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Home My WebLink AboutTract 7268 (On-site) Approved 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 Soil Map .................................................................................................. back of report Hydrology Calculations ........................................................................... back of report Inlet Sizing Calculations .......................................................................... back of report Hydraulic Calculations and Pipe Profiles ................................................. back of report Basin Exhibit ............................................................................ sleeve in back of report Drainage Exhibit ...................................................................... sleeve in back of report Reference ............................................................................................... back of report 3 1.0 PURPOSE The purpose for this drainage study is as follows: 1. To provide an on-site 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-2 Development. 2. Soil Group A is primarily located throughout the site: 174— Kimberlina fine sandy loam, 0 to 2 percent slopes MLRA 17 3. The runoff coefficients used are: · 0.55 - R-2 · 0.85 - Pavement w/ Landscaping 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 proposed drainage areas were based off the grading plans and building footprint/roof pitch. The majority of the proposed storm drain system will run along the westerly portion of the tract on a private street. Drainage Areas 1 through 5 will discharge into catch basins located along the northerly or westerly private street. Drainage Area 3 comprises of several residential lots and a portion of Old Farm Road, thus requiring a weighted average for this area's runoff coefficient. While Drainage Areas 6 through 9 will discharge into catch basins located along the easterly private street. (Refer to the Drainage Exhibit) Off-site Drainage Area will maintain the same tributary area (1.87 acres) and discharge as the Approved Drainage Study dated 4/21/18. The storm drain system along Noriega Road also will not change from the previously approved study & utility plans. (Refer to the Reference for Approved Calculations) Area Acres Coefficient C x A TRACT 7268 Planned Unit Development (R-2) 17.30 0.55 9.52 Old Farm Road and Noriega Road (includes Off-Site) 2.47 0.85 2.10 TOTAL 19.77 TRACT 7268 Ʃ(CXA) = 11.61 VOLUME REQUIRED (acre- feet/ AF) = 1.74 * VOLUME REQUIRED TRACT 6146 (acre- feet/ AF) = 3.78 BOTH TRACTS = 5.52 The rational method for the 10-year event was performed using Autodesk Storm and Sanitary Analysis 2022. 