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Home My WebLink AboutTract 6663 Phase 1 and 2 Drainage StudyTract No. 6663 DRAINAGE STUDY 2 Table of Contents 1.0 PURPOSE ................................................................................................................. 3 2.0 GUIDELINES ............................................................................................................ 3 3.0 DESIGN APPROACH ............................................................................................... 3 4.0 CONCLUSION AND RECOMMENDATIONS ............................................................ 4 Time of Concentration (Tc) Calculations ................................................. back of report Inlet Sizing Calculations .......................................................................... back of report Hydraulic Calculations and Pipe Profiles ................................................. back of report Basin Exhibit ........................................................................................... back of report Drainage Exhibit ...................................................................... sleeve in back of report Reference ............................................................................................... back of report Tract No. 6663 DRAINAGE STUDY 3 1.0 PURPOSE The purpose for this drainage study is as follows: 1. To provide a storm drainage system in accordance with the City of Bakersfield requirements and guidelines. 2. To provide an economical and reasonable design for storm drain conveyance and disposal facilities. 2.0 GUIDELINES The following design standards were used in the development of this study: 1. Initial times of concentration (roof to gutter) are 15 minutes for R-1 Development. 2. The runoff coefficients used are: A. 0.42 - R-1, 6,000 S.F. B. 0.95 - Pavement, drives, and roofs 3. Rainfall intensity curves used are those shown on Plate D-1 of the City of Bakersfield, Subdivision & Engineering Manual. 4. Sub-areas using multiple run-off coefficients are given a weighted average based on the area relative to each coefficient. 3.0 DESIGN APPROACH The contributing areas to the retention basin are all zoned residential and therefore were modeled as such so that the improvements were accurate. The affected project area for these improvements is dictated by the flat terrain that is present. More specifically the improvements are designed to benefit all areas bounded to the east by Ashe Road, to the north by the Existing Commercial Facility Parking Lot, to the west by Future Residential Development, and to the south by Tract 6663’s future Phase 3. All storm drain runoff produce inside these boundaries will be collected and conveyed to the proposed Basin Drainage Area. Drainage Areas 1 and 2 will discharge into catch basins (CB #1 and #2) located on the T- intersection of Navan Place and Tulia Lane. Drainage Area 3 will