 21 Appendix K: Post-development with Allowable Release Rate ......................................................... 22 Appendix L: Stage-Storage Calculations.......................................................................................... 23 Appendix M: Inlet Capacity Sizing ................................................................................................ 24 OliveG ardenS tormwater Report– C armel, IN Page2 1.0.Project Summary Project Name:Olive Garden Location:10206 N Michigan Road, City of Carmel, Indiana Type:Storm Water Management Plan Reviewing Agency: City of Carmel, IDEM Rainfall Data:City of Carmel rainfall data provided in Table 201-2 of the City of Carmel Storm Water Technical Standards Manual. ReferenceAppendix A for a copy of this rainfall data. Detention Policy:City of Carmel Water Quality:City of Carmel, IDEM Hydrology Modeling Program:HydroCAD Version 9.10 Storm Sewer Modeling: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. 2.0.Introduction 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 7,778-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.Pre-development 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. Per conversations with the City of Carmel, the Olive Garden development does not need to incorporate any of the Retail Parkway extension into the detention calculations. The detention for the roadway will all be incorporated into the West Carmel Commons development north of the Olive Garden parcel. The Michigan OliveG ardenS torm Water Report– C armel, IN Page3 Road right of way (to the centerline of the roadway,approximately 0.49 acres) will be taken into account in both pre developed and post developed drainage calculations. 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. SeeAppendix 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 pre-development conditions will include three areas: the total 2.8 acres of the development parcel, 0.49 acres of Michigan Road right of way, and 0.78 acres of the private drive bordering the property to the south. See the Pre-Development Watershed Map inAppendix C for details. Areas 1, 2 and 6 currently drain north and west of the development. Area 5 drains east to Michigan Road. Area 7 drains to existing Private Drive storm sewer separate and located west from the storm sewer that the site currently partially drains to. Area 9 is the Michigan Road right of way to the centerline to be considered all impervious for both the pre- and post-development conditions. Areas 3, 4 and 8 currently drain to storm sewer that drain to an existing storm structure in the Private Drive south of the development.. The ultimate receiving water is Crooked Creek. Depressional storage does not currently exist on the proposed parcel. In the proposed condition, the site will be designed to ultimately outfall at this Private Drive storm sewer. Based on the impervious and pervious areas of the land currently draining to this storm sewer, along with a portion of Michigan Road right of way the existing runoff for the 2-year, 10-year and 100- year storms is summarized in the chart below. For the purposes of this analysis the only areas analyzed for the runoff were areas 3,4, and 9. Area 8 also drains to this structure but is not being disturbed so was not included as part of this analysis. 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 inAppendix D of this report. Pre-Development Runoff Storm 2 Year Runoff 10 Year Runoff 100 Year Runoff Duration (min)(cfs)(cfs)(cfs) 52.062.734.06 103.584.747.06 153.845.047.50 302.733.605.36 601.712.253.36 As calculated, peak runoff for the existing site is approximately 7.50 cfs during the 100-year storm event. OliveG ardenS torm Water Report– C armel, IN Page4 4.0.Downstream Analysis In the pre-developed condition the “on-site” areas draining to the proposed storm sewer are Areas 3 and 4 with the addition of the Michigan Road right of way to the centerline. Areas 3 and 4 are the areas that will be altered as part of the Olive Garden development. Calculations were performed to determine the runoff for the 2-, 10- and 100-year conditions and are listed in the chart in Section 3.0 of this report. The maximum run off for the respective storms is 3.84 cfs, 5.04 cfs and 7.50 cfs. In the developed condition, the site was designed for two conditions 1) meeting the City and Hamilton County release rate requirements of 0.1 cfs/acre for up to the 10-year storm and 0.27 cfs/acre for up to the 100-year storm and 2) minimum orifice sizes of 6” per the City/County standards. In this case, the 6” minimum orifice requirements produces a larger runoff (and this will be the constructed condition) so these runoff numbers were used to compare to the pre-developed condition of the receiving storm sewer structure. The post-developed conditions for the 6” orifice design can be found inAppendix E. The peak runoff for the proposed condition is the 2 hour (120 min) storm condition. For the 2-, 10- and 100-year storms the peak site runoff in the proposed condition is 3.33 cfs, 3.67 cfs, and 4.31 cfs respectively. All three of these runoffs are below the pre-developed runoff condition. A chart below summarizes the comparison. Downstream Analysis Comparison Pre-Development Post-Development Design ConditionCondition Storm (cfs)(cfs) 2 year3.843.33 10 year5.043.67 100 year7.504.31 5.0.Post-development Conditions The proposed site will consist of an approximate 7,778 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 0.18 acres of roofed area (C value=0.90), 2.26 acres of paved area (C value=0.85) and 1.03 acres of impervious grass turf (C value=0.45). These areas include 0.49 acres of impervious area of the Michigan Road right of way. The site runoff will be routed to vegetative swales and catch basins and then piped to proposed dry detention basins. From the basins, the storm water will be routed to the existing storm structure along Private Drive. See the post-development drainage area map inAppendix F. OliveG ardenS torm Water Report– C armel, IN Page5 The Rational Method was used to calculate the post-development runoff. In order to determine the critical storm duration for the development, the total 3.29 acre development runoff was calculated for various 100-year storm durations. The critical storm duration was determined from the storm that required the largest amount of detention. A 6” orifice at the bottom of the pond was incorporated into the design. Summary of calculations below. Post-development Critical Storm Determination Storm DurationRunoffRestricted RunoffStorage Volume (min)(cfs)(cfs)(CF) 3010.131.8613,548 607.342.0118,365 1204.532.0318,970 2402.781.9315,793 3602.061.7711,005 Therefore, the critical storm duration for the post-developed condition will be the 2 hour 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. The site falls within the Crooked Creek Regulated Drain Watershed and has a restricted release rate of 0.1 cfs/acre for up to the 10 year storm and 0.27 cfs/acre for up to the 100 year storm. The detention storage was designed for the Crooked Creek Watershed release rates. See City of Carmel Table 102-1 Allowable Release Rate Determination spreadsheet below. Results are also summarized inAppendix K. Pre-DevelopmentPost-Development Depress.Depress. D.A.2-10-100-D.A.10-100- ItemStorage?Storage?2-Yr. (ac)Yr.Yr.Yr.(ac)Yr.Yr. (yes/no)(yes/no) Default Unit Discharge Allowable1.57No0.1 0.1 0.3 3.29Yes0.10.1 0.3 Release Rate (cfs/acre) Basin- Specific Unit Discharge Allowable1.57No0.1 0.1 0.27 3.29Yes0.10.1 0.27 Release Rate, if any (cfs/acre) OliveG ardenS torm Water Report– C armel, IN Page6 Unit Discharge Allowable Release Rate N/AN/AN/A N/A N/A N/AN/AN/A N/A N/A Base on D/S Restrictions, if any (cfs/acre) Adopted Unit Discharge 1.57No0.1 0.1 0.27 3.29Yes0.10.1 0.27 Allowable Release Rate (cfs/acre) Allowable Release Rate1.57No0.16 0.16 0.42 3.29Yes0.33 0.33 0.89 (cfs) Modeling 1.57No3.84 5.04 7.50 3.29Yes0.28 0.32 0.89 Results (cfs) Modeling Results 6"1.57No3.84 5.04 7.50 3.29Yes3.33 3.67 4.31 orifice (cfs) In order to achieve the allowable release rates for the development, three ponds are proposed at the west, northeast and southeast sides of the development. A summary of their release rates and pond elevations is listed in the table below for both the 10-year and 100-year storms. Post-development Design Storage West PondNortheast PondSoutheast Pond 10 Year Release Rate (cfs)0.13N/A0.2 Orifice Size, Elevation1.7", 888.551.2", 888.102.0", 887.66 NWL (ft)891.48890.64890.81 Top of Bank893.00893.00892.00 Spillway Elevation892.76892.82891.85 100 Year Release Rate (cfs)0.28N/A0.63 Orifice Size, Elevation2.2", 891.471.2", 888.104.3", 890.74 HWL (ft)892.55891.36891.66 Top of Bank893.00893.00892 OliveG ardenS torm Water Report– C armel, IN Page7 Spillway Elevation892.76892.82891.85 The City has a minimum orifice size of 6” and that is what was used at the outfalls to the ponds as well as at the ultimate outfall to the site to restrict the flow. The runoff and storage required were calculated for this situation as well. See summary in the chart below and calculation reports inAppendix E. Post-development 6" Orifice Storage West PondNortheast PondSoutheast Pond 10 Year Release Rate (cfs)1.85N/A1.82 Orifice Size, Elevation6", 886.9512", 888.106", 886.50 NWL (ft)890.15889.97889.97 Top of Bank893.00893.00892 Spillway Elevation892.76892.82891.85 100 Year Release Rate (cfs)2.19N/A2.17 Orifice Size, Elevation6", 886.9512", 888.106", 886.50 HWL (ft)891.44890.95890.93 Top of Bank893.00893.00892.00 Spillway Elevation892.76892.82891.85 In both scenarios the ponds have accounted for 10% additional storage due to accumulation of sediment in the ponds. Also see the stage-storage calculations provided inAppendix L which also show that in the 6” orifice design system, the ponds return to 90% capacity within 48 hours. Overflow spillways have been designed for all three ponds and the calculations are included below. West Pond Weir Calculations Q = C*L*H^1.5 Weir Coefficient "C"2.54ft Crest Length (L)10ft Head about invert (H)0.24ft Capacity of Weir (Q)2.99cfs Invert of 100-yr HWL892.55ft Invert of Weir (inc 10% FOS)892.76ft Q (Inflow)1.96cfs Q allowed (Inflow * 1.25)2.45cfs Q (weir) > Q (allowed)Y OliveG ardenS torm Water Report– C armel, IN Page8 Southeast Pond Weir Calculations Q = C*L*H^1.5 Weir Coefficient "C"2.54ft Crest Length (L)12ft Head about invert (H)0.15ft Capacity of Weir (Q)1.77cfs Invert of 100-yr HWL891.66ft Invert of Weir (inc 10% FOS)891.85ft Q (Inflow)1.38cfs Q allowed (Inflow * 1.25)1.73cfs Q (weir) > Q (allowed)Y Northeast Pond Weir Calculations Q = C*L*H^1.5 Weir Coefficient "C"2.54ft Crest Length (L)10ft Head about invert (H)0.18ft Capacity of Weir (Q)1.94cfs Invert of 100-yr HWL891.36ft Invert of Weir892.82ft Q (Inflow)1.18cfs Q allowed (Inflow * 1.25)1.48cfs Q (weir) > Q (allowed)Y 6.0.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 892.55. Time of concentration was determined using the NRCS method with sheet flow. Most of the drainage areas sheet flow on pavement and then have a long drainage time through vegetative swales. The time of concentrations for each drainage area and pipe can be found in the storm sewer sizing model found inAppendix G. Storm water is routed to the pond and then eventually routed along Private Drive to the existing storm catch basin at the southeast corner of the site. See attached drainage area map and storm sewer plan inAppendix F. Also see Storm Sewer model sizing calculation inAppendix G. Inlet capacity calculations can be found in Appendix M.The inlet used is Neenah R-2015 which has an opening of approximately 1.2 square feet. To account for 50% clogging, I changed that capacity to 0.6 square feet, the allowable runoff is 3.6 cfs. The maximum runoff for any of the drainage areas is 3.59 cfs, so the inlets specified will work. OliveG ardenS torm Water Report– C armel, IN Page9 7.0.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. 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 inAppendix I. SwaleMin.Actual FlowSwaleBot.Top Drainage%WTQSideFlowVel.SwaleSwale #RateSlopeWidthWidth Area (ac)Imp.CNSlopesCap.(ft/s)Len.Length (cfs)(ft/ft)(ft)(ft) (cfs)(ft)(ft) 0.174793 0.070 0.014635.12 0.0423 151 0.205795 0.100 0.014635.12 0.0633 259 0.239399 0.170 0.016837.43 0.0740 340 0.298899 0.170 0.016837.43 0.0740 440 0.168098 0.110 0.015736.27 0.0630 538 0.237797 0.140 0.0181039.75 0.0525 637 0.635394 0.270 0.016837.43 0.1263 785 0.545596 0.260 0.0181039.75 0.0947 886 0.19077 0.002 0.016837.43 0.000 970 From the vegetative swales, the second BMP that the runoff is filtered through are stormceptor units, one from the west pond and one from the southeast pond. 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 900 is proposed for the downstream of the southeast pond and a stormceptor STC 900 is proposed downstream of the west pond. Details on these systems are provided in the SWPPP sheets attached in Appendix H. OliveG ardenS torm Water Report– C armel, IN Page1 0 8.0Appendices OliveG ardenS torm Water Report– C armel, IN Page1 1 Appendix A:City of Carmel Rainfall Intensities OliveG ardenS torm Water Report– C armel, IN Page1 2 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 OliveG ardenS torm Water Report– C armel, IN Page1 3 0870244067024404702440270244007024408602440660244 ''95 '31 °68''95 '31 °68 ''8 '41 °68''8 '41 °68 0870244067024404702440270244007024408602440660244 Appendix C:Pre-Development Watershed Map OliveG ardenS torm Water Report– C armel, IN Page1 4 DRAINAGE TABULATIONS 205 WEST WACKER DRIVE SUITE 2125 CHICAGO, ILLINOIS 60606-1418 CA 00000696 KHA PROJECT # 168113021 EXISTING DRAINAGE TO ST1 Issue Date:5/21/12 REVISION INFORMATION Restaurant #:10G0074 OLIVE GARDEN PRIVATE DRIVE 10206 N MICHIGAN ROAD PROTOTYPE P76L - WD CARMEL, IN DRAWING PRE-DEVELOPMENT WATERSHED MAP Appendix D:Existing Condition Runoff OliveG ardenS torm Water Report– C armel, IN Page1 5 2year5min CarmelPreRunoff_Rational Rainfall Duration=5 min, Inten=4.63 in/hr Prepared by Microsoft Printed 8/10/2012 HydroCAD® 9.10 s/n 03696 © 2010 HydroCAD Software Solutions LLC Page 1 Summary for Subcatchment 1S: Existing Runoff=2.06 cfs @ 0.08 hrs, Volume=0.015 af, Depth=0.11" 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=4.63 in/hr Area (ac)CDescription 0.6000.45>75% Grass cover, Good, HSG D 0.9700.85Paved parking, HSG D 1.5700.70Weighted Average 1.570100.00% 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 2.06 cfs Rainfall 2 Duration=5 min, Inten=4.63 in/hr Runoff Area=1.570 ac Runoff Volume=0.015 af Runoff Depth=0.11" 1 Flow Length=280' Tc=12.0 min C=0.70 0 05101520253035404550556065707580859095100 Time (hours) 2year10min CarmelPreRunoff_Rational Rainfall Duration=10 min, Inten=3.95 in/hr Prepared by Microsoft Printed 8/10/2012 HydroCAD® 9.10 s/n 03696 © 2010 HydroCAD Software Solutions LLC Page 1 Summary for Subcatchment 1S: Existing Runoff=3.58 cfs @ 0.17 hrs, Volume=0.050 af, Depth=0.38" 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=3.95 in/hr Area (ac)CDescription 0.6000.45>75% Grass cover, Good, HSG D 0.9700.85Paved parking, HSG D 1.5700.70Weighted Average 1.570100.00% 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 4 Runoff 3.58 cfs Rainfall Duration=10 min, 3 Inten=3.95 in/hr Runoff Area=1.570 ac Runoff Volume=0.050 af 2 Runoff Depth=0.38" Flow Length=280' Tc=12.0 min 1 C=0.70 0 05101520253035404550556065707580859095100 Time (hours) 2year15min CarmelPreRunoff_Rational Rainfall Duration=15 min, Inten=3.44 in/hr Prepared by Microsoft Printed 8/10/2012 HydroCAD® 9.10 s/n 03696 © 2010 HydroCAD Software Solutions LLC Page 1 Summary for Subcatchment 1S: Existing Runoff=3.81 cfs @ 0.20 hrs, Volume=0.079 af, Depth=0.60" 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=3.44 in/hr Area (ac)CDescription 0.6000.45>75% Grass cover, Good, HSG D 0.9700.85Paved parking, HSG D 1.5700.70Weighted Average 1.570100.00% 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 3.81 cfs 4 Rainfall Duration=15 min, Inten=3.44 in/hr 3 