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HomeMy WebLinkAboutTract 7140 and 7165 Drainage StudyDRAINAGE STUDY FOR Tracts No. 7140 & 7165 Project # 13086.00 & 13087.00 February 2015 Prepared for: Ashe & Berkshire, LLC (Tract 7140) Kern Land Partners, LLC (Tract 7165) Black Ops Real Estate, LLC (Tract 7165) 4927 Calloway Drive, Suite 101 Bakersfield, CA 93312 Contact: Matt Wade 661-679-6780 Prepared By: David Fidelino Checked By: Blaine S. Neptune R.C.E. 55102 2001 Wheelan Court Bakersfield, CA 93309 (661) 834-4814 November 2015 2015 Tracts No. 7140 & 7165 DRAINAGE STUDY 6 Vicinity Map Tracts No. 7140 & 7165 Tracts No. 7140 & 7165 DRAINAGE STUDY 2 Table of Contents 1.0 PURPOSE ................................................................................................................. 3 2.0 GUIDELINES ............................................................................................................ 3 3.0 DESIGN APPROACH ............................................................................................... 3 4.0 CONCLUSION AND RECOMMENDATIONS ............................................................ 5 ............................................................................................................... back of report Soil Map .................................................................................................. back of report Time of Concentration (Tc) Calculations ................................................. back of report Inlet Sizing Calculations .......................................................................... back of report Hydraulic Calculations and Pipe Profiles ................................................. back of report Basin Exhibits .......................................................................... sleeve in back of report Drainage Exhibit ...................................................................... sleeve in back of report Reference ............................................................................................... back of report Reference ............................................................................................... back of report Tracts No. 7140 & 7165 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. Soil Groups A & C is primarily located throughout the site. 3. The runoff coefficients used are: A. 0.15 - Park B. 0.42 - R-1, 6,000 S.F. C. 0.40 - R-1, 6,750 S.F. D. 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 Mountain Ridge Drive, to the north by Berkshire Road, to the south by the pipeline easement and McCutchen Road, and to the west by Ashe Road that takes storm drain runoff to the Basin Drainage Area. Drainage Areas 1 and 2 will discharge into catch basins (CB #1 and #2) located at the intersection of Dulbecco Street and Cardano Avenue. These areas have its own weighted coefficient value from portions of Berkshire Road and the residential lots. Catch basins #3 & #4 will collect the discharge produced by Areas 3 and 4 at the same intersection. CB #5 will collect the discharge produced by Area 5 at the intersection of Marconi Avenue and Dulbecco Street. Drainage Area 6 will discharge into a catch basin (CB #6) located at the intersection of Marconi Avenue and Voltera Street. Drainage Areas 7 and 8 will discharge into two catch basins (CB #7 and #8) located at the intersection of Voltera Street and Barsanti Avenue. Drainage Areas 9 and 10 will discharge into catch basins (CB #9 & CB #10) located on Voltera Street at Caruso Avenue. Catch basins #11 & #12 at the knuckle of Versace Avenue and Voltera Street will collect the discharge produced by Areas 11 and 12. Drainage Areas 13 through 16 will discharge into catch basins (CB #13, CB #14, CB #15, & CB #16) located on Breccia Street at Beltrami Place. The discharge from Drainage Area 17 will be collected by a catch basin (CB #17) on the T- Tracts No. 7140 & 7165 DRAINAGE STUDY 4 intersection of Breccia Street and Vespucci Avenue. CB #18 will collect the discharge produced by Area 18 at the intersection of Vespucci Avenue and Todaro Way. Two catch basins (CB #19 & CB #20) will be located at the intersection of Versace Avenue and Lombroso Street which will collect the discharge produced by Area 19 and Area 20. Area 21 consists of impervious area from part of Mountain Ridge Drive, Proposed Park Site, Lombroso Street, and Versace Avenue which will drain into CB #21. 