drain to Catch basin #3, located at the same intersection, with a weighted runoff coefficient value from portions of Ashe Road and the residential lots. Catch basin #4 will collect the discharge produced by Area 4 at the T- intersection of Navan Place and Sunchase Drive. CB #5 will collect the discharge produced by Area 5, at the same intersection, with a weighted runoff coefficient value from portions of Ashe Road and the residential lots. Drainage Area 6 will discharge into a catch basin (CB #6) located at the T-intersection of Sunchase Drive and Navan Place. Drainage Areas 7 and 8 will discharge into two catch basins (CB #7 and #8) located at the knuckle of Shanagolden Street and Tulia Lane. Drainage Areas 9 and 10 will discharge into catch basins (CB #9 & CB #10) located at the T-intersection of Shanagolden Street and Sunchase Drive. Catch basin #11 will collect the discharge produced by Area 11 at the T-intersection of Shanagolden Street and Sunchase Drive. Although the residential lots included in this study vary from 6,000 S.F. to 6,600 S.F., a runoff coefficient of 0.42 was used for all residential areas as a conservative approach for calculating runoff produced by the area under investigation. The flows for the sizing of the pipes were estimated utilizing the City of Bakersfield Rational Method in accordance with the Subdivision Standards. Flows were computed for the 10-year Tract No. 6663 DRAINAGE STUDY 4 event using the formula Q = CIA, where Q is the flow in cubic feet per second, C is the runoff coefficient, I is the intensity in inches per hour, and A is the catchment’s area in acres. The proposed retention basin, on the southwest end of the project, will have a bottom elevation of 342.00 and can handle all of the discharge from Phase 1 and 2 of Tract 6663. The ultimate build out basin volumes (provided and required) were not calculated. The required basin volume was calculated using the City of Bakersfield sump volume equation (V=0.15 x Ʃ (CxA)). The total contributing area equals 23.21 acres; this acreage is divided into the areas as noted below. The coefficient values are provided for each area, and the calculations for the required and provided volumes are shown below and on the Basin Exhibit. Area Acres Coefficient C x A TRACT 6663 R-1, 6000 SF 22.22 0.42 9.32 Ashe Road 0.99 0.95 0.93 Ʃ(CXA) = 10.25 TOTAL 23.21 VOLUME REQUIRED (AF) = 1.54 * Assumed based on a plan provided by the City of Bakersfield A Temporary Sump will also be required to collect a portion of drainage along Ashe Road, not captured by Tract 6663 Phase 1 & 2’s storm drain system. The proposed Temporary Sump, on the southeast end of the project, was sized using the City of Bakersfield sump volume equation (V=0.15 x Ʃ (CxA)) with a total contributing area of 0.35 acres and a runoff coefficient of 0.95. The Temporary Sump will be able to store 0.06 acre-feet of water with a required volume of 0.05 acre-feet as shown on the