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 your own time. The time of concentration was calculated separately and the flow entered into the program. A spreadsheet similar to the curb capacity spreadsheet was used to determine the initial 4 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 4.0’ above the basin bottom (391.50). There are seven proposed sag catch basins located throughout the development. Using Hydraflow, it was determined that a 3.5 ft. wide opening was able to capture 100% of the runoff. There are nine proposed catch basins throughout the development. The sizes for these proposed catch basins and grate inlets were calculated (see Inlet Sizing Calculations). 4.0 CONCLUSION AND RECOMMENDATIONS The HGL was calculated for the existing and proposed storm drain pipes (see appendix) using the Storm and Sanitary Analysis 2021 software. The flows from the 10-year event were calculated and routed. The beginning HGL (363.00) was estimated to be 4’ above the basin bottom at the outlet structure which was established based off of the existing sump to the east. 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 proposed basin will maintain the same required capacity as the Approved Drainage Study dated 4/21/18 (See Reference), thus the basin for the completed condition will be able to store 5.94 AF. The basin will have a total water depth of 8’ with a minimum of 1’ of freeboard. Tract 7268 only requires a volume of 1.74 AF. The design water surface is at an elevation of 367.0 with a required volume for existing and proposed tracts is 5.52 AF. SOIL MAP Hydrologic Soil Group—Kern County, California, Northwestern Part Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 8/27/2014 Page 1 of 43920070392013039201903920250392031039203703920430392049039200703920130392019039202503920310392037039204303920490305910305970306030306090306150306210306270 305910 305970 306030 306090 306150 306210 35° 24' 33'' N 119° 8' 15'' W35° 24' 33'' N119° 8' 0'' W35° 24' 17'' N 119° 8' 15'' W35° 24' 17'' N 119° 8' 0'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 11N WGS84 0 100 200 400 600Feet 0 30 60 120 180Meters Map Scale: 1:2,340 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: Aug 13, 2013—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 8/27/2014 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 174 Kimberlina fine sandy loam, 0 to 2 percent slopes MLRA 17 A 19.8 100.0% Totals for Area of Interest 19.8 100.0% 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. Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Hydrologic Soil Group—Kern County, California, Northwestern Part Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 8/27/2014 Page 3 of 4 Tie-break Rule: Higher Hydrologic Soil Group—Kern County, California, Northwestern Part Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 8/27/2014 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 SF 0.42 JOB TITLE:Tract 7268 - ONSITE R-1, 6750 SF 0.4 DATE:Jun-22 R-1, 7500 SF 0.38 R-1, 10000 SF 0.34 Rational Values:R-1, 15000 SF 0.27 Event: 10 YEAR Values: 5, 10, 50 R-2 0.55 M.A.P. 6 in./yr. Values: 6, 10, 15, 20, 25, 30 Commercial 0.9 Water Well Site 0.1 Curve Values Parks 0.15 a: 2.38 I=a+bTc (Tc<20min.) Grasslands, Type A Soil 0.15 b: -0.058 Grasslands, Type B Soil 0.25 