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Home My WebLink About1.9-7431PW-STD-24-306-00092/19/2025 PW-STD-24-306-0009 2/19/2025 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 Basin Sizing Calculations ........................................................................ back of report Drainage Exhibit ...................................................................... sleeve in back of report Reference ............................................................................... sleeve in back of report PW-STD-24-306-0009 2/19/2025 3 1.0 PURPOSE The purpose for this drainage study is as follows: · To provide proper storm water runoff conveyance within the street R/W in accordance with the City of Bakersfield requirements and guidelines. · To provide an economical and reasonable design sizes for catch basins · To check curb capacities can handle the projected discharge. 2.0 GUIDELINES The following design standards were used in the development of this study: 1. Initial times to concentration (roof to gutter) are 15 minutes for R-1 Development. 2. The entire site is Soil Group C – Delano 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 were updated from the Approved Hydrology & Hydraulics Report for Tract 6137 dated July 2005 since the lots sizes on the layouts changed: · 0.40 - Residential Development · 0.85 - Pavement with 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 contributing areas to the existing retention basin are zoned residential with collector & arterial streets therefore were modeled as such so that the improvements were accurate. This report also studies the required pipe sizes for the main lines leading from Goldstone Street and the future Phase 3 to the existing retention basin. The project area for the storm drain improvements are dictated by the hilly terrain that is present. More specifically the improvements are designed to benefit all areas bounded to the east by Grand Canyon Drive, to the north by future Phase 3, to the south by Paladino Drive and to the west by South Fairfax Road that takes storm drain runoff into the Basin Drainage Area. Future Drainage Area (portions of Phase 2, 3, & 4) are the most upstream end tributary areas discharging into the proposed storm drain system. Catch Basin #5 collects a portion of Goldstone Street and future residential lots in Phase 4 (Drainage Areas 1.1 & 1.2). Drainage Areas 2.1 and 2.2 will discharge into a catch basin (CB #1) located at the intersection of Black Opal Avenue and Goldstone Street. Area 3 has its own weighted coefficient value from a small portion of Paladino Drive and the residential lots along Black Opal Avenue and Chalcedony Street. CB #2 will collect the discharge produced by this area then drain into MH-6. Two catch basins (CB #3 & CB #4) will be located on Black Opal Avenue, east of the Sunstone Street knuckle, will collect the discharge produced by Area 4 and Area 5.1 & 5.2. A future catch basin will collect the discharge produced by Drainage area 6 at the end of Sapphire Avenue cul-de-sac. 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. PW-STD-24-306-0009 2/19/2025 4 4.0 CONCLUSION AND RECOMMENDATIONS The flows from the 10-year event in all the pipes in the storm drain system will be analyzed with the Hydraulics Study which will be submitted with the Improvement Plans. An addendum may be necessary to accurately reflect any future proposed grading and improvement plan set. The main objectives of this study were to delineate the drainage areas and meet the design standards set by the City of Bakersfield. The runoff coefficients used in this study were updated from the previously Approved Report. The depth of the existing basin is +15 deep with a design water surface elevation (DWS) of 753.70’. The