Temporary Sump Exhibit. The depth of the basin from top of sump to bottom of sump is 1.5’ feet deep with a water surface elevation of 355.30. The rational method for the 10-year event was performed using Autodesk Hydraflow Storm Sewers Extension 2015. This program routes the flows and calculates the HGL for the system. A spreadsheet similar to the curb capacity spreadsheet was used to determine the time of concentrations in a 10-year event used for analysis. The flows from the 10-year event were calculated and routed. Starting HGL at the basin was estimated to be 4’ above the basin bottom. 4.0 CONCLUSION AND RECOMMENDATIONS The flows from the 10-year event were calculated and routed. The beginning HGL was estimated to be 4’ above the basin bottom at the outlet structure. All the pipes in this system were sized to be 18” RCP. The HGL is not less than 0.5’ below the existing grade at any manhole. The main objectives of this study were to design an economical storm drain system and meet the design standards set by the City of Bakersfield. The storm drain system will be able to handle a 10-year event. The Basin Exhibit, part of this study, shows the designed basin that allows for the expansion to the south and east for when Phases 3 and 4 of Tract 6663 are developed. The basin will have a total water depth of 8.0’ with a minimum of 1’ of freeboard. The basin will only be sized for Phase 1 & 2 of Tracts 6663 and will be able to store 1.91 acre-feet of water with a required volume of 1.54 acre-feet. The depth of the basin from top of sump to bottom of sump ranges from 11.42’ to 13’ feet deep with a water surface elevation of 350.00. The basin will need to be expanded when Phase 3 & 4 of Tract 6663 is developed. Tract No. 6663 DRAINAGE STUDY 5 Vicinity Map Tract No. 6663 N (N.T.S) CITY OF BAKERSFIELD RATIONAL METHOD (In accordance with City of Bakersfield Standards) TABLE OF RUNOFF COEFFICIENTS R-1, 6000 SF0.42 JOB TITLE:Tract 6663: Phase 1 & 2 R-1, 6750 SF0.4 DATE:Jun-15 R-1, 7500 SF0.38 R-1, 10000 SF0.34 Rational Values:R-1, 15000 SF0.27 Event:10YEAR Values: 5, 10, 50R-3, R-4, M-H0.8 M.A.P.6in./yr. Values: 6, 10, 15, 20, 25, 30Commercial 0.9 Industrial 0.8 Curve Values Parks 0.15 a:2.38I=a+bTc (Tc<20min.)Grasslands, Type A Soil0.15 b:-0.058 Grasslands, Type B Soil0.25 P60:0.550I=K1*(6.02*Tc)^(0.17*LN(p60/K1)Grasslands, Type C Soil0.35 K1:40.00 (Tc>=20min.)Grasslands, Type D Soil0.45 Pavement, drives & roofs0.95 Backyards 0.05 Lawn-landscape 2% slope0.100.17 Lawn-landscape 2-7% slope0.150.22 Lawn-landscape 7% slope0.200.35 SUBAREACIArslt TcLdHSgQStreetVTrial TcRoof toTmInletCurbD NAMERunoff Intensity TotalTimeLengthElev.GutterFlowTypeVel.MIN.GutterTravelSizeCapPipe Coef.IN/HRAreaConc.FeetDiff.SlopeCFSFPSTimeTimeFeetInDia. AC.MIN.FeetFt/Ft MIN.MIN.In. AREA 1 0.42 1.321.92 18.21 3010.720.24%1.06601.5618.2115 3.213.3218 AREA 2 0.42 1.241.75 19.66 4561.450.32%0.91601.6319.6615 4.663.1018 AREA 3 0.55 1.802.75 10.00 