P60: 0.550 I=K1*(6.02*Tc)^(0.17*LN(p60/K1) Grasslands, Type C Soil 0.35 K1: 40.00 (Tc>=20min.) Grasslands, Type D Soil 0.45 Pavement with Landscaping 0.85. Backyards 0.05 Lawn-landscape 2% slope 0.10 0.17 Lawn-landscape 2-7% slope 0.15 0.22 Lawn-landscape 7% slope 0.20 0.35 SUBAREA C I A rslt Tc L dH Sg Q Street V Trial Tc Roof to Tm D Curb NAME Runoff Intensity Total Time Length Elev. Gutter Flow Type Vel. MIN. Gutter Travel Pipe Cap Coef. IN/HR Area Conc. Feet Diff. Slope CFS FPS Time Time Dia. In AC. MIN. Feet Ft/Ft MIN. MIN. In. AREA 1 0.55 1.80 0.28 10.00 117 0.77 0.66% 0.28 53 1.45 10.00 0 1.34 1.89 PIPE 11 25 0.16 2.66 18 12.66 PIPE 10 0.55 1.65 0.28 39 0.25 0.14 12.66 4.48 18 17.14 AREA 2 0.55 1.45 1.36 15.94 117 0.60 0.51% 1.09 54 2.07 15.94 15 0.94 3.06 PIPE 20 16 0.62 0.43 18 16.37 PIPE 9 0.55 1.43 1.64 113 1.29 0.73 16.37 2.58 18 18.95 PIPE 8 0.55 1.28 1.64 271 1.15 0.65 18.95 6.91 18 25.85 AREA 3 0.67 1.44 1.56 16.18 126 0.40 0.32% 1.50 55 1.78 16.18 15 1.18 3.61 PIPE 6 15 0.85 0.30 18 16.48 PIPE 5 0.61 1.01 3.20 324 1.96 1.11 25.85 4.87 18 30.72 AREA 4 0.55 1.26 2.401 19.22 424 1.06 0.25% 1.67 56 1.68 19.22 15 4.22 3.88 PIPE 7 25 0.95 0.45 18 19.67 Tc CALCULATIONS Tract 7268 - ONSITE Hydrology_10_yr.xls McIntosh Associates 2001 Wheelan Ct Bakersfield, CA 93309 10 yr Calc SUBAREA C I A rslt Tc L dH Sg Q Street V Trial Tc Roof to Tm D Curb NAME Runoff Intensity Total Time Length Elev. Gutter Flow Type Vel. MIN. Gutter Travel Pipe Cap Coef. IN/HR Area Conc. Feet Diff. Slope CFS FPS Time Time Dia. In AC. MIN. Feet Ft/Ft MIN. MIN. In. Tract 7268 - ONSITE PIPE 4 0.58 0.89 5.61 51 2.91 1.65 30.72 0.52 18 31.24 AREA 5 0.55 1.38 1.50 17.19 207 0.52 0.25% 1.14 57 1.58 17.19 15 2.19 3.39 PIPE 12 15 0.64 0.39 18 17.58 PIPE 3 0.58 0.88 7.11 324 3.60 2.04 31.24 2.65 18 33.89 PIPE 2 0.58 0.83 7.11 292 3.39 1.92 33.89 2.53 18 36.42 AREA 6 0.55 1.20 3.33 20.32 553 1.40 0.25% 2.21 58 1.73 20.32 15 5.32 4.16 PIPE 19 33 1.25 0.44 18 20.76 PIPE 18 0.55 1.19 3.33 44 2.17 1.23 20.76 0.59 18 21.35 AREA 7 0.55 1.22 2.46 19.91 493 1.23 0.25% 1.66 59 1.67 19.91 15 4.91 3.87 PIPE 17 7 0.94 0.12 18 20.03 PIPE 16 0.55 1.16 5.79 253 3.70 2.09 21.35 2.02 18 23.37 AREA 8 0.55 1.19 3.56 20.68 594 1.47 0.25% 2.33 60 1.74 20.68 15 5.68 4.21 PIPE 21 33 1.32 0.42 18 21.10 PIPE 15 0.55 1.09 9.35 60 5.59 3.17 23.37 0.32 18 23.69 AREA 9 0.55 1.33 1.45 18.02 350 1.46 0.42% 1.06 61 1.94 18.02 15 3.02 3.12 PIPE 14 7 0.60 0.19 18 18.21 PIPE 13 0.55 1.08 10.80 66 6.40 3.62 23.69 0.30 18 23.99 PIPE 1 0.56 0.79 17.91 127 7.90 4.47 36.42 0.47 18 36.89 Hydrology_10_yr.xls McIntosh Associates 2001 Wheelan Ct Bakersfield, CA 93309 10 yr Calc INLET & PIPE SIZING CALCULATIONS INLET PE SIZING CALCULATIONS INLET Inlet Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Tuesday, Jun 14 2022 Drainage 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) = 0.28 Highlighted Q Total (cfs) = 0.28 Q Capt (cfs) = 0.28 Q Bypass (cfs) = -0- Depth at Inlet (in) = 4.31 Efficiency (%) = 100 Gutter Spread (ft) = 