Runoff Area=1.570 ac Runoff Volume=0.079 af Runoff Depth=0.60" 2 Flow Length=280' Tc=12.0 min C=0.70 1 0 05101520253035404550556065707580859095100 Time (hours) 2year30min CarmelPreRunoff_Rational Rainfall Duration=30 min, Inten=2.46 in/hr Prepared by Microsoft Printed 8/10/2012 HydroCAD® 9.10 s/n 03696 © 2010 HydroCAD Software Solutions LLC Page 1 Summary for Subcatchment 1S: Existing Runoff=2.73 cfs @ 0.20 hrs, Volume=0.113 af, Depth=0.86" 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=2.46 in/hr Area (ac)CDescription 0.6000.45>75% Grass cover, Good, HSG D 0.9700.85Paved parking, HSG D 1.5700.70Weighted Average 1.570100.00% 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 3Runoff 2.73 cfs Rainfall Duration=30 min, Inten=2.46 in/hr 2 Runoff Area=1.570 ac Runoff Volume=0.113 af Runoff Depth=0.86" Flow Length=280' 1 Tc=12.0 min C=0.70 0 05101520253035404550556065707580859095100 Time (hours) 2year60min CarmelPreRunoff_Rational Rainfall Duration=60 min, Inten=1.54 in/hr Prepared by Microsoft Printed 8/10/2012 HydroCAD® 9.10 s/n 03696 © 2010 HydroCAD Software Solutions LLC Page 1 Summary for Subcatchment 1S: Existing Runoff=1.71 cfs @ 0.20 hrs, Volume=0.141 af, Depth=1.08" 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=1.54 in/hr Area (ac)CDescription 0.6000.45>75% Grass cover, Good, HSG D 0.9700.85Paved parking, HSG D 1.5700.70Weighted Average 1.570100.00% 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 1.71 cfs Rainfall Duration=60 min, Inten=1.54 in/hr Runoff Area=1.570 ac Runoff Volume=0.141 af 1 Runoff Depth=1.08" Flow Length=280' Tc=12.0 min C=0.70 0 05101520253035404550556065707580859095100 Time (hours) 100year10min CarmelPreRunoff_Rational Rainfall Duration=10 min, Inten=7.78 in/hr Prepared by Microsoft Printed 8/10/2012 HydroCAD® 9.10 s/n 03696 © 2010 HydroCAD Software Solutions LLC Page 1 Summary for Subcatchment 1S: Existing Runoff=7.06 cfs @ 0.17 hrs, Volume=0.099 af, Depth=0.76" 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 0.6000.45>75% Grass cover, Good, HSG D 0.9700.85Paved parking, HSG D 1.5700.70Weighted Average 1.570100.00% 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 7.06 cfs Rainfall 7 Duration=10 min, 6 Inten=7.78 in/hr Runoff Area=1.570 ac 5 Runoff Volume=0.099 af 4 Runoff Depth=0.76" Flow Length=280' 3 Tc=12.0 min 2 C=0.70 1 0 05101520253035404550556065707580859095100 Time (hours) 100year15min CarmelPreRunoff_Rational Rainfall Duration=15 min, Inten=6.77 in/hr Prepared by Microsoft Printed 8/10/2012 HydroCAD® 9.10 s/n 03696 © 2010 HydroCAD Software Solutions LLC Page 1 Summary for Subcatchment 1S: Existing Runoff=7.50 cfs @ 0.20 hrs, Volume=0.155 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 0.6000.45>75% Grass cover, Good, HSG D 0.9700.85Paved parking, HSG D 1.5700.70Weighted Average 1.570100.00% 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 8 7.50 cfs Rainfall 7 Duration=15 min, Inten=6.77 in/hr 6 Runoff Area=1.570 ac 5 Runoff Volume=0.155 af Runoff Depth=1.18" 4 Flow Length=280' 3 Tc=12.0 min C=0.70 2 1 0 05101520253035404550556065707580859095100 Time (hours) 100year30min CarmelPreRunoff_Rational Rainfall Duration=30 min, Inten=4.84 in/hr Prepared by Microsoft Printed 8/10/2012 HydroCAD® 9.10 s/n 03696 © 2010 HydroCAD Software Solutions LLC Page 1 Summary for Subcatchment 1S: Existing Runoff=5.36 cfs @ 0.20 hrs, Volume=0.222 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 0.6000.45>75% Grass cover, Good, HSG D 0.9700.85Paved parking, HSG D 1.5700.70Weighted Average 1.570100.00% 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 6 Runoff 5.36 cfs Rainfall 5 Duration=30 min, Inten=4.84 in/hr 4 Runoff Area=1.570 ac Runoff Volume=0.222 af 3 Runoff Depth=1.69" Flow Length=280' 2 Tc=12.0 min C=0.70 1 0 05101520253035404550556065707580859095100 Time (hours) 100year5min CarmelPreRunoff_Rational Rainfall Duration=5 min, Inten=9.12 in/hr Prepared by Microsoft Printed 8/10/2012 HydroCAD® 9.10 s/n 03696 © 2010 HydroCAD Software Solutions LLC Page 1 Summary for Subcatchment 1S: Existing Runoff=4.06 cfs @ 0.08 hrs, Volume=0.029 af, Depth=0.22" 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 0.6000.45>75% Grass cover, Good, HSG D 0.9700.85Paved parking, HSG D 1.5700.70Weighted Average 1.570100.00% 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 4.06 cfs Rainfall 4 Duration=5 min, Inten=9.12 in/hr 3 Runoff Area=1.570 ac Runoff Volume=0.029 af Runoff Depth=0.22" 2 Flow Length=280' Tc=12.0 min C=0.70 1 0 05101520253035404550556065707580859095100 Time (hours) 100year60min CarmelPreRunoff_Rational Rainfall Duration=60 min, Inten=3.03 in/hr Prepared by Microsoft Printed 8/10/2012 HydroCAD® 9.10 s/n 03696 © 2010 HydroCAD Software Solutions LLC Page 1 Summary for Subcatchment 1S: Existing Runoff=3.36 cfs @ 0.20 hrs, Volume=0.277 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 0.6000.45>75% Grass cover, Good, HSG D 0.9700.85Paved parking, HSG D 1.5700.70Weighted Average 1.570100.00% 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 3.36 cfs Rainfall Duration=60 min, 3 Inten=3.03 in/hr Runoff Area=1.570 ac Runoff Volume=0.277 af 2 Runoff Depth=2.12" Flow Length=280' Tc=12.0 min 1 C=0.70 0 05101520253035404550556065707580859095100 Time (hours) 10year5min CarmelPreRunoff_Rational Rainfall Duration=5 min, Inten=6.12 in/hr Prepared by Microsoft Printed 8/10/2012 HydroCAD® 9.10 s/n 03696 © 2010 HydroCAD Software Solutions LLC Page 1 Summary for Subcatchment 1S: Existing Runoff=2.73 cfs @ 0.08 hrs, Volume=0.019 af, Depth=0.15" 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=6.12 in/hr Area (ac)CDescription 0.6000.45>75% Grass cover, Good, HSG D 0.9700.85Paved parking, HSG D 1.5700.70Weighted Average 1.570100.00% 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 3Runoff 2.73 cfs Rainfall Duration=5 min, Inten=6.12 in/hr 2 Runoff Area=1.570 ac Runoff Volume=0.019 af Runoff Depth=0.15" Flow Length=280' 1 Tc=12.0 min C=0.70 0 05101520253035404550556065707580859095100 Time (hours) 10year10min CarmelPreRunoff_Rational Rainfall Duration=10 min, Inten=5.22 in/hr Prepared by Microsoft Printed 8/10/2012 HydroCAD® 9.10 s/n 03696 © 2010 HydroCAD Software Solutions LLC Page 1 Summary for Subcatchment 1S: Existing Runoff=4.74 cfs @ 0.17 hrs, Volume=0.066 af, Depth=0.51" 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=5.22 in/hr Area (ac)CDescription 0.6000.45>75% Grass cover, Good, HSG D 0.9700.85Paved parking, HSG D 1.5700.70Weighted Average 1.570100.00% 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 4.74 cfs 5 Rainfall Duration=10 min, 4 Inten=5.22 in/hr Runoff Area=1.570 ac Runoff Volume=0.066 af 3 Runoff Depth=0.51" Flow Length=280' 2 Tc=12.0 min C=0.70 1 0 05101520253035404550556065707580859095100 Time (hours) 10year15min CarmelPreRunoff_Rational Rainfall Duration=15 min, Inten=4.55 in/hr Prepared by Microsoft Printed 8/10/2012 HydroCAD® 9.10 s/n 03696 © 2010 HydroCAD Software Solutions LLC Page 1 Summary for Subcatchment 1S: Existing Runoff=5.04 cfs @ 0.20 hrs, Volume=0.104 af, Depth=0.80" 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=4.55 in/hr Area (ac)CDescription 0.6000.45>75% Grass cover, Good, HSG D 0.9700.85Paved parking, HSG D 1.5700.70Weighted Average 1.570100.00% 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 5.04 cfs Rainfall 5 Duration=15 min, Inten=4.55 in/hr 4 Runoff Area=1.570 ac Runoff Volume=0.104 af 3 Runoff Depth=0.80" Flow Length=280' 2 Tc=12.0 min C=0.70 1 0 05101520253035404550556065707580859095100 Time (hours) 10year30min CarmelPreRunoff_Rational Rainfall Duration=30 min, Inten=3.25 in/hr Prepared by Microsoft Printed 8/10/2012 HydroCAD® 9.10 s/n 03696 © 2010 HydroCAD Software Solutions LLC Page 1 Summary for Subcatchment 1S: Existing Runoff=3.60 cfs @ 0.20 hrs, Volume=0.149 af, Depth=1.14" 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=3.25 in/hr Area (ac)CDescription 0.6000.45>75% Grass cover, Good, HSG D 0.9700.85Paved parking, HSG D 1.5700.70Weighted Average 1.570100.00% 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 4 Runoff 3.60 cfs Rainfall Duration=30 min, 3 Inten=3.25 in/hr Runoff Area=1.570 ac Runoff Volume=0.149 af 2 Runoff Depth=1.14" Flow Length=280' Tc=12.0 min 1 C=0.70 0 05101520253035404550556065707580859095100 Time (hours) 10year60min CarmelPreRunoff_Rational Rainfall Duration=60 min, Inten=2.03 in/hr Prepared by Microsoft Printed 8/10/2012 HydroCAD® 9.10 s/n 03696 © 2010 HydroCAD Software Solutions LLC Page 1 Summary for Subcatchment 1S: Existing Runoff=2.25 cfs @ 0.20 hrs, Volume=0.186 af, Depth=1.42" 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=2.03 in/hr Area (ac)CDescription 0.6000.45>75% Grass cover, Good, HSG D 0.9700.85Paved parking, HSG D 1.5700.70Weighted Average 1.570100.00% 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 2.25 cfs Rainfall Duration=60 min, 2 Inten=2.03 in/hr Runoff Area=1.570 ac Runoff Volume=0.186 af Runoff Depth=1.42" Flow Length=280' 1 Tc=12.0 min C=0.70 0 05101520253035404550556065707580859095100 Time (hours) Appendix E:Proposed Development Runoff OliveG ardenS torm Water Report– C armel, IN Page1 6 2year120min 5S Northeast Site 3P 1S Northeast Pond West Site 6S 2P 7P Southeast Site West Pond Southeast Pond CB 10P Control Structure Link Drainage Diagram for CarmelPostDetention_6inch Pond Reach Subcat Prepared by Microsoft, Printed 8/23/2012 HydroCAD® 9.10 s/n 03696 © 2010 HydroCAD Software Solutions LLC CarmelPostDetention_6inch Rainfall Duration=120 min, Inten=0.83 in/hr Prepared by Microsoft Printed 8/23/2012 HydroCAD® 9.10 s/n 03696 © 2010 HydroCAD Software Solutions LLC Page 2 Summary for Subcatchment 1S: West Site Runoff=0.87 cfs @ 0.56 hrs, Volume=0.144 af, Depth=1.18" Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-500.00 hrs, dt= 0.01 hrs Rainfall Duration=120 min, Inten=0.83 in/hr Area (ac)CDescription 0.5020.45>75% Grass cover, Good, HSG D 0.9600.85Paved parking, HSG D 1.4620.71Weighted Average 1.462100.00% Pervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) Sheet Flow, Grass 17.71310.01000.12 Grass: Short n= 0.150 P2= 2.64" Sheet Flow, 15.8710.01000.08 Grass: Dense n= 0.240 P2= 2.64" 33.5202Total Subcatchment 1S: West Site Hydrograph Runoff 0.95 0.87 cfs 0.9 Rainfall 0.85 Duration=120 min, 0.8 0.75 Inten=0.83 in/hr 0.7 Runoff Area=1.462 ac 0.65 0.6 Runoff Volume=0.144 af 0.55 Runoff Depth=1.18" 0.5 0.45 Flow Length=202' 0.4 Slope=0.0100 '/' 0.35 0.3 Tc=33.5 min 0.25 C=0.71 0.2 0.15 0.1 0.05 0 020406080100120140160180200220240260280300320340360380400420440460480500 Time (hours) CarmelPostDetention_6inch Rainfall Duration=120 min, Inten=0.83 in/hr Prepared by Microsoft Printed 8/23/2012 HydroCAD® 9.10 s/n 03696 © 2010 HydroCAD Software Solutions LLC Page 3 Summary for Subcatchment 5S: Northeast Site Runoff=0.52 cfs @ 0.58 hrs, Volume=0.087 af, Depth=1.20" Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-500.00 hrs, dt= 0.01 hrs Rainfall Duration=120 min, Inten=0.83 in/hr Area (ac)CDescription 0.2900.45Pervious, Grass 0.5800.85Impervious, Pavement 0.8700.72Weighted Average 0.870100.00% Pervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) Sheet Flow, 14.0980.01000.12 Grass: Short n= 0.150 P2= 2.64" Sheet Flow, 20.71000.01000.08 Grass: Dense n= 0.240 P2= 2.64" 34.7198Total Subcatchment 5S: Northeast Site Hydrograph Runoff 0.52 cfs 0.55 Rainfall 0.5 Duration=120 min, 0.45 Inten=0.83 in/hr 0.4 Runoff Area=0.870 ac 0.35 Runoff Volume=0.087 af Runoff Depth=1.20" 0.3 Flow Length=198' 0.25 Slope=0.0100 '/' 0.2 Tc=34.7 min 0.15 C=0.72 0.1 0.05 0 020406080100120140160180200220240260280300320340360380400420440460480500 Time (hours) CarmelPostDetention_6inch Rainfall Duration=120 min, Inten=0.83 in/hr Prepared by Microsoft Printed 8/23/2012 HydroCAD® 9.10 s/n 03696 © 2010 HydroCAD Software Solutions LLC Page 4 Summary for Subcatchment 6S: Southeast Site Runoff=0.61 cfs @ 0.28 hrs, Volume=0.101 af, Depth=1.26" Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-500.00 hrs, dt= 0.01 hrs Rainfall Duration=120 min, Inten=0.83 in/hr Area (ac)CDescription 0.2400.45Pervious, Grass 0.1800.90Impervious, Roof 0.5400.85Impervious, Pavement 0.9600.76Weighted Average 0.960100.00% Pervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) Sheet Flow, 1.81050.01000.96 Smooth surfaces n= 0.011 P2= 2.64" Sheet Flow, 14.51020.01000.12 Grass: Short n= 0.150 P2= 2.64" 16.3207Total Subcatchment 6S: Southeast Site Hydrograph Runoff 0.65 0.61 cfs Rainfall 0.6 Duration=120 min, 0.55 Inten=0.83 in/hr 0.5 Runoff Area=0.960 ac 0.45 Runoff Volume=0.101 af 0.4 Runoff Depth=1.26" 0.35 Flow Length=207' 0.3 0.25 Slope=0.0100 '/' 0.2 Tc=16.3 min 0.15 C=0.76 0.1 0.05 0 020406080100120140160180200220240260280300320340360380400420440460480500 Time (hours) CarmelPostDetention_6inch Rainfall Duration=120 min, Inten=0.83 in/hr Prepared by Microsoft Printed 8/23/2012 HydroCAD® 9.10 s/n 03696 © 2010 HydroCAD Software Solutions LLC Page 5 Summary for Pond 2P: West Pond Inflow Area =1.462 ac,0.00% Impervious, Inflow Depth = 1.18" Inflow=0.87 cfs @ 0.56 hrs, Volume=0.144 af Outflow=1.64 cfs @ 2.11 hrs, Volume=0.144 af, Atten= 0%, Lag= 93.3 min Primary=1.64 cfs @ 2.11 hrs, Volume=0.144 af Routing by Sim-Route method, Time Span= 0.00-500.00 hrs, dt= 0.01 hrs Peak Elev= 889.57' @ 2.11 hrs Surf.Area= 2,177 sf Storage= 1,418 cf Plug-Flow detention time= 22.4 min calculated for 0.144 af (100% of inflow) Center-of-Mass det. time= 22.1 min ( 98.9 - 76.8 ) VolumeInvertAvail.StorageStorage Description Custom Stage Data (Prismatic) #1888.55'15,329 cf Listed below (Recalc) ElevationSurf.AreaInc.StoreCum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 888.553100 889.001,551356356 890.002,6512,1012,457 891.003,7033,1775,634 892.004,8314,2679,901 893.006,0255,42815,329 DeviceRoutingInvertOutlet Devices 12.0" Round Culvert #1Device 2888.55'L= 21.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet / Outlet Invert= 888.55' / 888.20' S= 0.0167 '/' Cc= 0.900 n= 0.013 6.0" Vert. Orifice/Grate #2Device 3886.95' C= 0.600 12.0" Round Culvert #3Primary886.95' L= 295.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet / Outlet Invert= 886.95' / 885.94' S= 0.0034 '/' Cc= 0.900 n= 0.013 Primary OutFlow Max=0.00 cfs @ 2.11 hrs HW=889.56' TW=891.13' (Dynamic Tailwater) 3=Culvert ( Controls 0.00 cfs) 2=Orifice/Grate ( Controls 0.00 cfs) 1=Culvert ( Controls 0.00 cfs) CarmelPostDetention_6inch Rainfall Duration=120 min, Inten=0.83 in/hr Prepared by Microsoft Printed 8/23/2012 HydroCAD® 9.10 s/n 03696 © 2010 HydroCAD Software Solutions LLC Page 6 Pond 2P: West Pond Hydrograph Inflow Primary Inflow Area=1.462 ac 1.64 cfs Peak Elev=889.57' Storage=1,418 cf 0.87 cfs 1 0 020406080100120140160180200220240260280300320340360380400420440460480500 Time (hours) CarmelPostDetention_6inch Rainfall Duration=120 min, Inten=0.83 in/hr Prepared by Microsoft Printed 8/23/2012 HydroCAD® 9.10 s/n 03696 © 2010 HydroCAD Software Solutions LLC Page 7 Summary for Pond 3P: Northeast Pond Inflow Area =0.870 ac,0.00% Impervious, Inflow Depth = 1.20" Inflow=0.52 cfs @ 0.58 hrs, Volume=0.087 af Outflow=0.82 cfs @ 2.38 hrs, Volume=0.087 af, Atten= 0%, Lag= 108.0 min Primary=0.82 cfs @ 2.38 hrs, Volume=0.087 af Routing by Sim-Route method, Time Span= 0.00-500.00 hrs, dt= 0.01 hrs Peak Elev= 889.48' @ 2.13 hrs Surf.Area= 2,047 sf Storage= 948 cf Plug-Flow detention time= 20.6 min calculated for 0.087 af (100% of inflow) Center-of-Mass det. time= 20.6 min ( 98.0 - 77.4 ) VolumeInvertAvail.StorageStorage Description Custom Stage Data (Prismatic) #1888.10'19,023 cf Listed below (Recalc) ElevationSurf.AreaInc.StoreCum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 888.103000 889.00649306306 890.003,5822,1162,421 891.004,8464,2146,635 892.006,1835,51512,150 893.007,5636,87319,023 DeviceRoutingInvertOutlet Devices 12.0" Round Culvert #1Primary888.10' L= 48.