9022.780.31%2.73601.9410.000 7.734.2918 AREA 4 0.42 1.241.65 19.62 4491.450.32%0.86601.6219.6215 4.623.0618 AREA 5 0.48 1.802.44 10.00 6912.320.34%2.12601.9910.000 5.803.9418 AREA 6 0.42 1.311.82 18.40 3170.790.25%1.00601.5518.4015 3.403.2618 AREA 7 0.42 1.303.05 18.59 3610.800.22%1.66601.6718.5915 3.593.8718 AREA 8 0.42 1.202.62 20.43 5651.660.29%1.32601.7420.4315 5.433.4618 AREA 9 0.42 1.381.00 17.22 2140.870.41%0.58601.6117.2215 2.222.5718 AREA 10 0.42 1.222.74 20.01 5571.810.33%1.40601.8520.0115 5.013.4118 AREA 11 0.42 1.151.47 21.68 5971.490.25%0.71601.4921.6815 6.682.9918 Tc CALCULATIONS TRACT 6663: Phase 1 & 2 Hydrology_10_yr McIntosh Associates 2001 Wheelan Ct Bakersfield, CA 93309 10 yr Calc Inlet Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.Friday, Apr 24 2015 <Name> Curb Inlet Location= Sag Curb Length (ft)= 3.50 Throat Height (in)= 6.00 Grate Area (sqft)= -0- Grate Width (ft)= -0- Grate Length (ft)= -0- Gutter Slope, Sw (ft/ft)= 0.083 Slope, Sx (ft/ft)= 0.020 Local Depr (in)= 2.00 Gutter Width (ft)= 2.00 Gutter Slope (%)= -0- Gutter n-value= -0- Calculations Compute by:Known Q Q (cfs)= 1.01 Highlighted Q Total (cfs)= 1.01 Q Capt (cfs)= 1.01 Q Bypass (cfs)= -0- Depth at Inlet (in)= 2.52 Efficiency (%)= 100 Gutter Spread (ft)= 4.19 Gutter Vel (ft/s)= -0- Bypass Spread (ft)= -0- Bypass Depth (in)= -0- CB - 1 Inlet Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.Thursday, Apr 16 2015 <Name> Curb Inlet Location= Sag Curb Length (ft)= 3.50 Throat Height (in)= 6.00 Grate Area (sqft)= -0- Grate Width (ft)= -0- Grate Length (ft)= -0- Gutter Slope, Sw (ft/ft)= 0.083 Slope, Sx (ft/ft)= 0.020 Local Depr (in)= 2.00 Gutter Width (ft)= 2.00 Gutter Slope (%)= -0- Gutter n-value= -0- Calculations Compute by:Known Q Q (cfs)= 0.88 Highlighted Q Total (cfs)= 0.88 Q Capt (cfs)= 0.88 Q Bypass (cfs)= -0- Depth at Inlet (in)= 3.71 Efficiency (%)= 100 Gutter Spread (ft)= 1.72 Gutter Vel (ft/s)= -0- Bypass Spread (ft)= -0- Bypass Depth (in)= -0- CB - 2 Inlet Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.Friday, Apr 24 2015 <Name> Curb Inlet Location= Sag Curb Length (ft)= 3.50 Throat Height (in)= 6.00 Grate Area (sqft)= -0- Grate Width (ft)= -0- Grate Length (ft)= -0- Gutter Slope, Sw (ft/ft)= 0.083 Slope, Sx (ft/ft)= 0.020 Local Depr (in)= 2.00 Gutter Width (ft)= 2.00 Gutter Slope (%)= -0- Gutter n-value= -0- Calculations Compute by:Known Q Q (cfs)= 2.54 Highlighted Q Total (cfs)= 2.54 Q Capt (cfs)= 2.54 Q Bypass (cfs)= -0- Depth at Inlet (in)= 5.47 Efficiency (%)= 100 Gutter Spread (ft)= 8.15 Gutter Vel (ft/s)= -0- Bypass Spread (ft)= -0- Bypass Depth (in)= -0- CB - 3 Inlet Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.Thursday, Apr 16 2015 <Name> Curb Inlet Location= Sag Curb Length (ft)= 3.50 Throat Height (in)= 6.00 Grate Area (sqft)= -0- Grate Width (ft)= -0- Grate Length (ft)= -0- Gutter Slope, Sw (ft/ft)= 0.083 Slope, Sx (ft/ft)= 0.020 Local Depr (in)= 2.00 Gutter Width (ft)= 2.00 