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HomeMy WebLinkAboutTract 7136 Drainage Study Revised 2 Table of Contents 1.0 PURPOSE ................................................................................................................. 3 2.0 GUIDELINES ............................................................................................................ 3 3.0 DESIGN APPROACH ............................................................................................... 3 4.0 CONCLUSION AND RECOMMENDATIONS ............................................................ 4 Soil Map ................................................................................................. back of report Hydrology Calculations .......................................................................... back of report Inlet Sizing Calculations ......................................................................... back of report Hydraulic Calculations and Pipe Profiles ................................................ back of report Sump Exhibit.......................................................................................... back of report Drainage Exhibit ...................................................................... sleeve in back of report 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 to concentration (roof to gutter) are 15 minutes for R-1 Development. 2. The soil group was obtained from the US Department of Agriculture Soils Survey. Soil group for this site is Type A: 174 - Kimberlina fine sandy loam, 0 to 2 percent slopes (approx. 67% of project) 3. The runoff coefficients used are: 0.42 - R-1, 6,000 S.F. 0.38 - R-1, 7,500 S.F. 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 sump are zoned residential and therefore were modeled as such. This report studies the required pipe sizes for the storm drain system. The tract is bounded to the east by the proposed realigned canal, an undeveloped tract (Tract 7267) to the north, McCutchen Road to the south, and to the west by the proposed Rio Verde Drive. Tract 7136 consists chiefly of two main drainage areas which confluence at the sump. The areas tributary to this confluence point comes from the north and south. The northerly portion of the tract (Areas 1 through 3) consists chiefly of areas north of Arroyo Mocho Court and approximately 120 feet north of Drawbridge Drive. Two catch basins (CB #1 & CB #2) will be located at the south intersection of Red Iron Street and Winding Stream Avenue which will collect the discharge produced by Areas 1 and 2. Drainage Area 3 has its own weighted coefficient value as tabulated in the calculations to account for the 6,000 (0.42) and 7,500 sq (0.38) foot lots. This watershed will discharge into a catch basin (CB #3) located on the northerly