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 888.10' / 887.98' S= 0.0025 '/' Cc= 0.900 n= 0.013 Primary OutFlow Max=0.71 cfs @ 2.38 hrs HW=889.39' TW=889.35' (Dynamic Tailwater) 1=Culvert (Outlet Controls 0.71 cfs @ 0.91 fps) CarmelPostDetention_6inch Rainfall Duration=120 min, Inten=0.83 in/hr Prepared by Microsoft Printed 8/23/2012 HydroCAD® 9.10 s/n 03696 © 2010 HydroCAD Software Solutions LLC Page 8 Pond 3P: Northeast Pond Hydrograph Inflow 0.9Primary 0.82 cfs Inflow Area=0.870 ac 0.85 0.8 Peak Elev=889.48' 0.75 0.7 Storage=948 cf 0.65 0.52 cfs 12.0" 0.6 0.55 Round Culvert 0.5 0.45 n=0.013 0.4 0.35 L=48.0' 0.3 S=0.0025 '/' 0.25 0.2 0.15 0.1 0.05 0 020406080100120140160180200220240260280300320340360380400420440460480500 Time (hours) CarmelPostDetention_6inch Rainfall Duration=120 min, Inten=0.83 in/hr Prepared by Microsoft Printed 8/23/2012 HydroCAD® 9.10 s/n 03696 © 2010 HydroCAD Software Solutions LLC Page 9 Summary for Pond 7P: Southeast Pond Inflow Area =1.830 ac,0.00% Impervious, Inflow Depth = 1.23" Inflow=1.30 cfs @ 1.06 hrs, Volume=0.188 af Outflow=1.75 cfs @ 2.11 hrs, Volume=0.188 af, Atten= 0%, Lag= 63.3 min Primary=1.75 cfs @ 2.11 hrs, Volume=0.188 af Routing by Sim-Route method, Time Span= 0.00-500.00 hrs, dt= 0.01 hrs Peak Elev= 889.48' @ 2.11 hrs Surf.Area= 1,692 sf Storage= 1,860 cf Plug-Flow detention time= 25.8 min calculated for 0.188 af (100% of inflow) Center-of-Mass det. time= 25.6 min ( 107.5 - 81.9 ) VolumeInvertAvail.StorageStorage Description Custom Stage Data (Prismatic) #1887.66'8,800 cf Listed below ElevationSurf.AreaInc.StoreCum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 887.663000 888.00580104104 889.001,3019411,044 890.002,1201,7112,755 891.003,0062,5635,318 892.003,9593,4838,800 DeviceRoutingInvertOutlet Devices 12.0" Round Culvert #1Device 2887.66' L= 33.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 887.66' / 886.84' S= 0.0248 '/' Cc= 0.900 n= 0.013 6.0" Vert. Orifice/Grate #2Device 3886.50' C= 0.600 12.0" Round Culvert #3Primary886.50'L= 70.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet / Outlet Invert= 886.50' / 885.94' S= 0.0080 '/' Cc= 0.900 n= 0.013 Primary OutFlow Max=0.00 cfs @ 2.11 hrs HW=889.47' TW=891.12' (Dynamic Tailwater) 3=Culvert ( Controls 0.00 cfs) 2=Orifice/Grate ( Controls 0.00 cfs) 1=Culvert ( Controls 0.00 cfs) CarmelPostDetention_6inch Rainfall Duration=120 min, Inten=0.83 in/hr Prepared by Microsoft Printed 8/23/2012 HydroCAD® 9.10 s/n 03696 © 2010 HydroCAD Software Solutions LLC Page 10 Pond 7P: Southeast Pond Hydrograph Inflow Primary Inflow Area=1.830 ac 1.75 cfs Peak Elev=889.48' 1.30 cfs Storage=1,860 cf 1 0 020406080100120140160180200220240260280300320340360380400420440460480500 Time (hours) CarmelPostDetention_6inch Rainfall Duration=120 min, Inten=0.83 in/hr Prepared by Microsoft Printed 8/23/2012 HydroCAD® 9.10 s/n 03696 © 2010 HydroCAD Software Solutions LLC Page 11 Summary for Pond 10P: Control Structure Inflow Area =3.292 ac,0.00% Impervious, Inflow Depth = 1.21" Inflow=3.39 cfs @ 2.11 hrs, Volume=0.331 af Outflow=3.39 cfs @ 2.12 hrs, Volume=0.331 af, Atten= 0%, Lag= 0.6 min Primary=3.39 cfs @ 2.12 hrs, Volume=0.331 af Routing by Sim-Route method, Time Span= 0.00-500.00 hrs, dt= 0.01 hrs Peak Elev= 897.65' @ 2.12 hrs DeviceRoutingInvertOutlet Devices 6.0" Vert. Orifice/Grate #1Primary885.94' C= 0.600 Primary OutFlow Max=3.01 cfs @ 2.12 hrs HW=896.34' (Free Discharge) 1=Orifice/Grate (Orifice Controls 3.01 cfs @ 15.34 fps) Pond 10P: Control Structure Hydrograph Inflow 3.39 cfs Primary Inflow Area=3.292 ac 3.39 cfs Peak Elev=897.65' 3 2 1 0 020406080100120140160180200220240260280300320340360380400420440460480500 Time (hours) 10year120min 5S Northeast Site 3P 1S Northeast Pond West Site 6S 2P 7P Southeast Site West Pond Southeast Pond CB 10P Control Structure Link Drainage Diagram for CarmelPostDetention_6inch Pond Reach Subcat Prepared by Microsoft, Printed 8/23/2012 HydroCAD® 9.10 s/n 03696 © 2010 HydroCAD Software Solutions LLC CarmelPostDetention_6inch Rainfall Duration=120 min, Inten=1.11 in/hr Prepared by Microsoft Printed 8/23/2012 HydroCAD® 9.10 s/n 03696 © 2010 HydroCAD Software Solutions LLC Page 2 Summary for Subcatchment 1S: West Site Runoff=1.16 cfs @ 0.56 hrs, Volume=0.192 af, Depth=1.58" Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-500.00 hrs, dt= 0.01 hrs Rainfall Duration=120 min, Inten=1.11 in/hr Area (ac)CDescription 0.5020.45>75% Grass cover, Good, HSG D 0.9600.85Paved parking, HSG D 1.4620.71Weighted Average 1.462100.00% Pervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) Sheet Flow, Grass 17.71310.01000.12 Grass: Short n= 0.150 P2= 2.64" Sheet Flow, 15.8710.01000.08 Grass: Dense n= 0.240 P2= 2.64" 33.5202Total Subcatchment 1S: West Site Hydrograph Runoff 1.16 cfs Rainfall Duration=120 min, 1 Inten=1.11 in/hr Runoff Area=1.462 ac Runoff Volume=0.192 af Runoff Depth=1.58" Flow Length=202' Slope=0.0100 '/' Tc=33.5 min C=0.71 0 020406080100120140160180200220240260280300320340360380400420440460480500 Time (hours) CarmelPostDetention_6inch Rainfall Duration=120 min, Inten=1.11 in/hr Prepared by Microsoft Printed 8/23/2012 HydroCAD® 9.10 s/n 03696 © 2010 HydroCAD Software Solutions LLC Page 3 Summary for Subcatchment 5S: Northeast Site Runoff=0.70 cfs @ 0.58 hrs, Volume=0.116 af, Depth=1.60" Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-500.00 hrs, dt= 0.01 hrs Rainfall Duration=120 min, Inten=1.11 in/hr Area (ac)CDescription 0.2900.45Pervious, Grass 0.5800.85Impervious, Pavement 0.8700.72Weighted Average 0.870100.00% Pervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) Sheet Flow, 14.0980.01000.12 Grass: Short n= 0.150 P2= 2.64" Sheet Flow, 20.71000.01000.08 Grass: Dense n= 0.240 P2= 2.64" 34.7198Total Subcatchment 5S: Northeast Site Hydrograph Runoff 0.75 0.70 cfs Rainfall 0.7 0.65 Duration=120 min, 0.6 Inten=1.11 in/hr 0.55 Runoff Area=0.870 ac 0.5 Runoff Volume=0.116 af 0.45 Runoff Depth=1.60" 0.4 0.35 Flow Length=198' 0.3 Slope=0.0100 '/' 0.25 Tc=34.7 min 0.2 C=0.72 0.15 0.1 0.05 0 020406080100120140160180200220240260280300320340360380400420440460480500 Time (hours) CarmelPostDetention_6inch Rainfall Duration=120 min, Inten=1.11 in/hr Prepared by Microsoft Printed 8/23/2012 HydroCAD® 9.10 s/n 03696 © 2010 HydroCAD Software Solutions LLC Page 4 Summary for Subcatchment 6S: Southeast Site Runoff=0.82 cfs @ 0.28 hrs, Volume=0.135 af, Depth=1.69" Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-500.00 hrs, dt= 0.01 hrs Rainfall Duration=120 min, Inten=1.11 in/hr Area (ac)CDescription 0.2400.45Pervious, Grass 0.1800.90Impervious, Roof 0.5400.85Impervious, Pavement 0.9600.76Weighted Average 0.960100.00% Pervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) Sheet Flow, 1.81050.01000.96 Smooth surfaces n= 0.011 P2= 2.64" Sheet Flow, 14.51020.01000.12 Grass: Short n= 0.150 P2= 2.64" 16.3207Total Subcatchment 6S: Southeast Site Hydrograph 0.9 Runoff 0.82 cfs 0.85 Rainfall 0.8 Duration=120 min, 0.75 0.7 Inten=1.11 in/hr 0.65 Runoff Area=0.960 ac 0.6 0.55 Runoff Volume=0.135 af 0.5 Runoff Depth=1.69" 0.45 Flow Length=207' 0.4 0.35 Slope=0.0100 '/' 0.3 Tc=16.3 min 0.25 0.2 C=0.76 0.15 0.1 0.05 0 020406080100120140160180200220240260280300320340360380400420440460480500 Time (hours) CarmelPostDetention_6inch Rainfall Duration=120 min, Inten=1.11 in/hr Prepared by Microsoft Printed 8/23/2012 HydroCAD® 9.10 s/n 03696 © 2010 HydroCAD Software Solutions LLC Page 5 Summary for Pond 2P: West Pond Inflow Area =1.462 ac,0.00% Impervious, Inflow Depth = 1.58" Inflow=1.16 cfs @ 0.56 hrs, Volume=0.192 af Outflow=1.83 cfs @ 2.19 hrs, Volume=0.192 af, Atten= 0%, Lag= 98.1 min Primary=1.83 cfs @ 2.19 hrs, Volume=0.192 af Routing by Sim-Route method, Time Span= 0.00-500.00 hrs, dt= 0.01 hrs Peak Elev= 890.15' @ 2.19 hrs Surf.Area= 2,811 sf Storage= 2,872 cf Plug-Flow detention time= 37.2 min calculated for 0.192 af (100% of inflow) Center-of-Mass det. time= 36.9 min ( 113.7 - 76.8 ) VolumeInvertAvail.StorageStorage Description Custom Stage Data (Prismatic) #1888.55'15,329 cf Listed below (Recalc) ElevationSurf.AreaInc.StoreCum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 888.553100 889.001,551356356 890.002,6512,1012,457 891.003,7033,1775,634 892.004,8314,2679,901 893.006,0255,42815,329 DeviceRoutingInvertOutlet Devices 12.0" Round Culvert #1Device 2888.55'L= 21.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet / Outlet Invert= 888.55' / 888.20' S= 0.0167 '/' Cc= 0.900 n= 0.013 6.0" Vert. Orifice/Grate #2Device 3886.95' C= 0.600 12.0" Round Culvert #3Primary886.95' L= 295.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet / Outlet Invert= 886.95' / 885.94' S= 0.0034 '/' Cc= 0.900 n= 0.013 Primary OutFlow Max=0.00 cfs @ 2.19 hrs HW=890.15' TW=892.20' (Dynamic Tailwater) 3=Culvert ( Controls 0.00 cfs) 2=Orifice/Grate ( Controls 0.00 cfs) 1=Culvert ( Controls 0.00 cfs) CarmelPostDetention_6inch Rainfall Duration=120 min, Inten=1.11 in/hr Prepared by Microsoft Printed 8/23/2012 HydroCAD® 9.10 s/n 03696 © 2010 HydroCAD Software Solutions LLC Page 6 Pond 2P: West Pond Hydrograph Inflow Primary 2 Inflow Area=1.462 ac 1.83 cfs Peak Elev=890.15' Storage=2,872 cf 1.16 cfs 1 0 020406080100120140160180200220240260280300320340360380400420440460480500 Time (hours) CarmelPostDetention_6inch Rainfall Duration=120 min, Inten=1.11 in/hr Prepared by Microsoft Printed 8/23/2012 HydroCAD® 9.10 s/n 03696 © 2010 HydroCAD Software Solutions LLC Page 7 Summary for Pond 3P: Northeast Pond Inflow Area =0.870 ac,0.00% Impervious, Inflow Depth = 1.60" Inflow=0.70 cfs @ 0.58 hrs, Volume=0.116 af Outflow=0.87 cfs @ 2.30 hrs, Volume=0.116 af, Atten= 0%, Lag= 103.2 min Primary=0.87 cfs @ 2.30 hrs, Volume=0.116 af Routing by Sim-Route method, Time Span= 0.00-500.00 hrs, dt= 0.01 hrs Peak Elev= 889.97' @ 2.17 hrs Surf.Area= 3,500 sf Storage= 2,322 cf Plug-Flow detention time= 45.9 min calculated for 0.116 af (100% of inflow) Center-of-Mass det. time= 45.9 min ( 123.3 - 77.4 ) VolumeInvertAvail.StorageStorage Description Custom Stage Data (Prismatic) #1888.10'19,023 cf Listed below (Recalc) ElevationSurf.AreaInc.StoreCum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 888.103000 889.00649306306 890.003,5822,1162,421 891.004,8464,2146,635 892.006,1835,51512,150 893.007,5636,87319,023 DeviceRoutingInvertOutlet Devices 12.0" Round Culvert #1Primary888.10' L= 48.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 888.10' / 887.98' S= 0.0025 '/' Cc= 0.900 n= 0.013 Primary OutFlow Max=0.74 cfs @ 2.30 hrs HW=889.95' TW=889.91' (Dynamic Tailwater) 1=Culvert (Outlet Controls 0.74 cfs @ 0.94 fps) CarmelPostDetention_6inch Rainfall Duration=120 min, Inten=1.11 in/hr Prepared by Microsoft Printed 8/23/2012 HydroCAD® 9.10 s/n 03696 © 2010 HydroCAD Software Solutions LLC Page 8 Pond 3P: Northeast Pond Hydrograph Inflow Primary 0.95 0.87 cfs Inflow Area=0.870 ac 0.9 0.85 Peak Elev=889.97' 0.8 0.70 cfs 0.75 Storage=2,322 cf 0.7 0.65 12.0" 0.6 0.55 Round Culvert 0.5 n=0.013 0.45 0.4 L=48.0' 0.35 0.3 S=0.0025 '/' 0.25 0.2 0.15 0.1 0.05 0 020406080100120140160180200220240260280300320340360380400420440460480500 Time (hours) CarmelPostDetention_6inch Rainfall Duration=120 min, Inten=1.11 in/hr Prepared by Microsoft Printed 8/23/2012 HydroCAD® 9.10 s/n 03696 © 2010 HydroCAD Software Solutions LLC Page 9 Summary for Pond 7P: Southeast Pond Inflow Area =1.830 ac,0.00% Impervious, Inflow Depth = 1.64" Inflow=1.53 cfs @ 0.70 hrs, Volume=0.251 af Outflow=1.91 cfs @ 2.11 hrs, Volume=0.251 af, Atten= 0%, Lag= 85.0 min Primary=1.91 cfs @ 2.11 hrs, Volume=0.251 af Routing by Sim-Route method, Time Span= 0.00-500.00 hrs, dt= 0.01 hrs Peak Elev= 889.97' @ 2.11 hrs Surf.Area= 2,096 sf Storage= 2,704 cf Plug-Flow detention time= 35.5 min calculated for 0.251 af (100% of inflow) Center-of-Mass det. time= 35.3 min ( 129.0 - 93.6 ) VolumeInvertAvail.StorageStorage Description Custom Stage Data (Prismatic) #1887.66'8,800 cf Listed below ElevationSurf.AreaInc.StoreCum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 887.663000 888.00580104104 889.001,3019411,044 890.002,1201,7112,755 891.003,0062,5635,318 892.003,9593,4838,800 DeviceRoutingInvertOutlet Devices 12.0" Round Culvert #1Device 2887.66' L= 33.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 887.66' / 886.84' S= 0.0248 '/' Cc= 0.900 n= 0.013 6.0" Vert. Orifice/Grate #2Device 3886.50' C= 0.600 12.0" Round Culvert #3Primary886.50'L= 70.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet / Outlet Invert= 886.50' / 885.94' S= 0.0080 '/' Cc= 0.900 n= 0.013 Primary OutFlow Max=0.00 cfs @ 2.11 hrs HW=889.96' TW=892.20' (Dynamic Tailwater) 3=Culvert ( Controls 0.00 cfs) 2=Orifice/Grate ( Controls 0.00 cfs) 1=Culvert ( Controls 0.00 cfs) CarmelPostDetention_6inch Rainfall Duration=120 min, Inten=1.11 in/hr Prepared by Microsoft Printed 8/23/2012 HydroCAD® 9.10 s/n 03696 © 2010 HydroCAD Software Solutions LLC Page 10 Pond 7P: Southeast Pond Hydrograph Inflow Primary Inflow Area=1.830 ac 1.91 cfs 2 Peak Elev=889.97' 1.53 cfs Storage=2,704 cf 1 0 020406080100120140160180200220240260280300320340360380400420440460480500 Time (hours) CarmelPostDetention_6inch Rainfall Duration=120 min, Inten=1.11 in/hr Prepared by Microsoft Printed 8/23/2012 HydroCAD® 9.10 s/n 03696 © 2010 HydroCAD Software Solutions LLC Page 11 Summary for Pond 10P: Control Structure Inflow Area =3.292 ac,0.00% Impervious, Inflow Depth = 1.61" Inflow=3.73 cfs @ 2.15 hrs, Volume=0.443 af Outflow=3.73 cfs @ 2.16 hrs, Volume=0.443 af, Atten= 0%, Lag= 0.6 min Primary=3.73 cfs @ 2.16 hrs, Volume=0.443 af Routing by Sim-Route method, Time Span= 0.00-500.00 hrs, dt= 0.01 hrs Peak Elev= 900.08' @ 2.16 hrs DeviceRoutingInvertOutlet Devices 6.0" Vert. Orifice/Grate #1Primary885.94' C= 0.600 Primary OutFlow Max=3.32 cfs @ 2.16 hrs HW=898.50' (Free Discharge) 1=Orifice/Grate (Orifice Controls 3.32 cfs @ 16.89 fps) Pond 10P: Control Structure Hydrograph Inflow 3.73 cfs Primary 4 Inflow Area=3.292 ac 3.73 cfs Peak Elev=900.08' 3 2 1 0 020406080100120140160180200220240260280300320340360380400420440460480500 Time (hours) 100year120min 5S Northeast Site 3P 1S Northeast Pond West Site 6S 2P 7P Southeast Site West Pond Southeast Pond CB 10P Control Structure Link Drainage Diagram for CarmelPostDetention_6inch Pond Reach Subcat Prepared by Microsoft, Printed 8/23/2012 HydroCAD® 9.10 s/n 03696 © 2010 HydroCAD Software Solutions LLC CarmelPostDetention_6inch Rainfall Duration=120 min, Inten=1.87 in/hr Prepared by Microsoft Printed 8/23/2012 HydroCAD® 9.10 s/n 03696 © 2010 HydroCAD Software Solutions LLC Page 2 Summary for Subcatchment 1S: West Site Runoff=1.96 cfs @ 0.56 hrs, Volume=0.324 af, Depth=2.66" Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-500.00 hrs, dt= 0.01 hrs Rainfall Duration=120 min, Inten=1.87 in/hr Area (ac)CDescription 0.5020.45>75% Grass cover, Good, HSG D 0.9600.85Paved parking, HSG D 1.4620.71Weighted Average 1.462100.00% Pervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) Sheet Flow, Grass 17.71310.01000.12 Grass: Short n= 0.150 P2= 2.64" Sheet Flow, 15.8710.01000.08 Grass: Dense n= 0.240 P2= 2.64" 33.5202Total Subcatchment 1S: West Site Hydrograph Runoff 1.96 cfs 2 Rainfall Duration=120 min, Inten=1.87 in/hr Runoff Area=1.462 ac Runoff Volume=0.324 af Runoff Depth=2.66" 1 Flow Length=202' Slope=0.0100 '/' Tc=33.5 min C=0.71 0 020406080100120140160180200220240260280300320340360380400420440460480500 Time (hours) CarmelPostDetention_6inch Rainfall Duration=120 min, Inten=1.87 in/hr Prepared by Microsoft Printed 8/23/2012 HydroCAD® 9.10 s/n 03696 © 2010 HydroCAD Software Solutions LLC Page 3 Summary for Subcatchment 5S: Northeast Site Runoff=1.18 cfs @ 0.58 hrs, Volume=0.195 af, Depth=2.69" Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-500.00 hrs, dt= 0.01 hrs Rainfall Duration=120 min, Inten=1.87 in/hr Area (ac)CDescription 0.2900.45Pervious, Grass 0.5800.85Impervious, Pavement 0.8700.72Weighted Average 0.870100.00% Pervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) Sheet Flow, 14.0980.01000.12 Grass: Short n= 0.150 P2= 2.64" Sheet Flow, 20.71000.01000.08 Grass: Dense n= 0.240 P2= 2.64" 34.7198Total Subcatchment 5S: Northeast Site Hydrograph Runoff 1.18 cfs Rainfall Duration=120 min, 1 Inten=1.87 in/hr Runoff Area=0.870 ac Runoff Volume=0.195 af Runoff Depth=2.69" Flow Length=198' Slope=0.0100 '/' Tc=34.7 min C=0.72 0 020406080100120140160180200220240260280300320340360380400420440460480500 Time (hours) CarmelPostDetention_6inch Rainfall Duration=120 min, Inten=1.87 in/hr Prepared by Microsoft Printed 8/23/2012 HydroCAD® 9.10 s/n 03696 © 2010 HydroCAD Software Solutions LLC Page 4 Summary for Subcatchment 6S: Southeast Site Runoff=1.38 cfs @ 0.28 hrs, Volume=0.227 af, Depth=2.84" Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-500.00 hrs, dt= 0.01 hrs Rainfall Duration=120 min, Inten=1.87 in/hr Area (ac)CDescription 0.2400.45Pervious, Grass 0.1800.90Impervious, Roof 0.5400.85Impervious, Pavement 0.9600.76Weighted Average 0.960100.00% Pervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) Sheet Flow, 1.81050.01000.96 Smooth surfaces n= 0.011 P2= 2.64" Sheet Flow, 14.51020.01000.12 Grass: Short n= 0.150 P2= 2.64" 16.3207Total Subcatchment 6S: Southeast Site Hydrograph Runoff 1.38 cfs Rainfall Duration=120 min, Inten=1.87 in/hr Runoff Area=0.960 ac 1 Runoff Volume=0.227 af Runoff Depth=2.84" Flow Length=207' Slope=0.0100 '/' Tc=16.3 min C=0.76 0 020406080100120140160180200220240260280300320340360380400420440460480500 Time (hours) CarmelPostDetention_6inch Rainfall Duration=120 min, Inten=1.87 in/hr Prepared by Microsoft Printed 8/23/2012 HydroCAD® 9.10 s/n 03696 © 2010 HydroCAD Software Solutions LLC Page 5 Summary for Pond 2P: West Pond Inflow Area =1.462 ac,0.00% Impervious, Inflow Depth = 2.66" Inflow=1.96 cfs @ 0.56 hrs, Volume=0.324 af Outflow=2.19 cfs @ 2.27 hrs, Volume=0.324 af, Atten= 0%, Lag= 102.9 min Primary=2.19 cfs @ 2.27 hrs, Volume=0.324 af Routing by Sim-Route method, Time Span= 0.00-500.00 hrs, dt= 0.01 hrs Peak Elev= 891.44' @ 2.27 hrs Surf.Area= 4,200 sf Storage= 7,375 cf Plug-Flow detention time= 75.5 min calculated for 0.324 af (100% of inflow) Center-of-Mass det. time= 75.3 min ( 152.0 - 76.8 ) VolumeInvertAvail.StorageStorage Description Custom Stage Data (Prismatic) #1888.55'15,329 cf Listed below (Recalc) ElevationSurf.AreaInc.StoreCum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 888.553100 889.001,551356356 890.002,6512,1012,457 891.003,7033,1775,634 892.004,8314,2679,901 893.006,0255,42815,329 DeviceRoutingInvertOutlet Devices 12.0" Round Culvert #1Device 2888.55'L= 21.