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Home My WebLink AboutTract 7044 Drainage Study2 Table of Contents 1.0 PURPOSE...................................................................................................................3 2.0 GUIDELINES...............................................................................................................3 3.0 DESIGN APPROACH .................................................................................................3 4.0 CONCLUSION AND RECOMMENDATIONS.............................................................5 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 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. Approximately 1% of the site is Soil Group A – Granoso sandy loam, overwash, 0 to 2 percent slopes and the remaining area is Soil Group A - Kimberlina fine sandy loam, 0 to 2 percent slopes. The soil group was obtained from the US Department of Agriculture Soils Survey. A Soil Map is enclosed with this report. 3. The runoff coefficients used are: A. 0.15 - Park/Landscaping B. 0.39 - R-1, 7,100 S.F. C. 0.42 - R-1, 6,000 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 proposed contributing areas to the retention basin are designated as landscaping, residential, and pavement/streets thus was modeled as such so that the improvements were accurate. This report also studies the required pipe sizes for the main lines within Tract 7044 to the retention basin. The project area for the storm drain improvements are dictated by the flat terrain that is present. More specifically the improvements are designed to benefit all areas bounded to the east by existing Independence High School, to the north by Berkshire Road, to the south by Future Tentative Tract 7043, and to the west by Mountain Vista Drive that takes storm drain runoff into the Basin Drainage Area. The project has one proposed storm drain systems with two separate watersheds, Drainage Areas A through E and Drainage Areas 1 through 7. Berkshire Road and Mountain Vista Drive is included in Drainage Areas 1 and 3 thus a composite run-off coefficient was calculated based on the area relative to each coefficient. Drainage Area A will discharge runoff into a catch basin (CB #1) located at the T-intersection of Yukon River Avenue and Chetco River Street. Drainage Area B will discharge runoff into a catch basin (CB #2) located at the T-intersection of Yukon River Avenue and Cow Creek Way. Catch Basin #3 will collect the discharge produced by Drainage Area C at the intersection of Cow Creek Way and Breitenbush Avenue. Drainage Areas D and E (CB #4, & CB #5) will discharge catch basins located on Breitenbush Avenue. The discharge from these areas will be conveyed towards the sump through a series of 18” pipes (Pipes A & 15) alongside easterly side of Lots 38 & 42. Drainage Areas 1, 2, and 3 will discharge into catch basins (CB #6, CB #7, & CB #8) located at the T-intersection of Koyuk River Street and Basento Way. CB #9 will collect the discharge produced by Drainage Area 4 at the