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 based the 10-year storm event. The proposed retention basin, on the southwest end of the project, will have a bottom elevation of 337.86 and handle all of the discharge from Tracts 7140 and 7165. 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 75.74 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 7140 R-1, 6000 SF 9.38 0.42 3.94 R-1, 6750 SF 17.57 0.40 7.03 Berkshire Road 0.66 0.95 0.63 TRACT 7140 Ʃ(CXA) = 11.60 TRACT 7165 R-1, 6000 SF 28.70 0.42 12.05 Mountain Ridge Drive McCutchen Road, and other collector streets 4.08 0.95 3.88 TRACT 7165 Ʃ(CXA) = 15.93 PARK Parks 14.44 0.15 2.17 Mountain Ridge Drive 0.91 0.95 0.86 PARK Ʃ(CXA) = 3.03 ALL TRACTS Ʃ(CXA) = 30.56 TOTAL 75.74 VOLUME REQUIRED (AF) = 4.58 * Assumed based on a plan provided by the City of Bakersfield The rational method for the 10-year event was performed using Autodesk Hydraflow Storm Sewers Extension 2014. This program routes the flows and calculates the HGL for the system. The program has the ability to calculate the time of concentrations, but it also allows you to enter Tracts No. 7140 & 7165 DRAINAGE STUDY 5 your own time. A spreadsheet similar to the curb capacity spreadsheet was used to determine the initial time of concentrations in a 10-year event. 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 each outlet structure. All the pipes in this system were sized to be 18” RCP, 24” RCP, and 30” 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 adjacent southerly tract. The basin will have a total water depth of 9.5’ with a minimum of 1’ of freeboard. The basin will only be sized for Tracts 7140 and 7165 and be able to store 4.78 acre-feet of water with a required volume for is 4.58 AF. The depth of the basin is 10 deep with a water surface of 347.36. The basin will need to be expanded when Tract 7213 and the commercial zoned property to the south are developed. The required capacity for the final constructed site is 10.87 acre-feet with a sump that can possibly store up to 12.78 acre-feet of runoff. Tracts No. 7140 & 7165 DRAINAGE STUDY 6 Vicinity Map Tracts No. 7140 & 7165 SOIL MAP Hydrologic Soil Group—Kern County, California, Northwestern Part Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 7/7/2014 Page 1 of 4 39 0 6 0 0 0 39 0 6 1 0 0 39 0 6 2 0 0 39 0 6 3 0 0 39 0 6 4 0 0 39 0 6 5 0 0 39 0 6 6 0 0 39 0 6 7 0 0 39 0 6 8 0 0 39 0 6 9 0 0 39 0 7 0 0 0 39 0 7 1 0 0 39 0 7 2 0 0 39 0 6 0 0 0 39 0 6 1 0 0 39 0 6 2 0 0 39 0 6 3 0 0 39 0 6 4 0 0 39 0 6 5 0 0 39 0 6 6 0 0 39 0 6 7 0 0 39 0 6 8 0 0 39 0 6 9 0 0 39 0 7 0 0 0 39 0 7 1 0 0 39 0 7 2 0 0 311300 311400 311500 311600 311700 311800 311900 312000 312100 312200 311300 311400 311500 311600 311700 311800 311900 312000 312100 312200 35° 17' 27'' N 11 9 ° 4 ' 3 1 ' ' W 35° 17' 27'' N 11 9 ° 3 ' 5 2 ' ' W 35° 16' 45'' N 11 9 ° 4 ' 3 1 ' ' W 35° 16' 45'' N 11 9 ° 3 ' 5 2 ' ' W N Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 11N WGS84 030060012001800Feet 050100200300Meters Map Scale: 1:6,280 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 6, Dec 7, 2013 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—Oct 23, 2013 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 7/7/2014 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 21.8 19.0% 174 Kimberlina fine sandy loam, 0 to 2 percent slopes MLRA 17 A 12.9 11.3% 179 Kimberlina fine sandy loam, saline-sodic, 0 to 2 percent slopes C 79.9 69.7% Totals for Area of Interest 114.6 100.0% 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 