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Home My WebLink AboutDrainage Study TR 6663 (PH 3 & 4)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 a storm drainage system in accordance with the City of Bakersfield requirements and guidelines. 2. To provide an economical and reasonable design for storm drain conveyance and disposal facilities. 2.0 GUIDELINES The following design standards were used in the development of this study: 1. Initial times to concentration (roof to gutter) are 15 minutes for R-1 Development. 2. The entire site is Soil Group C - Kimberlina fine sandy loam, saline-sodic, 0-2% 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. 0.40 - R-1, 6,750 S.F. B. 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. This report also studies the required pipe sizes for the main lines leading from Berkshire Road 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 Ashe Road, to the west by Future Tract 7263, to the south by Berkshire Road and to the north by phases 1 & 2 of Tract 6663 that takes storm drain runoff into the Basin Drainage Area. Berkshire Road and part of Ashe Road (Area 1) will discharge all of its runoff into a catch basin (CB #1) located at the intersection of Berkshire Road and Ashe Road. Drainage Areas 2, 3, 4, and 5 (CB #2, CB #3, CB #4, & CB #5) will discharge catch basins located at the intersection of Cloonlara Court and Kilcoran Place. Catch Basins #6, #7, & #8 will collect the discharge produced by Drainage Areas 6, 7, and 8 at the intersection of Limerick Lane and Sligo Street. Drainage Areas 9 and 12 will discharge catch basins (CB #9, & CB #12) located at the intersection of Mungret Terrace and Darragh Drive. Two catch basins (CB #10 & CB #11) will be located on Darragh Drive adjacent to the residential lots no. 24, 25, 50, & 51 which will collect the discharge produced by Area 10 and Area 11. Catch Basins #13, #14, & #15 will collect the discharge produced by Drainage Areas 13, 14, and 15 at the intersection of Croom Lane and Adare Avenue. Drainage Areas 2, 3, 6, and 13 will have its own weighted coefficient value from the pavement (Ashe Road and Berkshire Road) and the residential lots. The retention basin area consists of the residential lots and the two adjoining streets. All proposed catch basins will be 3.5’ in length since flow does not over to the proposed 6 inches curbs. 4 The flows for the sizing of the pipes were estimated utilizing the City of Bakersfield Rational Method in accordance with the Subdivision Standards. Flows were computed for the 10-year event using the formula Q = CIA, where Q is the flow in cubic feet per second, C is the runoff coefficient, I is the intensity in inches per hour, and A is the catchment’s area in acres. Since the main purpose of this report is the storm drain system leading to the basin and the curb capacities were determined based the 5-year storm event. The proposed expansion of the existing retention basin on the northwest corner of phase 3 will be at a pad elevation of around 354.3 and handle all of the discharge