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet / Outlet Invert= 888.55' / 888.20' S= 0.0167 '/' Cc= 0.900 n= 0.013 6.0" Vert. Orifice/Grate #2Device 3886.95' C= 0.600 12.0" Round Culvert #3Primary886.95' L= 295.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet / Outlet Invert= 886.95' / 885.94' S= 0.0034 '/' Cc= 0.900 n= 0.013 Primary OutFlow Max=0.00 cfs @ 2.27 hrs HW=891.44' TW=894.46' (Dynamic Tailwater) 3=Culvert ( Controls 0.00 cfs) 2=Orifice/Grate ( Controls 0.00 cfs) 1=Culvert ( Controls 0.00 cfs) CarmelPostDetention_6inch Rainfall Duration=120 min, Inten=1.87 in/hr Prepared by Microsoft Printed 8/23/2012 HydroCAD® 9.10 s/n 03696 © 2010 HydroCAD Software Solutions LLC Page 6 Pond 2P: West Pond Hydrograph Inflow Primary Inflow Area=1.462 ac 2.19 cfs 1.96 cfs Peak Elev=891.44' 2 Storage=7,375 cf 1 0 020406080100120140160180200220240260280300320340360380400420440460480500 Time (hours) CarmelPostDetention_6inch Rainfall Duration=120 min, Inten=1.87 in/hr Prepared by Microsoft Printed 8/23/2012 HydroCAD® 9.10 s/n 03696 © 2010 HydroCAD Software Solutions LLC Page 7 Summary for Pond 3P: Northeast Pond Inflow Area =0.870 ac,0.00% Impervious, Inflow Depth = 2.69" Inflow=1.18 cfs @ 0.58 hrs, Volume=0.195 af Outflow=0.92 cfs @ 2.34 hrs, Volume=0.195 af, Atten= 22%, Lag= 105.6 min Primary=0.92 cfs @ 2.34 hrs, Volume=0.195 af Routing by Sim-Route method, Time Span= 0.00-500.00 hrs, dt= 0.01 hrs Peak Elev= 890.95' @ 2.25 hrs Surf.Area= 4,783 sf Storage= 6,396 cf Plug-Flow detention time= 120.9 min calculated for 0.195 af (100% of inflow) Center-of-Mass det. time= 120.7 min ( 198.0 - 77.4 ) VolumeInvertAvail.StorageStorage Description Custom Stage Data (Prismatic) #1888.10'19,023 cf Listed below (Recalc) ElevationSurf.AreaInc.StoreCum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 888.103000 889.00649306306 890.003,5822,1162,421 891.004,8464,2146,635 892.006,1835,51512,150 893.007,5636,87319,023 DeviceRoutingInvertOutlet Devices 12.0" Round Culvert #1Primary888.10' L= 48.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 888.10' / 887.98' S= 0.0025 '/' Cc= 0.900 n= 0.013 Primary OutFlow Max=0.83 cfs @ 2.34 hrs HW=890.94' TW=890.89' (Dynamic Tailwater) 1=Culvert (Outlet Controls 0.83 cfs @ 1.06 fps) CarmelPostDetention_6inch Rainfall Duration=120 min, Inten=1.87 in/hr Prepared by Microsoft Printed 8/23/2012 HydroCAD® 9.10 s/n 03696 © 2010 HydroCAD Software Solutions LLC Page 8 Pond 3P: Northeast Pond Hydrograph Inflow 1.18 cfs Primary Inflow Area=0.870 ac Peak Elev=890.95' 1 Storage=6,396 cf 0.92 cfs 12.0" Round Culvert n=0.013 L=48.0' S=0.0025 '/' 0 020406080100120140160180200220240260280300320340360380400420440460480500 Time (hours) CarmelPostDetention_6inch Rainfall Duration=120 min, Inten=1.87 in/hr Prepared by Microsoft Printed 8/23/2012 HydroCAD® 9.10 s/n 03696 © 2010 HydroCAD Software Solutions LLC Page 9 Summary for Pond 7P: Southeast Pond Inflow Area =1.830 ac,0.00% Impervious, Inflow Depth = 2.77" Inflow=2.06 cfs @ 0.50 hrs, Volume=0.423 af Outflow=2.17 cfs @ 2.19 hrs, Volume=0.423 af, Atten= 0%, Lag= 101.8 min Primary=2.17 cfs @ 2.19 hrs, Volume=0.423 af Routing by Sim-Route method, Time Span= 0.00-500.00 hrs, dt= 0.01 hrs Peak Elev= 890.93' @ 2.19 hrs Surf.Area= 2,948 sf Storage= 5,149 cf Plug-Flow detention time= 56.5 min calculated for 0.423 af (100% of inflow) Center-of-Mass det. time= 56.3 min ( 184.5 - 128.1 ) VolumeInvertAvail.StorageStorage Description Custom Stage Data (Prismatic) #1887.66'8,800 cf Listed below ElevationSurf.AreaInc.StoreCum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 887.663000 888.00580104104 889.001,3019411,044 890.002,1201,7112,755 891.003,0062,5635,318 892.003,9593,4838,800 DeviceRoutingInvertOutlet Devices 12.0" Round Culvert #1Device 2887.66' L= 33.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 887.66' / 886.84' S= 0.0248 '/' Cc= 0.900 n= 0.013 6.0" Vert. Orifice/Grate #2Device 3886.50' C= 0.600 12.0" Round Culvert #3Primary886.50'L= 70.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet / Outlet Invert= 886.50' / 885.94' S= 0.0080 '/' Cc= 0.900 n= 0.013 Primary OutFlow Max=0.00 cfs @ 2.19 hrs HW=890.93' TW=894.45' (Dynamic Tailwater) 3=Culvert ( Controls 0.00 cfs) 2=Orifice/Grate ( Controls 0.00 cfs) 1=Culvert ( Controls 0.00 cfs) CarmelPostDetention_6inch Rainfall Duration=120 min, Inten=1.87 in/hr Prepared by Microsoft Printed 8/23/2012 HydroCAD® 9.10 s/n 03696 © 2010 HydroCAD Software Solutions LLC Page 10 Pond 7P: Southeast Pond Hydrograph Inflow Primary Inflow Area=1.830 ac 2.17 cfs 2.06 cfs Peak Elev=890.93' 2 Storage=5,149 cf 1 0 020406080100120140160180200220240260280300320340360380400420440460480500 Time (hours) CarmelPostDetention_6inch Rainfall Duration=120 min, Inten=1.87 in/hr Prepared by Microsoft Printed 8/23/2012 HydroCAD® 9.10 s/n 03696 © 2010 HydroCAD Software Solutions LLC Page 11 Summary for Pond 10P: Control Structure Inflow Area =3.292 ac,0.00% Impervious, Inflow Depth = 2.72" Inflow=4.36 cfs @ 2.23 hrs, Volume=0.746 af Outflow=4.36 cfs @ 2.24 hrs, Volume=0.746 af, Atten= 0%, Lag= 0.6 min Primary=4.36 cfs @ 2.24 hrs, Volume=0.746 af Routing by Sim-Route method, Time Span= 0.00-500.00 hrs, dt= 0.01 hrs Peak Elev= 905.14' @ 2.24 hrs DeviceRoutingInvertOutlet Devices 6.0" Vert. Orifice/Grate #1Primary885.94' C= 0.600 Primary OutFlow Max=3.88 cfs @ 2.24 hrs HW=903.00' (Free Discharge) 1=Orifice/Grate (Orifice Controls 3.88 cfs @ 19.74 fps) Pond 10P: Control Structure Hydrograph Inflow 4.36 cfs Primary Inflow Area=3.292 ac 4.36 cfs Peak Elev=905.14' 4 3 2 1 0 020406080100120140160180200220240260280300320340360380400420440460480500 Time (hours) Appendix F:Site Drainage Map and Storm Sewer Plan OliveG ardenS torm Water Report– C armel, IN Page1 7 Appendix G:Storm Sewer Sizing Calculations OliveG ardenS torm Water Report– C armel, IN Page1 8 ToLineIncr.TotalRunoffIncrTotalInletTimeRnfalTotalAdnlTotalCapacPipePipeInv ElevInv ElevHGLHGLGrnd/RimGrnd/Rim LineVeloc LineLengthAreaAreaCoeff.C x AC x ATimeConcIntRunoffFlowFlowFullSizeSlopeDnUpDnUpDnUp Line ID (ft)(ac)(ac)(C)(min)(min)(in/hr)(cfs)(cfs)(cfs)(cfs)(ft/s)(in)(%)(ft)(ft)(ft)(ft)(ft)(ft) 1Outfall42.2010.000.540.000.000.3615.016.94.31.570.003.552.514.52120.50884.90885.11885.90886.320.00893.29 21148.4080.000.000.000.000.0015.016.00.00.000.001.162.511.79120.50885.21885.95886.44886.61893.29894.01 32147.6220.000.000.000.000.0015.015.20.00.000.001.162.522.14120.50886.21886.95887.21887.47894.01893.18 4340.3340.000.000.000.000.0015.015.00.00.001.161.161.941.51120.30888.43888.55889.43889.47893.18888.75 5135.0090.000.540.000.000.3615.015.44.51.630.002.452.553.13120.51885.90886.08886.90887.05893.29892.91 6534.0210.000.540.000.000.3615.015.24.51.640.002.462.523.14120.50886.33886.50887.33887.48892.91891.41 7632.2260.540.540.670.360.3615.015.04.51.650.822.472.513.14120.50887.50887.66888.50888.65891.41887.89 8Outfall77.8380.001.050.000.000.770.016.04.43.440.003.443.512.81150.30888.70888.93889.95890.16891.41892.75 98124.3170.170.370.640.110.2415.015.34.51.110.001.111.941.59120.30889.84890.21890.84890.95892.75892.75 10950.8290.200.200.680.140.1415.015.04.50.620.000.621.930.82120.30890.31890.46891.31891.32892.75892.71 11836.7180.290.680.800.230.5315.015.74.52.370.002.372.423.02120.46889.03889.20890.28890.44892.75893.15 121157.7170.230.390.760.170.3015.015.34.51.340.001.341.931.71120.29889.30889.47890.58890.67893.15892.70 131262.3760.160.160.770.120.1215.015.04.50.560.000.561.970.76120.30889.75889.94890.75890.76892.70892.26 Hydraflow DOT Report Hydraflow Storm Sewers Extension for AutoCAD® Civil 3D® 2009 Plan 10 9 11 8 Outfall 12 13 4 7 3256 1 Outfall Project File: CarmelHydraflowRev2.stmNumber of lines: 13Date: 08-23-2012 Hydraflow Storm Sewers Extension v6.066 Hydraflow Storm Sewers Extension for AutoCAD® Civil 3D® 2009 Proj. file: CarmelHydraflowRev2.stm Hydraflow Storm Sewers Extension Hydraflow Storm Sewers Extension for AutoCAD® Civil 3D® 2009 Proj. file: CarmelHydraflowRev2.stm Hydraflow Storm Sewers Extension Hydraflow Storm Sewers Extension for AutoCAD® Civil 3D® 2009 Proj. file: CarmelHydraflowRev2.stm Hydraflow Storm Sewers Extension Hydraflow Storm Sewers Extension for AutoCAD® Civil 3D® 2009 Proj. file: CarmelHydraflowRev2.stm Hydraflow Storm Sewers Extension Hydraflow Storm Sewers Extension for AutoCAD® Civil 3D® 2009 Proj. file: CarmelHydraflowRev2.stm Hydraflow Storm Sewers Extension Hydraflow Storm Sewers Extension for AutoCAD® Civil 3D® 2009 Proj. file: CarmelHydraflowRev2.stm Hydraflow Storm Sewers Extension Hydraflow Storm Sewers Extension for AutoCAD® Civil 3D® 2009 Proj. file: CarmelHydraflowRev2.stm Hydraflow Storm Sewers Extension Hydraflow Storm Sewers Extension for AutoCAD® Civil 3D® 2009 Proj. file: CarmelHydraflowRev2.stm Hydraflow Storm Sewers Extension Hydraflow Storm Sewers Extension for AutoCAD® Civil 3D® 2009 Proj. file: CarmelHydraflowRev2.stm Hydraflow Storm Sewers Extension Hydraflow Storm Sewers Extension for AutoCAD® Civil 3D® 2009 Proj. file: CarmelHydraflowRev2.stm Hydraflow Storm Sewers Extension Hydraflow Storm Sewers Extension for AutoCAD® Civil 3D® 2009 Proj. file: CarmelHydraflowRev2.stm Hydraflow Storm Sewers Extension Hydraflow Storm Sewers Extension for AutoCAD® Civil 3D® 2009 Proj. file: CarmelHydraflowRev2.stm Hydraflow Storm Sewers Extension Hydraflow Storm Sewers Extension for AutoCAD® Civil 3D® 2009 Proj. file: CarmelHydraflowRev2.stm Hydraflow Storm Sewers Extension Appendix H:SWPPP Sheets & Stormceptor Reports OliveG ardenS torm Water Report– C armel, IN Page1 9 Appendix I:Vegetative Swale Runoff Calculations OliveG ardenS torm Water Report– C armel, IN Page2 0 CarmePost_WTQ_01 Type II 24-hr Rainfall=1.00" Prepared by Microsoft Printed 8/21/2012 HydroCAD® 9.10 s/n 03696 © 2010 HydroCAD Software Solutions LLC Page 1 Summary for Subcatchment 1S: Swale 1 WTQ Runoff=0.07 cfs @ 12.25 hrs, Volume=0.006 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 *0.17093 0.170100.00% Pervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) Direct Entry, site 30.0 Subcatchment 1S: Swale 1 WTQ Hydrograph Runoff 0.07 0.07 cfs Type II 24-hr 0.065 0.06 Rainfall=1.00" 0.055 Runoff Area=0.170 ac 0.05 Runoff Volume=0.006 af 0.045 Runoff Depth=0.45" 0.04 0.035 Tc=30.0 min 0.03 CN=93 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 8/21/2012 HydroCAD® 9.10 s/n 03696 © 2010 HydroCAD Software Solutions LLC Page 1 Summary for Subcatchment 1S: Swale 2 WTQ Runoff=0.10 cfs @ 12.25 hrs, Volume=0.009 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 *0.20095 0.200100.00% Pervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) Direct Entry, site 30.0 Subcatchment 1S: Swale 2 WTQ Hydrograph Runoff 0.105 0.10 cfs 0.1 Type II 24-hr 0.095 0.09 Rainfall=1.00" 0.085 0.08 Runoff Area=0.200 ac 0.075 Runoff Volume=0.009 af 0.07 0.065 Runoff Depth=0.56" 0.06 0.055 Tc=30.0 min 0.05 0.045 CN=95 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 0102030405060708090100110120130140150160170180190200 Time (hours) CarmePost_WTQ_03 Type II 24-hr Rainfall=1.00" Prepared by Microsoft Printed 8/21/2012 HydroCAD® 9.10 s/n 03696 © 2010 HydroCAD Software Solutions LLC Page 1 Summary for Subcatchment 1S: Swale 3 WTQ Runoff=0.17 cfs @ 12.23 hrs, Volume=0.017 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 *0.23099 0.230100.00% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) Direct Entry, site 30.0 Subcatchment 1S: Swale 3 WTQ Hydrograph Runoff 0.18 0.17 cfs 0.17 Type II 24-hr 0.16 Rainfall=1.00" 0.15 0.14 Runoff Area=0.230 ac 0.13 0.12 Runoff Volume=0.017 af 0.11 Runoff Depth=0.89" 0.1 0.09 Tc=30.0 min 0.08 CN=99 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 8/21/2012 HydroCAD® 9.10 s/n 03696 © 2010 HydroCAD Software Solutions LLC Page 1 Summary for Subcatchment 1S: Swale 4 WTQ Runoff=0.17 cfs @ 12.35 hrs, Volume=0.021 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 *0.29099 0.290100.00% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) Direct Entry, site 40.0 Subcatchment 1S: Swale 4 WTQ Hydrograph Runoff 0.19 0.17 cfs 0.18 Type II 24-hr 0.17 0.16 Rainfall=1.00" 0.15 Runoff Area=0.290 ac 0.14 0.13 Runoff Volume=0.021 af 0.12 0.11 Runoff Depth=0.89" 0.1 Tc=40.0 min 0.09 0.08 CN=99 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 0102030405060708090100110120130140150160170180190200 Time (hours) CarmePost_WTQ_05 Type II 24-hr Rainfall=1.00" Prepared by Microsoft Printed 8/21/2012 HydroCAD® 9.10 s/n 03696 © 2010 HydroCAD Software Solutions LLC Page 1 Summary for Subcatchment 1S: Swale 5 WTQ Runoff=0.11 cfs @ 12.23 hrs, Volume=0.011 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 *0.16098 0.160100.00% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) Direct Entry, site 30.0 Subcatchment 1S: Swale 5 WTQ Hydrograph Runoff 0.115 0.11 cfs 0.11 Type II 24-hr 0.105 0.1 Rainfall=1.00" 0.095 0.09 Runoff Area=0.160 ac 0.085 0.08 Runoff Volume=0.011 af 0.075 0.07 Runoff Depth=0.79" 0.065 0.06 Tc=30.0 min 0.055 0.05 CN=98 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 0102030405060708090100110120130140150160170180190200 Time (hours) CarmePost_WTQ_06 Type II 24-hr Rainfall=1.00" Prepared by Microsoft Printed 8/21/2012 HydroCAD® 9.10 s/n 03696 © 2010 HydroCAD Software Solutions LLC Page 1 Summary for Subcatchment 1S: Swale 6 WTQ Runoff=0.14 cfs @ 12.24 hrs, Volume=0.014 af, Depth=0.71" 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 *0.23097 0.230100.00% Pervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) Direct Entry, site 30.0 Subcatchment 1S: Swale 6 WTQ Hydrograph Runoff 0.15 0.14 cfs Type II 24-hr 0.14 0.13 Rainfall=1.00" 0.12 Runoff Area=0.230 ac 0.11 Runoff Volume=0.014 af 0.1 0.09 Runoff Depth=0.71" 0.08 Tc=30.0 min 0.07 CN=97 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 8/21/2012 HydroCAD® 9.10 s/n 03696 © 2010 HydroCAD Software Solutions LLC Page 1 Summary for Subcatchment 1S: Swale 7 WTQ Runoff=0.27 