7/7/2014 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 7/7/2014 Page 4 of 4 TIME OF CONCENTRATION (Tc) 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 7140 & 7165 R-1, 6750 SF 0.4 DATE:Feb-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.SlopeCFSFPSTimeTimeFeet InDia. AC.MIN.FeetFt/Ft MIN.MIN.In. AREA 1 0.44 1.263.67 19.27 5502.200.40%2.02602.1519.2715 4.273.83 AREA 2 0.46 1.254.70 19.48 6002.320.39%2.72602.2319.4815 4.484.15 AREA 3 0.42 1.262.43 19.33 5152.070.40%1.28601.9819.3315 4.333.28 AREA 4 0.40 1.242.77 19.61 5552.170.39%1.37602.0019.6115 4.613.35 AREA 5 0.40 1.243.12 19.58 5622.150.38%1.55602.0419.5815 4.583.48 AREA 6 0.42 1.162.42 21.47 7032.390.34%1.18601.8121.4715 6.473.24 AREA 7 0.42 1.330.97 18.05 2740.960.35%0.54601.5018.0515 3.052.58 AREA 8 0.40 1.134.69 22.09 8132.350.29%2.13601.9122.0915 7.094.07 AREA 9 0.42 1.350.96 17.75 2731.840.67%0.54601.6617.7515 2.752.38 AREA 10 0.40 1.134.63 22.09 8122.310.28%2.10601.9122.0915 7.094.06 AREA 11 0.42 1.212.11 20.22 4901.220.25%1.07601.5620.2215 5.223.33 AREA 12 0.42 1.143.78 22.03 8122.850.35%1.80601.9322.0315 7.033.71 AREA 13 0.69 1.773.87 10.44 12172.980.24%4.73601.9410.440 10.445.18 AREA 14 0.59 1.802.12 10.00 4942.510.51%2.23602.3410.000 3.523.82 AREA 15 0.43 1.184.46 20.79 6982.600.37%2.29602.0120.7915 5.794.03 AREA 16 0.42 1.134.32 22.22 8262.580.31%2.05601.9122.2215 7.224.04 AREA 17 0.42 1.272.46 19.06 3920.960.24%1.31601.6119.0615 4.063.55 AREA 18 0.42 1.311.65 18.40 3881.510.39%0.91601.9018.4015 3.403.01 AREA 19 0.42 1.282.31 18.92 3750.940.25%1.24601.6018.9215 3.923.48 AREA 20 0.42 1.390.99 17.04 2061.280.62%0.58601.6917.0415 2.042.43 AREA 21 0.26 1.2817.31 18.90 5111.470.29%5.86602.1918.9015 3.905.45 Tc CALCULATIONS TRACT 7140 TRACT 7165 McIntosh Associates 2001 Wheelan Ct Bakersfield, CA 93309 10 yr CalcHydrology_10_yr.xls INLET SIZING CALCULATIONS Inlet Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.Wednesday, Feb 25 2015 Catch Basin 1- Drainage Study Area 1 Curb Inlet Location= Sag Curb Length (ft)= 3.50 Throat Height (in)= 4.00 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)= 1.96 Highlighted Q Total (cfs)= 1.96 Q Capt (cfs)= 1.96 Q Bypass (cfs)= -0- Depth at Inlet (in)= 4.92 Efficiency (%)= 100 Gutter Spread (ft)= 5.86 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.Wednesday, Feb 25 2015 Catch Basin 2 - Drainage Study Area 2 Curb Inlet Location= Sag Curb Length (ft)= 3.50 Throat Height (in)= 4.00 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)= 2.62 Highlighted Q Total (cfs)= 2.62 Q Capt (cfs)= 2.62 Q Bypass (cfs)= -0- Depth at Inlet (in)= 5.54 Efficiency (%)= 100 Gutter Spread (ft)= 8.45 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.Wednesday, Feb 25 2015 Catch Basin 3 - Drainage Study Area 3 Curb Inlet Location= Sag Curb Length (ft)= 3.50 Throat Height (in)= 4.00 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)= 1.24 Highlighted Q Total (cfs)= 1.24 Q Capt (cfs)= 1.24 Q Bypass (cfs)= -0- Depth at Inlet (in)= 4.15 Efficiency (%)= 100 Gutter Spread (ft)= 2.66 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.Wednesday, Feb 25 2015 Catch Basin 4 - Drainage Study Area 4 Curb Inlet Location= Sag Curb Length (ft)= 3.50 Throat Height (in)= 4.00 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)= 1.34 Highlighted Q Total (cfs)= 1.34 Q Capt (cfs)= 1.34 Q Bypass (cfs)= -0- Depth at Inlet (in)= 4.26 Efficiency (%)= 100 Gutter Spread (ft)= 3.13 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.Wednesday, Feb 25 2015 Catch Basin 5 - Drainage Study Area 5 Curb Inlet Location= Sag Curb Length (ft)= 3.50 Throat Height (in)= 4.00 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)= 1.51 Highlighted Q Total (cfs)= 1.51 Q Capt (cfs)= 1.51 Q Bypass (cfs)= -0- Depth at Inlet (in)= 4.45 Efficiency (%)= 100 Gutter Spread (ft)= 3.92 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.Wednesday, Feb 25 2015 Catch Basin 6 - Drainage Study Area 6 Curb Inlet Location= Sag Curb Length (ft)= 3.50 