3.32 Gutter Vel (ft/s) = -0- Bypass Spread (ft) = -0- Bypass Depth (in) = -0- Inlet Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Tuesday, Jun 14 2022 Drainage 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) = 1.09 Highlighted Q Total (cfs) = 1.09 Q Capt (cfs) = 1.09 Q Bypass (cfs) = -0- Depth at Inlet (in) = 5.48 Efficiency (%) = 100 Gutter Spread (ft) = 8.22 Gutter Vel (ft/s) = -0- Bypass Spread (ft) = -0- Bypass Depth (in) = -0- Inlet Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Tuesday, Jun 14 2022 Drainage 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) = 1.50 Highlighted Q Total (cfs) = 1.50 Q Capt (cfs) = 1.50 Q Bypass (cfs) = -0- Depth at Inlet (in) = 5.95 Efficiency (%) = 100 Gutter Spread (ft) = 10.07 Gutter Vel (ft/s) = -0- Bypass Spread (ft) = -0- Bypass Depth (in) = -0- Inlet Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Tuesday, Jun 14 2022 Drainage 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) = 0.022 Local Depr (in) = 2.00 Gutter Width (ft) = 2.00 Gutter Slope (%) = -0- Gutter n-value = -0- Calculations Compute by: Known Q Q (cfs) = 1.67 Highlighted Q Total (cfs) = 1.67 Q Capt (cfs) = 1.67 Q Bypass (cfs) = -0- Depth at Inlet (in) = 6.09 Efficiency (%) = 100 Gutter Spread (ft) = 9.93 Gutter Vel (ft/s) = -0- Bypass Spread (ft) = -0- Bypass Depth (in) = -0- Inlet Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Tuesday, Jun 14 2022 Drainage 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) = 1.14 Highlighted Q Total (cfs) = 1.14 Q Capt (cfs) = 1.14 Q Bypass (cfs) = -0- Depth at Inlet (in) = 5.54 Efficiency (%) = 100 Gutter Spread (ft) = 8.47 Gutter Vel (ft/s) = -0- Bypass Spread (ft) = -0- Bypass Depth (in) = -0- Inlet Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Tuesday, Jun 14 2022 Drainage 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) = 0.027 Local Depr (in) = 2.00 Gutter Width (ft) = 2.00 Gutter Slope (%) = -0- Gutter n-value = -0- Calculations Compute by: Known Q Q (cfs) = 2.21 Highlighted Q Total (cfs) = 2.21 Q Capt (cfs) = 2.21 Q Bypass (cfs) = -0- Depth at Inlet (in) = 6.51 Efficiency (%) = 100 Gutter Spread (ft) = 9.76 Gutter Vel (ft/s) = -0- Bypass Spread (ft) = -0- Bypass Depth (in) = -0- Inlet Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Tuesday, Jun 14 2022 Drainage 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) = 0.022 Local Depr (in) = 2.00 Gutter Width (ft) = 2.00 Gutter Slope (%) = -0- Gutter n-value = -0- Calculations Compute by: Known Q Q (cfs) = 1.67 Highlighted Q Total (cfs) = 1.67 Q Capt (cfs) = 1.67 Q Bypass (cfs) = -0- Depth at Inlet (in) = 6.09 Efficiency (%) = 100 Gutter Spread (ft) = 9.93 Gutter Vel (ft/s) = -0- Bypass Spread (ft) = -0- Bypass Depth (in) = -0- Inlet Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Tuesday, Jun 14 2022 Drainage 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) = 0.028 Local Depr (in) = 2.00 Gutter Width (ft) = 2.00 Gutter Slope (%) = -0- Gutter n-value = -0- Calculations Compute by: Known Q Q (cfs) = 