side of the T-intersection of Red Iron Street and Winding Stream Avenue. The southerly half (Areas 4 through 9) consists of areas south of Arroyo Mocho Court and east of Rio Verde Drive. A weighted coefficient as tabulated in the calculations for Drainage Area 4 on Rio Verde Drive. Discharge on McCutchen Road and the lots on Rio Verde Drive have been divided due to different runoff coefficient value. Drainage Areas 5, 6, 7, and 8 will discharge into catch basins (CB #5, CB #6, CB #7, and CB #8) located on Drawbridge Drive at the Carson Creek Lane intersection. Drainage Area 8 has its own weighted coefficient value as tabulated in the calculations to account for the 6,000 and 7,500 sq foot lots. CB #9 will collect the discharge produced by Area 9 at the T-intersection of Red Iron Street and Battle Creek Drive. A temporary drainage inlet will be located within the proposed swale, directly across from CB #4 on Rio Verde Drive. 4 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 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. Since the main purpose of this report is the storm drain system leading to the basin and the curb capacities were determined. The required sump volume was calculated using the City of Bakersfield sump volume equation (V=0.15 x Ʃ (CxA)). The total contributing area equals 31.36 acres; this acreage is divided into the areas as noted above. The weighted coefficient values are provided for each area, and the calculations for the required and provided volumes are shown below and on the Retention Basin Exhibit. Area Acres Weighted Coefficient C x A McCutchen Road & Rio Verde Drive 2.23 0.95 2.12 TTM 7136, R-1, 6,000 S.F.19.26 0.42 8.09 TTM 7136, R-1, 7,500 S.F.9.92 0.38 3.77 V= 0.15 X Ʃ (CXA) Ʃ(CXA) = 13.98 TOTAL AREA (AC) =31.41 VOLUME REQUIRED (AF) =2.10 The rational method for the 10-year event was performed using Autodesk Hydraflow Storm Sewer Extension 2015. This program routes the flows and calculates the HGL for the system. The program has the ability to calculate the discharge, but it also allows you to enter your own value. Since these values have been calculated in the hydrology spreadsheet, the calculated the time of concentration values were used. The same spreadsheet was used to determine curb capacity in a 10-year event. The inlet sizing calculations also verify the proposed flows do not exceed the curb height. 4.0 CONCLUSION AND RECOMMENDATIONS The flows from the 10-year event were calculated and routed. The beginning HGL was estimated to be 4.5’ above the basin bottom at the outlet structure. All the pipes in this system were sized to be all 18” RCP. The HGL is not less than 0.5’ below the existing grade at any manhole and catch basin. 