Gutter Slope (%)= -0- Gutter n-value= -0- Calculations Compute by:Known Q Q (cfs)= 0.84 Highlighted Q Total (cfs)= 0.84 Q Capt (cfs)= 0.84 Q Bypass (cfs)= -0- Depth at Inlet (in)= 3.66 Efficiency (%)= 100 Gutter Spread (ft)= 1.66 Gutter Vel (ft/s)= -0- Bypass Spread (ft)= -0- Bypass Depth (in)= -0- CB - 4 Inlet Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.Friday, Apr 24 2015 <Name> Curb Inlet Location= Sag Curb Length (ft)= 3.50 Throat Height (in)= 6.00 Grate Area (sqft)= -0- Grate Width (ft)= -0- Grate Length (ft)= -0- Gutter Slope, Sw (ft/ft)= 0.083 Slope, Sx (ft/ft)= 0.020 Local Depr (in)= 2.00 Gutter Width (ft)= 2.00 Gutter Slope (%)= -0- Gutter n-value= -0- Calculations Compute by:Known Q Q (cfs)= 1.97 Highlighted Q Total (cfs)= 1.97 Q Capt (cfs)= 1.97 Q Bypass (cfs)= -0- Depth at Inlet (in)= 4.93 Efficiency (%)= 100 Gutter Spread (ft)= 5.90 Gutter Vel (ft/s)= -0- Bypass Spread (ft)= -0- Bypass Depth (in)= -0- CB - 5 Inlet Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.Thursday, Apr 16 2015 <Name> Curb Inlet Location= Sag Curb Length (ft)= 3.50 Throat Height (in)= 6.00 Grate Area (sqft)= -0- Grate Width (ft)= -0- Grate Length (ft)= -0- Gutter Slope, Sw (ft/ft)= 0.083 Slope, Sx (ft/ft)= 0.020 Local Depr (in)= 2.00 Gutter Width (ft)= 2.00 Gutter Slope (%)= -0- Gutter n-value= -0- Calculations Compute by:Known Q Q (cfs)= 0.96 Highlighted Q Total (cfs)= 0.96 Q Capt (cfs)= 0.96 Q Bypass (cfs)= -0- Depth at Inlet (in)= 3.81 Efficiency (%)= 100 Gutter Spread (ft)= 1.82 Gutter Vel (ft/s)= -0- Bypass Spread (ft)= -0- Bypass Depth (in)= -0- CB - 6 Inlet Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.Thursday, Apr 16 2015 <Name> Curb Inlet Location= Sag Curb Length (ft)= 3.50 Throat Height (in)= 6.00 Grate Area (sqft)= -0- Grate Width (ft)= -0- Grate Length (ft)= -0- Gutter Slope, Sw (ft/ft)= 0.083 Slope, Sx (ft/ft)= 0.020 Local Depr (in)= 2.00 Gutter Width (ft)= 2.00 Gutter Slope (%)= -0- Gutter n-value= -0- Calculations Compute by:Known Q Q (cfs)= 1.59 Highlighted Q Total (cfs)= 1.59 Q Capt (cfs)= 1.59 Q Bypass (cfs)= -0- Depth at Inlet (in)= 4.54 Efficiency (%)= 100 Gutter Spread (ft)= 4.27 Gutter Vel (ft/s)= -0- Bypass Spread (ft)= -0- Bypass Depth (in)= -0- CB - 7 Inlet Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.Thursday, Apr 16 2015 <Name> Curb Inlet Location= Sag Curb Length (ft)= 3.50 Throat Height (in)= 6.00 Grate Area (sqft)= -0- Grate Width (ft)= -0- Grate Length (ft)= -0- Gutter Slope, Sw (ft/ft)= 0.083 Slope, Sx (ft/ft)= 0.020 Local Depr (in)= 2.00 Gutter Width (ft)= 2.00 Gutter Slope (%)= -0- Gutter n-value= -0- Calculations Compute by:Known Q Q (cfs)= 1.30 Highlighted Q Total (cfs)= 1.30 Q Capt (cfs)= 1.30 Q Bypass (cfs)= -0- Depth at Inlet (in)= 4.22 Efficiency (%)= 100 Gutter Spread (ft)= 2.95 Gutter Vel (ft/s)= -0- Bypass Spread (ft)= -0- Bypass Depth (in)= -0- CB - 8 Inlet Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.Monday, Apr 20 2015 <Name> Curb Inlet