Throat Height (in)= 4.00 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)= 1.16 Highlighted Q Total (cfs)= 1.16 Q Capt (cfs)= 1.16 Q Bypass (cfs)= -0- Depth at Inlet (in)= 4.06 Efficiency (%)= 100 Gutter Spread (ft)= 2.27 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.Wednesday, Feb 25 2015 Catch Basin 7 - Drainage Study Area 7 Curb Inlet Location= Sag Curb Length (ft)= 3.50 Throat Height (in)= 4.00 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)= 0.51 Highlighted Q Total (cfs)= 0.51 Q Capt (cfs)= 0.51 Q Bypass (cfs)= -0- Depth at Inlet (in)= 3.19 Efficiency (%)= 100 Gutter Spread (ft)= 1.19 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.Wednesday, Feb 25 2015 Catch Basin 8 - Drainage Study Area 8 Curb Inlet Location= Sag Curb Length (ft)= 3.50 Throat Height (in)= 4.00 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)= 2.11 Highlighted Q Total (cfs)= 2.11 Q Capt (cfs)= 2.11 Q Bypass (cfs)= -0- Depth at Inlet (in)= 5.06 Efficiency (%)= 100 Gutter Spread (ft)= 6.47 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.Wednesday, Feb 25 2015 Catch Basin 9 - Drainage Study Area 9 Curb Inlet Location= Sag Curb Length (ft)= 3.50 Throat Height (in)= 4.00 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)= 0.51 Highlighted Q Total (cfs)= 0.51 Q Capt (cfs)= 0.51 Q Bypass (cfs)= -0- Depth at Inlet (in)= 3.19 Efficiency (%)= 100 Gutter Spread (ft)= 1.19 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.Wednesday, Feb 25 2015 Catch Basin 10 - Drainage Study Area 10 Curb Inlet Location= Sag Curb Length (ft)= 3.50 Throat Height (in)= 4.00 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)= 2.08 Highlighted Q Total (cfs)= 2.08 Q Capt (cfs)= 2.08 Q Bypass (cfs)= -0- Depth at Inlet (in)= 5.04 Efficiency (%)= 100 Gutter Spread (ft)= 6.35 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.Wednesday, Feb 25 2015 Catch Basin 11 - Drainage Study Area 11 Curb Inlet Location= Sag Curb Length (ft)= 3.50 Throat Height (in)= 4.00 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)= 1.05 Highlighted Q Total (cfs)= 1.05 Q Capt (cfs)= 1.05 Q Bypass (cfs)= -0- Depth at Inlet (in)= 3.92 Efficiency (%)= 100 Gutter Spread (ft)= 1.93 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.Wednesday, Feb 25 2015 Catch Basin 12 - Drainage Study Area 12 Curb Inlet Location= Sag Curb Length (ft)= 3.50 Throat Height (in)= 4.00 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)= 1.79 Highlighted Q Total (cfs)= 1.79 Q Capt (cfs)= 1.79 Q Bypass (cfs)= -0- Depth at Inlet (in)= 4.75 Efficiency (%)= 100 Gutter Spread (ft)= 5.14 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.Wednesday, Feb 25 2015 Catch Basin 13 - Drainage Study Area 13 Curb Inlet Location= Sag Curb Length (ft)= 3.50 Throat Height (in)= 4.00 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)= 4.41 Highlighted Q Total (cfs)= 4.41 Q Capt (cfs)= 4.41 Q Bypass (cfs)= -0- Depth at Inlet (in)= 7.64 Efficiency (%)= 100 Gutter Spread (ft)= 8.86 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.Wednesday, Feb 25 2015 Catch Basin 14 - Drainage Study Area 14 Curb Inlet Location= Sag Curb Length (ft)= 3.50 Throat Height (in)= 4.00 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)= 2.10 Highlighted Q Total (cfs)= 2.10 Q Capt (cfs)= 2.10 Q Bypass (cfs)= -0- Depth at Inlet (in)= 5.06 Efficiency (%)= 100 Gutter Spread (ft)= 6.43 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.Wednesday, Feb 25 2015 Catch Basin 15 - Drainage Study Area 15 Curb Inlet Location= Sag Curb Length (ft)= 3.50 Throat Height (in)= 4.00 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)= 2.23 Highlighted Q Total (cfs)= 2.23 Q Capt (cfs)= 2.23 Q Bypass (cfs)= -0- Depth at Inlet (in)= 5.18 Efficiency (%)= 100 Gutter Spread (ft)= 6.95 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.Wednesday, Feb 25 2015 Catch Basin 16 - Drainage Study Area 16 Curb Inlet Location= Sag Curb Length (ft)= 3.50 Throat Height (in)= 4.00 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)= 