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 will have a design water surface depth of 9.0’ with a minimum of 1’ of freeboard. The sump will be able to store 2.20 AF of water with a required volume of 2.10 AF. SOIL MAP Hydrologic Soil Group—Kern County, California, Northwestern Part Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 3/30/2015 Page 1 of 4 39 0 6 3 3 0 39 0 6 4 2 0 39 0 6 5 1 0 39 0 6 6 0 0 39 0 6 6 9 0 39 0 6 7 8 0 39 0 6 8 7 0 39 0 6 9 6 0 39 0 6 2 4 0 39 0 6 3 3 0 39 0 6 4 2 0 39 0 6 5 1 0 39 0 6 6 0 0 39 0 6 6 9 0 39 0 6 7 8 0 39 0 6 8 7 0 39 0 6 9 6 0 308540 308630 308720 308810 308900 308990 308450 308540 308630 308720 308810 308900 308990 35° 17' 15'' N 11 9 ° 6 ' 2 2 ' ' W 35° 17' 15'' N 11 9 ° 6 ' 0 ' ' W 35° 16' 51'' N 11 9 ° 6 ' 2 2 ' ' W 35° 16' 51'' N 11 9 ° 6 ' 0 ' ' W N Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 11N WGS84 0150300600900Feet 050100200300Meters Map Scale: 1:3,580 if printed on A portrait (8.5" x 11") sheet. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Rating Polygons A A/D B B/D C C/D D Not rated or not available Soil Rating Lines A A/D B B/D C C/D D Not rated or not available Soil Rating Points A A/D B B/D C C/D D Not rated or not available Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:24,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: http://websoilsurvey.nrcs.usda.gov Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Kern County, California, Northwestern Part Survey Area Data: Version 7, Sep 18, 2014 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: May 5, 2010—Mar 10, 2011 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Hydrologic Soil Group—Kern County, California, Northwestern Part Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 3/30/2015 Page 2 of 4 Hydrologic Soil Group Hydrologic Soil Group— Summary by Map Unit — Kern County, California, Northwestern Part (CA666) Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 127 Granoso sandy loam, 0 to 2 percent slopes, overwash A 1.1 1.8% 174 Kimberlina fine sandy loam, 0 to 2 percent slopes MLRA 17 A 61.8 98.2% Totals for Area of Interest 63.0 100.0% Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Hydrologic Soil Group—Kern County, California, Northwestern Part Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 3/30/2015 Page 3 of 4 Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie-break Rule: Higher Hydrologic Soil Group—Kern County, California, Northwestern Part Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 3/30/2015 Page 4 of 4 HYDROLOGY CALCULATIONS CITY OF BAKERSFIELD RATIONAL METHOD (In accordance with City of Bakersfield Standards) TABLE OF RUNOFF COEFFICIENTS R-1, 6000 SF0.42 JOB TITLE:Tract 7136 R-1, 6750 SF0.40 DATE:Apr-16 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, 30Commercial0.9 Industrial0.8 Curve Values Parks0.15 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 