Location= Sag Curb Length (ft)= 3.50 Throat Height (in)= 6.00 Grate Area (sqft)= -0- Grate Width (ft)= -0- Grate Length (ft)= -0- Gutter Slope, Sw (ft/ft)= 0.083 Slope, Sx (ft/ft)= 0.020 Local Depr (in)= 2.00 Gutter Width (ft)= 2.00 Gutter Slope (%)= -0- Gutter n-value= -0- Calculations Compute by:Known Q Q (cfs)= 0.55 Highlighted Q Total (cfs)= 0.55 Q Capt (cfs)= 0.55 Q Bypass (cfs)= -0- Depth at Inlet (in)= 3.25 Efficiency (%)= 100 Gutter Spread (ft)= 1.26 Gutter Vel (ft/s)= -0- Bypass Spread (ft)= -0- Bypass Depth (in)= -0- CB - 9 Inlet Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.Thursday, Apr 16 2015 <Name> Curb Inlet Location= Sag Curb Length (ft)= 3.50 Throat Height (in)= 6.00 Grate Area (sqft)= -0- Grate Width (ft)= -0- Grate Length (ft)= -0- Gutter Slope, Sw (ft/ft)= 0.083 Slope, Sx (ft/ft)= 0.020 Local Depr (in)= 2.00 Gutter Width (ft)= 2.00 Gutter Slope (%)= -0- Gutter n-value= -0- Calculations Compute by:Known Q Q (cfs)= 1.37 Highlighted Q Total (cfs)= 1.37 Q Capt (cfs)= 1.37 Q Bypass (cfs)= -0- Depth at Inlet (in)= 4.30 Efficiency (%)= 100 Gutter Spread (ft)= 3.27 Gutter Vel (ft/s)= -0- Bypass Spread (ft)= -0- Bypass Depth (in)= -0- CB - 10 Inlet Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.Thursday, Apr 16 2015 <Name> Curb Inlet Location= Sag Curb Length (ft)= 3.50 Throat Height (in)= 6.00 Grate Area (sqft)= -0- Grate Width (ft)= -0- Grate Length (ft)= -0- Gutter Slope, Sw (ft/ft)= 0.083 Slope, Sx (ft/ft)= 0.020 Local Depr (in)= 2.00 Gutter Width (ft)= 2.00 Gutter Slope (%)= -0- Gutter n-value= -0- Calculations Compute by:Known Q Q (cfs)= 0.70 Highlighted Q Total (cfs)= 0.70 Q Capt (cfs)= 0.70 Q Bypass (cfs)= -0- Depth at Inlet (in)= 3.47 Efficiency (%)= 100 Gutter Spread (ft)= 1.47 Gutter Vel (ft/s)= -0- Bypass Spread (ft)= -0- Bypass Depth (in)= -0- CB - 11 TR A C T 6 6 6 3 : P h a s e 1 a n d 2 HY D R A U L I C C A L C U L A T I O N S ( I N P U T ) Ar e a L i n e I D Dr a i n a g e Ru n o f f T i m e o f I n t e n s i t y No . A r e a C o e f f C o n s e n . (a c ) (c ) (m i n ) (i n / h r ) Ar e a 1 P - ( 1 ) 1. 9 2 0. 4 2 18 . 2 1 1. 3 2 Ar e a 2 P - ( 1 5 ) 1. 7 5 0. 4 2 19 . 7 0 1. 2 0 Ar e a 3 P - ( 1 6 ) 2. 7 5 0. 5 5 10 . 0 0 1. 8 0 Ar e a 4 P - ( 1 7 ) 1. 6 5 0. 4 2 19 . 6 0 1. 2 1 Ar e a 5 P - ( 1 8 ) 2. 4 4 0. 4 8 10 . 0 0 1. 8 0 Ar e a 6 P - ( 1 9 ) 1. 8 2 0. 4 2 18 . 4 0 1. 2 5 Ar e a 7 P - ( 8 ) 3. 0 5 0. 4 2 18 . 6 0 1. 2 4 Ar e a 8 P - ( 9 ) 2. 6 2 0. 4 2 20 . 4 0 1. 1 8 Ar e a 9 P - ( 1 3 ) 1. 0 0 0. 4 2 17 . 2 0 1. 3 0 Ar e a 1 0 P - ( 1 4 ) 2. 7 4 0. 4 2 20 . 0 0 1. 1 9 Ar e a 1 1 P - ( 2 0 ) 1. 4 7 0. 4 2 21 . 7 0 1. 1 4 TR A C T 6 6 6 3 : P h a s e 1 a n d 2 HY D R A U L I C C A L C U L A T I O N S ( O U T P U T ) Li n e L i n e I D A r e a N o . P i p e P i p e F l o w A v g . C a p a c i t y I n v e r t H G L Ve l o c i t y Ve l o c i t y E G L SfInvert No . L e n g t h S i z e R a t e V e l o c i t y F l o w i n g F u l l D o w n D o w n D o w n He a d D o w n DownDownUp (f t ) (i n ) (c f s ) (f t / s ) (c f s ) (f t ) (f t ) (f t / s ) (f t ) (ft)(%)(ft) 1 P - ( 7 ) 5 6 . 