2.03 Highlighted Q Total (cfs)= 2.03 Q Capt (cfs)= 2.03 Q Bypass (cfs)= -0- Depth at Inlet (in)= 4.99 Efficiency (%)= 100 Gutter Spread (ft)= 6.15 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.Wednesday, Feb 25 2015 Catch Basin 17 - Drainage Study Area 17 Curb Inlet Location= Sag Curb Length (ft)= 3.50 Throat Height (in)= 4.00 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)= 1.31 Highlighted Q Total (cfs)= 1.31 Q Capt (cfs)= 1.31 Q Bypass (cfs)= -0- Depth at Inlet (in)= 4.23 Efficiency (%)= 100 Gutter Spread (ft)= 2.99 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.Wednesday, Feb 25 2015 Catch Basin 18 - Drainage Study Area 18 Curb Inlet Location= Sag Curb Length (ft)= 3.50 Throat Height (in)= 4.00 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)= 0.87 Highlighted Q Total (cfs)= 0.87 Q Capt (cfs)= 0.87 Q Bypass (cfs)= -0- Depth at Inlet (in)= 3.70 Efficiency (%)= 100 Gutter Spread (ft)= 1.70 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.Wednesday, Feb 25 2015 Catch Basin 19 - Drainage Study Area 19 Curb Inlet Location= Sag Curb Length (ft)= 3.50 Throat Height (in)= 4.00 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)= 1.19 Highlighted Q Total (cfs)= 1.19 Q Capt (cfs)= 1.19 Q Bypass (cfs)= -0- Depth at Inlet (in)= 4.09 Efficiency (%)= 100 Gutter Spread (ft)= 2.42 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.Wednesday, Feb 25 2015 Catch Basin 20 - Drainage Study Area 20 Curb Inlet Location= Sag Curb Length (ft)= 3.50 Throat Height (in)= 4.00 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)= 0.54 Highlighted Q Total (cfs)= 0.54 Q Capt (cfs)= 0.54 Q Bypass (cfs)= -0- Depth at Inlet (in)= 3.23 Efficiency (%)= 100 Gutter Spread (ft)= 1.24 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.Wednesday, Feb 25 2015 Catch Basin 21 - Drainage Study Area 21 Curb Inlet Location= Sag Curb Length (ft)= 7.00 Throat Height (in)= 4.00 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)= 5.54 Highlighted Q Total (cfs)= 5.54 Q Capt (cfs)= 5.54 Q Bypass (cfs)= -0- Depth at Inlet (in)= 6.47 Efficiency (%)= 100 Gutter Spread (ft)= 3.98 Gutter Vel (ft/s)= -0- Bypass Spread (ft)= -0- Bypass Depth (in)= -0- HYDRAULIC CALCULATIONS AND PIPE PROFILES 10-YEAR STORM TRACT 7140 AND TRACT 7165 HYDRAULIC CALCULATIONS (INPUT) AreaLine IDDrainageRunoffTime ofCapacity No.AreaCoeffConsen.Flowing Full (ac)(c)(min)(in/hr)(cfs) 1PIPE 20 3.67 0.44 19.27 1.22 1.96 2PIPE 22 4.7 0.46 19.48 1.21 2.62 3PIPE 17 2.43 0.42 19.33 1.22 1.24 4PIPE 19 2.77 0.4 19.61 1.21 1.34 5PIPE 12 3.12 0.4 19.58 1.21 1.51 6PIPE 16 2.42 0.42 21.47 1.14 1.16 7PIPE 9 0.97 0.42 18.05 1.26 0.51 8PIPE 11 4.69 0.4 22.09 1.12 2.11 9PIPE 6 0.96 0.42 17.75 1.27 0.51 10PIPE 8 4.63 0.4 22.09 1.12 2.08 11PIPE 5 2.11 0.42 20.22 1.18 1.05 12PIPE 1 3.78 0.42 22.03 1.13 1.79 13PIPE 35 3.87 0.69 10.44 1.65 4.41 14PIPE 33 2.12 0.59 10.00 1.68 2.1 15PIPE 36 4.46 0.43 20.79 1.16 2.23 16PIPE 23 4.32 0.42 22.22 1.12 2.03 17PIPE 32 2.55 0.42 19.06 1.22 1.31 18PIPE 31 1.65 0.42 18.40 1.25 0.87 19PIPE 28 2.31 0.42 18.92 1.23 1.19 20PIPE 30 0.99 0.42 17.04 1.31 0.54 21PIPE 38 17.31 0.26 18.90 1.23 5.54 Intensity TR A C T 7 1 4 0 A N D T R A C T 7 1 6 5 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 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 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 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 ) 1 P I P E 3 7 2 . 4 8 3 0 3 4 . 1 3 6 . 9 5 4 5 . 4 5 3 3 7 . 8 6 3 4 2 . 6 1 6 . 9 5 0 . 7 5 3 4 3 .3 6 0 . 6 9 3 3 3 8 . 7 5 2 P I P E 2 7 4 5 4 . 8 1 3 0 1 7 . 1 3 3 . 4 9 1 4 . 2 6 3 3 9 . 2 5 3 4 3 . 8 6 3 . 4 9 0 . 1 9 3 44 . 0 5 0 . 1 7 5 3 3 9 . 8 0 3 P I P E 2 6 2 8 8 . 0 0 2 4 1 0 . 5 4 3 . 3 6 1 1 . 1 5 3 3 9 . 8 0 3 4 4 . 8 5 3 . 3 6 0 . 1 8 3 45 . 0 2 0 . 2 1 7 3 4 0 . 5 0 4 P I P E 3 1 4 9 . 5 2 1 8 0 . 8 7 2 . 8 2 7 . 4 6 3 4 5 . 5 0 3 4 5 . 8 5 2 . 8 2 0 . 1 2 3 4 5 . 97 0 . 0 0 0 3 4 5 . 7 5 5 P I P E 2 5 2 8 9 . 8 1 2 4 9 . 7 7 3 . 1 1 1 4 . 8 5 3 4 2 . 0 0 3 4 5 . 