T-intersection of Lake Braccianno Avenue and Lake Garda Street. Drainage Areas 5, 6, and 7 will discharge catch basins (CB #10, CB #11, & CB #12) located at the T-intersection of Martian River Street and Lake 4 Braccianno Avenue. The cumulative flow from these areas (Areas 1-7) will be conveyed easterly towards the end of the Braccianno Avenue cul-de-sac via a 24” RCP. The manhole at the end of this cul-de-sac will confluence the two flows from the separate tributary areas and enter the sump through a 30” RCP. Future Tract Tentative 7043 will be part of a separate drainage study which will have another storm drain system discharging into the southerly portion of the proposed sump. 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 5-year storm event. The existing retention basin on the easterly side of tract will not be expanded and is to remain in place. A separate proposed sump will handle all of the discharge from this tract and Future Tract Tentative 7043. This future tract will consists of the residential lots, landscaping areas, and McCutchen Road which is based on the preliminary Final Map/Approved Tentative by SmithTech. The analysis for the future tract assumed the smallest lot size of 6,000 sq ft (C=0.42) to be conservative with the required sump capacity. The substantial conformance has not been approved for Tract 7043 thus layouts and lot sizes may change at a later date. Both tracts are currently owned by the same developer. The proposed basin will have a bottom elevation of 328.0’ which takes into account the future runoff from Tract 7043. The runoff coefficient is calculated in the table below thus the updated required sump capacity is 4.23 AF. The total contributing areas for the two tracts are divided as noted below: Area Acres Coefficient C x A TRACT 7044 R-1, 7150 SF 32.58 0.39 12.89 Berkshire Road and Mountain Vista Drive 2.07 0.95 1.97 TRACT 7044 Ʃ(CXA) =14.85 TOTAL 34.65 VOLUME REQUIRED (AF) =2.23 FUTURE TENTATIVE TRACT 7043 R-1, 6000 SF 28.39 0.42 11.92 Park/Landscaping 1.47 0.15 0.22 McCutchen Road 1.27 0.95 1.21 FUTURE TENT TRACT 7043 Ʃ(CXA) =13.35 TOTAL 31.13 VOLUME REQUIRED (AF) =2.00 The rational method for the 10-year event was performed using Autodesk Storm and Sanitary Analysis 2014. This program routes the flows and calculates the HGL for the system. The program allows you to enter the discharge calculated from a separately spreadsheet. This 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 5.0’ above the basin bottom which is an elevation of 333.0’. 5 4.0 CONCLUSION AND RECOMMENDATIONS The flows from the 10-year event were calculated and routed. The beginning HGL was estimated to be 5.0’ above the basin bottom at the 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 Hydraflow program determines the minimum catch basin opening required to capture 100% of the runoff. Tract 7044 will consists of 12 sag catch basin located throughout the proposed development. The sizes for 11 of these catch basins will have a 3.5 ft. wide opening based on the discharge tributary to each inlet (See Inlet Sizing Calculations). Catch Basin #6 was calculated to have a 7.0 ft. wide opening catch basin since Drainage Area 1 includes the significant portions of the off-site improvements (Berkshire Road and Mountain Vista Drive). The storm drain system will be able to handle a 10-year event. The Basin Exhibit, part of this study, shows the basin handling both this tract and Future Tentative Tract 7043. The proposed basin will have a total water depth of 10’ with a minimum of 1’ of freeboard. The proposed basin will be able to store 4.56 AF of storm water. The depth of the basin is +16 deep with a water surface of 338. The required volume for both tracts is 4.23 AF which has an excess volume of 0.33 AF. SOIL MAP Hydrologic Soil Group—Kern County, California, Northwestern Part Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 12/28/2018 Page 1 of 4 39 0 6 7 0 0 39 0 6 7 6 0 39 0 6 8 2 0 39 0 6 8 8 0 39 0 6 9 4 0 39 0 7 0 0 0 39 0 7 0 6 0 39 0 7 1 2 0 39 0 7 1 8 0 39 0 6 7 0 0 39 0 6 7 6 0 39 0 6 8 2 0 39 0 6 8 8 0 39 0 6 9 4 0 39 0 7 0 0 0 39 0 7 0 6 0 39 0 7 1 2 0 39 0 7 1 8 0 307400 307460 307520 307580 307640 307700 307760 307400 307460 307520 307580 307640 307700 35° 17' 21'' N 11 9 ° 7 ' 5 ' ' W 35° 17' 21'' N 11 9 ° 6 ' 5 0 ' ' W 35° 17' 5'' N 11 9 ° 7 ' 5 ' ' W 35° 17' 5'' N 11 9 ° 6 ' 5 0 ' ' W N Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 11N WGS84 0 100 200 400 600 Feet 0 35 70 140 210 Meters Map Scale: 1:2,390 if printed on A portrait (8.5" x 11") sheet. Soil Map may not be valid at this scale. 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: 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 11, Sep 14, 2018 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Mar 30, 2016—Nov 2, 2017 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 12/28/2018 Page 2 of 4 Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 127 Granoso sandy loam, 0 to 2 percent slopes, overwash A 0.3 1.0% 174 Kimberlina fine sandy loam, 0 to 2 percent slopes MLRA 17 A 29.2 99.0% Totals for Area of Interest 29.5 100.0% 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 12/28/2018 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 12/28/2018 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 7044 R-1, 6750 SF 0.4 DATE:Aug-19 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-3, R-4, M-H 0.8 M.A.P. 6 in./yr. Values: 6, 10, 15, 20, 25, 30 Commercial 0.9 Industrial 0.8 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, drives & roofs 0.95 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 A 0.40 1.18 3.05 20.83 571 1.35 0.24% 1.44 60 1.63 20.83 15 5.83 3.67 PIPE F 236 0.82 4.81 18 25.64 AREA B 0.49 1.30 3.42 18.54 463 1.79 0.39% 2.17 60 2.18 18.54 15 3.54 3.94 PIPE G 13 1.23 0.18 18 18.72 PIPE E 0.45 1.02 6.47 255 2.93 1.66 25.64 2.56 18 28.20 AREA C 0.40 1.32 0.54 18.25 243 0.69 0.28% 0.29 60 1.25 18.25 15 3.25 2.28 PIPE H 13 0.16 1.34 18 19.59 PIPE D 0.44 0.95 7.01 55 2.94 1.66 28.20 0.55 18 28.75 PIPE C 0.44 0.94 7.01 280 2.90 1.64 28.75 2.84 18 31.60 AREA D 0.40 1.09 3.36 23.27 881 