Backyards0.05 Lawn-landscape 2% slope0.100.17 Lawn-landscape 2-7% slope 0.150.22 Lawn-landscape 7% slope0.200.35 SUBAREACIArslt TcLdHSgQVTrial TcRoof toTmInletCurbD NAMERunoff Intensity TotalTimeLengthElev.GutterFlowVel.MIN.GutterTravelSizeCapPipe Coef.IN/HRAreaConc.FeetDiff.SlopeCFSFPSTimeTimeFeetInDia. AC.MIN.FeetFt/FtMIN.MIN.In. AREA 1 0.42 1.183.21 20.97 7362.800.38%1.592.0520.9715 5.973.51 AREA 2 0.42 1.263.24 19.34 4791.520.32%1.711.8419.3415 4.343.79 AREA 3 0.40 1.077.70 23.90 10543.140.30%3.271.9723.9015 8.904.50 AREA 4 0.70 1.403.27 16.90 2380.790.33%3.222.0916.9015 1.904.36 AREA 5 0.42 1.132.40 22.20 6811.720.25%1.141.5822.2015 7.203.39 AREA 6 0.42 1.351.31 17.66 2811.100.39%0.751.7617.6615 2.662.79 AREA 7 0.42 1.391.01 17.12 2060.820.40%0.591.6217.1215 2.122.58 AREA 8 0.39 1.036.83 25.31 12033.380.28%2.721.9425.3115 10.314.29 AREA 9 0.42 1.151.96 21.62 6522.020.31%0.951.6421.6215 6.623.14 AREA 10 0.95 1.590.48 13.64 12273.130.25%0.721.5013.640 13.643.00 Required Sump Capacity = 0.15 x C x A =2.10ac-ft C =0.44A=31.41acres Tc CALCULATIONS Tract 7136 Hydrology_10_yr McIntosh Associates 2001 Wheelan Ct Bakersfield, CA 93309 10 yr Calc INLET SIZING CALCULATIONS Inlet Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.Monday, Mar 16 2015 Drainage Area 1 - Catch Basin #1 Curb Inlet Location= Sag Curb Length (ft)= 3.50 Throat Height (in)= 4.50 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- Inlet Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.Monday, Apr 11 2016 Drainage Area 2 - Catch Basin #2 Curb Inlet Location= Sag Curb Length (ft)= 3.50 Throat Height (in)= 4.50 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)= 1.71 Highlighted Q Total (cfs)= 1.71 Q Capt (cfs)= 1.71 Q Bypass (cfs)= -0- Depth at Inlet (in)= 4.66 Efficiency (%)= 100 Gutter Spread (ft)= 4.80 Gutter Vel (ft/s)= -0- Bypass Spread (ft)= -0- Bypass Depth (in)= -0- Inlet Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.Monday, Mar 16 2015 Drainage Area 3 - Catch Basin #3 Curb Inlet Location= Sag Curb Length (ft)= 3.50 Throat Height (in)= 4.50 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)= 3.28 Highlighted Q Total (cfs)= 3.28 Q Capt (cfs)= 3.28 Q Bypass (cfs)= -0- Depth at Inlet (in)= 6.11 Efficiency (%)= 100 Gutter Spread (ft)= 10.84 Gutter Vel (ft/s)= -0- Bypass Spread (ft)= -0- Bypass Depth (in)= -0- Inlet Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.Monday, Apr 11 2016 Drainage Area 4 - Catch Basin #4 Curb Inlet Location= Sag Curb Length (ft)= 3.50 Throat Height (in)= 4.50 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)= 3.22 Highlighted Q Total (cfs)= 3.22 Q Capt (cfs)= 3.22 Q Bypass (cfs)= -0- Depth at Inlet (in)= 6.06 Efficiency (%)= 100 Gutter Spread (ft)= 10.63 Gutter Vel (ft/s)= -0- Bypass Spread (ft)= -0- Bypass Depth (in)= -0- Inlet Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.Monday, Apr 11 2016 Drainage Area 5 - Catch Basin #5 Curb Inlet Location= Sag Curb Length (ft)= 3.50 Throat Height (in)= 4.50 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)= 1.14 Highlighted Q Total (cfs)= 1.14 Q Capt (cfs)= 1.14 Q Bypass (cfs)= -0- Depth at Inlet (in)= 4.03 Efficiency (%)= 100 Gutter Spread (ft)= 2.17 Gutter Vel (ft/s)= -0- Bypass Spread (ft)= -0- Bypass Depth (in)= -0- Inlet Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.Monday, Apr 11 2016 Drainage Area 6 - Catch Basin #6 Curb Inlet Location= Sag Curb Length (ft)= 3.50 Throat Height (in)= 4.50 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)= 0.75 Highlighted Q Total (cfs)= 0.75 Q Capt (cfs)= 0.75 Q Bypass (cfs)= -0- Depth at Inlet (in)= 3.54 Efficiency (%)= 100 Gutter Spread (ft)= 1.54 Gutter Vel (ft/s)= -0- Bypass Spread (ft)= -0- Bypass Depth (in)= -0- Inlet Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.Monday, Mar 16 2015 Drainage Area 7 - Catch Basin #7 Curb Inlet Location= Sag Curb Length (ft)= 3.50 Throat Height (in)= 4.50 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)= 0.59 Highlighted Q Total (cfs)= 0.59 Q Capt (cfs)= 0.59 Q Bypass (cfs)= -0- Depth at Inlet (in)= 3.31 Efficiency (%)= 100 Gutter Spread (ft)= 1.32 Gutter Vel (ft/s)= -0- Bypass Spread (ft)= -0- Bypass Depth (in)= -0- Inlet Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.Monday, Mar 16 2015 Drainage Area 8 - Catch Basin #8 Curb Inlet Location= Sag Curb Length (ft)= 3.50 Throat Height (in)= 4.50 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)= 2.72 Highlighted Q Total (cfs)= 2.72 Q Capt (cfs)= 2.72 Q Bypass (cfs)= -0- Depth at Inlet (in)= 5.63 Efficiency (%)= 100 Gutter Spread (ft)= 8.83 Gutter Vel (ft/s)= -0- Bypass Spread (ft)= -0- Bypass Depth (in)= -0- Inlet Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.Monday, Mar 16 2015 Drainage Area 9 - Catch Basin #9 Curb Inlet Location= Sag Curb Length (ft)= 3.50 Throat Height (in)= 4.50 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)= 0.95 Highlighted Q Total (cfs)= 0.95 Q Capt (cfs)= 0.95 Q Bypass (cfs)= -0- Depth at Inlet (in)= 3.80 Efficiency (%)= 100 Gutter Spread (ft)= 1.81 Gutter Vel (ft/s)= -0- Bypass Spread (ft)= -0- Bypass Depth (in)= -0- Inlet Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.Monday, Apr 11 2016 Drainage Area 10 - Temp Inlet Curb Inlet Location= Sag Curb Length (ft)= 3.50 Throat Height (in)= 4.50 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)= 0.72 Highlighted Q Total (cfs)= 0.72 Q Capt (cfs)= 0.72 Q Bypass (cfs)= -0- Depth at Inlet (in)= 3.50 Efficiency (%)= 100 Gutter Spread (ft)= 1.50 Gutter Vel (ft/s)= -0- Bypass Spread (ft)= -0- Bypass Depth (in)= -0- HYDRAULIC CALCULATIONS AND PIPE PROFILES 10-YEAR STORM TR A C T 7 1 3 6 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 ) Up s t r e a m L i n e I D L i n e L i n e D r a i n a g e R u n o f f T i m e o f Ar e a L e n g t h S i z e A r e a C o e f f C o n s e n . (f t ) (i n ) (a c ) (c ) (m i n ) - P I P E - ( 3 ) 3 0 6 . 