6 5 3 . 1 1 0 . 1 5 3 4 5. 8 0 0 . 1 8 7 3 4 3 . 2 5 6 P I P E 3 2 3 6 . 6 5 1 8 1 . 3 1 0 . 7 4 3 . 8 8 3 4 4 . 6 5 3 4 6 . 3 4 0 . 7 4 0 . 0 1 3 4 6 . 35 0 . 0 1 6 3 4 4 . 7 0 7 P I P E 2 4 2 2 0 . 2 3 2 4 8 . 5 7 2 . 7 3 8 . 4 9 3 4 3 . 2 5 3 4 6 . 3 4 2 . 7 3 0 . 1 2 3 4 6 .4 6 0 . 1 4 4 3 4 3 . 5 6 8 P I P E 3 6 2 5 . 0 0 1 8 2 . 2 3 1 . 2 6 5 . 1 4 3 4 4 . 0 6 3 4 6 . 7 7 1 . 2 6 0 . 0 2 3 4 6 . 80 0 . 0 4 5 3 4 4 . 1 2 9 P I P E 3 4 9 6 . 3 2 1 8 6 . 4 8 3 . 6 6 3 . 7 1 3 4 3 . 5 6 3 4 6 . 7 7 3 . 6 7 0 . 2 1 3 4 6 . 98 0 . 3 8 0 3 4 3 . 6 8 10 P I P E 3 5 2 5 . 0 0 1 8 4 . 4 1 2 . 5 0 3 . 6 4 3 4 3 . 6 8 3 4 7 . 3 5 2 . 5 0 0 . 1 0 3 4 7 .4 4 0 . 1 7 6 3 4 3 . 7 1 11 P I P E 3 3 1 6 . 6 3 1 8 2 . 1 0 1 . 1 9 1 1 . 5 2 3 4 4 . 1 8 3 4 7 . 3 5 1 . 1 9 0 . 0 2 3 4 7. 3 7 0 . 0 4 0 3 4 4 . 3 8 12 P I P E 2 3 1 6 . 6 3 1 8 2 . 0 3 1 . 1 5 6 . 3 1 3 4 4 . 0 6 3 4 6 . 7 7 1 . 1 5 0 . 0 2 3 4 6 .7 9 0 . 0 3 7 3 4 4 . 1 2 13 P I P E 2 9 2 4 2 . 2 1 1 8 7 . 2 5 4 . 1 0 3 . 7 0 3 3 9 . 8 0 3 4 4 . 8 5 4 . 1 0 0 . 2 6 3 4 5. 1 1 0 . 4 7 7 3 4 0 . 1 0 14 P I P E 2 8 4 5 . 3 2 1 8 1 . 1 9 0 . 7 1 3 4 . 5 3 3 4 0 . 1 0 3 4 6 . 2 6 0 . 6 8 0 . 0 1 3 4 6. 2 7 0 . 0 1 3 3 4 5 . 0 0 15 P I P E 3 7 7 5 . 8 9 1 8 5 . 5 4 3 . 1 4 3 . 1 3 3 4 0 . 1 0 3 4 6 . 2 6 3 . 1 4 0 . 1 5 3 4 6 .4 2 0 . 3 7 1 3 4 0 . 1 9 16 P I P E 3 8 1 8 . 0 6 1 8 5 . 5 4 7 . 2 8 1 4 . 8 3 3 4 5 . 9 7 3 4 6 . 6 8 6 . 7 8 0 . 9 4 3 4 7. 6 2 0 . 0 0 0 3 4 6 . 3 3 17 P I P E 3 0 1 7 . 8 8 1 8 0 . 5 4 1 . 8 1 7 . 8 5 3 4 5 . 7 7 3 4 6 . 2 6 1 . 0 7 0 . 1 0 3 4 6 .3 7 0 . 0 0 0 3 4 5 . 8 7 18 P I P E 2 8 0 . 8 9 2 4 1 7 . 0 5 5 . 4 3 1 2 . 5 7 3 3 8 . 7 5 3 4 3 . 8 6 5 . 4 3 0 . 4 6 3 4 4. 3 2 0 . 5 6 8 3 3 9 . 0 0 19 P I P E 1 3 3 . 8 2 1 8 1 . 7 9 1 . 0 1 1 2 . 2 5 3 4 2 . 5 0 3 4 4 . 7 8 1 . 0 1 0 . 0 2 3 4 4 .8 0 0 . 0 2 9 3 4 2 . 9 6 20 P I P E 5 2 1 . 1 9 1 8 1 . 0 5 2 . 7 8 1 4 . 7 8 3 4 3 . 6 4 3 4 4 . 7 8 0 . 7 3 0 . 3 6 3 4 5 .1 5 0 . 0 0 0 3 4 4 . 0 6 21 P I P E 7 2 4 6 . 4 2 2 4 1 4 . 2 7 4 . 5 4 2 1 . 9 9 3 3 9 . 0 0 3 4 4 . 7 8 4 . 5 4 0 . 3 2 3 45 . 1 0 0 . 3 9 8 3 4 1 . 3 3 22 P I P E 6 1 5 . 0 0 1 8 0 . 5 1 1 . 9 8 1 3 . 5 6 3 4 4 . 6 4 3 4 6 . 0 8 0 . 2 9 0 . 2 1 3 4 6 .2 9 0 . 0 0 0 3 4 4 . 8 9 23 P I P E 1 0 2 7 8 . 8 3 2 4 1 1 . 7 4 3 . 7 4 8 . 2 4 3 4 1 . 3 3 3 4 6 . 0 8 3 . 7 4 0 . 2 2 3 46 . 3 0 0 . 2 6 9 3 4 1 . 7 0 24 P I P E 1 1 2 5 . 0 0 1 8 2 . 1 1 1 . 1 9 2 5 . 8 9 3 4 2 . 4 0 3 4 7 . 0 5 1 . 1 9 0 . 0 2 3 4 7. 0 7 0 . 0 4 0 3 4 3 . 9 2 25 P I P E 9 1 5 . 0 0 1 8 0 . 5 1 2 . 1 1 1 4 . 8 5 3 4 5 . 6 1 3 4 7 . 0 5 0 . 2 9 0 . 2 4 3 4 7 .2 9 0 . 0 0 0 3 4 5 . 9 1 26 P I P E 1 5 2 3 7 . 3 0 2 4 9 . 3 3 2 . 9 7 8 . 0 4 3 4 1 . 7 0 3 4 7 . 0 5 2 . 9 7 0 . 1 4 3 4 7. 1 9 0 . 1 7 0 3 4 2 . 0 0 27 P I P E 1 4 1 9 0 . 0 0 2 4 8 . 6 3 2 . 7 5 8 . 2 0 3 4 2 . 7 0 3 4 7 . 5 9 2 . 7 5 0 . 1 2 3 4 7. 7 1 0 . 1 4 6 3 4 2 . 9 5 28 P I P E 1 3 4 2 . 7 5 1 8 8 . 6 3 4 . 8 8 3 . 5 9 3 4 2 . 9 5 3 4 7 . 9 9 4 . 8 8 0 . 3 7 3 4 8 .3 6 0 . 6 7 5 3 4 3 . 0 0 29 P I P E 1 2 2 5 . 0 0 1 8 1 . 5 1 0 . 8 5 2 7 . 7 8 3 4 3 . 0 0 3 4 8 . 6 5 0 . 8 5 0 . 0 1 3 4 8. 6 6 0 . 0 2 1 3 4 4 . 7 5 30 P I P E 1 8 4 6 4 . 4 7 1 8 7 . 1 2 4 . 0 3 4 . 8 7 3 4 3 . 0 0 3 4 8 . 6 5 4 . 0 3 0 . 2 5 3 4 8. 9 0 0 . 4 6 0 3 4 4 . 0 0 31 P I P E 1 9 2 5 . 0 0 1 8 1 . 3 4 0 . 7 6 3 1 . 5 0 3 4 4 . 0 0 3 5 1 . 0 3 0 . 7 6 0 . 0 1 3 5 1. 0 4 0 . 0 1 6 3 4 6 . 2 5 32 P I P E 2 1 9 5 . 5 0 1 8 4 . 5 7 2 . 5 9 5 . 3 7 3 4 4 . 0 0 3 5 1 . 0 3 2 . 5 9 0 . 1 0 3 5 1 .1 4 0 . 1 8 9 3 4 4 . 2 5 33 P I P E 2 0 1 5 . 0 0 1 8 1 . 9 6 1 . 1 1 1 4 . 8 5 3 4 7 . 5 0 3 5 1 . 3 2 1 . 1 1 0 . 0 2 3 5 1. 3 4 0 . 0 3 5 3 4 7 . 8 0 34 P I P E 2 2 2 5 . 0 0 1 8 2 . 6 2 1 . 4 8 3 0 . 2 9 3 4 4 . 2 5 3 5 1 . 3 2 1 . 4 8 0 . 0 3 3 5 1. 3 5 0 . 0 6 2 3 4 6 . 3 3 35 P I P E 1 7 1 5 . 0 0 1 8 1 . 2 4 0 . 7 0 1 4 . 8 5 3 4 6 . 8 9 3 5 1 . 0 3 0 . 7 0 0 . 0 1 3 5 1. 0 4 0 . 0 1 4 3 4 7 . 1 9 36 P I P E 1 6 3 7 . 7 5 1 8 1 . 1 6 0 . 6 6 1 4 . 8 0 3 4 4 . 6 3 3 4 7 . 5 9 0 . 6 6 0 . 0 1 3 4 7. 6 0 0 . 0 1 2 3 4 5 . 