basin will have a total water depth of 8.0’ with a minimum of 1’ of freeboard. The existing basin will be able to store 13.18 AF of storm water. The required volume for the entire tract is 11.53 AF which has an excess volume of 1.65 AF. The existing sump will have revised the location for the access ramp since it was too close to the proposed outlet structure. PW-STD-24-306-0009 2/19/2025 SOIL MAP PW-STD-24-306-0009 2/19/2025 Hydrologic Soil Group—Kern County, California, Northwestern Part Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 8/27/2024 Page 1 of 4392043039204703920510392055039205903920630392067039203903920430392047039205103920550392059039206303920670326790326830326870326910326950326990327030327070327110327150327190327230 326790 326830 326870 326910 326950 326990 327030 327070 327110 327150 327190 35° 24' 52'' N 118° 54' 28'' W35° 24' 52'' N118° 54' 10'' W35° 24' 42'' N 118° 54' 28'' W35° 24' 42'' N 118° 54' 10'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 11N WGS84 0 50 100 200 300 Feet 0 30 60 120 180 Meters Map Scale: 1:2,040 if printed on A landscape (11" x 8.5") sheet. Soil Map may not be valid at this scale. PW-STD-24-306-0009 2/19/2025 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 16, Aug 31, 2023 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Data not available. 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 8/27/2024 Page 2 of 4 PW-STD-24-306-0009 2/19/2025 Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 138 Delano sandy loam, 0 to 2 percent slopes C 3.9 35.4% 139 Delano sandy loam, 2 to 5 percent slopes C 7.2 64.6% Totals for Area of Interest 11.1 100.0% 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 Hydrologic Soil Group—Kern County, California, Northwestern Part Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 8/27/2024 Page 3 of 4 PW-STD-24-306-0009 2/19/2025 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 8/27/2024 Page 4 of 4 PW-STD-24-306-0009 2/19/2025 HYDROLOGY CALCULATIONS PW-STD-24-306-0009 2/19/2025 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 7431 - PHASE 1 R-1, 6750 SF 0.4 DATE:Feb-25 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 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 0.9 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. FUTURE AREA 0.40 1.19 22.61 20.56 1000 5.0 0.50% 10.80 60 3.00 20.56 15 5.56 - PIPE 7 92 6.11 0.25 18 20.81 AREA 1.1 0.40 1.15 2.98 21.71 1000 10.4 1.04% 1.37 60 2.49 21.71 15 6.71 2.77 AREA 1.2 0.40 1.19 3.17 20.60 857 8.6 1.00% 1.51 60 2.55 20.60 15 5.60 2.89 AREA 1 (Total)0.40 1.15 6.15 21.71 1000 10.4 1.04% 2.82 60 3.18 21.71 15 5.60 3.94 PIPE 8 15 1.60 0.16 18 23.70 PIPE 6 0.40 1.18 25.59 53 12.12 6.86 20.81 0.13 18 20.94 PIPE 5 0.40 1.18 25.59 409 12.06 6.83 20.94 1.00 18 21.94 PIPE 4 0.40 1.14 25.59 261 11.66 6.60 21.94 0.66 18 22.60 PIPE 3 0.40 1.11 25.59 43 11.41 6.46 22.60 0.11 18 22.71 Tc CALCULATIONS TRACT 7431 - PHASE 1 FL from AREA 1.1 TO CB 5 FL from AREA 1.2 TO CB 5 REV-Hydrology_10_yr.xls McIntosh Associates 10800 Stockdale Highway #103 Bakersfield, CA 93309 10 yr Calc PW-STD-24-306-0009 2/19/2025 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 7431 - PHASE 1 AREA 2.1 0.40 1.24 3.34 19.60 1000 24.8 2.48% 1.66 60 3.63 19.60 15 4.60 3.00 AREA 2.2 0.40 1.26 3.47 19.34 694 7.6 1.09% 1.74 60 2.66 19.34 15 4.34 3.08 AREA 2 (Total)0.40 1.24 6.81 19.60 1000 24.8 2.48% 3.38 60 4.48 19.60 15 4.34 3.81 PIPE 18 15 1.91 0.13 18 19.73 PIPE 17 0.40 1.23 3.34 53 1.65 0.93 19.73 0.94 18 20.67 PIPE 16 0.40 1.19 3.34 469 1.59 0.90 20.67 8.69 18 29.36 AREA 3 0.40 1.33 7.76 18.04 1000 26.7 2.67% 4.16 60 5.48 18.04 15 3.04 3.76 PIPE 15 15 2.36 0.11 18 18.15 PIPE 14 0.40 0.92 11.10 96 4.12 2.33 29.36 0.68 18 30.04 AREA 4 0.40 1.19 4.89 20.65 1000 11.3 1.13% 2.33 60 2.95 20.65 