0 9 1 8 0 0 . 0 0 2 5 . 3 0 - P I P E - ( 2 ) 2 4 2 . 8 3 1 8 0 0 . 0 0 2 4 . 2 0 2 P I P E - ( 5 ) 4 2 . 8 1 1 8 3 . 2 4 0 . 4 2 2 1 . 8 0 1 P I P E - ( 4 ) 4 0 . 0 0 1 8 3 . 2 1 0 . 4 2 2 1 . 0 0 3 P I P E - ( 1 ) 2 9 . 3 1 1 8 7 . 7 0 . 4 0 2 3 . 9 0 Up s t r e a m L i n e I D L i n e L i n e D r a i n a g e R u n o f f T i m e o f Ar e a L e n g t h S i z e A r e a C o e f f C o n s e n . (f t ) (i n ) (a c ) (c ) (m i n ) - P I P E - ( 1 8 ) 2 5 8 . 7 0 1 8 0 0 . 0 0 0 . 0 0 - P I P E - ( 1 0 ) 5 0 . 7 5 1 8 0 0 . 0 0 0 . 0 0 - P I P E - ( 9 ) 2 1 9 . 9 9 1 8 0 0 . 0 0 0 . 0 0 - P I P E - ( 8 ) 4 9 2 . 4 4 1 8 0 0 . 0 0 0 . 0 0 10 P I P E - ( 2 1 ) 1 3 . 0 0 1 8 0 . 4 8 0 . 9 5 1 3 . 6 4 4 P I P E - ( 7 ) 2 5 . 0 0 1 8 3 . 2 7 0 . 7 0 1 6 . 9 0 - P I P E - ( 1 1 ) 4 0 . 7 5 1 8 0 0 . 0 0 0 . 0 0 - P I P E - ( 2 0 ) 2 0 9 . 2 5 1 8 0 0 . 0 0 0 . 0 0 9 P I P E - ( 1 9 ) 2 8 . 4 5 1 8 1 . 9 6 0 . 4 2 2 1 . 6 2 8 P I P E - ( 1 4 ) 2 5 . 0 0 1 8 6 . 8 3 0 . 3 9 2 5 . 3 1 7 P I P E - ( 1 5 ) 1 5 . 0 0 1 8 2 . 6 1 0 . 4 2 1 7 . 1 2 5 P I P E - ( 1 6 ) 1 5 . 0 0 1 8 2 . 4 0 . 4 2 2 2 . 2 0 6 PI P E - ( 1 7 ) 25 . 0 0 18 1. 3 1 0. 4 2 17 . 6 6 SO U T H NO R T H TR A C T 7 1 3 6 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 ) Up s t r e a m L i n e I D 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 Sf In v e r t Ar e a 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 Do w n D o w n U p (f t ) ( i n ) ( c f s ) ( f t / s ) ( c f s ) ( f t ) ( f t ) ( f t / s ) ( f t ) ( f t ) ( % ) ( f t) - P I P E - ( 3 ) 3 0 6 . 0 9 4 1 8 5. 9 7 3. 3 8 8. 4 2 33 4 . 5 33 9 3. 3 8 0. 1 8 33 9 . 1 8 0. 3 2 3 33 6 . 4 7 - P I P E - ( 2 ) 2 4 2 . 8 3 3 1 8 6. 1 5 3. 4 8 3. 5 33 6 . 4 7 34 0 . 1 7 3. 4 8 0. 1 9 34 0 . 3 5 0. 3 4 3 33 6 . 7 4 2 P I P E - ( 5 ) 4 2 . 8 0 5 1 8 3. 0 7 1. 7 4 7. 3 6 33 8 . 7 4 34 1 . 1 9 1. 7 4 0. 0 5 34 1 . 2 3 0. 0 8 6 33 8 . 9 5 1 P I P E - ( 4 ) 4 0 1 8 1. 5 6 0. 8 8 4. 7 33 8 . 9 5 34 1 . 2 7 0. 8 8 0. 0 1 34 1 . 2 8 0. 0 2 2 33 9 . 0 3 3 P I P E - ( 1 ) 2 9 . 3 1 4 1 8 3. 2 9 1. 8 6 5. 1 3 33 6 . 7 4 34 1 . 1 9 1. 8 6 0. 0 5 34 1 . 2 4 0. 0 9 8 33 6 . 8 1 Up s t r e a m L i n e I D H G 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 Ar e a 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 ) ( f t ) - P I P E - ( 3 ) 33 9 . 9 9 34 6 . 0 6 8. 0 9 3. 3 8 0. 1 8 34 0 . 1 7 0. 3 2 3 0. 3 2 3 0. 9 8 8 1 0. 1 8 - P I P E - ( 2 ) 34 1 34 5 . 3 7. 0 6 3. 4 8 0. 1 9 34 1 . 1 9 0. 3 4 3 0. 3 4 3 0. 8 3 2 1 0. 1 9 2 P I P E - ( 5 ) 34 1 . 2 2 34 4 . 6 9 4. 2 4 1. 