2.33 Highlighted Q Total (cfs) = 2.33 Q Capt (cfs) = 2.33 Q Bypass (cfs) = -0- Depth at Inlet (in) = 6.59 Efficiency (%) = 100 Gutter Spread (ft) = 9.75 Gutter Vel (ft/s) = -0- Bypass Spread (ft) = -0- Bypass Depth (in) = -0- Inlet Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Tuesday, Jun 14 2022 Drainage 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) = 1.06 Highlighted Q Total (cfs) = 1.06 Q Capt (cfs) = 1.06 Q Bypass (cfs) = -0- Depth at Inlet (in) = 5.45 Efficiency (%) = 100 Gutter Spread (ft) = 8.07 Gutter Vel (ft/s) = -0- Bypass Spread (ft) = -0- Bypass Depth (in) = -0- HYDRAULIC CALCULATIONS AND PIPE PROFILES TRACT 7268 HYDRAULIC CALCULATIONS (OUTPUT) Pipe Pipe Pipe Flow Avg. Capacity Invert HGL Velocity Velocity EGL Sf Invert No. Length Size Rate Velocity Flowing Down Down Down Head Down Down Down Up (ft) (in) (cfs) (ft/s) Full (cfs) (ft) (ft) (ft/s) (ft) (ft)(%) (ft) PIPE 1 126.75 18 7.90 4.47 9.09 359.30 363.00 4.47 0.31 363.31 0.566 360.25 PIPE 2 291.67 18 3.39 1.92 6.36 360.25 364.01 1.92 0.06 364.07 0.105 361.32 PIPE 3 323.94 18 3.60 2.04 3.50 361.32 364.38 2.04 0.06 364.44 0.118 361.68 PIPE 4 51.44 18 2.91 1.65 3.59 361.68 364.82 1.65 0.04 364.86 0.077 361.74 PIPE 5 323.88 18 1.96 1.13 3.50 361.74 364.90 1.13 0.02 364.92 0.036 362.1 PIPE 6 15.00 18 1.50 0.85 3.83 362.10 365.04 0.85 0.01 365.05 0.02 362.12 PIPE 7 25.42 18 1.67 0.95 3.61 361.74 364.90 0.95 0.01 364.92 0.025 361.77 PIPE 8 270.59 18 1.15 0.65 3.50 362.10 365.04 0.65 0.01 365.05 0.012 362.4 PIPE 9 112.81 18 1.29 0.74 3.42 362.40 365.08 0.74 0.01 365.09 0.015 362.52 PIPE 10 38.57 18 0.25 0.14 3.38 362.52 365.11 0.14 0.00 365.11 0.001 362.576 PIPE 11 25.00 18 0.28 0.16 3.64 362.57 365.11 0.16 0.00 365.11 0.001 362.609 PIPE 12 15.00 18 1.14 0.65 3.84 361.68 364.82 0.65 0.01 364.83 0.012 361.7 PIPE 13 65.55 18 6.40 3.62 3.43 360.25 364.01 3.62 0.20 364.22 0.372 360.32 PIPE 14 7.00 18 1.06 0.60 3.96 360.32 364.46 0.60 0.01 364.47 0.01 360.33 PIPE 15 59.90 18 5.59 3.17 3.59 360.32 364.46 3.17 0.16 364.62 0.285 360.39 PIPE 16 253.35 18 3.70 2.09 3.49 360.39 364.79 2.09 0.07 364.86 0.124 360.67 PIPE 17 7.00 18 1.66 0.94 3.96 360.67 365.17 0.94 0.01 365.18 0.025 360.68 PIPE 18 43.81 18 2.17 1.23 3.55 360.67 365.17 1.23 0.02 365.19 0.043 360.72 PIPE 19 33.00 18 2.21 1.25 3.66 360.72 365.21 1.25 0.02 365.24 0.044 360.76 PIPE 20 15.91 18 1.09 0.62 3.73 362.52 365.11 0.62 0.01 365.11 0.011 362.54 PIPE 21 33.00 18 2.33 1.32 3.66 360.39 364.79 1.32 0.03 364.81 0.049 360.43 Pipe HGL Grnd/Rim Cover Velocity Velocity EGL Sf Sf Energy J-Loss Minor No. Up Elev. Up Up Up Head Up Up Up Avg. Loss Coeff Loss (ft) (ft) (ft) (ft/s) (ft) (ft) (%) (%) (ft) (ft) PIPE 1 363.72 368.61 6.86 4.47 0.31 364.03 0.566 0.566 0.718 0.95 0.3 PIPE 2 364.32 369.39 6.57 1.92 0.06 364.38 0.105 0.105 0.306 1 0.06 PIPE 3 364.76 369.60 6.42 2.04 0.06 364.82 0.118 0.118 0.381 1 0.06 PIPE 4 364.86 369.45 6.21 1.65 0.04 364.90 0.077 0.077 0.04 1 0.04 PIPE 5 365.02 370.22 6.62 1.13 0.02 365.04 0.036 0.036 0.118 1 0.02 