2.50 0.28% 1.47 60 1.78 23.27 15 8.27 3.58 PIPE J 23 0.83 0.46 18 23.73 AREA E 0.40 1.15 5.31 21.59 875 3.49 0.40% 2.45 60 2.21 21.59 15 6.59 4.06 PIPE I 13 1.39 0.16 18 21.75 Tc CALCULATIONS Tract 7044 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 7044 PIPE B 0.42 0.87 15.68 208 5.74 3.25 31.60 1.07 18 32.66 PIPE A 0.42 0.85 15.68 54 5.60 3.17 32.66 0.28 18 32.94 PIPE 15 0.42 0.85 15.68 260 5.56 3.15 32.94 1.38 18 34.32 AREA 1 0.49 1.17 6.83 21.19 937 5.06 0.54% 3.92 60 2.52 21.19 15 6.19 4.41 PIPE 8 13 2.22 0.10 18 21.29 AREA 2 0.40 1.27 2.50 19.03 479 1.89 0.39% 1.27 61 1.98 19.03 15 4.03 3.28 PIPE 9 25 0.72 0.58 18 19.61 PIPE 7 0.47 1.16 9.33 100 5.08 2.87 21.29 0.58 18 21.86 AREA 3 0.53 1.41 1.66 16.72 177 0.57 0.32% 1.24 62 1.72 16.72 15 1.72 3.39 PIPE 10 13 0.70 0.31 18 17.03 PIPE 6 0.48 1.14 10.99 201 5.98 3.38 21.86 0.99 18 22.86 PIPE 5 0.48 1.11 10.99 259 5.79 3.28 22.86 1.32 18 24.17 AREA 4 0.40 1.31 2.03 18.38 363 1.34 0.37% 1.07 63 1.79 18.38 15 3.38 3.16 PIPE 11 13 0.60 0.36 18 18.74 PIPE 4 0.46 1.06 13.02 261 6.42 2.04 24.17 2.13 24 26.30 AREA 5 0.40 1.24 2.29 19.65 471 1.34 0.28% 1.13 64 1.69 19.65 15 4.65 3.30 PIPE 12 27 0.64 0.69 18 20.34 AREA 6 0.40 1.35 2.53 17.71 301 1.07 0.36% 1.37 65 1.85 17.71 15 2.71 3.38 PIPE 13 13 0.77 0.28 18 17.99 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 7044 PIPE 3 0.45 1.00 17.84 37 7.96 2.53 26.30 0.25 24 26.55 PIPE 2 0.45 0.99 17.84 41 7.91 2.52 26.55 0.27 24 26.82 AREA 7 0.40 1.41 1.13 16.62 169 0.94 0.56% 0.64 66 1.74 16.62 15 1.62 2.51 PIPE 14 23 0.36 1.06 18 17.68 PIPE 1 0.44 0.98 18.97 355 8.29 2.64 26.82 2.24 24 29.05 SUMP 0.43 0.82 34.65 69 12.33 2.51 34.32 0.46 30 34.78 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® AutoCAD® Civil 3D® by Autodesk, Inc.Thursday, Jun 20 2019 Catch Basin 6 - Drainage Study Area 1> Curb Inlet Location = Sag Curb Length (ft) = 7.00 Throat Height (in) = 3.50 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) = 3.92 Highlighted Q Total (cfs) = 3.92 Q Capt (cfs) = 3.92 Q Bypass (cfs) = -0- Depth at Inlet (in) = 7.06 Efficiency (%) = 100 Gutter Spread (ft) = 14.78 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.Thursday, Jun 20 2019 Catch Basin 7 - Drainage Study Area 2> Curb Inlet Location = Sag Curb Length (ft) = 3.50 Throat Height (in) = 3.50 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) = 1.27 Highlighted Q Total (cfs) = 1.27 Q Capt (cfs) = 1.27 Q Bypass (cfs) = -0- Depth at Inlet (in) = 5.70 Efficiency (%) = 100 Gutter Spread (ft) = 9.10 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.Friday, Dec 28 2018 Catch Basin 8 - Drainage Study Area 3> Curb Inlet Location = Sag Curb Length (ft) = 3.50 Throat Height (in) = 3.50 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) = 1.242 Highlighted Q Total (cfs) = 1.242 Q Capt (cfs) = 1.242 Q Bypass (cfs) = -0- Depth at Inlet (in) = 5.64 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.Thursday, Jun 20 2019 Catch Basin 9 - Drainage Study Area 4> Curb Inlet Location = Sag Curb Length (ft) = 3.50 Throat Height (in) = 3.50 