7 4 0. 0 5 34 1 . 2 7 0. 0 8 6 0. 0 8 6 0. 0 3 7 1 0. 0 5 1 P I P E - ( 4 ) 34 1 . 2 8 34 4 . 7 4. 1 7 0. 8 8 0. 0 1 34 1 . 2 9 0. 0 2 2 0. 0 2 2 0. 0 0 9 1 0. 0 1 3 P I P E - ( 1 ) 34 1 . 2 1 34 4 . 8 4 6. 5 3 1. 8 6 0. 0 5 34 1 . 2 7 0. 0 9 8 0. 0 9 8 0. 0 2 9 1 0. 0 5 NO R T H TR A C T 7 1 3 6 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 ) Up s t r e a m L i n e I D 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 Sf In v e r t Ar e a 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 Do w n D o w n U p (f t ) (i n ) (c f s ) (f t / s ) (c f s ) (f t ) (f t ) (f t / s ) (f t ) (f t ) (% ) (f t ) - P I P E - ( 1 8 ) 2 5 8 . 7 0 1 8 7 . 6 6 4 . 3 4 1 2 . 5 2 3 3 4 . 5 0 3 3 9 . 0 0 4 . 3 4 0 . 29 3 3 9 . 2 9 0 . 5 3 3 3 3 8 . 1 8 - P I P E - ( 1 0 ) 5 0 . 7 5 1 8 4 . 6 9 2 . 6 6 3 . 9 0 3 3 8 . 1 8 3 4 0 . 6 7 2 . 6 6 0 . 1 1 34 0 . 7 8 0 . 2 3 3 8 . 2 5 - P I P E - ( 9 ) 2 1 9 . 9 9 1 8 3 . 1 6 1 . 7 9 3 . 4 7 3 3 8 . 2 5 3 4 0 . 8 8 1 . 7 9 0 . 0 5 34 0 . 9 3 0 . 0 9 1 3 3 8 . 4 9 - P I P E - ( 8 ) 4 9 2 . 4 4 1 8 3 . 5 7 2 . 0 2 3 . 4 8 3 3 8 . 4 9 3 4 1 . 1 3 2 . 0 2 0 . 0 6 34 1 . 1 9 0 . 1 1 6 3 3 9 . 0 3 10 P I P E - ( 2 1 ) 1 3 . 0 0 1 8 0 . 6 7 0 . 3 8 5 . 0 4 3 3 9 . 0 3 3 4 1 . 7 6 0 . 3 8 0 . 0 0 3 4 1 . 7 7 0 . 0 0 4 3 3 9 . 0 6 4 P I P E - ( 7 ) 2 5 . 0 0 1 8 3 . 0 0 1 . 7 0 3 . 6 4 3 3 9 . 0 3 3 4 1 . 7 6 1 . 7 0 0 . 0 4 3 41 . 8 1 0 . 0 8 2 3 3 9 . 0 6 - P I P E - ( 1 1 ) 4 0 . 7 5 1 8 3 . 6 7 2 . 0 8 8 . 5 5 3 3 8 . 1 8 3 4 0 . 6 7 2 . 0 8 0 . 0 7 34 0 . 7 4 0 . 1 2 2 3 3 8 . 4 5 - P I P E - ( 2 0 ) 2 0 9 . 2 5 1 8 0 . 9 1 0 . 5 2 3 . 4 8 3 3 8 . 4 5 3 4 0 . 7 9 0 . 5 2 0 . 0 0 3 4 0 . 7 9 0 . 0 0 8 3 3 8 . 6 8 9 P I P E - ( 1 9 ) 2 8 . 4 5 1 8 0 . 9 4 1 . 7 0 2 8 . 3 2 3 3 8 . 6 8 3 4 0 . 8 1 0 . 5 3 0 . 0 0 3 4 0 . 8 1 0 . 0 0 8 3 4 0 . 7 5 8 P I P E - ( 1 4 ) 2 5 . 0 0 1 8 2 . 7 5 1 . 7 8 2 3 . 4 8 3 3 8 . 4 5 3 4 0 . 7 9 1 . 5 5 0 . 0 4 3 4 0 . 8 3 0 . 0 6 8 3 3 9 . 7 7 P I P E - ( 1 5 ) 1 5 . 0 0 1 8 0 . 5 5 0 . 3 1 4 . 7 0 3 3 8 . 4 5 3 4 0 . 7 9 0 . 3 1 0 . 0 0 34 0 . 7 9 0 . 0 0 3 3 3 8 . 4 8 5 P I P E - ( 1 6 ) 1 5 . 0 0 1 8 1 . 1 3 0 . 6 4 4 . 7 0 3 3 8 . 2 8 3 4 0 . 8 8 0 . 6 4 0 . 0 1 34 0 . 8 9 0 . 0 1 2 3 3 8 . 3 1 6 P I P E - ( 1 7 ) 2 5 . 0 0 1 8 0 . 7 0 0 . 4 0 1 4 . 8 5 3 3 8 . 2 8 3 4 0 . 8 8 0 . 4 0 0 . 0 0 3 4 0 . 8 8 0 . 0 0 4 3 3 8 . 7 8 Up s t r e a m L i n e I D H G 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 Ar e a 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 ) (f t ) - P I P E - ( 1 8 ) 3 4 0 . 3 8 3 4 5 . 3 0 5 . 6 2 4 . 3 4 0 . 2 9 3 4 0 . 6 7 0 . 5 3 3 0 . 5 3 3 1 . 3 7 8 1 0 . 2 9 - P I P E - ( 1 0 ) 3 4 0 . 7 7 3 4 5 . 1 1 5 . 3 6 2 . 6 6 0 . 1 1 3 4 0 . 8 8 0 . 2 0 0 0 . 2 0 0 0 . 1 0 1 1 0 . 1 1 - P I P E - ( 9 ) 3 4 1 . 0 8 3 4 5 . 7 4 5 . 7 5 1 . 7 9 0 . 0 5 3 4 1 . 1 3 0 . 