from entire tract. The required sump capacity for Tract 6663 (Phases 1 & 2) was 1.91 acre-feet (AF) with the retained volume of 1.54 AF based on the Approved Drainage Study. Phases 1 & 2 are an existing R-1 development located just north of Tract 6663 (Phase 3 & 4). The required basin volume was calculated using the City of Bakersfield sump volume equation (V=0.15 x Ʃ (CxA)). The total contributing areas equal 56.71 acres; this acreage is divided into the areas as noted below. The area of the proposed basin was omitted from this analysis. 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 6663 (Phase 3 & 4) R-1, 6750 SF 29.87 0.40 11.95 Berkshire Road and Old River Road 3.63 0.95 3.45 VOLUME REQUIRED Ʃ(CXA) =15.40 *EX. TRACT 6663 (Phase 1 & 2) Ʃ(CXA) =10.27 TRACT 6663 [Phases 1-4] TOTAL AREA (AC)56.71 VOLUME REQUIRED (AF) =3.85 * Based on Approved Drainage Study for Tract 6663 (Phases 1 & 2) 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 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 entered into the program. 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 4.0’ 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 4.0’ above the basin bottom at the outlet structure. All the pipes in this system were sized to be 18” RCP and 24” RCP. The calculations and profiles set the pipes at a minimum slope to establish the HGL when the drainage system is flowing full. 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 expanded basin for the additional discharge produced by phases 3 & 4. The basin will have a total water depth of 8.0’ with a minimum of 1’ of freeboard. The basin for the entire Tract 6663 will be able to store 4.82 AF of runoff. The depth of the basin is approximately 13 deep with a water surface of 350. The required volume for all phases is 3.85 AF which has an excess volume of 0.97 AF. proposed and the ca SOIL MAP Hydrologic Soil Group—Kern County, California, Northwestern Part Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 7/5/2017 Page 1 of 4 39 0 7 0 0 0 39 0 7 0 9 0 39 0 7 1 8 0 39 0 7 2 7 0 39 0 7 3 6 0 39 0 7 4 5 0 39 0 7 5 4 0 39 0 7 6 3 0 39 0 7 7 2 0 39 0 7 0 0 0 39 0 7 0 9 0 39 0 7 1 8 0 39 0 7 2 7 0 39 0 7 3 6 0 39 0 7 4 5 0 39 0 7 5 4 0 39 0 7 6 3 0 310900 310990 311080 311170 311260 311350 311440 310900 310990 311080 311170 311260 311350 35° 17' 41'' N 11 9 ° 4 ' 4 6 ' ' W 35° 17' 41'' N 11 9 ° 4 ' 2 5 ' ' W 35° 17' 17'' N 11 9 ° 4 ' 4 6 ' ' W 35° 17' 17'' N 11 9 ° 4 ' 2 5 ' ' W N Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 11N WGS84 0 150 300 600 900 Feet 0 50 100 200 300 Meters Map Scale: 1:3,540 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 9, Sep 21, 2016 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 7/5/2017 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 179 Kimberlina fine sandy loam, saline-sodic, 0 to 2 percent slopes C 61.2 100.0% Totals for Area of Interest 61.2 100.0% 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 7/5/2017 Page 3 of 4 Component Percent Cutoff: None Specified Tie-break Rule: Higher 