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) = 1.07 Highlighted Q Total (cfs) = 1.07 Q Capt (cfs) = 1.07 Q Bypass (cfs) = -0- Depth at Inlet (in) = 5.46 Efficiency (%) = 100 Gutter Spread (ft) = 8.12 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, Aug 26 2019 Catch Basin 11 - Drainage Study Area 5> Curb Inlet Location = Sag Curb Length (ft) = 3.50 Throat Height (in) = 3.50 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) = 1.13 Highlighted Q Total (cfs) = 1.13 Q Capt (cfs) = 1.13 Q Bypass (cfs) = -0- Depth at Inlet (in) = 5.53 Efficiency (%) = 100 Gutter Spread (ft) = 8.42 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.Thursday, Jun 20 2019 Catch Basin 10 - Drainage Study Area 6> Curb Inlet Location = Sag Curb Length (ft) = 3.50 Throat Height (in) = 3.50 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) = 1.26 Highlighted Q Total (cfs) = 1.26 Q Capt (cfs) = 1.26 Q Bypass (cfs) = -0- Depth at Inlet (in) = 5.69 Efficiency (%) = 100 Gutter Spread (ft) = 9.05 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, Aug 26 2019 Catch Basin 12 - Drainage Study Area 7> Curb Inlet Location = Sag Curb Length (ft) = 3.50 Throat Height (in) = 3.50 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) = 0.64 Highlighted Q Total (cfs) = 0.64 Q Capt (cfs) = 0.64 Q Bypass (cfs) = -0- Depth at Inlet (in) = 4.90 Efficiency (%) = 100 Gutter Spread (ft) = 5.76 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, Aug 26 2019 Catch Basin 1 - Drainage Study Area A> Curb Inlet Location = Sag Curb Length (ft) = 3.50 Throat Height (in) = 3.50 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) = 1.44 Highlighted Q Total (cfs) = 1.44 Q Capt (cfs) = 1.44 Q Bypass (cfs) = -0- Depth at Inlet (in) = 5.89 Efficiency (%) = 100 Gutter Spread (ft) = 9.90 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.Thursday, Jun 20 2019 Catch Basin 2 - Drainage Study Area B> Curb Inlet Location = Sag Curb Length (ft) = 3.50 Throat Height (in) = 3.50 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) = 2.17 Highlighted Q Total (cfs) = 2.17 Q Capt (cfs) = 2.17 Q Bypass (cfs) = -0- Depth at Inlet (in) = 6.63 Efficiency (%) = 100 Gutter Spread (ft) = 13.01 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.Friday, Dec 28 2018 Catch Basin 3 - Drainage Study Area C> Curb Inlet Location = Sag Curb Length (ft) = 3.50 Throat Height (in) = 3.50 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) = 0.29 Highlighted Q Total (cfs) = 0.29 Q Capt (cfs) = 0.29 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® AutoCAD® Civil 3D® by Autodesk, Inc.Thursday, Jun 20 2019 Catch Basin 4 - Drainage Study Area D> Curb Inlet Location = Sag Curb Length (ft) = 3.50 Throat Height (in) = 3.50 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) = 1.47 Highlighted Q Total (cfs) = 1.47 Q Capt (cfs) = 1.47 Q Bypass (cfs) = -0- Depth at Inlet (in) = 5.92 Efficiency (%) = 100 Gutter Spread (ft) = 10.03 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, Aug 26 2019 Catch Basin 5 - Drainage Study Area E> Curb Inlet Location = Sag Curb