6 1 1 8 9 . 9 5 5 . 6 3 3 . 4 2 3 4 2 3 4 6 5 . 6 3 0 . 4 9 3 4 6 . 4 9 0 . 8 9 9342.06 2 P - ( 6 ) 8 1 . 0 0 1 8 9 . 6 5 . 4 3 3 . 5 3 4 2 . 0 6 3 4 7 5 . 4 3 0 . 4 6 3 4 7 . 4 6 0 . 8 37342.15 3 P - ( 1 2 ) 4 2 . 7 5 1 8 6 . 7 3 . 7 9 3 . 5 9 3 4 2 . 1 5 3 4 8 . 1 4 3 . 7 9 0 . 2 2 3 4 8 . 360.408342.2 4 P - ( 5 ) 1 7 8 . 5 6 1 8 5 . 7 3 . 2 3 3 . 5 1 3 4 2 . 2 3 4 8 . 5 4 3 . 2 3 0 . 1 6 3 4 8 . 7 0.295342.4 5 P - ( 4 ) 5 0 0 . 0 0 1 8 6 . 0 5 3 . 4 2 3 . 4 8 3 4 2 . 4 3 4 9 . 0 9 3 . 4 3 0 . 1 8 3 4 9 . 270.332342.95 6 P - ( 1 9 ) A r e a 6 1 5 . 8 1 1 8 0 . 9 6 0 . 5 4 3 . 7 3 3 4 2 . 9 5 3 5 0 . 9 3 0 . 5 4 0 350.940.008342.97 7 P - ( 3 ) 5 2 . 7 5 1 8 5 . 2 8 2 . 9 9 3 . 5 4 3 4 2 . 9 5 3 5 0 . 9 3 2 . 9 9 0 . 1 4 3 5 1 . 070.253343.01 8 P - ( 2 ) 4 4 4 . 5 0 1 8 3 . 6 2 2 . 0 5 3 . 4 9 3 4 3 . 0 1 3 5 1 . 2 2 . 0 5 0 . 0 7 3 5 1 . 270.119343.5 9 P - ( 1 ) A r e a 1 6 8 . 1 9 1 8 1 . 0 1 0 . 5 7 3 . 6 3 4 3 . 5 3 5 1 . 8 0 . 5 7 0 . 0 1 3 51.80.009343.58 10 P - ( 1 7 ) A r e a 4 1 5 . 0 0 1 8 0 . 8 4 0 . 4 7 3 . 8 3 3 4 3 . 0 1 3 5 1 . 2 0 . 4 7 0 351.210.006343.03 11 P - ( 1 8 ) A r e a 5 2 5 . 0 0 1 8 1 . 9 7 1 . 1 1 3 . 6 4 3 4 3 . 0 1 3 5 1 . 2 1 . 1 1 0 .0 2 3 5 1 . 2 2 0 . 0 3 5 3 4 3 . 0 4 12 P - ( 1 5 ) A r e a 2 1 5 . 0 0 1 8 0 . 8 8 0 . 5 3 . 8 3 3 4 3 . 5 3 5 1 . 8 0 . 5 0 3 5 1 .80.007343.52 13 P - ( 1 6 ) A r e a 3 2 5 . 0 0 1 8 2 . 5 4 1 . 4 4 3 . 6 4 3 4 3 . 5 3 5 1 . 8 1 . 4 4 0 . 03 3 5 1 . 8 3 0 . 0 5 8 3 4 3 . 5 3 14 P - ( 1 1 ) 5 2 5 . 0 0 1 8 2 . 7 1 1 . 5 3 3 . 4 9 3 4 2 . 1 5 3 4 8 . 1 4 1 . 5 3 0 . 0 4 3 48.180.066342.73 15 P - ( 9 ) A r e a 8 5 6 . 0 8 1 8 1 . 3 0 . 7 3 3 . 4 3 3 4 2 . 7 3 3 4 8 . 5 2 0 . 7 3 0 . 01 3 4 8 . 5 3 0 . 0 1 5 3 4 2 . 7 9 16 P - ( 8 ) A r e a 7 6 9 . 2 4 1 8 1 . 5 9 0 . 9 3 . 5 7 3 4 2 . 7 3 3 4 8 . 5 2 0 . 9 0 . 0 1 3 4 8 . 5 4 0 . 0 2 3 3 4 2 . 8 1 17 P - ( 1 4 ) A r e a 1 0 2 5 . 0 0 1 8 1 . 3 7 0 . 7 8 3 . 6 4 3 4 2 . 2 3 4 8 . 5 4 0 . 7 8 0. 0 1 3 4 8 . 5 5 0 . 0 1 7 3 4 2 . 2 3 18 P - ( 1 3 ) A r e a 9 3 7 . 8 0 1 8 0 . 5 5 0 . 3 1 3 . 4 2 3 4 2 . 0 6 3 4 7 0 . 3 1 0 3 4 70.003342.1 19 P - ( 2 0 ) Ar e a 1 1 15 . 8 1 18 0. 7 0. 4 3. 7 4 34 2 . 1 5 34 8 . 1 4 0. 4 0 348.140.004342.17 TR A C T 6 6 6 3 : P h a s e 1 a n d 2 HY D R A U L I C C A L C U L A T I O N S ( O U T P U T ) Li n e Li n e I D HG L G r n d / R i m C o v e r V e l o c i t y V e l o c i t y E G L Sf Sf En e r g y J - L o s s M i n o r No . U p E l e v . U p U p U p H e a d U p U p U p A v g . L o s s C o e f f L o s s (f t ) (f t ) (f t ) (f t / s ) (f t ) (f t ) (% ) (% ) (f t ) (ft) 1 P - ( 7 ) 3 4 6 . 5 1 3 5 3 . 6 5 1 0 . 0 9 5 . 6 3 0 . 4 9 3 4 7 0 . 8 9 9 0 . 8 9 9 0 . 5 0 9 10.49 2 P - ( 6 ) 3 4 7 . 6 8 3 5 3 . 4 7 9 . 8 2 5 . 4 3 0 . 4 6 3 4 8 . 1 4 0 . 8 3 6 0 . 8 3 6 0 . 6 77 1 0 . 4 6 3 P - ( 1 2 ) 3 4 8 . 3 1 3 5 3 . 5 8 9 . 8 8 3 . 