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 6663 (Phase 3 & 4)R-1, 6750 SF 0.4 DATE:Jul-17 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 1 0.95 1.80 1.34 10.00 445 1.42 0.32% 2.29 60 1.92 10.00 0 3.86 4.13 PIPES 9, 10, & 11 724 1.30 9.30 18 19.30 AREA 2 0.45 1.26 2.02 19.26 404 1.00 0.25% 1.16 60 1.58 19.26 15 4.26 3.41 PIPE 12 51 0.66 1.30 18 20.56 AREA 3 0.55 1.29 2.00 18.68 360 0.90 0.25% 1.42 60 1.63 18.68 15 3.68 3.65 PIPE 13 41 0.80 0.85 18 19.53 PIPE 8 0.61 1.19 5.36 44 3.93 2.22 20.56 0.33 18 20.89 AREA 4 0.40 1.25 1.95 19.41 409 1.05 0.26% 0.98 60 1.55 19.41 15 4.41 3.24 PIPE 18 51 0.55 1.54 18 20.95 AREA 5 0.40 1.27 2.44 19.12 451 1.55 0.34% 1.24 60 1.82 19.12 15 4.12 3.29 PIPE 19 41 0.70 0.97 18 20.09 PIPE 7 0.52 1.18 9.75 253 5.94 3.36 20.95 1.25 18 22.20 AREA 6 0.50 1.12 5.37 22.51 882 2.58 0.29% 2.97 60 1.96 22.51 15 7.51 4.39 PIPE 16 25 1.68 0.25 18 22.76 Tc CALCULATIONS Tract 6663 (Phase 3 & 4) 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 6663 (Phase 3 & 4)AREA 7 0.40 1.22 1.74 19.96 454 1.19 0.26% 0.85 60 1.52 19.96 15 4.96 3.12 PIPE 17 15 0.48 0.52 18 20.48 PIPE 15 0.47 1.11 7.11 55 3.72 2.11 22.76 0.43 18 23.19 AREA 8 0.40 1.36 1.76 17.61 300 1.15 0.38% 0.96 60 1.91 17.61 15 2.61 3.04 PIPE 20 15 0.54 0.46 18 18.07 PIPE 14 0.46 1.09 8.87 225 4.44 2.51 23.19 1.49 18 24.69 PIPES 5 & 6 0.49 1.05 18.62 717 9.52 3.03 24.69 3.94 24 28.63 AREA 9 0.40 1.26 2.25 19.30 406 1.04 0.26% 1.13 60 1.58 19.30 15 4.30 3.38 PIPE 29 25 0.64 0.65 18 19.95 PIPE 4 0.48 0.94 20.87 43 9.39 2.99 28.63 0.24 24 28.87 AREA 10 0.40 1.21 2.93 20.16 546 1.65 0.30% 1.42 60 1.76 20.16 15 5.16 3.54 PIPE 26 15 0.80 0.31 18 20.47 AREA 11 0.40 1.23 3.14 19.85 546 2.04 0.37% 1.54 60 1.88 19.85 15 4.85 3.51 PIPE 27 25 0.87 0.48 18 20.33 PIPE 25 0.40 1.20 6.07 210 2.91 1.65 20.47 2.13 18 22.60 AREA 12 0.40 1.21 1.72 20.15 470 1.23 0.26% 0.83 60 1.52 20.15 15 5.15 3.11 PIPE 3 58 0.27 3.63 24 23.78 PIPE 2 0.46 0.93 28.66 290 12.23 3.89 28.87 1.24 24 30.11 AREA 13 0.54 1.25 2.43 19.41 442 1.13 0.26% 1.64 60 1.67 19.41 15 4.41 3.86 PIPE 24 37 0.93 0.66 18 20.07 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 6663 (Phase 3 & 4)AREA 14 0.40 1.39 1.53 16.97 180 0.45 0.25% 0.85 60 1.52 16.97 15 1.97 3.12 PIPE 23 25 0.48 0.86 18 17.83 PIPE 22 0.49 1.22 3.96 61 2.34 1.32 20.07 0.77 18 20.84 AREA 15 0.40 1.38 0.88 17.18 167 0.43 0.26% 0.49 60 1.28 17.18 15 2.18 2.72 PIPE 28 15 0.28 0.93 18 18.11 PIPE 21 0.47 1.18 4.84 449 2.69 1.52 20.84 4.91 18 25.75 PIPE 1 0.46 0.90 33.50 50 13.92 4.43 30.11 0.19 24 30.30 Required Sump Capacity = 0.15 x C x A =2.31 ac-ft C = 0.46 A= 33.50 acres 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, Jul 6 2017 <Max Q for allowable in Phases 3 & 4> Curb Inlet Location = Sag Curb Length (ft) = 3.50 Throat Height (in) = 4.50 Grate Area (sqft) = -0- Grate Width (ft) = -0- Grate Length (ft) = -0- Gutter Slope, Sw (ft/ft) = 0.020 Slope, Sx (ft/ft) = 0.083 Local Depr (in) = 2.00 Gutter Width (ft) = 2.00 Gutter Slope (%) = -0- Gutter n-value = -0- Calculations Compute by: Known Q Q (cfs) = 2.97 Highlighted Q Total (cfs) = 2.97 Q Capt (cfs) = 2.97 Q Bypass (cfs) = -0- Depth at Inlet (in) = 5.85 Efficiency (%) = 100 Gutter Spread (ft) = 5.38 Gutter Vel (ft/s) = -0- Bypass Spread (ft) = -0- Bypass Depth (in) = -0- HYDRAULIC CALCULATIONS AND PIPE PROFILES TR A C T 6 6 6 3 ( P h a s e s 3 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 ) PI P E 1 5 0 . 