cfs @ 12.25 hrs, Volume=0.026 af, Depth=0.50" 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 *0.62094 0.620100.00% Pervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) Direct Entry, site 30.0 Subcatchment 1S: Swale 7 WTQ Hydrograph 0.3 Runoff 0.27 cfs 0.28 Type II 24-hr 0.26 Rainfall=1.00" 0.24 0.22 Runoff Area=0.620 ac 0.2 Runoff Volume=0.026 af 0.18 Runoff Depth=0.50" 0.16 Tc=30.0 min 0.14 0.12 CN=94 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 8/21/2012 HydroCAD® 9.10 s/n 03696 © 2010 HydroCAD Software Solutions LLC Page 1 Summary for Subcatchment 1S: Swale 8 WTQ Runoff=0.26 cfs @ 12.25 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 *0.54095 0.540100.00% Pervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) Direct Entry, site 30.0 Subcatchment 1S: Swale 8 WTQ Hydrograph Runoff 0.28 0.26 cfs Type II 24-hr 0.26 Rainfall=1.00" 0.24 0.22 Runoff Area=0.540 ac 0.2 Runoff Volume=0.025 af 0.18 Runoff Depth=0.56" 0.16 0.14 Tc=30.0 min 0.12 CN=95 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 8/21/2012 HydroCAD® 9.10 s/n 03696 © 2010 HydroCAD Software Solutions LLC Page 1 Summary for Subcatchment 1S: Swale 9 WTQ Runoff=0.00 cfs @ 12.66 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 *0.19077 0.190100.00% Pervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) Direct Entry, site 30.0 Subcatchment 1S: Swale 9 WTQ Hydrograph Runoff 0.002 0.00 cfs 0.002 Type II 24-hr 0.002 Rainfall=1.00" 0.002 0.001 Runoff Area=0.190 ac 0.001 Runoff Volume=0.001 af 0.001 0.001 Runoff Depth=0.05" 0.001 0.001 Tc=30.0 min 0.001 CN=77 0.001 0.001 0.000 0.000 0.000 0.000 0 0 0102030405060708090100110120130140150160170180190200 Time (hours) Appendix J:Post-development Critical Storm OliveG ardenS torm Water Report– C armel, IN Page2 1 100year30min CarmelPostDetention Rainfall Duration=30 min, Inten=4.84 in/hr Prepared by Microsoft Printed 8/20/2012 HydroCAD® 9.10 s/n 03696 © 2010 HydroCAD Software Solutions LLC Page 1 Summary for Subcatchment 1S: Overall Site Runoff=10.13 cfs @ 0.50 hrs, Volume=0.419 af, Depth=1.53" Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-200.00 hrs, dt= 0.01 hrs Rainfall Duration=30 min, Inten=4.84 in/hr Area (ac)CDescription 1.0300.45>75% Grass cover, Good, HSG D 0.1800.90Roofs, HSG D 2.0800.85Paved parking, HSG D 3.2900.73Weighted Average 3.290100.00% Pervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) Direct Entry, 34.7 Subcatchment 1S: Overall Site Hydrograph Runoff 11 10.13 cfs Rainfall 10 Duration=30 min, 9 Inten=4.84 in/hr 8 Runoff Area=3.290 ac 7 Runoff Volume=0.419 af 6 Runoff Depth=1.53" 5 Tc=34.7 min 4 C=0.73 3 2 1 0 0102030405060708090100110120130140150160170180190200 Time (hours) CarmelPostDetention Rainfall Duration=30 min, Inten=4.84 in/hr Prepared by Microsoft Printed 8/20/2012 HydroCAD® 9.10 s/n 03696 © 2010 HydroCAD Software Solutions LLC Page 2 Summary for Pond 3P: Critical Storage Inflow Area =3.290 ac,0.00% Impervious, Inflow Depth = 1.53" Inflow=10.13 cfs @ 0.50 hrs, Volume=0.419 af Outflow=1.86 cfs @ 0.91 hrs, Volume=0.419 af, Atten= 82%, Lag= 24.5 min Primary=1.86 cfs @ 0.91 hrs, Volume=0.419 af Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.01 hrs Peak Elev= 887.12' @ 0.91 hrs Surf.Area= 7,120 sf Storage= 13,548 cf Plug-Flow detention time= 73.0 min calculated for 0.419 af (100% of inflow) Center-of-Mass det. time= 73.0 min ( 103.0 - 30.0 ) VolumeInvertAvail.StorageStorage Description Custom Stage Data (Prismatic) #1883.00'64,700 cf Listed below (Recalc) ElevationSurf.AreaInc.StoreCum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 883.0040000 884.001,000700700 885.003,0002,0002,700 886.005,0004,0006,700 887.007,0006,00012,700 889.009,00016,00028,700 890.0011,00010,00038,700 891.0013,00012,00050,700 892.0015,00014,00064,700 DeviceRoutingInvertOutlet Devices 6.0" Vert. Orifice/Grate #1Primary883.00' C= 0.600 Primary OutFlow Max=1.86 cfs @ 0.91 hrs HW=887.12' (Free Discharge) 1=Orifice/Grate (Orifice Controls 1.86 cfs @ 9.47 fps) CarmelPostDetention Rainfall Duration=30 min, Inten=4.84 in/hr Prepared by Microsoft Printed 8/20/2012 HydroCAD® 9.10 s/n 03696 © 2010 HydroCAD Software Solutions LLC Page 3 Pond 3P: Critical Storage Hydrograph Inflow 10.13 cfs Primary 11 Inflow Area=3.290 ac 10 Peak Elev=887.12' 9 Storage=13,548 cf 8 7 6 5 4 3 1.86 cfs 2 1 0 0102030405060708090100110120130140150160170180190200 Time (hours) 100year60min CarmelPostDetention Rainfall Duration=60 min, Inten=3.03 in/hr Prepared by Microsoft Printed 8/20/2012 HydroCAD® 9.10 s/n 03696 © 2010 HydroCAD Software Solutions LLC Page 1 Summary for Subcatchment 1S: Overall Site Runoff=7.34 cfs @ 0.58 hrs, Volume=0.606 af, Depth=2.21" Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-200.00 hrs, dt= 0.01 hrs Rainfall Duration=60 min, Inten=3.03 in/hr Area (ac)CDescription 1.0300.45>75% Grass cover, Good, HSG D 0.1800.90Roofs, HSG D 2.0800.85Paved parking, HSG D 3.2900.73Weighted Average 3.290100.00% Pervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) Direct Entry, 34.7 Subcatchment 1S: Overall Site Hydrograph Runoff 8 7.34 cfs Rainfall 7 Duration=60 min, Inten=3.03 in/hr 6 Runoff Area=3.290 ac 5 Runoff Volume=0.606 af 4 Runoff Depth=2.21" Tc=34.7 min 3 C=0.73 2 1 0 0102030405060708090100110120130140150160170180190200 Time (hours) CarmelPostDetention Rainfall Duration=60 min, Inten=3.03 in/hr Prepared by Microsoft Printed 8/20/2012 HydroCAD® 9.10 s/n 03696 © 2010 HydroCAD Software Solutions LLC Page 2 Summary for Pond 3P: Critical Storage Inflow Area =3.290 ac,0.00% Impervious, Inflow Depth = 2.21" Inflow=7.34 cfs @ 0.58 hrs, Volume=0.606 af Outflow=2.01 cfs @ 1.42 hrs, Volume=0.606 af, Atten= 73%, Lag= 50.4 min Primary=2.01 cfs @ 1.42 hrs, Volume=0.606 af Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.01 hrs Peak Elev= 887.77' @ 1.42 hrs Surf.Area= 7,767 sf Storage= 18,365 cf Plug-Flow detention time= 92.2 min calculated for 0.606 af (100% of inflow) Center-of-Mass det. time= 92.2 min ( 139.6 - 47.4 ) VolumeInvertAvail.StorageStorage Description Custom Stage Data (Prismatic) #1883.00'64,700 cf Listed below (Recalc) ElevationSurf.AreaInc.StoreCum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 883.0040000 884.001,000700700 885.003,0002,0002,700 886.005,0004,0006,700 887.007,0006,00012,700 889.009,00016,00028,700 890.0011,00010,00038,700 891.0013,00012,00050,700 892.0015,00014,00064,700 DeviceRoutingInvertOutlet Devices 6.0" Vert. Orifice/Grate #1Primary883.00' C= 0.600 Primary OutFlow Max=2.01 cfs @ 1.42 hrs HW=887.77' (Free Discharge) 1=Orifice/Grate (Orifice Controls 2.01 cfs @ 10.23 fps) CarmelPostDetention Rainfall Duration=60 min, Inten=3.03 in/hr Prepared by Microsoft Printed 8/20/2012 HydroCAD® 9.10 s/n 03696 © 2010 HydroCAD Software Solutions LLC Page 3 Pond 3P: Critical Storage Hydrograph Inflow 7.34 cfs Primary 8 Inflow Area=3.290 ac 7 Peak Elev=887.77' Storage=18,365 cf 6 5 4 3 2.01 cfs 2 1 0 0102030405060708090100110120130140150160170180190200 Time (hours) 100year120min CarmelPostDetention Rainfall Duration=120 min, Inten=1.87 in/hr Prepared by Microsoft Printed 8/20/2012 HydroCAD® 9.10 s/n 03696 © 2010 HydroCAD Software Solutions LLC Page 1 Summary for Subcatchment 1S: Overall Site Runoff=4.53 cfs @ 0.58 hrs, Volume=0.749 af, Depth=2.73" Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-200.00 hrs, dt= 0.01 hrs Rainfall Duration=120 min, Inten=1.87 in/hr Area (ac)CDescription 1.0300.45>75% Grass cover, Good, HSG D 0.1800.90Roofs, HSG D 2.0800.85Paved parking, HSG D 3.2900.73Weighted Average 3.290100.00% Pervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) Direct Entry, 34.7 Subcatchment 1S: Overall Site Hydrograph 5 Runoff 4.53 cfs Rainfall Duration=120 min, 4 Inten=1.87 in/hr Runoff Area=3.290 ac 3 Runoff Volume=0.749 af Runoff Depth=2.73" 2 Tc=34.7 min C=0.73 1 0 0102030405060708090100110120130140150160170180190200 Time (hours) CarmelPostDetention Rainfall Duration=120 min, Inten=1.87 in/hr Prepared by Microsoft Printed 8/20/2012 HydroCAD® 9.10 s/n 03696 © 2010 HydroCAD Software Solutions LLC Page 2 Summary for Pond 3P: Critical Storage Inflow Area =3.290 ac,0.00% Impervious, Inflow Depth = 2.73" Inflow=4.53 cfs @ 0.58 hrs, Volume=0.749 af Outflow=2.03 cfs @ 2.32 hrs, Volume=0.749 af, Atten= 55%, Lag= 104.4 min Primary=2.03 cfs @ 2.32 hrs, Volume=0.749 af Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.01 hrs Peak Elev= 887.84' @ 2.32 hrs Surf.Area= 7,845 sf Storage= 18,970 cf Plug-Flow detention time= 96.2 min calculated for 0.748 af (100% of inflow) Center-of-Mass det. time= 96.2 min ( 173.6 - 77.4 ) VolumeInvertAvail.StorageStorage Description Custom Stage Data (Prismatic) #1883.00'64,700 cf Listed below (Recalc) ElevationSurf.AreaInc.StoreCum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 883.0040000 884.001,000700700 885.003,0002,0002,700 886.005,0004,0006,700 887.007,0006,00012,700 889.009,00016,00028,700 890.0011,00010,00038,700 891.0013,00012,00050,700 892.0015,00014,00064,700 DeviceRoutingInvertOutlet Devices 6.0" Vert. Orifice/Grate #1Primary883.00' C= 0.600 Primary OutFlow Max=2.03 cfs @ 2.32 hrs HW=887.84' (Free Discharge) 1=Orifice/Grate (Orifice Controls 2.03 cfs @ 10.32 fps) CarmelPostDetention Rainfall Duration=120 min, Inten=1.87 in/hr Prepared by Microsoft Printed 8/20/2012 HydroCAD® 9.10 s/n 03696 © 2010 HydroCAD Software Solutions LLC Page 3 Pond 3P: Critical Storage Hydrograph Inflow 4.53 cfs 5Primary Inflow Area=3.290 ac Peak Elev=887.84' 4 Storage=18,970 cf 3 2.03 cfs 2 1 0 0102030405060708090100110120130140150160170180190200 Time (hours) 100year240min CarmelPostDetention Rainfall Duration=240 min, Inten=1.15 in/hr Prepared by Microsoft Printed 8/20/2012 HydroCAD® 9.10 s/n 03696 © 2010 HydroCAD Software Solutions LLC Page 1 Summary for Subcatchment 1S: Overall Site Runoff=2.78 cfs @ 0.58 hrs, Volume=0.921 af, Depth=3.36" Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-200.00 hrs, dt= 0.01 hrs Rainfall Duration=240 min, Inten=1.15 in/hr Area (ac)CDescription 1.0300.45>75% Grass cover, Good, HSG D 0.1800.90Roofs, HSG D 2.0800.85Paved parking, HSG D 3.2900.73Weighted Average 3.290100.00% Pervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) Direct Entry, 34.7 Subcatchment 1S: Overall Site Hydrograph Runoff 3 2.78 cfs Rainfall Duration=240 min, Inten=1.15 in/hr Runoff Area=3.290 ac 2 Runoff Volume=0.921 af Runoff Depth=3.36" Tc=34.7 min 1 C=0.73 0 0102030405060708090100110120130140150160170180190200 Time (hours) CarmelPostDetention Rainfall Duration=240 min, Inten=1.15 in/hr Prepared by Microsoft Printed 8/20/2012 HydroCAD® 9.10 s/n 03696 © 2010 HydroCAD Software Solutions LLC Page 2 Summary for Pond 3P: Critical Storage Inflow Area =3.290 ac,0.00% Impervious, Inflow Depth = 3.36" Inflow=2.78 cfs @ 0.58 hrs, Volume=0.921 af Outflow=1.93 cfs @ 4.18 hrs, Volume=0.921 af, Atten= 31%, Lag= 215.8 min Primary=1.93 cfs @ 4.18 hrs, Volume=0.921 af Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.01 hrs Peak Elev= 887.43' @ 4.18 hrs Surf.Area= 7,429 sf Storage= 15,793 cf Plug-Flow detention time= 87.6 min calculated for 0.921 af (100% of inflow) Center-of-Mass det. time= 87.7 min ( 225.0 - 137.4 ) VolumeInvertAvail.StorageStorage Description Custom Stage Data (Prismatic) #1883.00'64,700 cf Listed below (Recalc) ElevationSurf.AreaInc.StoreCum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 883.0040000 884.001,000700700 885.003,0002,0002,700 886.005,0004,0006,700 887.007,0006,00012,700 889.009,00016,00028,700 890.0011,00010,00038,700 891.0013,00012,00050,700 892.0015,00014,00064,700 DeviceRoutingInvertOutlet Devices 6.0" Vert. Orifice/Grate #1Primary883.00' C= 0.600 Primary OutFlow Max=1.93 cfs @ 4.18 hrs HW=887.43' (Free Discharge) 1=Orifice/Grate (Orifice Controls 1.93 cfs @ 9.84 fps) CarmelPostDetention Rainfall Duration=240 min, Inten=1.15 in/hr Prepared by Microsoft Printed 8/20/2012 HydroCAD® 9.10 s/n 03696 © 2010 HydroCAD Software Solutions LLC Page 3 Pond 3P: Critical Storage Hydrograph Inflow 2.78 cfs Primary 3 Inflow Area=3.290 ac Peak Elev=887.43' Storage=15,793 cf 1.93 cfs 2 1 0 0102030405060708090100110120130140150160170180190200 Time (hours) 100year360min CarmelPostDetention Rainfall Duration=360 min, Inten=0.85 in/hr Prepared by Microsoft Printed 8/20/2012 HydroCAD® 9.10 s/n 03696 © 2010 HydroCAD Software Solutions LLC Page 1 Summary for Subcatchment 1S: Overall Site Runoff=2.06 cfs @ 0.58 hrs, Volume=1.021 af, Depth=3.72" Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-200.00 hrs, dt= 0.01 hrs Rainfall Duration=360 min, Inten=0.85 in/hr Area (ac)CDescription 1.0300.45>75% Grass cover, Good, HSG D 0.1800.90Roofs, HSG D 2.0800.85Paved parking, HSG D 3.2900.73Weighted Average 3.290100.00% Pervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) Direct Entry, 34.7 Subcatchment 1S: Overall Site Hydrograph Runoff 2.06 cfs Rainfall 2 Duration=360 min, Inten=0.85 in/hr Runoff Area=3.290 ac Runoff Volume=1.021 af Runoff Depth=3.72" 1 Tc=34.7 min C=0.73 0 0102030405060708090100110120130140150160170180190200 Time (hours) CarmelPostDetention Rainfall Duration=360 min, Inten=0.85 in/hr Prepared by Microsoft Printed 8/20/2012 HydroCAD® 9.10 s/n 03696 © 2010 HydroCAD Software Solutions LLC Page 2 Summary for Pond 3P: Critical Storage Inflow Area =3.290 ac,0.00% Impervious, Inflow Depth = 3.72" Inflow=2.06 cfs @ 0.58 hrs, Volume=1.021 af Outflow=1.77 cfs @ 6.08 hrs, Volume=1.021 af, Atten= 14%, Lag= 330.1 min Primary=1.77 cfs @ 6.08 hrs, Volume=1.021 af Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.01 hrs Peak Elev= 886.75' @ 6.08 hrs Surf.Area= 6,498 sf Storage= 11,005 cf Plug-Flow detention time= 71.2 min calculated for 1.021 af (100% of inflow) Center-of-Mass det. time= 71.2 min ( 268.6 - 197.4 ) VolumeInvertAvail.StorageStorage Description Custom Stage Data (Prismatic) #1883.00'64,700 cf Listed below (Recalc) ElevationSurf.AreaInc.StoreCum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 883.0040000 884.001,000700700 885.003,0002,0002,700 886.005,0004,0006,700 887.007,0006,00012,700 889.009,00016,00028,700 890.0011,00010,00038,700 891.0013,00012,00050,700 892.0015,00014,00064,700 DeviceRoutingInvertOutlet Devices 6.0" Vert. Orifice/Grate #1Primary883.00' C= 0.600 Primary OutFlow Max=1.77 cfs @ 6.08 hrs HW=886.75' (Free Discharge) 1=Orifice/Grate (Orifice Controls 1.77 cfs @ 9.01 fps) CarmelPostDetention Rainfall Duration=360 min, Inten=0.85 in/hr Prepared by Microsoft Printed 8/20/2012 HydroCAD® 9.10 s/n 03696 © 2010 HydroCAD Software Solutions LLC Page 3 Pond 3P: Critical Storage Hydrograph Inflow 2.06 cfs Primary Inflow Area=3.290 ac 2 Peak Elev=886.75' 1.77 cfs Storage=11,005 cf 1 0 0102030405060708090100110120130140150160170180190200 Time (hours) Appendix K:Post-development with Allowable Release Rate OliveG ardenS torm Water Report– C armel, IN Page2 2 2year120min 5S Northeast Site 3P 1S Northeast Pond West Site 6S 2P 7P Southeast Site West Pond Southeast Pond CB 10P Control Structure Link Drainage Diagram for CarmelPostDetention_6inch Pond Reach Subcat Prepared by Microsoft, Printed 8/23/2012 HydroCAD® 9.10 s/n 03696 © 2010 HydroCAD Software Solutions LLC CarmelPostDetention_6inch Rainfall Duration=120 min, Inten=0.83 in/hr Prepared by Microsoft Printed 8/23/2012 HydroCAD® 9.10 s/n 03696 © 2010 HydroCAD Software Solutions LLC Page 2 Summary for Subcatchment 1S: West Site Runoff=0.87 cfs @ 0.56 hrs, Volume=0.144 af, Depth=1.18" Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-500.00 hrs, dt= 0.01 hrs Rainfall Duration=120 min, Inten=0.83 in/hr Area (ac)CDescription 0.5020.45>75% Grass cover, Good, HSG D 0.9600.85Paved parking, HSG D 1.4620.71Weighted Average 1.462100.00% Pervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) Sheet Flow, Grass 17.71310.01000.12 Grass: Short n= 0.150 P2= 2.64" Sheet Flow, 15.8710.01000.08 Grass: Dense n= 0.240 P2= 2.64" 33.5202Total Subcatchment 1S: West Site Hydrograph Runoff 0.95 0.87 cfs 0.9 Rainfall 0.85 Duration=120 min, 0.8 0.75 Inten=0.83 in/hr 0.7 Runoff Area=1.462 ac 0.65 0.6 Runoff Volume=0.144 af 0.55 Runoff Depth=1.18" 0.5 0.45 Flow Length=202' 0.4 Slope=0.0100 '/' 0.35 0.3 