Length (ft) = 3.50 Throat Height (in) = 3.50 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) = 2.45 Highlighted Q Total (cfs) = 2.45 Q Capt (cfs) = 2.45 Q Bypass (cfs) = -0- Depth at Inlet (in) = 6.90 Efficiency (%) = 100 Gutter Spread (ft) = 14.11 Gutter Vel (ft/s) = -0- Bypass Spread (ft) = -0- Bypass Depth (in) = -0- HYDRAULIC CALCULATIONS AND PIPE PROFILES TR A C T 7 0 4 4 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 ) Pi p e 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 V e l o c i t y V e l o c i ty E G L S f 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 ) SU M P 6 8 . 6 2 3 0 1 2 . 3 3 2 . 5 1 1 5 . 6 6 3 2 8 . 2 7 3 3 8 . 0 0 2 . 5 1 0 . 1 0 3 3 8 . 1 0 0. 0 9 0 3 2 8 . 3 7 PI P E 1 3 5 4 . 5 9 2 4 8. 2 9 2. 6 4 8 . 7 4 3 2 8 . 3 7 3 3 8 . 1 6 2 . 6 4 0 . 1 1 3 3 8 . 2 7 0 . 1 3 5 3 2 8 . 9 0 PI P E 2 4 0 . 7 5 2 4 7. 9 1 2. 5 1 8 . 6 8 3 2 8 . 9 0 3 3 8 . 7 5 2 . 5 2 0 . 1 0 3 3 8 . 8 4 0 . 1 2 2 3 2 8 . 9 6 PI P E 3 3 7 . 3 1 2 4 7. 9 6 2. 5 5 9 . 0 7 3 2 9 . 4 6 3 3 8 . 8 1 2 . 5 5 0 . 1 0 3 3 8 . 9 1 0 . 1 2 5 3 2 9 . 5 2 PI P E 4 2 6 0 . 7 5 2 4 6. 4 2 2. 0 7 8 . 7 5 3 3 0 . 0 2 3 3 8 . 9 6 2 . 0 7 0 . 0 7 3 3 9 . 0 3 0 . 0 8 3 3 3 0 . 4 1 PI P E 5 2 5 9 . 2 5 1 8 5. 7 9 3. 2 8 4 . 0 2 3 3 0 . 4 1 3 3 9 . 2 4 3 . 2 8 0 . 1 7 3 3 9 . 4 1 0 . 3 0 5 3 3 0 . 7 9 PI P E 6 2 0 1 . 0 9 1 8 5. 9 8 3. 4 0 4 . 6 8 3 3 5 . 9 3 3 4 0 . 2 0 3 . 4 0 0 . 1 8 3 4 0 . 3 8 0 . 3 2 7 3 3 6 . 3 3 PI P E 7 9 9 . 5 0 1 8 5. 0 8 2. 8 9 4 . 7 1 3 3 6 . 3 3 3 4 1 . 0 3 2 . 8 9 0 . 1 3 3 4 1 . 1 6 0 . 2 3 6 3 3 6 . 5 3 PI P E 8 1 3 . 0 0 1 8 3. 9 2 2. 2 2 1 0 . 5 0 3 3 6 . 5 3 3 4 1 . 4 0 2 . 2 2 0 . 0 8 3 4 1 . 4 8 0 . 1 3 9 3 3 6 . 6 6 PI P E 9 2 5 . 1 3 1 8 1. 2 7 0. 7 2 1 0 . 4 7 3 3 6 . 5 3 3 4 1 . 4 0 0 . 7 2 0 . 0 1 3 4 1 . 4 1 0 . 0 1 5 3 3 6 . 7 8 PI P E 1 0 1 3 . 0 0 1 8 1. 2 4 0. 7 1 1 0 . 5 0 3 3 6 . 3 3 3 4 1 . 0 3 0 . 7 1 0 . 0 1 3 4 1 . 0 4 0 . 0 1 4 3 3 6 . 4 6 PI P E 1 1 1 3 . 0 0 1 8 1. 0 7 0. 6 2 1 0 . 5 0 3 3 6 . 0 7 3 3 9 . 2 4 0 . 6 2 0 . 0 1 3 3 9 . 2 5 0 . 0 1 1 3 3 6 . 2 0 PI P E 1 2 2 6 . 6 4 1 8 1. 1 3 0. 6 4 1 0 . 5 7 3 3 4 . 9 9 3 3 8 . 9 6 0 . 6 4 0 . 0 1 3 3 8 . 9 6 0 . 0 1 2 3 3 5 . 2 6 PI P E 1 3 1 3 . 0 0 1 8 1. 3 7 0. 7 9 1 0 . 5 0 3 3 5 . 1 8 3 3 8 . 9 6 0 . 7 9 0 . 0 1 3 3 8 . 9 7 0 . 0 1 8 3 3 5 . 3 1 PI P E 1 4 2 3 . 0 0 1 8 0. 6 4 0. 3 8 1 0 . 5 0 3 3 5 . 2 2 3 3 8 . 7 5 0 . 3 8 0 . 0 0 3 3 8 . 7 5 0 . 0 0 4 3 3 5 . 4 5 PI P E 1 5 2 6 0 . 0 2 1 8 5. 5 6 3. 1 5 1 0 . 4 2 3 2 8 . 3 7 3 3 8 . 1 6 3 . 1 5 0 . 1 5 3 3 8 . 3 1 0 . 2 8 0 3 3 0 . 9 3 PI P E A 5 3 . 7 8 18 5 . 6 0 3. 1 7 8 . 4 7 3 3 0 . 9 3 3 3 9 . 0 0 3 . 1 7 0 . 1 6 3 3 9 . 1 5 0 . 2 8 5 3 3 1 . 2 8 PI P E B 2 0 7 . 5 1 18 5 . 7 4 3. 2 5 6 . 3 6 3 3 1 . 2 8 3 3 9 . 2 8 3 . 2 5 0 . 1 6 3 3 9 . 4 4 0 . 3 0 0 3 3 2 . 0 4 PI P E C 2 8 0 . 0 0 18 2 . 9 0 1. 6 4 4 . 7 0 3 3 2 . 0 3 3 4 0 . 0 6 1 . 6 4 0 . 0 4 3 4 0 . 1 1 0 . 0 7 6 3 3 2 . 5 9 PI P E D 5 4 . 9 5 18 2 . 9 4 1. 7 0 4 . 2 5 3 3 7 . 3 1 3 4 0 . 3 2 1 . 7 0 0 . 0 4 3 4 0 . 3 6 0 . 0 8 2 3 3 7 . 4 0 PI P E E 2 5 5 . 0 5 18 2 . 9 3 1. 7 0 5 . 