15 5.65 3.54 PIPE 12 15 1.32 0.19 18 20.84 AREA 5.1 0.40 1.17 2.50 21.16 884 12.5 1.42% 1.17 60 2.39 21.16 15 6.16 2.62 AREA 5.2 0.40 1.22 1.88 20.01 462 0.0 0.00% 0.92 61 1.54 20.01 15 5.01 3.18 AREA 5 (Total)0.40 1.17 4.38 21.16 884 12.5 1.42% 2.05 60 2.81 21.16 15 5.01 3.32 PIPE 13 25 1.16 0.36 18 21.52 PIPE 11 0.40 1.16 18.49 107 8.54 4.83 21.52 0.37 18 21.89 PIPE 10 0.40 1.14 18.49 46 8.44 4.77 21.89 0.16 18 22.05 PIPE 9 0.40 1.13 18.49 208 8.39 4.75 22.05 0.73 18 22.78 PIPE 2 0.40 1.11 44.08 313 19.59 6.23 22.71 0.84 24 23.55 FL from AREA 5.2 TO CB 4 FL from AREA 2.1 TO CB 1 FL from AREA 2.2 TO CB 1 FL from AREA 5.1 TO CB 4 REV-Hydrology_10_yr.xls McIntosh Associates 10800 Stockdale Highway #103 Bakersfield, CA 93309 10 yr Calc PW-STD-24-306-0009 2/19/2025 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 7431 - PHASE 1 AREA 6.1 0.40 1.14 5.74 21.91 1000 5.0 0.50% 2.62 60 2.41 21.91 15 6.91 4.03 AREA 6.2 0.40 1.13 4.39 22.31 1000 5.0 0.50% 1.98 61 2.28 22.31 15 7.31 3.65 AREA 6 (Total)0.40 1.13 10.13 22.31 1000 5.0 0.50% 4.56 60 2.58 22.31 15 7.31 4.59 PIPE 19 77 2.58 0.50 18 22.41 PIPE 1 0.40 1.08 49.82 59 21.56 6.86 23.55 0.14 24 23.69 PALADINO DRIVE 0.85 1.80 0.76 10.00 500 15.0 3.00% 1.16 60 3.91 10.00 0 2.13 2.60 PIPE A 7 0.66 0.18 18 10.18 FL from AREA 6.1 TO FUTURE CB FL from AREA 6.2 TO FUTURE CB REV-Hydrology_10_yr.xls McIntosh Associates 10800 Stockdale Highway #103 Bakersfield, CA 93309 10 yr Calc PW-STD-24-306-0009 2/19/2025 INLET & PIPE SIZING CALCULATIONS INLET PE SIZING CALCULATIONS INLET PW-STD-24-306-0009 2/19/2025 Inlet Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Wednesday, Feb 12 2025 <Name> 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) = 0.031 Local Depr (in) = 2.00 Gutter Width (ft) = 2.00 Gutter Slope (%) = -0- Gutter n-value = -0- Calculations Compute by: Known Q Q (cfs) = 2.82 Highlighted Q Total (cfs) = 2.82 Q Capt (cfs) = 2.82 Q Bypass (cfs) = -0- Depth at Inlet (in) = 6.97 Efficiency (%) = 100 Gutter Spread (ft) = 10.00 Gutter Vel (ft/s) = -0- Bypass Spread (ft) = -0- Bypass Depth (in) = -0- Catch Basin 5 - Drainage Area 1> PW-STD-24-306-0009 2/19/2025 Inlet Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Wednesday, Feb 12 2025 <Name> Curb Inlet Location = Sag Curb Length (ft) = 5.00 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) = 0.031 Local Depr (in) = 2.00 Gutter Width (ft) = 2.00 Gutter Slope (%) = -0- Gutter n-value = -0- Calculations Compute by: Known Q Q (cfs) = 3.38 Highlighted Q Total (cfs) = 3.38 Q Capt (cfs) = 3.38 Q Bypass (cfs) = -0- Depth at Inlet (in) = 6.94 Efficiency (%) = 100 Gutter Spread (ft) = 9.93 Gutter Vel (ft/s) = -0- Bypass Spread (ft) = -0- Bypass Depth (in) = -0- Catch Basin 1 - Drainage Area 25 PW-STD-24-306-0009 2/19/2025 Inlet Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Wednesday, Feb 12 2025 <Name> 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) = 0.031 Local Depr (in) = 2.00 Gutter Width (ft) = 2.00 Gutter Slope (%) = -0- Gutter n-value = -0- Calculations Compute by: Known Q Q (cfs) = 4.16 Highlighted Q Total (cfs) = 4.16 Q Capt (cfs) = 4.16 Q Bypass (cfs) = -0- Depth at Inlet (in) = 6.94 Efficiency (%) = 100 Gutter Spread (ft) = 9.92 Gutter Vel (ft/s) = -0- Bypass Spread (ft) = -0- Bypass Depth (in) = -0- Catch Basin 2 - Drainage Area 3> PW-STD-24-306-0009 2/19/2025 Inlet Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Wednesday, Feb 12 2025 <Name> 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- Catch Basin 3 - Drainage Area 4> PW-STD-24-306-0009 2/19/2025 Inlet Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Wednesday, Feb 12 2025 <Name> 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) = 0.025 Local Depr (in) = 2.00 Gutter Width (ft) = 2.00 Gutter Slope (%) = -0- Gutter n-value = -0- Calculations Compute by: Known Q Q (cfs) = 2.05 Highlighted Q Total (cfs) = 2.05 Q Capt (cfs) = 2.05 Q Bypass (cfs) = -0- Depth at Inlet (in) = 6.40 Efficiency (%) = 100 Gutter Spread (ft) = 10.02 Gutter Vel (ft/s) = -0- Bypass Spread (ft) = -0- Bypass Depth (in) = -0- Catch Basin 4 - Drainage Area 5> PW-STD-24-306-0009 2/19/2025 Inlet Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Wednesday, Feb 12 2025 <Name> 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) = 5.57 Efficiency (%) = 100 Gutter Spread (ft) = 8.57 Gutter Vel (ft/s) = -0- Bypass Spread (ft) = -0- Bypass Depth (in) = -0- Catch Basin 6 - Paladino Drive Area PW-STD-24-306-0009 2/19/2025 INLE INLET PE SIZING CALCULATIONS INLET BASIN PW-STD-24-306-0009 2/19/2025 TRACT 7431 BASIN SIZING CALCULATIONS 1 754.7 753.7 745.7 8.00 feet Abtm =58,959 sq ft = 1.35 acres Amid =71,602 sq ft = 1.64 acres Atop =85,293 sq ft = 1.96 acres Provided Sump Capacity =574,213 Cu. FT 13.18 AC-FT TABLE OF RUNOFF COEFFICIENTS TR 7431 C x A = R-1, 6000 SF 0.42 R-1, 6750 SF 0.40 144.40 57.76 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 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 with Landscaping 0.85 22.50 19.13 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 =76.89 TR 7431 Total 166.9 =Acres 166.90 0.15 X n C x A =11.53 AC-FT 1.65 AC-FT 10.0 Required Sump Capacity = 0.15 x C x A = acres dedicated to the City Park (omitted from these calcs [154.4-10.0]) 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 (1.35+6.58+1.96) x 8.0 = 1/6 x (9.89) x 8.0 Required Sump Capacity PW-STD-24-306-0009 2/19/2025 LOCATION AREA (Ac) LOCATION AREA (Ac) A1 0.70 A25 4.00 A2 0.70 A26 0.60 A3 0.70 A27 1.00 A4 0.80 A28 0.60 A5 0.70 A29 0.70 A6 1.00 A30 10.00 A7 0.50 A31 0.70 A8 0.80 A32 0.80 A9 1.60 A33 0.60 A10 0.70 A34 - A11 1.90 A35 - A12 2.60 A36 1.10 A13 3.90 A37 1.10 A14 4.40 A38 - A15 1.20 A39 - A16 0.90 A40 1.50 A17 0.60 A41 1.50 A18 0.60 A42 16.90 A19 4.80 A43 2.30 A20 6.30 A44 5.60 A21 5.40 A45 10.50 A22 0.80 A46 10.70 A23 3.80 A47 18.50 A24 3.10 A48 19.90 A25 4.00 A49 19.80 Refer to the Approved Post Development Catchment Map by The Keith Companies (TKC) in the Reference R-1, 6750 SF 0.4 Pavement, drives & roofs 0.85 TRACT 7431 TKC: AREA BREAKDOWN F PW-STD-24-306-0009 2/19/2025 DRAINAGE EXHIBIT PW-STD-24-306-0009 2/19/2025 PW-STD-24-306-0009 2/19/2025 DREFERENCE EXHIBIT PW-STD-24-306-0009 2/19/2025 PW-STD-24-306-0009 2/19/2025 PW-STD-24-306-0009 2/19/2025 LIMESTONE AVENUESAPPHIRE AVENUECOBALTCINNABAR STREETSTREETGYPSUMGOLDSTONE STREETFOSSILWOOD ST. GOLDSTONE STREET PLATINUM STREET SUNSTONE STREET PITTS AVE.BLACK OPAL AVENUEBELLA DR.CHALCEDONY STREETEXIST.DRAINAGEBASINBOOSTER PUMPPARCELEXISTING CITY PARK SITE10.00 AC. GR.M A R B L E S T .AVENUESTREET(NOT A PART)SHELL CREEK C O U R TJADE FOSSIL CREEK DRIVE N E W G E N E N G I N E E R I N G G R O U PKnow what'sbelow.before you dig.CallRPROJECTSITEPW-STD-24-306-00092/19/2025 WWWWWW W W W W W WW WWWWWW W W WWW W WWWWWWWWWWWWWWWWWW WWWWWWWWWUEUEUEUEUEUEUEG G G G GGGGGGG G G G G G G G UEUEUEUEUEUEW W W UEUEUEUEUEG G GBLACK OPAL AVENUEAVENUEAVENUE AVENUEJADECINNABAR STREETSTREETCHALCEDONY STREETFOSSILWOOD AVENUEGOLDSTONE STREET M A R B L EGOLDSTONE STREETSAPPHIRELIMESTONEGYPSUM STREETPLATINUMSTREETST. S T R E E T COURTFOSSIL CREEK DRIVESHELL CREEKCOBALT COBALT AVENUE(NOT A PART)SUNSTONE N E W G E N E N G I N E E R I N G G R O U PKnow what'sbelow.before you dig.CallRPW-STD-24-306-00092/19/2025 EXIST. DRAINAGE BASINPRIVATELY MAINTAINEDEXIST. CALWATERPARCELSUNSTONE STREET LIMESTONE AVENUESAPPHIRE AVENUEGOLDS FOSSILWOODSTREET SAPPHIRE AVENUEGOLDSTONE STREET SEE SHEET 3 MATCH LINE BLACK OPAL AVENUEPALADINO DRIVEN E W G E N E N G I N E E R I N G G R O U PKnow what'sbelow.before you dig.CallREFERENCE PW-STD-24-306-00092/19/2025