Tc=33.5 min 0.25 C=0.71 0.2 0.15 0.1 0.05 0 020406080100120140160180200220240260280300320340360380400420440460480500 Time (hours) CarmelPostDetention_6inch Rainfall Duration=120 min, Inten=0.83 in/hr Prepared by Microsoft Printed 8/23/2012 HydroCAD® 9.10 s/n 03696 © 2010 HydroCAD Software Solutions LLC Page 3 Summary for Subcatchment 5S: Northeast Site Runoff=0.52 cfs @ 0.58 hrs, Volume=0.087 af, Depth=1.20" Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-500.00 hrs, dt= 0.01 hrs Rainfall Duration=120 min, Inten=0.83 in/hr Area (ac)CDescription 0.2900.45Pervious, Grass 0.5800.85Impervious, Pavement 0.8700.72Weighted Average 0.870100.00% Pervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) Sheet Flow, 14.0980.01000.12 Grass: Short n= 0.150 P2= 2.64" Sheet Flow, 20.71000.01000.08 Grass: Dense n= 0.240 P2= 2.64" 34.7198Total Subcatchment 5S: Northeast Site Hydrograph Runoff 0.52 cfs 0.55 Rainfall 0.5 Duration=120 min, 0.45 Inten=0.83 in/hr 0.4 Runoff Area=0.870 ac 0.35 Runoff Volume=0.087 af Runoff Depth=1.20" 0.3 Flow Length=198' 0.25 Slope=0.0100 '/' 0.2 Tc=34.7 min 0.15 C=0.72 0.1 0.05 0 020406080100120140160180200220240260280300320340360380400420440460480500 Time (hours) CarmelPostDetention_6inch Rainfall Duration=120 min, Inten=0.83 in/hr Prepared by Microsoft Printed 8/23/2012 HydroCAD® 9.10 s/n 03696 © 2010 HydroCAD Software Solutions LLC Page 4 Summary for Subcatchment 6S: Southeast Site Runoff=0.61 cfs @ 0.28 hrs, Volume=0.101 af, Depth=1.26" Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-500.00 hrs, dt= 0.01 hrs Rainfall Duration=120 min, Inten=0.83 in/hr Area (ac)CDescription 0.2400.45Pervious, Grass 0.1800.90Impervious, Roof 0.5400.85Impervious, Pavement 0.9600.76Weighted Average 0.960100.00% Pervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) Sheet Flow, 1.81050.01000.96 Smooth surfaces n= 0.011 P2= 2.64" Sheet Flow, 14.51020.01000.12 Grass: Short n= 0.150 P2= 2.64" 16.3207Total Subcatchment 6S: Southeast Site Hydrograph Runoff 0.65 0.61 cfs Rainfall 0.6 Duration=120 min, 0.55 Inten=0.83 in/hr 0.5 Runoff Area=0.960 ac 0.45 Runoff Volume=0.101 af 0.4 Runoff Depth=1.26" 0.35 Flow Length=207' 0.3 0.25 Slope=0.0100 '/' 0.2 Tc=16.3 min 0.15 C=0.76 0.1 0.05 0 020406080100120140160180200220240260280300320340360380400420440460480500 Time (hours) CarmelPostDetention_6inch Rainfall Duration=120 min, Inten=0.83 in/hr Prepared by Microsoft Printed 8/23/2012 HydroCAD® 9.10 s/n 03696 © 2010 HydroCAD Software Solutions LLC Page 5 Summary for Pond 2P: West Pond Inflow Area =1.462 ac,0.00% Impervious, Inflow Depth = 1.18" Inflow=0.87 cfs @ 0.56 hrs, Volume=0.144 af Outflow=1.67 cfs @ 2.07 hrs, Volume=0.144 af, Atten= 0%, Lag= 90.9 min Primary=1.67 cfs @ 2.07 hrs, Volume=0.144 af Routing by Sim-Route method, Time Span= 0.00-500.00 hrs, dt= 0.01 hrs Peak Elev= 889.53' @ 2.07 hrs Surf.Area= 2,139 sf Storage= 1,343 cf Plug-Flow detention time= 20.9 min calculated for 0.144 af (100% of inflow) Center-of-Mass det. time= 20.9 min ( 97.7 - 76.8 ) VolumeInvertAvail.StorageStorage Description Custom Stage Data (Prismatic) #1888.55'15,329 cf Listed below (Recalc) ElevationSurf.AreaInc.StoreCum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 888.553100 889.001,551356356 890.002,6512,1012,457 891.003,7033,1775,634 892.004,8314,2679,901 893.006,0255,42815,329 DeviceRoutingInvertOutlet Devices 12.0" Round Culvert #1Device 2888.55'L= 21.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet / Outlet Invert= 888.55' / 888.20' S= 0.0167 '/' Cc= 0.900 n= 0.013 6.0" Vert. Orifice/Grate #2Device 3886.83' C= 0.600 12.0" Round Culvert #3Primary886.83' L= 295.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet / Outlet Invert= 886.83' / 885.94' S= 0.0030 '/' Cc= 0.900 n= 0.013 Primary OutFlow Max=0.00 cfs @ 2.07 hrs HW=889.53' TW=890.95' (Dynamic Tailwater) 3=Culvert ( Controls 0.00 cfs) 2=Orifice/Grate ( Controls 0.00 cfs) 1=Culvert ( Controls 0.00 cfs) CarmelPostDetention_6inch Rainfall Duration=120 min, Inten=0.83 in/hr Prepared by Microsoft Printed 8/23/2012 HydroCAD® 9.10 s/n 03696 © 2010 HydroCAD Software Solutions LLC Page 6 Pond 2P: West Pond Hydrograph Inflow Primary Inflow Area=1.462 ac 1.67 cfs Peak Elev=889.53' Storage=1,343 cf 0.87 cfs 1 0 020406080100120140160180200220240260280300320340360380400420440460480500 Time (hours) CarmelPostDetention_6inch Rainfall Duration=120 min, Inten=0.83 in/hr Prepared by Microsoft Printed 8/23/2012 HydroCAD® 9.10 s/n 03696 © 2010 HydroCAD Software Solutions LLC Page 7 Summary for Pond 3P: Northeast Pond Inflow Area =0.870 ac,0.00% Impervious, Inflow Depth = 1.20" Inflow=0.52 cfs @ 0.58 hrs, Volume=0.087 af Outflow=0.77 cfs @ 2.30 hrs, Volume=0.087 af, Atten= 0%, Lag= 103.2 min Primary=0.77 cfs @ 2.30 hrs, Volume=0.087 af Routing by Sim-Route method, Time Span= 0.00-500.00 hrs, dt= 0.01 hrs Peak Elev= 889.55' @ 2.13 hrs Surf.Area= 2,250 sf Storage= 1,097 cf Plug-Flow detention time= 25.0 min calculated for 0.087 af (100% of inflow) Center-of-Mass det. time= 24.8 min ( 102.1 - 77.4 ) VolumeInvertAvail.StorageStorage Description Custom Stage Data (Prismatic) #1888.10'19,023 cf Listed below (Recalc) ElevationSurf.AreaInc.StoreCum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 888.103000 889.00649306306 890.003,5822,1162,421 891.004,8464,2146,635 892.006,1835,51512,150 893.007,5636,87319,023 DeviceRoutingInvertOutlet Devices 12.0" Round Culvert #1Primary888.10' L= 48.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 888.10' / 887.98' S= 0.0025 '/' Cc= 0.900 n= 0.013 Primary OutFlow Max=0.66 cfs @ 2.30 hrs HW=889.51' TW=889.48' (Dynamic Tailwater) 1=Culvert (Outlet Controls 0.66 cfs @ 0.84 fps) CarmelPostDetention_6inch Rainfall Duration=120 min, Inten=0.83 in/hr Prepared by Microsoft Printed 8/23/2012 HydroCAD® 9.10 s/n 03696 © 2010 HydroCAD Software Solutions LLC Page 8 Pond 3P: Northeast Pond Hydrograph Inflow 0.85Primary 0.77 cfs Inflow Area=0.870 ac 0.8 0.75 Peak Elev=889.55' 0.7 Storage=1,097 cf 0.65 0.52 cfs 0.6 12.0" 0.55 0.5 Round Culvert 0.45 n=0.013 0.4 0.35 L=48.0' 0.3 0.25 S=0.0025 '/' 0.2 0.15 0.1 0.05 0 020406080100120140160180200220240260280300320340360380400420440460480500 Time (hours) CarmelPostDetention_6inch Rainfall Duration=120 min, Inten=0.83 in/hr Prepared by Microsoft Printed 8/23/2012 HydroCAD® 9.10 s/n 03696 © 2010 HydroCAD Software Solutions LLC Page 9 Summary for Pond 7P: Southeast Pond Inflow Area =1.830 ac,0.00% Impervious, Inflow Depth = 1.23" Inflow=1.27 cfs @ 0.98 hrs, Volume=0.188 af Outflow=1.67 cfs @ 2.11 hrs, Volume=0.188 af, Atten= 0%, Lag= 68.2 min Primary=1.67 cfs @ 2.11 hrs, Volume=0.188 af Routing by Sim-Route method, Time Span= 0.00-500.00 hrs, dt= 0.01 hrs Peak Elev= 889.55' @ 2.11 hrs Surf.Area= 1,749 sf Storage= 1,980 cf Plug-Flow detention time= 28.2 min calculated for 0.188 af (100% of inflow) Center-of-Mass det. time= 28.3 min ( 112.1 - 83.8 ) VolumeInvertAvail.StorageStorage Description Custom Stage Data (Prismatic) #1887.66'8,800 cf Listed below ElevationSurf.AreaInc.StoreCum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 887.663000 888.00580104104 889.001,3019411,044 890.002,1201,7112,755 891.003,0062,5635,318 892.003,9593,4838,800 DeviceRoutingInvertOutlet Devices 12.0" Round Culvert #1Device 2887.66' L= 33.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 887.66' / 886.84' S= 0.0248 '/' Cc= 0.900 n= 0.013 6.0" Vert. Orifice/Grate #2Device 3886.84' C= 0.600 12.0" Round Culvert #3Primary886.84'L= 70.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet / Outlet Invert= 886.84' / 885.94' S= 0.0129 '/' Cc= 0.900 n= 0.013 Primary OutFlow Max=0.00 cfs @ 2.11 hrs HW=889.54' TW=890.95' (Dynamic Tailwater) 3=Culvert ( Controls 0.00 cfs) 2=Orifice/Grate ( Controls 0.00 cfs) 1=Culvert ( Controls 0.00 cfs) CarmelPostDetention_6inch Rainfall Duration=120 min, Inten=0.83 in/hr Prepared by Microsoft Printed 8/23/2012 HydroCAD® 9.10 s/n 03696 © 2010 HydroCAD Software Solutions LLC Page 10 Pond 7P: Southeast Pond Hydrograph Inflow Primary Inflow Area=1.830 ac 1.67 cfs Peak Elev=889.55' 1.27 cfs Storage=1,980 cf 1 0 020406080100120140160180200220240260280300320340360380400420440460480500 Time (hours) CarmelPostDetention_6inch Rainfall Duration=120 min, Inten=0.83 in/hr Prepared by Microsoft Printed 8/23/2012 HydroCAD® 9.10 s/n 03696 © 2010 HydroCAD Software Solutions LLC Page 11 Summary for Pond 10P: Control Structure Inflow Area =3.292 ac,0.00% Impervious, Inflow Depth = 1.21" Inflow=3.33 cfs @ 2.11 hrs, Volume=0.331 af Outflow=3.33 cfs @ 2.12 hrs, Volume=0.331 af, Atten= 0%, Lag= 0.6 min Primary=3.33 cfs @ 2.12 hrs, Volume=0.331 af Routing by Sim-Route method, Time Span= 0.00-500.00 hrs, dt= 0.01 hrs Peak Elev= 897.25' @ 2.12 hrs DeviceRoutingInvertOutlet Devices 6.0" Vert. Orifice/Grate #1Primary885.94' C= 0.600 Primary OutFlow Max=2.96 cfs @ 2.12 hrs HW=895.99' (Free Discharge) 1=Orifice/Grate (Orifice Controls 2.96 cfs @ 15.07 fps) Pond 10P: Control Structure Hydrograph Inflow 3.33 cfs Primary Inflow Area=3.292 ac 3.33 cfs Peak Elev=897.25' 3 2 1 0 020406080100120140160180200220240260280300320340360380400420440460480500 Time (hours) 10year120min 5S Northeast Site 3P 1S Northeast Pond West Site 6S 2P 7P Southeast Site West Pond Southeast Pond CB 10P Control Structure Link Drainage Diagram for CarmelPostDetention_6inch Pond Reach Subcat Prepared by Microsoft, Printed 8/23/2012 HydroCAD® 9.10 s/n 03696 © 2010 HydroCAD Software Solutions LLC CarmelPostDetention_6inch Rainfall Duration=120 min, Inten=1.11 in/hr Prepared by Microsoft Printed 8/23/2012 HydroCAD® 9.10 s/n 03696 © 2010 HydroCAD Software Solutions LLC Page 2 Summary for Subcatchment 1S: West Site Runoff=1.16 cfs @ 0.56 hrs, Volume=0.192 af, Depth=1.58" Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-500.00 hrs, dt= 0.01 hrs Rainfall Duration=120 min, Inten=1.11 in/hr Area (ac)CDescription 0.5020.45>75% Grass cover, Good, HSG D 0.9600.85Paved parking, HSG D 1.4620.71Weighted Average 1.462100.00% Pervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) Sheet Flow, Grass 17.71310.01000.12 Grass: Short n= 0.150 P2= 2.64" Sheet Flow, 15.8710.01000.08 Grass: Dense n= 0.240 P2= 2.64" 33.5202Total Subcatchment 1S: West Site Hydrograph Runoff 1.16 cfs Rainfall Duration=120 min, 1 Inten=1.11 in/hr Runoff Area=1.462 ac Runoff Volume=0.192 af Runoff Depth=1.58" Flow Length=202' Slope=0.0100 '/' Tc=33.5 min C=0.71 0 020406080100120140160180200220240260280300320340360380400420440460480500 Time (hours) CarmelPostDetention_6inch Rainfall Duration=120 min, Inten=1.11 in/hr Prepared by Microsoft Printed 8/23/2012 HydroCAD® 9.10 s/n 03696 © 2010 HydroCAD Software Solutions LLC Page 3 Summary for Subcatchment 5S: Northeast Site Runoff=0.70 cfs @ 0.58 hrs, Volume=0.116 af, Depth=1.60" Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-500.00 hrs, dt= 0.01 hrs Rainfall Duration=120 min, Inten=1.11 in/hr Area (ac)CDescription 0.2900.45Pervious, Grass 0.5800.85Impervious, Pavement 0.8700.72Weighted Average 0.870100.00% Pervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) Sheet Flow, 14.0980.01000.12 Grass: Short n= 0.150 P2= 2.64" Sheet Flow, 20.71000.01000.08 Grass: Dense n= 0.240 P2= 2.64" 34.7198Total Subcatchment 5S: Northeast Site Hydrograph Runoff 0.75 0.70 cfs Rainfall 0.7 0.65 Duration=120 min, 0.6 Inten=1.11 in/hr 0.55 Runoff Area=0.870 ac 0.5 Runoff Volume=0.116 af 0.45 Runoff Depth=1.60" 0.4 0.35 Flow Length=198' 0.3 Slope=0.0100 '/' 0.25 Tc=34.7 min 0.2 C=0.72 0.15 0.1 0.05 0 020406080100120140160180200220240260280300320340360380400420440460480500 Time (hours) CarmelPostDetention_6inch Rainfall Duration=120 min, Inten=1.11 in/hr Prepared by Microsoft Printed 8/23/2012 HydroCAD® 9.10 s/n 03696 © 2010 HydroCAD Software Solutions LLC Page 4 Summary for Subcatchment 6S: Southeast Site Runoff=0.82 cfs @ 0.28 hrs, Volume=0.135 af, Depth=1.69" Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-500.00 hrs, dt= 0.01 hrs Rainfall Duration=120 min, Inten=1.11 in/hr Area (ac)CDescription 0.2400.45Pervious, Grass 0.1800.90Impervious, Roof 0.5400.85Impervious, Pavement 0.9600.76Weighted Average 0.960100.00% Pervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) Sheet Flow, 1.81050.01000.96 Smooth surfaces n= 0.011 P2= 2.64" Sheet Flow, 14.51020.01000.12 Grass: Short n= 0.150 P2= 2.64" 16.3207Total Subcatchment 6S: Southeast Site Hydrograph 0.9 Runoff 0.82 cfs 0.85 Rainfall 0.8 Duration=120 min, 0.75 0.7 Inten=1.11 in/hr 0.65 Runoff Area=0.960 ac 0.6 0.55 Runoff Volume=0.135 af 0.5 Runoff Depth=1.69" 0.45 Flow Length=207' 0.4 0.35 Slope=0.0100 '/' 0.3 Tc=16.3 min 0.25 0.2 C=0.76 0.15 0.1 0.05 0 020406080100120140160180200220240260280300320340360380400420440460480500 Time (hours) CarmelPostDetention_6inch Rainfall Duration=120 min, Inten=1.11 in/hr Prepared by Microsoft Printed 8/23/2012 HydroCAD® 9.10 s/n 03696 © 2010 HydroCAD Software Solutions LLC Page 5 Summary for Pond 2P: West Pond Inflow Area =1.462 ac,0.00% Impervious, Inflow Depth = 1.58" Inflow=1.16 cfs @ 0.56 hrs, Volume=0.192 af Outflow=1.85 cfs @ 2.15 hrs, Volume=0.192 af, Atten= 0%, Lag= 95.7 min Primary=1.85 cfs @ 2.15 hrs, Volume=0.192 af Routing by Sim-Route method, Time Span= 0.00-500.00 hrs, dt= 0.01 hrs Peak Elev= 890.12' @ 2.15 hrs Surf.Area= 2,778 sf Storage= 2,786 cf Plug-Flow detention time= 35.4 min calculated for 0.192 af (100% of inflow) Center-of-Mass det. time= 35.4 min ( 112.1 - 76.8 ) VolumeInvertAvail.StorageStorage Description Custom Stage Data (Prismatic) #1888.55'15,329 cf Listed below (Recalc) ElevationSurf.AreaInc.StoreCum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 888.553100 889.001,551356356 890.002,6512,1012,457 891.003,7033,1775,634 892.004,8314,2679,901 893.006,0255,42815,329 DeviceRoutingInvertOutlet Devices 12.0" Round Culvert #1Device 2888.55'L= 21.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet / Outlet Invert= 888.55' / 888.20' S= 0.0167 '/' Cc= 0.900 n= 0.013 6.0" Vert. Orifice/Grate #2Device 3886.83' C= 0.600 12.0" Round Culvert #3Primary886.83' L= 295.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet / Outlet Invert= 886.83' / 885.94' S= 0.0030 '/' Cc= 0.900 n= 0.013 Primary OutFlow Max=0.00 cfs @ 2.15 hrs HW=890.12' TW=892.01' (Dynamic Tailwater) 3=Culvert ( Controls 0.00 cfs) 2=Orifice/Grate ( Controls 0.00 cfs) 1=Culvert ( Controls 0.00 cfs) CarmelPostDetention_6inch Rainfall Duration=120 min, Inten=1.11 in/hr Prepared by Microsoft Printed 8/23/2012 HydroCAD® 9.10 s/n 03696 © 2010 HydroCAD Software Solutions LLC Page 6 Pond 2P: West Pond Hydrograph Inflow Primary 2 Inflow Area=1.462 ac 1.85 cfs Peak Elev=890.12' Storage=2,786 cf 1.16 cfs 1 0 020406080100120140160180200220240260280300320340360380400420440460480500 Time (hours) CarmelPostDetention_6inch Rainfall Duration=120 min, Inten=1.11 in/hr Prepared by Microsoft Printed 8/23/2012 HydroCAD® 9.10 s/n 03696 © 2010 HydroCAD Software Solutions LLC Page 7 Summary for Pond 3P: Northeast Pond Inflow Area =0.870 ac,0.00% Impervious, Inflow Depth = 1.60" Inflow=0.70 cfs @ 0.58 hrs, Volume=0.116 af Outflow=0.84 cfs @ 2.30 hrs, Volume=0.116 af, Atten= 0%, Lag= 103.2 min Primary=0.84 cfs @ 2.30 hrs, Volume=0.116 af Routing by Sim-Route method, Time Span= 0.00-500.00 hrs, dt= 0.01 hrs Peak Elev= 890.02' @ 2.18 hrs Surf.Area= 3,612 sf Storage= 2,506 cf Plug-Flow detention time= 52.3 min calculated for 0.116 af (100% of inflow) Center-of-Mass det. time= 52.0 min ( 129.3 - 77.4 ) VolumeInvertAvail.StorageStorage Description Custom Stage Data (Prismatic) #1888.10'19,023 cf Listed below (Recalc) ElevationSurf.AreaInc.StoreCum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 888.103000 889.00649306306 890.003,5822,1162,421 891.004,8464,2146,635 892.006,1835,51512,150 893.007,5636,87319,023 DeviceRoutingInvertOutlet Devices 12.0" Round Culvert #1Primary888.10' L= 48.