3 8 37 PI P E 8 25 . 0 0 18 2. 0 8 1. 1 8 10 . 5 0 34 3 . 6 4 34 6 . 0 8 1. 1 8 0. 0 2 34 6 . 1 0 0. 0 3 9 34 3 . 8 9 Li n e No . 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 TR A C T 7 1 4 0 A N D T R A C T 7 1 6 5 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 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 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 ) (f t ) 1 P I P E 3 3 4 3 . 1 1 3 5 0 . 2 7 9 . 0 2 6 . 9 5 0 . 7 5 3 4 3 . 8 6 0 . 6 9 3 0 . 6 9 3 0 . 5 0 2 1 0 . 7 5 2 P I P E 2 7 3 4 4 . 6 6 3 5 1 . 3 1 9 . 0 1 3 . 4 9 0 . 1 9 3 4 4 . 8 5 0 . 1 7 5 0 . 1 7 5 0 . 7 94 1 0 . 1 9 3 P I P E 2 6 3 4 5 . 4 7 3 5 0 . 8 6 8 . 3 6 3 . 3 6 0 . 1 8 3 4 5 . 6 5 0 . 2 1 7 0 . 2 1 7 0 . 6 26 1 0 . 1 8 4 P I P E 3 1 3 4 6 . 1 0 3 5 0 . 2 2 2 . 9 7 2 . 8 2 0 . 1 2 3 4 6 . 2 2 0 . 0 0 0 0 . 0 0 0 0 . 0 00 1 n / a 5 P I P E 2 5 3 4 6 . 1 9 3 4 9 . 7 1 4 . 4 6 3 . 1 1 0 . 1 5 3 4 6 . 3 4 0 . 1 8 7 0 . 1 8 7 0 . 5 41 1 0 . 1 5 6 P I P E 3 2 3 4 6 . 3 5 3 4 9 . 0 6 2 . 8 6 0 . 7 4 0 . 0 1 3 4 6 . 3 5 0 . 0 1 6 0 . 0 1 6 0 . 0 06 1 0 . 0 1 7 P I P E 2 4 3 4 6 . 6 6 3 4 9 . 3 3 3 . 7 7 2 . 7 3 0 . 1 2 3 4 6 . 7 7 0 . 1 4 4 0 . 1 4 4 0 . 3 16 1 0 . 1 2 8 P I P E 3 6 3 4 6 . 7 8 3 4 8 . 4 4 2 . 8 2 1 . 2 6 0 . 0 2 3 4 6 . 8 1 0 . 0 4 5 0 . 0 4 5 0 . 0 11 1 0 . 0 2 9 P I P E 3 4 3 4 7 . 1 4 3 4 8 . 8 2 3 . 6 4 3 . 6 6 0 . 2 1 3 4 7 . 3 5 0 . 3 8 0 0 . 3 8 0 0 . 3 66 1 0 . 2 1 10 P I P E 3 5 3 4 7 . 3 9 3 4 8 . 4 4 3 . 2 3 2 . 5 0 0 . 1 0 3 4 7 . 4 9 0 . 1 7 6 0 . 1 7 6 0 . 04 4 1 0 . 1 0 11 P I P E 3 3 3 4 7 . 3 5 3 4 8 . 4 4 2 . 5 6 1 . 1 9 0 . 0 2 3 4 7 . 3 8 0 . 0 4 0 0 . 0 4 0 0 . 00 7 1 0 . 0 2 12 P I P E 2 3 3 4 6 . 7 8 3 4 8 . 4 4 2 . 8 2 1 . 1 5 0 . 0 2 3 4 6 . 8 0 0 . 0 3 7 0 . 0 3 7 0 . 00 6 1 0 . 0 2 13 P I P E 2 9 3 4 6 . 0 0 3 5 0 . 8 4 9 . 2 4 4 . 1 0 0 . 2 6 3 4 6 . 2 6 0 . 4 7 7 0 . 4 7 7 1 . 15 5 1 0 . 2 6 14 P I P E 2 8 3 4 6 . 2 7 3 4 9 . 2 7 2 . 7 7 0 . 7 5 0 . 0 1 3 4 6 . 2 8 0 . 0 1 2 0 . 0 1 3 0 . 00 6 1 0 . 0 1 15 P I P E 3 7 3 4 6 . 5 5 3 5 0 . 8 4 9 . 1 5 3 . 1 4 0 . 1 5 3 4 6 . 7 0 0 . 3 7 1 0 . 3 7 1 0 . 28 2 0 . 8 5 0 . 1 3 16 P I P E 3 8 3 4 6 . 9 7 3 4 9 . 3 6 1 . 5 3 7 . 7 8 0 . 9 4 3 4 7 . 9 1 0 . 0 0 0 0 . 0 0 0 0 . 00 0 1 n / a 17 P I P E 3 0 3 4 6 . 1 4 3 4 9 . 3 6 1 . 9 9 2 . 5 5 0 . 1 0 3 4 6 . 2 4 0 . 0 0 0 0 . 0 0 0 0 . 00 0 1 n / a 18 P I P E 2 3 4 4 . 3 2 3 5 0 . 0 4 9 . 0 4 5 . 4 3 0 . 4 6 3 4 4 . 7 8 0 . 5 6 8 0 . 5 6 8 0 . 4 60 1 0 . 4 6 19 P I P E 1 3 4 4 . 7 9 3 4 9 . 2 0 4 . 7 4 1 . 0 1 0 . 0 2 3 4 4 . 8 1 0 . 0 2 9 0 . 0 2 9 0 . 0 10 1 0 . 0 2 20 P I P E 5 3 4 4 . 3 3 3 4 9 . 3 8 3 . 8 2 4 . 8 4 0 . 3 6 3 4 4 . 6 9 0 . 0 0 0 0 . 0 0 0 0 . 0 00 1 n / a 21 P I P E 7 3 4 5 . 7 6 3 5 1 . 0 6 7 . 7 3 4 . 5 4 0 . 3 2 3 4 6 . 0 8 0 . 3 9 8 0 . 3 9 8 0 . 9 81 1 0 . 3 2 22 P I P E 6 3 4 5 . 0 9 3 5 0 . 1 6 3 . 7 7 3 . 6 7 0 . 2 1 3 4 5 . 3 0 0 . 0 0 0 0 . 0 0 0 0 . 0 00 1 n / a 23 P I P E 1 0 3 4 6 . 8 3 3 5 1 . 7 6 8 . 0 6 3 . 7 4 0 . 2 2 3 4 7 . 0 5 0 . 2 6 9 0 . 2 6 9 0 . 75 1 1 0 . 2 2 24 P I P E 1 1 3 4 7 . 0 6 3 5 1 . 1 7 5 . 7 5 1 . 1 9 0 . 0 2 3 4 7 . 0 8 0 . 0 4 0 0 . 0 4 0 0 . 01 0 1 0 . 0 2 25 P I P E 9 3 4 6 . 1 0 3 5 1 . 1 7 3 . 7 6 3 . 9 2 0 . 2 4 3 4 6 . 3 4 0 . 0 0 0 0 . 0 0 0 0 . 0 00 1 n / a 26 P I P E 1 5 3 4 7 . 4 5 3 5 2 . 5 1 8 . 5 1 2 . 9 7 0 . 1 4 3 4 7 . 5 9 0 . 1 7 0 0 . 1 7 0 0 . 40 4 1 0 . 1 4 27 P I P E 1 4 3 4 7 . 8 7 3 5 3 . 0 0 8 . 0 5 2 . 7 5 0 . 1 2 3 4 7 . 9 9 0 . 1 4 6 0 . 1 4 6 0 . 27 7 1 0 . 1 2 28 P I P E 1 3 3 4 8 . 2 7 3 5 3 . 0 9 8 . 5 9 4 . 8 8 0 . 3 7 3 4 8 . 6 5 0 . 6 7 5 0 . 6 7 5 0 . 28 9 1 0 . 3 7 29 P I P E 1 2 3 4 8 . 6 5 3 5 2 . 3 5 6 . 1 0 0 . 8 5 0 . 0 1 3 4 8 . 6 6 0 . 0 2 1 0 . 0 2 1 0 . 00 5 1 0 . 0 1 30 P I P E 1 8 3 5 0 . 7 8 3 5 2 . 9 1 7 . 4 1 4 . 0 3 0 . 2 5 3 5 1 . 0 3 0 . 4 6 0 0 . 4 6 0 2 . 13 7 1 0 . 2 5 31 P I P E 1 9 3 5 1 . 0 4 3 5 2 . 3 4 4 . 5 9 0 . 7 6 0 . 0 1 3 5 1 . 0 5 0 . 0 1 6 0 . 0 1 6 0 . 00 4 1 0 . 0 1 32 P I P E 2 1 3 5 1 . 2 2 3 5 2 . 9 2 7 . 1 7 2 . 5 9 0 . 1 0 3 5 1 . 3 2 0 . 1 8 9 0 . 