7 3 3 3 7 . 4 0 3 4 0 . 4 1 1 . 7 0 0 . 0 4 3 4 0 . 4 5 0 . 0 8 2 3 3 8 . 1 6 PI P E F 23 5 . 7 5 1 8 1 . 4 4 0. 8 5 5 . 2 7 3 3 8 . 1 6 3 4 0 . 6 6 0 . 8 5 0 . 0 1 3 4 0 . 6 7 0 . 0 2 0 3 3 8 . 8 5 PI P E G 1 3 . 0 0 18 2 . 1 7 1. 2 3 1 0 . 5 0 3 3 8 . 1 6 3 4 0 . 6 6 1 . 2 3 0 . 0 2 3 4 0 . 6 9 0 . 0 4 3 3 3 8 . 2 9 PI P E H 1 3 . 0 0 18 0 . 2 9 0. 1 7 1 0 . 5 0 3 3 7 . 4 0 3 4 0 . 4 1 0 . 1 7 0 . 0 0 3 4 0 . 4 1 0 . 0 0 1 3 3 7 . 5 3 PI P E I 1 3 . 0 0 18 2 . 4 5 1. 4 1 1 0 . 5 0 3 3 7 . 4 2 3 4 0 . 0 6 1 . 4 1 0 . 0 3 3 4 0 . 0 9 0 . 0 5 7 3 3 7 . 5 5 PI P E J 23 . 0 0 18 1 . 4 7 0. 8 5 10 . 5 0 33 3 . 4 9 34 0 . 0 6 0. 8 5 0. 0 1 34 0 . 0 7 0. 0 2 0 33 3 . 7 2 TR A C T 7 0 4 4 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 ) Pi p e 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 S f S f 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 ) SU M P 3 3 8 . 0 6 3 4 4 . 1 6 1 3 . 2 9 2 . 5 1 0 . 1 0 3 3 8 . 1 6 0 . 0 9 0 . 0 9 0 . 0 6 2 1 0 . 1 PI P E 1 33 8 . 6 4 34 1 . 6 8 10 . 7 8 2. 6 4 0. 1 1 33 8 . 7 5 0. 1 3 5 0. 1 3 5 0. 4 7 8 1 0. 1 1 PI P E 2 33 8 . 8 0 34 1 . 5 1 10 . 5 7 2. 5 1 0. 1 0 33 8 . 8 9 0. 1 2 2 0. 1 2 2 0. 0 5 0. 1 5 0. 0 1 PI P E 3 33 8 . 8 6 34 1 . 5 3 10 . 0 1 2. 5 5 0. 1 0 33 8 . 9 6 0. 1 2 5 0. 1 2 5 0. 0 4 7 1 0. 1 PI P E 4 33 9 . 1 7 34 2 . 1 5 9. 7 4 2. 0 7 0. 0 7 33 9 . 2 4 0. 0 8 3 0. 0 8 3 0. 2 1 5 1 0. 0 7 PI P E 5 34 0 . 0 3 34 2 . 6 5 10 . 3 6 3. 2 8 0. 1 7 34 0 . 2 0 0. 3 0 5 0. 3 0 5 0. 7 9 1 1 0. 1 7 PI P E 6 34 0 . 8 6 34 2 . 2 2 4. 3 9 3. 4 0 0. 1 8 34 1 . 0 3 0. 3 2 6 0. 3 2 7 0. 6 5 7 1 0. 1 8 PI P E 7 34 1 . 2 7 34 2 . 2 2 4. 1 9 2. 8 9 0. 1 3 34 1 . 4 0 0. 2 3 6 0. 2 3 6 0. 2 3 5 1 0. 1 3 PI P E 8 34 1 . 3 3 34 1 . 8 4 3. 6 8 2. 2 2 0. 0 8 34 1 . 4 9 0. 1 3 9 0. 1 3 9 0. 0 1 8 1 0. 0 8 PI P E 9 34 1 . 4 0 34 3 . 9 0 5. 6 7 0. 7 2 0. 0 1 34 1 . 4 1 0. 0 1 5 0. 0 1 5 0. 0 0 4 1 0. 0 1 PI P E 1 0 34 1 . 0 4 34 1 . 8 4 3. 8 8 0. 7 1 0. 0 1 34 1 . 0 4 0. 0 1 4 0. 0 1 4 0. 0 0 2 1 0. 0 1 PI P E 1 1 33 9 . 2 4 34 1 . 6 6 3. 9 6 0. 6 2 0. 0 1 33 9 . 2 5 0. 0 1 1 0. 0 1 1 0. 0 0 1 1 0. 0 1 PI P E 1 2 33 8 . 9 6 34 1 . 0 4 4. 2 8 0. 6 4 0. 0 1 33 8 . 9 7 0. 0 1 2 0. 0 1 2 0. 0 0 3 1 0. 0 1 PI P E 1 3 33 8 . 9 6 34 1 . 0 1 4. 2 0 0. 7 9 0. 0 1 33 8 . 9 7 0. 0 1 8 0. 0 1 8 0. 0 0 2 1 0. 0 1 PI P E 1 4 33 8 . 7 5 34 1 . 0 0 4. 3 3 0. 3 8 0. 0 0 33 8 . 7 5 0. 0 0 4 0. 0 0 4 0. 0 0 1 1 0 PI P E 1 5 33 8 . 8 9 34 4 . 5 5 12 . 1 5 3. 1 5 0. 1 5 33 9 . 0 4 0. 2 8 0. 2 8 0. 7 2 9 0. 7 0. 1 1 PI P E A 33 9 . 1 5 34 2 . 8 0 10 . 0 5 3. 1 7 0. 1 6 33 9 . 3 1 0. 2 8 4 0. 2 8 4 0. 1 5 3 0. 8 1 0. 1 3 PI P E B 33 9 . 9 0 34 2 . 4 0 8. 8 2 3. 2 5 0. 1 6 34 0 . 0 6 0. 3 0. 3 0. 6 2 2 1 0. 1 6 PI P E C 34 0 . 2 8 34 2 . 3 6 9. 0 8 1. 6 4 0. 0 4 34 0 . 3 2 0. 0 7 6 0. 0 7 6 0. 2 1 4 1 0. 0 4 PI P E D 34 0 . 3 6 34 3 . 2 6 4. 3 6 1. 7 0 0. 0 4 34 0 . 4 1 0. 0 8 2 0. 0 8 2 0. 0 4 5 1 0. 0 4 PI P E E 34 0 . 6 2 34 3 . 8 2 4. 1 6 1. 7 0 0. 0 4 34 0 . 6 6 0. 0 8 2 0. 0 8 2 0. 2 0 8 1 0. 0 4 PI P E F 34 0 . 7 2 34 3 . 1 0 3. 4 7 0. 8 5 0. 0 1 34 0 . 7 3 0. 0 2 0. 0 2 0. 0 0 3 1 0. 