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 888.10' / 887.98' S= 0.0025 '/' Cc= 0.900 n= 0.013 Primary OutFlow Max=0.72 cfs @ 2.30 hrs HW=890.01' TW=889.97' (Dynamic Tailwater) 1=Culvert (Outlet Controls 0.72 cfs @ 0.91 fps) CarmelPostDetention_6inch Rainfall Duration=120 min, Inten=1.11 in/hr Prepared by Microsoft Printed 8/23/2012 HydroCAD® 9.10 s/n 03696 © 2010 HydroCAD Software Solutions LLC Page 8 Pond 3P: Northeast Pond Hydrograph Inflow Primary 0.9 0.84 cfs Inflow Area=0.870 ac 0.85 Peak Elev=890.02' 0.8 0.70 cfs 0.75 Storage=2,506 cf 0.7 0.65 12.0" 0.6 0.55 Round Culvert 0.5 0.45 n=0.013 0.4 L=48.0' 0.35 0.3 S=0.0025 '/' 0.25 0.2 0.15 0.1 0.05 0 020406080100120140160180200220240260280300320340360380400420440460480500 Time (hours) CarmelPostDetention_6inch Rainfall Duration=120 min, Inten=1.11 in/hr Prepared by Microsoft Printed 8/23/2012 HydroCAD® 9.10 s/n 03696 © 2010 HydroCAD Software Solutions LLC Page 9 Summary for Pond 7P: Southeast Pond Inflow Area =1.830 ac,0.00% Impervious, Inflow Depth = 1.64" Inflow=1.50 cfs @ 0.66 hrs, Volume=0.251 af Outflow=1.82 cfs @ 2.15 hrs, Volume=0.251 af, Atten= 0%, Lag= 89.8 min Primary=1.82 cfs @ 2.15 hrs, Volume=0.251 af Routing by Sim-Route method, Time Span= 0.00-500.00 hrs, dt= 0.01 hrs Peak Elev= 890.02' @ 2.15 hrs Surf.Area= 2,135 sf Storage= 2,799 cf Plug-Flow detention time= 38.1 min calculated for 0.251 af (100% of inflow) Center-of-Mass det. time= 37.9 min ( 134.3 - 96.4 ) VolumeInvertAvail.StorageStorage Description Custom Stage Data (Prismatic) #1887.66'8,800 cf Listed below ElevationSurf.AreaInc.StoreCum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 887.663000 888.00580104104 889.001,3019411,044 890.002,1201,7112,755 891.003,0062,5635,318 892.003,9593,4838,800 DeviceRoutingInvertOutlet Devices 12.0" Round Culvert #1Device 2887.66' L= 33.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 887.66' / 886.84' S= 0.0248 '/' Cc= 0.900 n= 0.013 6.0" Vert. Orifice/Grate #2Device 3886.84' C= 0.600 12.0" Round Culvert #3Primary886.84'L= 70.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet / Outlet Invert= 886.84' / 885.94' S= 0.0129 '/' Cc= 0.900 n= 0.013 Primary OutFlow Max=0.00 cfs @ 2.15 hrs HW=890.01' TW=892.01' (Dynamic Tailwater) 3=Culvert ( Controls 0.00 cfs) 2=Orifice/Grate ( Controls 0.00 cfs) 1=Culvert ( Controls 0.00 cfs) CarmelPostDetention_6inch Rainfall Duration=120 min, Inten=1.11 in/hr Prepared by Microsoft Printed 8/23/2012 HydroCAD® 9.10 s/n 03696 © 2010 HydroCAD Software Solutions LLC Page 10 Pond 7P: Southeast Pond Hydrograph Inflow Primary 2 Inflow Area=1.830 ac 1.82 cfs Peak Elev=890.02' 1.50 cfs Storage=2,799 cf 1 0 020406080100120140160180200220240260280300320340360380400420440460480500 Time (hours) CarmelPostDetention_6inch Rainfall Duration=120 min, Inten=1.11 in/hr Prepared by Microsoft Printed 8/23/2012 HydroCAD® 9.10 s/n 03696 © 2010 HydroCAD Software Solutions LLC Page 11 Summary for Pond 10P: Control Structure Inflow Area =3.292 ac,0.00% Impervious, Inflow Depth = 1.61" Inflow=3.67 cfs @ 2.15 hrs, Volume=0.443 af Outflow=3.67 cfs @ 2.16 hrs, Volume=0.443 af, Atten= 0%, Lag= 0.6 min Primary=3.67 cfs @ 2.16 hrs, Volume=0.443 af Routing by Sim-Route method, Time Span= 0.00-500.00 hrs, dt= 0.01 hrs Peak Elev= 899.63' @ 2.16 hrs DeviceRoutingInvertOutlet Devices 6.0" Vert. Orifice/Grate #1Primary885.94' C= 0.600 Primary OutFlow Max=3.26 cfs @ 2.16 hrs HW=898.10' (Free Discharge) 1=Orifice/Grate (Orifice Controls 3.26 cfs @ 16.62 fps) Pond 10P: Control Structure Hydrograph Inflow 3.67 cfs Primary 4 Inflow Area=3.292 ac 3.67 cfs Peak Elev=899.63' 3 2 1 0 020406080100120140160180200220240260280300320340360380400420440460480500 Time (hours) 100year120min 5S Northeast Site 3P 1S Northeast Pond West Site 6S 2P 7P Southeast Site West Pond Southeast Pond CB 10P Control Structure Link Drainage Diagram for CarmelPostDetention_6inch Pond Reach Subcat Prepared by Microsoft, Printed 8/23/2012 HydroCAD® 9.10 s/n 03696 © 2010 HydroCAD Software Solutions LLC CarmelPostDetention_6inch Rainfall Duration=120 min, Inten=1.87 in/hr Prepared by Microsoft Printed 8/23/2012 HydroCAD® 9.10 s/n 03696 © 2010 HydroCAD Software Solutions LLC Page 2 Summary for Subcatchment 1S: West Site Runoff=1.96 cfs @ 0.56 hrs, Volume=0.324 af, Depth=2.66" Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-500.00 hrs, dt= 0.01 hrs Rainfall Duration=120 min, Inten=1.87 in/hr Area (ac)CDescription 0.5020.45>75% Grass cover, Good, HSG D 0.9600.85Paved parking, HSG D 1.4620.71Weighted Average 1.462100.00% Pervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) Sheet Flow, Grass 17.71310.01000.12 Grass: Short n= 0.150 P2= 2.64" Sheet Flow, 15.8710.01000.08 Grass: Dense n= 0.240 P2= 2.64" 33.5202Total Subcatchment 1S: West Site Hydrograph Runoff 1.96 cfs 2 Rainfall Duration=120 min, Inten=1.87 in/hr Runoff Area=1.462 ac Runoff Volume=0.324 af Runoff Depth=2.66" 1 Flow Length=202' Slope=0.0100 '/' Tc=33.5 min C=0.71 0 020406080100120140160180200220240260280300320340360380400420440460480500 Time (hours) CarmelPostDetention_6inch Rainfall Duration=120 min, Inten=1.87 in/hr Prepared by Microsoft Printed 8/23/2012 HydroCAD® 9.10 s/n 03696 © 2010 HydroCAD Software Solutions LLC Page 3 Summary for Subcatchment 5S: Northeast Site Runoff=1.18 cfs @ 0.58 hrs, Volume=0.195 af, Depth=2.69" Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-500.00 hrs, dt= 0.01 hrs Rainfall Duration=120 min, Inten=1.87 in/hr Area (ac)CDescription 0.2900.45Pervious, Grass 0.5800.85Impervious, Pavement 0.8700.72Weighted Average 0.870100.00% Pervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) Sheet Flow, 14.0980.01000.12 Grass: Short n= 0.150 P2= 2.64" Sheet Flow, 20.71000.01000.08 Grass: Dense n= 0.240 P2= 2.64" 34.7198Total Subcatchment 5S: Northeast Site Hydrograph Runoff 1.18 cfs Rainfall Duration=120 min, 1 Inten=1.87 in/hr Runoff Area=0.870 ac Runoff Volume=0.195 af Runoff Depth=2.69" Flow Length=198' Slope=0.0100 '/' Tc=34.7 min C=0.72 0 020406080100120140160180200220240260280300320340360380400420440460480500 Time (hours) CarmelPostDetention_6inch Rainfall Duration=120 min, Inten=1.87 in/hr Prepared by Microsoft Printed 8/23/2012 HydroCAD® 9.10 s/n 03696 © 2010 HydroCAD Software Solutions LLC Page 4 Summary for Subcatchment 6S: Southeast Site Runoff=1.38 cfs @ 0.28 hrs, Volume=0.227 af, Depth=2.84" Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-500.00 hrs, dt= 0.01 hrs Rainfall Duration=120 min, Inten=1.87 in/hr Area (ac)CDescription 0.2400.45Pervious, Grass 0.1800.90Impervious, Roof 0.5400.85Impervious, Pavement 0.9600.76Weighted Average 0.960100.00% Pervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) Sheet Flow, 1.81050.01000.96 Smooth surfaces n= 0.011 P2= 2.64" Sheet Flow, 14.51020.01000.12 Grass: Short n= 0.150 P2= 2.64" 16.3207Total Subcatchment 6S: Southeast Site Hydrograph Runoff 1.38 cfs Rainfall Duration=120 min, Inten=1.87 in/hr Runoff Area=0.960 ac 1 Runoff Volume=0.227 af Runoff Depth=2.84" Flow Length=207' Slope=0.0100 '/' Tc=16.3 min C=0.76 0 020406080100120140160180200220240260280300320340360380400420440460480500 Time (hours) CarmelPostDetention_6inch Rainfall Duration=120 min, Inten=1.87 in/hr Prepared by Microsoft Printed 8/23/2012 HydroCAD® 9.10 s/n 03696 © 2010 HydroCAD Software Solutions LLC Page 5 Summary for Pond 2P: West Pond Inflow Area =1.462 ac,0.00% Impervious, Inflow Depth = 2.66" Inflow=1.96 cfs @ 0.56 hrs, Volume=0.324 af Outflow=2.21 cfs @ 2.27 hrs, Volume=0.324 af, Atten= 0%, Lag= 102.9 min Primary=2.21 cfs @ 2.27 hrs, Volume=0.324 af Routing by Sim-Route method, Time Span= 0.00-500.00 hrs, dt= 0.01 hrs Peak Elev= 891.42' @ 2.27 hrs Surf.Area= 4,175 sf Storage= 7,283 cf Plug-Flow detention time= 73.6 min calculated for 0.324 af (100% of inflow) Center-of-Mass det. time= 73.3 min ( 150.1 - 76.8 ) VolumeInvertAvail.StorageStorage Description Custom Stage Data (Prismatic) #1888.55'15,329 cf Listed below (Recalc) ElevationSurf.AreaInc.StoreCum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 888.553100 889.001,551356356 890.002,6512,1012,457 891.003,7033,1775,634 892.004,8314,2679,901 893.006,0255,42815,329 DeviceRoutingInvertOutlet Devices 12.0" Round Culvert #1Device 2888.55'L= 21.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet / Outlet Invert= 888.55' / 888.20' S= 0.0167 '/' Cc= 0.900 n= 0.013 6.0" Vert. Orifice/Grate #2Device 3886.83' C= 0.600 12.0" Round Culvert #3Primary886.83' L= 295.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet / Outlet Invert= 886.83' / 885.94' S= 0.0030 '/' Cc= 0.900 n= 0.013 Primary OutFlow Max=0.00 cfs @ 2.27 hrs HW=891.41' TW=894.25' (Dynamic Tailwater) 3=Culvert ( Controls 0.00 cfs) 2=Orifice/Grate ( Controls 0.00 cfs) 1=Culvert ( Controls 0.00 cfs) CarmelPostDetention_6inch Rainfall Duration=120 min, Inten=1.87 in/hr Prepared by Microsoft Printed 8/23/2012 HydroCAD® 9.10 s/n 03696 © 2010 HydroCAD Software Solutions LLC Page 6 Pond 2P: West Pond Hydrograph Inflow Primary Inflow Area=1.462 ac 2.21 cfs 1.96 cfs Peak Elev=891.42' 2 Storage=7,283 cf 1 0 020406080100120140160180200220240260280300320340360380400420440460480500 Time (hours) CarmelPostDetention_6inch Rainfall Duration=120 min, Inten=1.87 in/hr Prepared by Microsoft Printed 8/23/2012 HydroCAD® 9.10 s/n 03696 © 2010 HydroCAD Software Solutions LLC Page 7 Summary for Pond 3P: Northeast Pond Inflow Area =0.870 ac,0.00% Impervious, Inflow Depth = 2.69" Inflow=1.18 cfs @ 0.58 hrs, Volume=0.195 af Outflow=0.90 cfs @ 2.34 hrs, Volume=0.195 af, Atten= 24%, Lag= 105.6 min Primary=0.90 cfs @ 2.34 hrs, Volume=0.195 af Routing by Sim-Route method, Time Span= 0.00-500.00 hrs, dt= 0.01 hrs Peak Elev= 890.99' @ 2.26 hrs Surf.Area= 4,832 sf Storage= 6,583 cf Plug-Flow detention time= 128.6 min calculated for 0.195 af (100% of inflow) Center-of-Mass det. time= 128.7 min ( 206.0 - 77.4 ) VolumeInvertAvail.StorageStorage Description Custom Stage Data (Prismatic) #1888.10'19,023 cf Listed below (Recalc) ElevationSurf.AreaInc.StoreCum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 888.103000 889.00649306306 890.003,5822,1162,421 891.004,8464,2146,635 892.006,1835,51512,150 893.007,5636,87319,023 DeviceRoutingInvertOutlet Devices 12.0" Round Culvert #1Primary888.10' L= 48.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 888.10' / 887.98' S= 0.0025 '/' Cc= 0.900 n= 0.013 Primary OutFlow Max=0.81 cfs @ 2.34 hrs HW=890.98' TW=890.93' (Dynamic Tailwater) 1=Culvert (Outlet Controls 0.81 cfs @ 1.03 fps) CarmelPostDetention_6inch Rainfall Duration=120 min, Inten=1.87 in/hr Prepared by Microsoft Printed 8/23/2012 HydroCAD® 9.10 s/n 03696 © 2010 HydroCAD Software Solutions LLC Page 8 Pond 3P: Northeast Pond Hydrograph Inflow 1.18 cfs Primary Inflow Area=0.870 ac Peak Elev=890.99' 1 Storage=6,583 cf 0.90 cfs 12.0" Round Culvert n=0.013 L=48.0' S=0.0025 '/' 0 020406080100120140160180200220240260280300320340360380400420440460480500 Time (hours) CarmelPostDetention_6inch Rainfall Duration=120 min, Inten=1.87 in/hr Prepared by Microsoft Printed 8/23/2012 HydroCAD® 9.10 s/n 03696 © 2010 HydroCAD Software Solutions LLC Page 9 Summary for Pond 7P: Southeast Pond Inflow Area =1.830 ac,0.00% Impervious, Inflow Depth = 2.77" Inflow=2.05 cfs @ 0.46 hrs, Volume=0.423 af Outflow=2.09 cfs @ 2.19 hrs, Volume=0.423 af, Atten= 0%, Lag= 104.2 min Primary=2.09 cfs @ 2.19 hrs, Volume=0.423 af Routing by Sim-Route method, Time Span= 0.00-500.00 hrs, dt= 0.01 hrs Peak Elev= 890.97' @ 2.19 hrs Surf.Area= 2,982 sf Storage= 5,249 cf Plug-Flow detention time= 59.2 min calculated for 0.423 af (100% of inflow) Center-of-Mass det. time= 59.0 min ( 190.8 - 131.8 ) VolumeInvertAvail.StorageStorage Description Custom Stage Data (Prismatic) #1887.66'8,800 cf Listed below ElevationSurf.AreaInc.StoreCum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 887.663000 888.00580104104 889.001,3019411,044 890.002,1201,7112,755 891.003,0062,5635,318 892.003,9593,4838,800 DeviceRoutingInvertOutlet Devices 12.0" Round Culvert #1Device 2887.66' L= 33.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 887.66' / 886.84' S= 0.0248 '/' Cc= 0.900 n= 0.013 6.0" Vert. Orifice/Grate #2Device 3886.84' C= 0.600 12.0" Round Culvert #3Primary886.84'L= 70.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet / Outlet Invert= 886.84' / 885.94' S= 0.0129 '/' Cc= 0.900 n= 0.013 Primary OutFlow Max=0.00 cfs @ 2.19 hrs HW=890.97' TW=894.24' (Dynamic Tailwater) 3=Culvert ( Controls 0.00 cfs) 2=Orifice/Grate ( Controls 0.00 cfs) 1=Culvert ( Controls 0.00 cfs) CarmelPostDetention_6inch Rainfall Duration=120 min, Inten=1.87 in/hr Prepared by Microsoft Printed 8/23/2012 HydroCAD® 9.10 s/n 03696 © 2010 HydroCAD Software Solutions LLC Page 10 Pond 7P: Southeast Pond Hydrograph Inflow Primary 2.05 cfs Inflow Area=1.830 ac 2.09 cfs 2 Peak Elev=890.97' Storage=5,249 cf 1 0 020406080100120140160180200220240260280300320340360380400420440460480500 Time (hours) CarmelPostDetention_6inch Rainfall Duration=120 min, Inten=1.87 in/hr Prepared by Microsoft Printed 8/23/2012 HydroCAD® 9.10 s/n 03696 © 2010 HydroCAD Software Solutions LLC Page 11 Summary for Pond 10P: Control Structure Inflow Area =3.292 ac,0.00% Impervious, Inflow Depth = 2.72" Inflow=4.31 cfs @ 2.23 hrs, Volume=0.746 af Outflow=4.31 cfs @ 2.24 hrs, Volume=0.746 af, Atten= 0%, Lag= 0.6 min Primary=4.31 cfs @ 2.24 hrs, Volume=0.746 af Routing by Sim-Route method, Time Span= 0.00-500.00 hrs, dt= 0.01 hrs Peak Elev= 904.68' @ 2.24 hrs DeviceRoutingInvertOutlet Devices 6.0" Vert. Orifice/Grate #1Primary885.94' C= 0.600 Primary OutFlow Max=3.83 cfs @ 2.24 hrs HW=902.59' (Free Discharge) 1=Orifice/Grate (Orifice Controls 3.83 cfs @ 19.50 fps) Pond 10P: Control Structure Hydrograph Inflow 4.31 cfs Primary Inflow Area=3.292 ac 4.31 cfs Peak Elev=904.68' 4 3 2 1 0 020406080100120140160180200220240260280300320340360380400420440460480500 Time (hours) Appendix L:Stage-Storage Calculations OliveG ardenS torm Water Report– C armel, IN Page2 3 StageStorage-WestPond-10year CarmelPostDetention_ReleaseRate Rainfall Duration=120 min, Inten=1.11 in/hr Prepared by Microsoft Printed 8/23/2012 HydroCAD® 9.10 s/n 03696 © 2010 HydroCAD Software Solutions LLC Hydrograph for Pond 2P: West Pond TimeInflowStorageElevationPrimary (hours)(cfs)(cubic-feet)(feet)(cfs) 0.000888.550.00 0.00 0.004,341890.630.11 10.00 20.000.001,118889.430.07 30.000.003888.570.00 40.000.001888.560.00 50.000.001888.560.00 60.000.001888.560.00 70.000.000888.550.00 80.000.000888.550.00 90.000.000888.550.00 100.000.000888.550.00 110.000.000888.550.00 120.000.000888.550.00 130.000.000888.550.00 140.000.000888.550.00 150.000.000888.550.00 160.000.000888.550.00 170.000.000888.550.00 180.000.000888.550.00 190.000.000888.550.00 200.000.000888.550.00 210.000.000888.550.00 220.000.000888.550.00 230.000.000888.550.00 240.000.000888.550.00 250.000.000888.550.00 260.000.000888.550.00 270.000.000888.550.00 280.000.000888.550.00 290.000.000888.550.00 300.000.000888.550.00 310.000.000888.550.00 320.000.000888.550.00 330.000.000888.550.00 340.000.000888.550.00 350.000.000888.550.00 360.000.000888.550.00 370.000.000888.550.00 380.000.000888.550.00 390.000.000888.550.00 400.000.000888.550.00 410.000.000888.550.00 420.000.000888.550.00 430.000.000888.550.00 440.000.000888.550.00 450.000.000888.550.00 460.000.000888.550.00 470.000.000888.550.00 480.000.000888.550.00 490.000.000888.550.00 500.000.000888.550.00 StageStorage-NortheastPond-10year CarmelPostDetention_ReleaseRate Rainfall Duration=120 min, Inten=1.11 in/hr Prepared by Microsoft Printed 8/23/2012 HydroCAD® 9.10 s/n 03696 © 2010 HydroCAD Software Solutions LLC Hydrograph for Pond 3P: Northeast Pond TimeInflowStorageElevationPrimary (hours)(cfs)(cubic-feet)(feet)(cfs) 0.000888.10 0.000.00 0.004,213890.460.04 10.00 0.05 20.000.002,378889.99 30.000.00691889.340.04 40.000.000888.100.00 50.000.000888.100.00 60.000.000888.100.00 70.000.000888.100.00 80.000.000888.100.00 90.000.000888.100.00 100.000.000888.100.00 110.000.000888.100.00 120.000.000888.100.00 130.000.000888.100.00 140.000.000888.100.00 150.000.000888.100.00 160.000.000888.100.00 170.000.000888.100.00 180.000.000888.100.00 190.000.000888.100.00 200.000.000888.100.00 210.000.000888.100.00 220.000.000888.100.00 230.000.000888.100.00 240.000.000888.100.00 250.000.000888.100.00 260.000.000888.100.00 270.000.000888.100.00 280.000.000888.100.00 290.000.000888.100.00 