1 8 9 0 . 18 1 1 0 . 1 0 33 P I P E 2 0 3 5 1 . 3 2 3 5 2 . 3 4 3 . 0 4 1 . 1 1 0 . 0 2 3 5 1 . 3 4 0 . 0 3 5 0 . 0 3 5 0 . 00 5 1 0 . 0 2 34 P I P E 2 2 3 5 1 . 3 4 3 5 2 . 3 4 4 . 5 1 1 . 4 8 0 . 0 3 3 5 1 . 3 7 0 . 0 6 2 0 . 0 6 2 0 . 01 6 1 0 . 0 3 35 P I P E 1 7 3 5 1 . 0 4 3 5 2 . 3 4 3 . 6 5 0 . 7 0 0 . 0 1 3 5 1 . 0 4 0 . 0 1 4 0 . 0 1 4 0 . 00 2 1 0 . 0 1 36 P I P E 1 6 3 4 7 . 6 0 3 5 1 . 9 0 5 . 0 2 0 . 6 6 0 . 0 1 3 4 7 . 6 0 0 . 0 1 2 0 . 0 1 2 0 . 00 5 1 0 . 0 1 37 PI P E 8 34 6 . 0 9 35 0 . 1 6 4. 7 7 1. 1 8 0. 0 2 34 6 . 1 1 0. 0 3 9 0. 0 3 9 0. 0 1 0 1 0. 0 2 Li n e No . 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 NODE 1 CATCH BASIN #1 NODE 1 CATCH BASIN #2 NODE 1 NODE 2 NODE 4 NODE 3 CATCH BASIN #3 NODE 2 CATCH BASIN #4 NODE 2 CATCH BASIN #5 NODE 3 NODE 5 NODE 4 CATCH BASIN #6 NODE 5 NODE 18 NODE 8 NODE 7 NODE 6 NODE 5 CATCH BASIN #7 NODE 6 CATCH BASIN #8 NODE 6 CATCH BASIN #9 NODE 7 CATCH BASIN #10 NODE 7 CATCH BASIN #11 NODE 8 CATCH BASIN #12 NODE 8 CATCH BASIN #13 NODE 9 CATCH BASIN #14 NODE 9 NODE 9 NODE 10 NODE 14 CATCH BASIN #15 NODE 10 CATCH BASIN #16 NODE 10 CATCH BASIN #17 NODE 14 NODE 15 NODE 14 CATCH BASIN #18 NODE 15 NODE 17 NODE 15 CATCH BASIN #19 NODE 16 CATCH BASIN #20 NODE 16 CATCH BASIN #21 NODE 19 SUMP NODE 18 NODE 17 NODE 16 NODE 19 DRAINAGE EXHIBITS BASIN EXHIBITS TRACT 7140 and 7165 BASIN SIZING CALCULATIONS Provided Sump Capacity Depth from Design Water Surface =9.5 feet Abtm =Bottom Area of Sump 12,063 sq ft =0.28 acres Amid =Half Depth Area of Sump 21,750 sq ft =0.50 acres Atop =Area of Design Water Level 32,548 sq ft =0.75 acres Prismoidal Formula: Volume = 1/6 x(Abtm+4Amid+Atop) x D Volume = 1/6 x (0.28+2.00+0.75) x 9.5 = 1/6 x (3.02) x 9.5 Provided Sump Capacity =208,387 Cu. FT 4.78 AC-FT Required Sump Capacity TABLE OF RUNOFF COEFFICIENTS TR 7140 TR 7165 Future Park C x A = R-1, 6000 SF 0.42 9.38 28.70 15.99 R-1, 6750 SF 0.4 17.57 7.03 R-1, 7500 SF 0.38 R-1, 10000 SF 0.34 R-1, 15000 SF 0.27 R-2 0.55 R-3, R-4, M-H 0.8 Commercial 0.9 Industrial 0.8 Parks 0.15 14.44 2.17 Grasslands, Type A Soil 0.15 Grasslands, Type B Soil 0.25 Grasslands, Type C Soil 0.35 Grasslands, Type D Soil 0.45 Pavement, drives & roofs 0.95 0.66 4.08 0.91 5.37 Backyards 0.05 Lawn-landscape 2% slope 0.17 Lawn-landscape 2-7% slope 0.22 Lawn-landscape 7% slope 0.35 n C x A =30.56 TR 7140 TR 7165 Future Park Total 27.61 32.78 15.35 Acres 75.74 75.74 Required Sump Capacity = 0.15 x C x A =0.15 X n C x A =4.58 AC-FT Total Difference of 0.20 AC-FT AC-FT REFERENCE TRACT 7213, 7140, 7165, and COMMERCIAL BASIN SIZING CALCULATIONS Provided Sump Capacity Depth from Design Water Surface =9.5 feet Abtm =Bottom Area of Sump 46,397 sq ft =1.07 acres Amid =Half Depth Area of Sump 58,415 sq ft =1.34 acres Atop =Area of Design Water Level 71,631 sq ft =1.64 acres Prismoidal Formula: Volume = 1/6 x(Abtm+4Amid+Atop) x D Volume = 1/6 x (1.07+5.36+1.64) x 9.5 = 1/6 x (8.07) x 9.5 Provided Sump Capacity =556,837 Cu. FT 12.78 AC-FT Required Sump Capacity TABLE OF RUNOFF COEFFICIENTS TR 7213 TR 7140 TR 7165 PARK COMM C x A = R-1, 6000 SF 0.42 33.93 9.38 28.70 30.24 R-1, 6750 SF 0.40 17.57 7.03 R-1, 7500 SF 0.38 R-1, 10000 SF 0.34 R-1, 15000 SF 0.27 R-2 0.55 R-3, R-4, M-H 0.8 Commercial 0.9 24.05 21.65 Industrial 0.8 Parks 0.15 14.44 2.17 Grass, Type A 0.15 Grass, Type B 0.25 Grass, Type C 0.35 Grass, Type D 0.45 Pavement 0.95 2.46 1.06 4.08 0.91 3.44 11.35 Backyards 0.05 Lawn 2% slope 0.17 Lawn 5% slope 0.22 Lawn 7% slope 0.35 n C x A =72.44 AREA SUMMARY (ACRES) TR 7213 TR 7140 TR 7165 PARK COMM TOTAL 36.39 28.01 32.78 15.35 27.49 140.02 ACRES Total Required Sump Capacity = 0.15 x C x A =0.15 x 72.44 =10.87 AC-FT Total Difference of 1.92 AC-FT TRACT 7213 TRACT 7165 PIP E LIN E E A S E M E N TCOMMERCIAL SITE TRACT 7140 McCUTCHEN ROAD BERKSHIRE ROAD MO U N T A I N R I D G E R O A D AS H E R O A D PARK SITE P IP E LI N E E A S E M E N T SUMP 24.05 ACRES EXISTING SCHOOL (NOT A PART) 28.70 ACRES 14.44 ACRES 26.93 ACRES33.93 ACRES