0 1 PI P E G 34 0 . 6 7 34 3 . 1 0 3. 8 3 1. 2 3 0. 0 2 34 0 . 6 9 0. 0 4 3 0. 0 4 3 0. 0 0 6 1 0. 0 2 PI P E H 34 0 . 4 1 34 2 . 8 7 3. 8 4 0. 1 7 0. 0 0 34 0 . 4 1 0. 0 0 1 0. 0 0 1 0 1 0 PI P E I 34 0 . 0 7 34 1 . 9 7 2. 9 2 1. 4 1 0. 0 3 34 0 . 1 0 0. 0 5 7 0. 0 5 7 0. 0 0 7 1 0. 0 3 PI P E J 34 0 . 0 7 34 1 . 9 7 6. 7 5 0. 8 5 0. 0 1 34 0 . 0 8 0. 0 2 0. 0 2 0. 0 0 5 1 0. 0 1 SU M P S U M P S D M a n h o l e # 1 5 PI P E 1 S D M a n h o l e # 1 5 S D M a n h o l e # 1 3 PI P E 2 S D M a n h o l e # 1 3 S D M a n h o l e PI P E 3 S D M a n h o l e S D M a n h o l e # 1 1 PI P E 4 S D M a n h o l e # 1 1 S D M a n h o l e # 1 0 PI P E 5 S D M a n h o l e # 1 0 S D M a n h o l e # 9 PI P E 6 S D M a n h o l e # 9 S D M a n h o l e # 8 PI P E 7 S D M a n h o l e # 8 S D M a n h o l e # 7 PI P E 8 S D M a n h o l e # 7 C a t c h B a s i n # 6 PI P E 9 S D M a n h o l e # 7 C a t c h B a s i n # 7 PI P E 1 0 C a t c h B a s i n # 8 S D M a n h o l e # 8 PI P E 1 1 C a t c h B a s i n # 9 S D M a n h o l e # 1 0 PI P E 1 2 C a t c h B a s i n # 1 1 S D M a n h o l e # 1 2 PI P E 1 3 C a t c h B a s i n # 1 1 S D M a n h o l e # 1 0 PI P E 1 4 C a t c h B a s i n # 1 2 S D M a n h o l e # 1 3 PI P E 1 5 S D M a n h o l e # 1 5 S D M a n h o l e # 1 4 PI P E A S D M a n h o l e # 6 S D M a n h o l e # 1 4 PI P E B S D M a n h o l e # 6 S D M a n h o l e # 5 PI P E C S D M a n h o l e # 4 S D M a n h o l e # 5 PI P E D S D M a n h o l e # 4 S D M a n h o l e # 3 PI P E E S D M a n h o l e # 3 S D M a n h o l e # 2 PI P E F S D M a n h o l e # 2 S D M a n h o l e # 1 C a t c h B a s i n # 1 PI P E G S D M a n h o l e # 2 C a t c h B a s i n # 2 PI P E H S D M a n h o l e # 3 C a t c h B a s i n # 3 PI P E I S D M a n h o l e # 5 C a t c h B a s i n # 5 PI P E J S D M a n h o l e # 5 C a t c h B a s i n # 4 DBASIN EXHIBIT TRACTS 7043 and 7044 BASIN SIZING CALCULATIONS 1.0 339.0 338.0 328.0 10 feet Abtm = 13,638 sq ft = 0.31 acres Amid = 19,733 sq ft = 0.45 acres Atop = 26,540 sq ft = 0.61 acres Provided Sump Capacity =198,514 Cu. FT 4.56 AC-FT TABLE OF RUNOFF COEFFICIENTS FUTURE TR 7044 C x A = TR 7043 R-1, 6000 SF 0.42 28.39 11.92 R-1, 6750 SF 0.40 R-1, 7150 SF 0.395 32.58 12.89 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 0.675 Landscaping 0.15 1.47 0.22 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 1.27 2.07 3.17 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 =28.20 FUTURE TR 7043 TR 7044 TOTAL AC 31.13 acres +34.65 acres =65.78 0.15 X n C x A =4.23 AC-FT 0.33 AC-FT * Provided Sump Capacity Required Sump Capacity Volume = 1/6 x (0.31+1.81+0.61) x 10.0 = 1/6 x (2.73) x 10.0 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)= Water Surface Elev = Lowest Inlet Elev = Bottom Basin Elev = Based on the layout for the Approved Tentative Tract Map by SmithTech. (Landscaping area from Lots C &D only) Existing Independence High School Required Sump Capacity = 0.15 x C x A = Total Difference of * DRAINAGE EXHIBIT CB #9 CB # 8 CB # 6 CB # 7 CB #11 CB #10 CB #12 CB #5 CB #4 CB # 3 CB #2 CB #1 SUMP 31.13 ACRES