300.000.000888.100.00 310.000.000888.100.00 320.000.000888.100.00 330.000.000888.100.00 340.000.000888.100.00 350.000.000888.100.00 360.000.000888.100.00 370.000.000888.100.00 380.000.000888.100.00 390.000.000888.100.00 400.000.000888.100.00 410.000.000888.100.00 420.000.000888.100.00 430.000.000888.100.00 440.000.000888.100.00 450.000.000888.100.00 460.000.000888.100.00 470.000.000888.100.00 480.000.000888.100.00 490.000.000888.100.00 500.000.000888.100.00 StageStorage-SoutheastPond-10year CarmelPostDetention_ReleaseRate Rainfall Duration=120 min, Inten=1.11 in/hr Prepared by Microsoft Printed 8/23/2012 HydroCAD® 9.10 s/n 03696 © 2010 HydroCAD Software Solutions LLC Hydrograph for Pond 7P: Southeast Pond TimeInflowStorageElevationPrimary (hours)(cfs)(cubic-feet)(feet)(cfs) 0.000887.650.00 0.00 0.041,273889.130.12 10.00 20.000.05144888.040.06 30.000.0478887.900.04 40.000.008887.680.00 50.000.005887.670.00 60.000.005887.670.00 70.000.004887.660.00 80.000.004887.660.00 90.000.004887.660.00 100.000.004887.660.00 110.000.004887.660.00 120.000.004887.660.00 130.000.004887.660.00 140.000.004887.660.00 150.000.004887.660.00 160.000.004887.660.00 170.000.004887.660.00 180.000.004887.660.00 190.000.004887.660.00 200.000.004887.660.00 210.000.004887.660.00 220.000.004887.660.00 230.000.004887.660.00 240.000.004887.660.00 250.000.003887.660.00 260.000.003887.660.00 270.000.003887.660.00 280.000.003887.660.00 290.000.003887.660.00 300.000.003887.660.00 310.000.003887.660.00 320.000.003887.660.00 330.000.003887.660.00 340.000.003887.660.00 350.000.003887.660.00 360.000.003887.660.00 370.000.003887.660.00 380.000.003887.660.00 390.000.003887.660.00 400.000.003887.660.00 410.000.003887.660.00 420.000.003887.660.00 430.000.003887.660.00 440.000.003887.660.00 450.000.003887.660.00 460.000.003887.660.00 470.000.003887.660.00 480.000.003887.660.00 490.000.003887.660.00 500.000.003887.660.00 StageStorage-WestPond-100year CarmelPostDetention_ReleaseRate Rainfall Duration=120 min, Inten=1.87 in/hr Prepared by Microsoft Printed 8/23/2012 HydroCAD® 9.10 s/n 03696 © 2010 HydroCAD Software Solutions LLC Hydrograph for Pond 2P: West Pond TimeInflowStorageElevationPrimary (hours)(cfs)(cubic-feet)(feet)(cfs) 0.000888.550.00 0.00 0.007,230891.410.13 10.00 20.000.003,172890.260.10 30.000.00440889.050.05 40.000.002888.560.00 50.000.001888.560.00 60.000.001888.560.00 70.000.001888.550.00 80.000.000888.550.00 90.000.000888.550.00 100.000.000888.550.00 110.000.000888.550.00 120.000.000888.550.00 130.000.000888.550.00 140.000.000888.550.00 150.000.000888.550.00 160.000.000888.550.00 170.000.000888.550.00 180.000.000888.550.00 190.000.000888.550.00 200.000.000888.550.00 210.000.000888.550.00 220.000.000888.550.00 230.000.000888.550.00 240.000.000888.550.00 250.000.000888.550.00 260.000.000888.550.00 270.000.000888.550.00 280.000.000888.550.00 290.000.000888.550.00 300.000.000888.550.00 310.000.000888.550.00 320.000.000888.550.00 330.000.000888.550.00 340.000.000888.550.00 350.000.000888.550.00 360.000.000888.550.00 370.000.000888.550.00 380.000.000888.550.00 390.000.000888.550.00 400.000.000888.550.00 410.000.000888.550.00 420.000.000888.550.00 430.000.000888.550.00 440.000.000888.550.00 450.000.000888.550.00 460.000.000888.550.00 470.000.000888.550.00 480.000.000888.550.00 490.000.000888.550.00 500.000.000888.550.00 StageStorage-NortheastPond-100year CarmelPostDetention_ReleaseRate Rainfall Duration=120 min, Inten=1.87 in/hr Prepared by Microsoft Printed 8/23/2012 HydroCAD® 9.10 s/n 03696 © 2010 HydroCAD Software Solutions LLC Hydrograph for Pond 3P: Northeast Pond TimeInflowStorageElevationPrimary (hours)(cfs)(cubic-feet)(feet)(cfs) 0.000888.10 0.000.00 0.007,567891.19 10.000.05 0.06 20.000.005,566890.77 0.06 30.000.003,470890.28 40.000.001,610889.750.05 50.000.00133888.680.03 60.000.000888.100.00 70.000.000888.100.00 80.000.000888.100.00 90.000.000888.100.00 100.000.000888.100.00 110.000.000888.100.00 120.000.000888.100.00 130.000.000888.100.00 140.000.000888.100.00 150.000.000888.100.00 160.000.000888.100.00 170.000.000888.100.00 180.000.000888.100.00 190.000.000888.100.00 200.000.000888.100.00 210.000.000888.100.00 220.000.000888.100.00 230.000.000888.100.00 240.000.000888.100.00 250.000.000888.100.00 260.000.000888.100.00 270.000.000888.100.00 280.000.000888.100.00 290.000.000888.100.00 300.000.000888.100.00 310.000.000888.100.00 320.000.000888.100.00 330.000.000888.100.00 340.000.000888.100.00 350.000.000888.100.00 360.000.000888.100.00 370.000.000888.100.00 380.000.000888.100.00 390.000.000888.100.00 400.000.000888.100.00 410.000.000888.100.00 420.000.000888.100.00 430.000.000888.100.00 440.000.000888.100.00 450.000.000888.100.00 460.000.000888.100.00 470.000.000888.100.00 480.000.000888.100.00 490.000.000888.100.00 500.000.000888.100.00 StageStorage-SoutheastPond-100year CarmelPostDetention_ReleaseRate Rainfall Duration=120 min, Inten=1.87 in/hr Prepared by Microsoft Printed 8/23/2012 HydroCAD® 9.10 s/n 03696 © 2010 HydroCAD Software Solutions LLC Hydrograph for Pond 7P: Southeast Pond TimeInflowStorageElevationPrimary (hours)(cfs)(cubic-feet)(feet)(cfs) 0.000887.650.00 0.00 0.052,156889.650.14 10.00 20.000.06320888.230.07 30.000.06145888.040.06 40.000.0593887.960.05 50.000.0353887.830.03 60.000.006887.670.00 70.000.005887.670.00 80.000.005887.660.00 90.000.004887.660.00 100.000.004887.660.00 110.000.004887.660.00 120.000.004887.660.00 130.000.004887.660.00 140.000.004887.660.00 150.000.004887.660.00 160.000.004887.660.00 170.000.004887.660.00 180.000.004887.660.00 190.000.004887.660.00 200.000.004887.660.00 210.000.004887.660.00 220.000.004887.660.00 230.000.004887.660.00 240.000.004887.660.00 250.000.004887.660.00 260.000.004887.660.00 270.000.003887.660.00 280.000.003887.660.00 290.000.003887.660.00 300.000.003887.660.00 310.000.003887.660.00 320.000.003887.660.00 330.000.003887.660.00 340.000.003887.660.00 350.000.003887.660.00 360.000.003887.660.00 370.000.003887.660.00 380.000.003887.660.00 390.000.003887.660.00 400.000.003887.660.00 410.000.003887.660.00 420.000.003887.660.00 430.000.003887.660.00 440.000.003887.660.00 450.000.003887.660.00 460.000.003887.660.00 470.000.003887.660.00 480.000.003887.660.00 490.000.003887.660.00 500.000.003887.660.00 StageStorage-WestPond-10year-6inch CarmelPostDetention_6inch Rainfall Duration=120 min, Inten=1.11 in/hr Prepared by Microsoft Printed 8/23/2012 HydroCAD® 9.10 s/n 03696 © 2010 HydroCAD Software Solutions LLC Hydrograph for Pond 2P: West Pond TimeInflowStorageElevationPrimary (hours)(cfs)(cubic-feet)(feet)(cfs) 0.000888.550.00 0.00 0.000888.550.00 10.00 20.000.000888.550.00 30.000.000888.550.00 40.000.000888.550.00 50.000.000888.550.00 60.000.000888.550.00 70.000.000888.550.00 80.000.000888.550.00 90.000.000888.550.00 100.000.000888.550.00 110.000.000888.550.00 120.000.000888.550.00 130.000.000888.550.00 140.000.000888.550.00 150.000.000888.550.00 160.000.000888.550.00 170.000.000888.550.00 180.000.000888.550.00 190.000.000888.550.00 200.000.000888.550.00 210.000.000888.550.00 220.000.000888.550.00 230.000.000888.550.00 240.000.000888.550.00 250.000.000888.550.00 260.000.000888.550.00 270.000.000888.550.00 280.000.000888.550.00 290.000.000888.550.00 300.000.000888.550.00 310.000.000888.550.00 320.000.000888.550.00 330.000.000888.550.00 340.000.000888.550.00 350.000.000888.550.00 360.000.000888.550.00 370.000.000888.550.00 380.000.000888.550.00 390.000.000888.550.00 400.000.000888.550.00 410.000.000888.550.00 420.000.000888.550.00 430.000.000888.550.00 440.000.000888.550.00 450.000.000888.550.00 460.000.000888.550.00 470.000.000888.550.00 480.000.000888.550.00 490.000.000888.550.00 500.000.000888.550.00 StageStorage-NortheastPond-10year-6inch CarmelPostDetention_6inch Rainfall Duration=120 min, Inten=1.11 in/hr Prepared by Microsoft Printed 8/23/2012 HydroCAD® 9.10 s/n 03696 © 2010 HydroCAD Software Solutions LLC Hydrograph for Pond 3P: Northeast Pond TimeInflowStorageElevationPrimary (hours)(cfs)(cubic-feet)(feet)(cfs) 0.000888.100.00 0.00 0.000888.100.00 10.00 20.000.000888.100.00 30.000.000888.100.00 40.000.000888.100.00 50.000.000888.100.00 60.000.000888.100.00 70.000.000888.100.00 80.000.000888.100.00 90.000.000888.100.00 100.000.000888.100.00 110.000.000888.100.00 120.000.000888.100.00 130.000.000888.100.00 140.000.000888.100.00 150.000.000888.100.00 160.000.000888.100.00 170.000.000888.100.00 180.000.000888.100.00 190.000.000888.100.00 200.000.000888.100.00 210.000.000888.100.00 220.000.000888.100.00 230.000.000888.100.00 240.000.000888.100.00 250.000.000888.100.00 260.000.000888.100.00 270.000.000888.100.00 280.000.000888.100.00 290.000.000888.100.00 300.000.000888.100.00 310.000.000888.100.00 320.000.000888.100.00 330.000.000888.100.00 340.000.000888.100.00 350.000.000888.100.00 360.000.000888.100.00 370.000.000888.100.00 380.000.000888.100.00 390.000.000888.100.00 400.000.000888.100.00 410.000.000888.100.00 420.000.000888.100.00 430.000.000888.100.00 440.000.000888.100.00 450.000.000888.100.00 460.000.000888.100.00 470.000.000888.100.00 480.000.000888.100.00 490.000.000888.100.00 500.000.000888.100.00 StageStorage-SoutheastPond-10year-6inch CarmelPostDetention_6inch Rainfall Duration=120 min, Inten=1.11 in/hr Prepared by Microsoft Printed 8/23/2012 HydroCAD® 9.10 s/n 03696 © 2010 HydroCAD Software Solutions LLC Hydrograph for Pond 7P: Southeast Pond TimeInflowStorageElevationPrimary (hours)(cfs)(cubic-feet)(feet)(cfs) 0.000887.660.00 0.00 0.001887.660.00 10.00 20.000.000887.660.00 30.000.000887.660.00 40.000.000887.660.00 50.000.000887.660.00 60.000.000887.660.00 70.000.000887.660.00 80.000.000887.660.00 90.000.000887.660.00 100.000.000887.660.00 110.000.000887.660.00 120.000.000887.660.00 130.000.000887.660.00 140.000.000887.660.00 150.000.000887.660.00 160.000.000887.660.00 170.000.000887.660.00 180.000.000887.660.00 190.000.000887.660.00 200.000.000887.660.00 210.000.000887.660.00 220.000.000887.660.00 230.000.000887.660.00 240.000.000887.660.00 250.000.000887.660.00 260.000.000887.660.00 270.000.000887.660.00 280.000.000887.660.00 290.000.000887.660.00 300.000.000887.660.00 310.000.000887.660.00 320.000.000887.660.00 330.000.000887.660.00 340.000.000887.660.00 350.000.000887.660.00 360.000.000887.660.00 370.000.000887.660.00 380.000.000887.660.00 390.000.000887.660.00 400.000.000887.660.00 410.000.000887.660.00 420.000.000887.660.00 430.000.000887.660.00 440.000.000887.660.00 450.000.000887.660.00 460.000.000887.660.00 470.000.000887.660.00 480.000.000887.660.00 490.000.000887.660.00 500.000.000887.660.00 StageStorage-WestPond-100year-6inch CarmelPostDetention_6inch Rainfall Duration=120 min, Inten=1.87 in/hr Prepared by Microsoft Printed 8/23/2012 HydroCAD® 9.10 s/n 03696 © 2010 HydroCAD Software Solutions LLC Hydrograph for Pond 2P: West Pond TimeInflowStorageElevationPrimary (hours)(cfs)(cubic-feet)(feet)(cfs) 0.000888.550.00 0.00 0.000888.550.00 10.00 20.000.000888.550.00 30.000.000888.550.00 40.000.000888.550.00 50.000.000888.550.00 60.000.000888.550.00 70.000.000888.550.00 80.000.000888.550.00 90.000.000888.550.00 100.000.000888.550.00 110.000.000888.550.00 120.000.000888.550.00 130.000.000888.550.00 140.000.000888.550.00 150.000.000888.550.00 160.000.000888.550.00 170.000.000888.550.00 180.000.000888.550.00 190.000.000888.550.00 200.000.000888.550.00 210.000.000888.550.00 220.000.000888.550.00 230.000.000888.550.00 240.000.000888.550.00 250.000.000888.550.00 260.000.000888.550.00 270.000.000888.550.00 280.000.000888.550.00 290.000.000888.550.00 300.000.000888.550.00 310.000.000888.550.00 320.000.000888.550.00 330.000.000888.550.00 340.000.000888.550.00 350.000.000888.550.00 360.000.000888.550.00 370.000.000888.550.00 380.000.000888.550.00 390.000.000888.550.00 400.000.000888.550.00 410.000.000888.550.00 420.000.000888.550.00 430.000.000888.550.00 440.000.000888.550.00 450.000.000888.550.00 460.000.000888.550.00 470.000.000888.550.00 480.000.000888.550.00 490.000.000888.550.00 500.000.000888.550.00 StageStorage-NortheastPond-100year-6inch CarmelPostDetention_6inch Rainfall Duration=120 min, Inten=1.87 in/hr Prepared by Microsoft Printed 8/23/2012 HydroCAD® 9.10 s/n 03696 © 2010 HydroCAD Software Solutions LLC Hydrograph for Pond 3P: Northeast Pond TimeInflowStorageElevationPrimary (hours)(cfs)(cubic-feet)(feet)(cfs) 0.000888.100.00 0.00 0.000888.100.00 10.00 20.000.000888.100.00 30.000.000888.100.00 40.000.000888.100.00 50.000.000888.100.00 60.000.000888.100.00 70.000.000888.100.00 80.000.000888.100.00 90.000.000888.100.00 100.000.000888.100.00 110.000.000888.100.00 120.000.000888.100.00 130.000.000888.100.00 140.000.000888.100.00 150.000.000888.100.00 160.000.000888.100.00 170.000.000888.100.00 180.000.000888.100.00 190.000.000888.100.00 200.000.000888.100.00 210.000.000888.100.00 220.000.000888.100.00 230.000.000888.100.00 240.000.000888.100.00 250.000.000888.100.00 260.000.000888.100.00 270.000.000888.100.00 280.000.000888.100.00 290.000.000888.100.00 300.000.000888.100.00 310.000.000888.100.00 320.000.000888.100.00 330.000.000888.100.00 340.000.000888.100.00 350.000.000888.100.00 360.000.000888.100.00 370.000.000888.100.00 380.000.000888.100.00 390.000.000888.100.00 400.000.000888.100.00 410.000.000888.100.00 420.000.000888.100.00 430.000.000888.100.00 440.000.000888.100.00 450.000.000888.100.00 460.000.000888.100.00 470.000.000888.100.00 480.000.000888.100.00 490.000.000888.100.00 500.000.000888.100.00 StageStorage-SoutheastPond-100year-6inch CarmelPostDetention_6inch Rainfall Duration=120 min, Inten=1.87 in/hr Prepared by Microsoft Printed 8/23/2012 HydroCAD® 9.10 s/n 03696 © 2010 HydroCAD Software Solutions LLC Hydrograph for Pond 7P: Southeast Pond TimeInflowStorageElevationPrimary (hours)(cfs)(cubic-feet)(feet)(cfs) 0.000887.660.00 0.00 0.002887.660.00 10.00 20.000.001887.660.00 30.000.000887.660.00 40.000.000887.660.00 50.000.000887.660.00 60.000.000887.660.00 70.000.000887.660.00 80.000.000887.660.00 90.000.000887.660.00 100.000.000887.660.00 110.000.000887.660.00 120.000.000887.660.00 130.000.000887.660.00 140.000.000887.660.00 150.000.000887.660.00 160.000.000887.660.00 170.000.000887.660.00 180.000.000887.660.00 190.000.000887.660.00 200.000.000887.660.00 210.000.000887.660.00 220.000.000887.660.00 230.000.000887.660.00 240.000.000887.660.00 250.000.000887.660.00 260.000.000887.660.00 270.000.000887.660.00 280.000.000887.660.00 290.000.000887.660.00 300.000.000887.660.00 310.000.000887.660.00 320.000.000887.660.00 330.000.000887.660.00 340.000.000887.660.00 350.000.000887.660.00 360.000.000887.660.00 370.000.000887.660.00 380.000.000887.660.00 390.000.000887.660.00 400.000.000887.660.00 410.000.000887.660.00 420.000.000887.660.00 430.000.000887.660.00 440.000.000887.660.00 450.000.000887.660.00 460.000.000887.660.00 470.000.000887.660.00 480.000.000887.660.00 490.000.000887.660.00 500.000.000887.660.00 Appendix M:Inlet Capacity Sizing OliveG ardenS torm Water Report– C armel, IN Page2 4 WEIR & ORIFICE CALCULATOR The Weir and Orifice Calculator is used to determine the inlet capacity in sag (ponding) conditions by use of the Weir and Orifice equations. Knowing this information will allow you to select the proper grate type and size for your specific job or project. Weir Flow Calculations 1.5 Q = 3.3P(h) Weir Equation: Q = Capacity in CFS P = Feet perimeter h = Head in feet Weir Information Orifice Flow Calculations Q = 0.6A Orifice Flow Equation: Q = Capacity in CFS A = Free open area of grate in sq. ft. g = 32.2 (feet per sec/sec) h = Head in feet Orifice Information Instructions: 1. Select a catalog number (will automatically fill in Open Area and Perimeter) or enter your own values 2. Enter head value 3. Click "calculate" The results will determine automatically if your situation falls into a Weir, Transitional or Orifice flow. Additionally, Neenah grates which fall within the parameters chosen will appear below the calculator. Catalog Number and Grate Type: R-2015:G Feet perimeter (P):Head in feet (h):Free open area in sq. ft. (A): 6.001.50.61 Calculate Weir capacity in cfs:Transitional flow in cfs:Orifice capacity in cfs: 3.6