PIPE 6 365.04 369.79 6.17 0.85 0.01 365.05 0.02 0.02 0.003 1 0.01 PIPE 7 364.91 368.98 5.71 0.95 0.01 364.92 0.025 0.025 0.006 1 0.01 PIPE 8 365.07 370.27 6.37 0.65 0.01 365.08 0.012 0.012 0.032 1 0.01 PIPE 9 365.10 369.91 5.89 0.74 0.01 365.11 0.015 0.015 0.017 1 0.01 PIPE 10 365.11 369.83 5.76 0.14 0.00 365.11 0.001 0.001 0 1 0 PIPE 11 365.11 369.30 5.20 0.16 0.00 365.11 0.001 0.001 0 1 0 PIPE 12 364.82 369.01 5.81 0.65 0.01 364.83 0.012 0.012 0.002 1 0.01 PIPE 13 364.26 368.29 6.47 3.62 0.20 364.46 0.371 0.372 0.244 1 0.2 PIPE 14 364.46 368.00 6.17 0.60 0.01 364.47 0.01 0.01 0.001 1 0.01 PIPE 15 364.63 368.44 6.55 3.17 0.16 364.79 0.284 0.284 0.17 1 0.16 PIPE 16 365.10 368.27 6.10 2.09 0.07 365.17 0.124 0.124 0.315 1 0.07 PIPE 17 365.17 368.00 5.82 0.94 0.01 365.19 0.025 0.025 0.002 1 0.01 PIPE 18 365.19 368.38 6.16 1.23 0.02 365.21 0.043 0.043 0.019 1 0.02 PIPE 19 365.23 368.00 5.74 1.25 0.02 365.25 0.044 0.044 0.015 1 0.02 PIPE 20 365.11 369.37 5.33 0.62 0.01 365.11 0.011 0.011 0.002 1 0.01 PIPE 21 364.80 368.00 6.07 1.32 0.03 364.83 0.049 0.049 0.016 1 0.03 PIPE 1SUMPUPSTREAMMANHOLE PIPE 2UPSTREAMMANHOLEDOWNSTREAMMANHOLE PIPE 3PIPE 4PIPE 5PIPE 8UPSTREAMMANHOLEDOWNSTREAMMANHOLEMANHOLEMANHOLEMANHOLE PIPE 6DOWNSTREAMMANHOLECATCH BASIN PIPE 7DOWNSTREAMMANHOLECATCH BASIN PIPE 9PIPE 10DOWNSTREAMMANHOLEUPSTREAMMANHOLEMANHOLE PIPE 11DOWNSTREAMMANHOLECATCH BASIN PIPE 12DOWNSTREAMMANHOLECATCH BASIN PIPE 13PIPE 15PIPE 16PIPE 18UPSTREAMMANHOLEDOWNSTREAMMANHOLEMANHOLEMANHOLEMANHOLE PIPE 14DOWNSTREAMMANHOLECATCH BASIN PIPE 17DOWNSTREAMMANHOLECATCH BASIN PIPE 19DOWNSTREAMMANHOLECATCH BASIN PIPE 20DOWNSTREAMMANHOLECATCH BASIN PIPE 21DOWNSTREAMMANHOLECATCH BASIN DBASIN EXHIBIT TRACT 7268 BASIN SIZING CALCULATIONS 1 368.0 367.0 359.0 8 feet Abtm = 25,006 sq ft = 0.57 acres Amid = 32,378 sq ft = 0.74 acres Atop = 39,404 sq ft = 0.90 acres Provided Sump Capacity =257,439 Cu. FT 5.91 AC-FT TABLE OF RUNOFF COEFFICIENTS TR 7268 C x A = R-1, 6000 SF 0.42 R-1, 6750 SF 0.4 R-1, 7500 SF 0.38 R-1, 10000 SF 0.34 R-1, 15000 SF 0.27 R-2 0.55 17.30 9.52 R-3, R-4, M-H 0.8 Commercial 0.9 Industrial 0.8 Parks 0.15 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 0.85 2.47 2.10 Backyards 0.05 Lawn-LS 2% slope 0.17 Lawn-LS 2-7% slope 0.22 Lawn-LS 7% slope 0.35 n C x A =11.61 Total =Acres 19.77 Required Sump Capacity = 0.15 x C x A = 0.15 X n C x A =1.74 AC-FT =3.78 AC-FT 5.52 AC-FT 0.39 AC-FT Depth from Design Water Surface = Provided Sump Capacity Freeboard (ft)=Lowest Inlet Elev = Water Surface Elev =Bottom Basin Elev = Total Difference of 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 Volume = 1/6 x (0.57+2.96+0.90) x 8.0 = 1/6 x (4.43) x 8.0 Required Sump Capacity Required Sump Capacity for Tract 6146 based on AS-Built Provided Sump Capacity per Approved Drainage Study dated 4/21/18 DRAINAGE EXHIBIT F I N L E Y P A R K P R O P E R T I E S, L L C.CB-7MH-5MH-6MH-7MH-8CB-1CB-2CB-3MH-4CB-4MH-3MH-2MH-1CB-6MH-9MH-10CB-8MH-11CB-5MH-12CB-13 Know what's below. before you dig.Call R