7 9 0 . 2 2 3 4 8 . 5 4 0 . 4 0 8 0 . 4 0 8 0 . 17 4 1 0 . 2 2 4 P - ( 5 ) 3 4 9 . 0 6 3 5 4 . 0 2 1 0 . 1 2 3 . 2 3 0 . 1 6 3 4 9 . 2 2 0 . 2 9 5 0 . 2 9 5 0 . 52 6 0 . 1 5 0 . 0 2 5 P - ( 4 ) 3 5 0 . 7 5 3 5 4 . 1 7 9 . 7 2 3 . 4 2 0 . 1 8 3 5 0 . 9 3 0 . 3 3 2 0 . 3 3 2 1 . 6 61 1 0 . 1 8 6 P - ( 1 9 ) 3 5 0 . 9 3 3 5 3 . 7 3 9 . 2 6 0 . 5 4 0 3 5 0 . 9 4 0 . 0 0 8 0 . 0 0 8 0 . 0 0 1 10 7 P - ( 3 ) 3 5 1 . 0 6 3 5 4 . 0 7 9 . 5 6 2 . 9 9 0 . 1 4 3 5 1 . 2 0 . 2 5 3 0 . 2 5 3 0 . 1 3 3 1 0 . 1 4 8 P - ( 2 ) 3 5 1 . 7 3 3 5 4 . 0 6 9 . 0 6 2 . 0 5 0 . 0 7 3 5 1 . 8 0 . 1 1 9 0 . 1 1 9 0 . 5 2 8 1 0 . 0 7 9 P - ( 1 ) 3 5 1 . 8 0 3 5 3 . 7 2 8 . 6 4 0 . 5 7 0 . 0 1 3 5 1 . 8 1 0 . 0 0 9 0 . 0 0 9 0 . 0 06 1 0 . 0 1 10 P - ( 1 7 ) 3 5 1 . 2 0 3 5 3 . 6 4 9 . 1 1 0 . 4 7 0 3 5 1 . 2 1 0 . 0 0 6 0 . 0 0 6 0 . 0 0 1 1 0 11 P - ( 1 8 ) 3 5 1 . 2 1 3 5 3 . 6 4 9 . 1 1 . 1 1 0 . 0 2 3 5 1 . 2 3 0 . 0 3 5 0 . 0 3 5 0 . 00 9 1 0 . 0 2 12 P - ( 1 5 ) 3 5 1 . 8 0 3 5 3 . 6 1 8 . 5 9 0 . 5 0 3 5 1 . 8 0 . 0 0 7 0 . 0 0 7 0 . 0 0 1 1 0 13 P - ( 1 6 ) 3 5 1 . 8 1 3 5 3 . 6 1 8 . 5 8 1 . 4 4 0 . 0 3 3 5 1 . 8 4 0 . 0 5 8 0 . 0 5 8 0 .0 1 5 1 0 . 0 3 14 P - ( 1 1 ) 3 4 8 . 4 9 3 5 3 . 7 6 9 . 5 3 1 . 5 3 0 . 0 4 3 4 8 . 5 2 0 . 0 6 6 0 . 0 6 6 0 .3 4 9 1 0 . 0 4 15 P - ( 9 ) 3 4 8 . 5 3 3 5 3 . 3 9 . 0 1 0 . 7 3 0 . 0 1 3 4 8 . 5 4 0 . 0 1 5 0 . 0 1 5 0 . 0 09 1 0 . 0 1 16 P - ( 8 ) 3 4 8 . 5 4 3 5 3 . 2 8 8 . 9 7 0 . 9 0 . 0 1 3 4 8 . 5 5 0 . 0 2 3 0 . 0 2 3 0 . 0 16 1 0 . 0 1 17 P - ( 1 4 ) 3 4 8 . 5 4 3 5 3 . 1 5 9 . 4 2 0 . 7 8 0 . 0 1 3 4 8 . 5 5 0 . 0 1 7 0 . 0 1 7 0 .0 0 4 1 0 . 0 1 18 P - ( 1 3 ) 3 4 7 . 0 0 3 5 3 . 1 5 9 . 5 5 0 . 3 1 0 3 4 7 0 . 0 0 3 0 . 0 0 3 0 . 0 0 1 1 0 19 P - ( 2 0 ) 34 8 . 1 4 35 3 . 0 3 9. 3 6 0. 4 0 34 8 . 1 4 0. 0 0 4 0. 0 0 4 0. 0 0 1 10 SUMP MH - 6 P - 7 MH - 5 MH - 6 P - 6 MH - 7 MH - 5 P - 1 2 MH - 7 MH - 6 MH - 4 P - 5 MH - 3 MH - 4 P - 4 CB - 6 MH - 3 P - 1 9 MH - 3 MH - 2 P - 3 MH - 2 MH - 1 P - 2 MH - 1 CB - 1 P - 1 MH - 2 CB - 4 P - 1 7 MH - 2 CB - 5 P - 1 8 MH - 1 CB - 2 P - 1 5 MH - 1 CB - 3 P - 1 6 MH - 5 MH - 8 P - 1 1 MH - 8 CB - 8 P - 9 MH - 8 CB - 7 P - 8 MH - 7 CB - 10 P - 1 4 MH - 6 CB - 9 P - 1 3 MH - 5 CB - 11 P - 2 0 TRACT 6663 - PHASE 1 2 BASIN SIZING CALCULATIONS 8 feet Abtm =6,632sq ft=0.15acres Amid =10,333sq ft=0.24acres Atop =14,570sq ft=0.33acres Volume = 1/6 x (0.15 +0.95 +0.33 ) x 8 Provided Sump Capacity =83,379 Cu. FT 1.91 AC-FT TABLE OF RUNOFF COEFFICIENTS TR 6663 C x A = R-1, 6000 SF0.42 22.22 9.33 Pavement, drives & roofs0.95 0.99 0.94 n C x A =10.27 TR 6663 Total 23.21 Acres 23.21 Required Sump Capacity = 0.15 x C x A =0.15 X n C x A =1.54AC-FT 0.37AC-FTAC-FTTotal Difference of Provided Sump Capacity Required Sump Capacity Volume = 1/6 x (0.15+0.95+0.33) x 8 = 1/6 x (1.43) x 8 Depth from Design Water Surface = Bottom Area of Sump Half Depth Area of Sump Area of Design Water Level Prismoidal Formula: Volume = 1/6 x(Abtm+4Amid+Atop) x D SUNCHASE DRIVE