0 9 1 0 . 0 9 1 0. 1 9 9 1 0 . 0 5 - P I P E - ( 8 ) 3 4 1 . 7 0 3 4 4 . 7 5 4 . 2 2 2 . 0 2 0 . 0 6 3 4 1 . 7 6 0 . 1 1 6 0 . 1 1 6 0. 5 6 9 1 0 . 0 6 10 P I P E - ( 2 1 ) 3 4 1 . 7 6 3 4 4 . 2 0 3 . 6 4 0 . 3 8 0 . 0 0 3 4 1 . 7 7 0 . 0 0 4 0 . 0 04 0 . 0 0 1 1 0 4 P I P E - ( 7 ) 3 4 1 . 7 8 3 4 4 . 3 3 3 . 7 7 1 . 7 0 0 . 0 4 3 4 1 . 8 3 0 . 0 8 2 0 . 0 8 2 0. 0 2 0 1 0 . 0 4 - P I P E - ( 1 1 ) 3 4 0 . 7 2 3 4 5 . 1 1 5 . 1 6 2 . 0 8 0 . 0 7 3 4 0 . 7 9 0 . 1 2 2 0 . 1 2 2 0 . 0 5 0 1 0 . 0 7 - P I P E - ( 2 0 ) 3 4 0 . 8 0 3 4 5 . 8 6 5 . 6 8 0 . 5 2 0 . 0 0 3 4 0 . 8 1 0 . 0 0 8 0 . 0 0 8 0 . 0 1 6 0 . 5 3 0 9 P I P E - ( 1 9 ) 3 4 1 . 1 1 j 3 4 5 . 3 8 3 . 1 3 2 . 8 7 0 . 1 3 3 4 1 . 2 4 0 . 4 9 7 0 . 25 3 0 . 0 7 2 1 . 0 0 z n / a 8 P I P E - ( 1 4 ) 3 4 0 . 7 8 3 4 4 . 6 8 3 . 4 8 2 . 0 1 0 . 0 6 3 4 0 . 8 4 0 . 0 9 1 0 . 0 7 9 0 . 0 2 0 1 0 . 0 6 7 P I P E - ( 1 5 ) 3 4 0 . 7 9 3 4 4 . 6 8 4 . 7 0 0 . 3 1 0 . 0 0 3 4 0 . 7 9 0 . 0 0 3 0 . 0 0 3 0 . 0 0 0 1 0 5 P I P E - ( 1 6 ) 3 4 0 . 8 8 3 4 4 . 6 8 4 . 8 7 0 . 6 4 0 . 0 1 3 4 0 . 8 9 0 . 0 1 2 0 . 0 1 2 0 . 0 0 2 1 0 . 0 1 6 P I P E - ( 1 7 ) 3 4 0 . 8 8 3 4 4 . 6 8 4 . 4 0 0 . 4 0 0 . 0 0 3 4 0 . 8 9 0 . 0 0 4 0 . 0 0 4 0 . 0 0 1 1 0 SO U T H SUMP MH-1 PI P E - ( 3 ) PI P E - ( 2 ) MH-1 MH-2 PI P E - ( 5 ) MH-2 CB-2 PI P E - ( 4 ) CB-2 CB-1 PI P E - ( 1 ) MH-2 CB-3 CB-4 MH-3 PI P E - ( 7 ) MH-6 MH-4 MH-3 PI P E - ( 8 ) PI P E - ( 9 ) MH-5 MH-4 PI P E - ( 1 0 ) MH-6 MH-5 MH-7 MH-6 PI P E - ( 1 1 ) PI P E - ( 1 4 ) CB-8 MH-7 PI P E - ( 1 5 ) CB-7 MH-7 PI P E - ( 1 6 ) CB-5 MH-5 PI P E - ( 1 7 ) CB-6 MH-5 PI P E - ( 1 8 ) SUMP MH-6 PI P E - ( 1 9 ) CB-9 MH-8 PI P E - ( 2 0 ) MH-8 MH-7 PI P E - ( 2 1 ) MH-3 TEMP INLET DRAINAGE EXHIBIT Know what's R SUMP EXHIBIT TRACT 7136 BASIN SIZING CALCULATIONS 1 347 343.5 334.5 9.0 feet Abtm =5,954sq ft=0.14acres334.5 Amid =10,559sq ft=0.24acres339.0 Atop =15,765sq ft=0.36acres343.5 Provided Sump Capacity =95,933 Cu. FT 2.20 AC-FT TABLE OF RUNOFF COEFFICIENTS C x A = R-1, 6000 SF0.42 19.26 8.09 R-1, 6600 SF0.40 R-1, 7500 SF0.38 9.92 3.77 R-1, 8750 SF0.36 R-1, 10000 SF0.34 R-1, 15000 SF0.27 R-2 0.55 R-3, R-4, M-H0.8 Commercial0.9 Industrial 0.8 Parks 0.15 Grasslands, Type A Soil0.15 Grasslands, Type B Soil0.25 Grasslands, Type C Soil0.35 Grasslands, Type D Soil0.45 Pavement, drives & roofs0.95 2.23 2.12 Backyards0.05 Lawn-landscape 2% slope0.17 Lawn-landscape 2-7% slope0.22 Lawn-landscape 7% slope0.35 n C x A =13.98 31.41 Total Acres Required Sump Capacity = 0.15 x C x A =0.15 x 13.98 =2.10 AC-FT Volume = 1/6 x (0.13+0.92+0.35) x 8 = 1/6 x (1.40) x 9 Required Sump Capacity Provided Sump Capacity 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 Freeboard (ft)=Top Basin Elev = Water Surface Elev =Bottom Basin Elev = 0.11AC-FTTotal Difference of Know what's R