0 0 2 4 1 3 . 9 2 4 . 4 6 7 . 1 5 3 4 2 . 4 5 3 4 6 . 0 0 4 . 4 6 0 . 3 1 3 4 6 . 3 1 0 . 3 8 3 3 4 2 . 5 0 PI P E 2 2 9 0 . 0 0 2 4 1 2 . 2 3 3 . 9 0 7 . 9 7 3 4 2 . 5 0 3 4 6 . 4 4 3 . 9 0 0 . 2 4 3 4 6 . 68 0 . 2 9 3 3 4 2 . 8 6 PI P E 3 5 7 . 7 8 2 4 0 . 8 3 3 . 1 3 8 . 7 4 3 4 7 . 5 0 3 4 7 . 8 2 3 . 1 3 0 . 1 5 3 4 7 . 9 7 0 3 4 7 . 9 0 PI P E 4 4 2 . 7 5 2 4 9 . 3 9 2 . 9 9 7 . 7 4 3 4 2 . 8 6 3 4 7 . 5 3 2 . 9 9 0 . 1 4 3 4 7 . 6 7 0. 1 7 3 3 4 2 . 9 1 PI P E 5 2 3 7 . 2 5 2 4 9 . 5 2 3 . 0 3 7 . 4 9 3 4 2 . 9 1 3 4 7 . 7 4 3 . 0 3 0 . 1 4 3 4 7 . 8 8 0 . 1 7 7 3 4 3 . 1 7 PI P E 6 4 7 9 . 5 0 2 4 9 . 5 2 3 . 0 3 7 . 5 2 3 4 3 . 1 7 3 4 8 . 3 0 3 . 0 3 0 . 1 4 3 4 8 . 4 5 0 . 1 7 7 3 4 3 . 7 0 PI P E 7 2 5 2 . 8 3 1 8 5 . 9 4 3 . 3 6 9 . 8 6 3 4 4 . 1 0 3 4 9 . 3 0 3 . 3 6 0 . 1 8 3 4 9 . 4 7 0 . 3 2 3 4 6 . 3 3 PI P E 8 4 4 . 3 3 1 8 3 . 9 3 2 . 2 2 4 . 1 7 3 4 6 . 3 3 3 5 0 . 2 8 2 . 2 2 0 . 0 8 3 5 0 . 3 6 0. 1 4 3 4 6 . 4 0 PI P E 9 1 3 7 . 6 8 1 8 2 . 2 9 1 . 3 0 4 . 1 0 3 4 6 . 4 0 3 5 0 . 4 2 1 . 3 0 0 . 0 3 3 5 0 . 4 5 0 . 0 4 8 3 4 6 . 6 1 PI P E 1 0 5 6 8 . 6 4 1 8 2 . 2 9 1 . 3 0 4 . 0 6 3 4 6 . 6 1 3 5 0 . 5 1 1 . 3 0 0 . 0 3 3 5 0 . 54 0 . 0 4 8 3 4 7 . 4 6 PI P E 1 1 1 7 . 5 9 1 8 2 . 2 9 1 . 3 0 5 . 0 1 3 4 7 . 4 6 3 5 0 . 8 1 1 . 3 0 0 . 0 3 3 5 0 . 8 4 0 . 0 4 8 3 4 7 . 5 0 PI P E 1 2 5 1 . 0 0 1 8 1 . 1 6 0 . 6 6 1 3 . 1 5 3 4 6 . 4 0 3 5 0 . 4 2 0 . 6 6 0 . 0 1 3 5 0 . 43 0 . 0 1 2 3 4 7 . 2 0 PI P E 1 3 4 1 . 0 0 1 8 1 . 4 2 0 . 8 0 1 4 . 6 7 3 4 6 . 4 0 3 5 0 . 4 2 0 . 8 0 0 . 0 1 3 5 0 . 43 0 . 0 1 8 3 4 7 . 2 0 PI P E 1 4 2 2 5 . 0 0 1 8 4 . 4 4 2 . 5 1 7 . 0 0 3 4 5 . 5 0 3 4 9 . 3 0 2 . 5 1 0 . 1 0 3 4 9 . 39 0 . 1 7 9 3 4 6 . 5 0 PI P E 1 5 5 4 . 9 6 1 8 3 . 7 2 2 . 1 1 1 3 . 8 1 3 4 6 . 5 0 3 4 9 . 8 0 2 . 1 1 0 . 0 7 3 4 9 . 86 0 . 1 2 6 3 4 7 . 4 5 PI P E 1 6 2 5 . 0 0 1 8 2 . 9 7 1 . 7 0 4 . 7 0 3 4 7 . 4 5 3 4 9 . 9 3 1 . 7 0 0 . 0 4 3 4 9 . 9 8 0 . 0 8 2 3 4 7 . 5 0 PI P E 1 7 1 5 . 0 0 1 8 0 . 8 5 0 . 4 8 6 . 0 6 3 4 7 . 4 5 3 4 9 . 9 3 0 . 4 8 0 . 0 0 3 4 9 . 9 4 0 . 0 0 7 3 4 7 . 5 0 PI P E 1 8 5 1 . 0 0 1 8 0 . 9 8 0 . 5 7 1 3 . 7 2 3 4 6 . 3 3 3 5 0 . 2 8 0 . 5 7 0 . 0 0 3 5 0 . 28 0 . 0 0 9 3 4 7 . 2 0 PI P E 1 9 4 1 . 0 0 1 8 1 . 2 4 0 . 7 1 1 5 . 3 0 3 4 6 . 3 3 3 5 0 . 2 8 0 . 7 1 0 . 0 1 3 5 0 . 29 0 . 0 1 4 3 4 7 . 2 0 PI P E 2 0 1 5 . 0 0 1 8 0 . 9 6 0 . 5 7 2 7 . 1 1 3 4 6 . 5 0 3 4 9 . 8 0 0 . 5 7 0 . 0 0 3 4 9 . 80 0 . 0 0 9 3 4 7 . 5 0 PI P E 2 1 4 4 8 . 7 8 1 8 2 . 6 9 2 . 7 1 1 1 . 4 1 3 4 2 . 9 0 3 4 6 . 4 4 1 . 5 3 0 . 0 4 3 4 6 .4 8 0 . 0 6 6 3 4 8 . 2 0 PI P E 2 2 6 1 . 2 2 1 8 2 . 3 4 3 . 2 5 6 . 1 5 3 4 8 . 2 0 3 4 8 . 8 4 3 . 2 4 0 . 1 6 3 4 9 . 0 1 0 . 3 4 3 3 4 8 . 4 1 PI P E 2 3 2 5 . 0 0 1 8 0 . 8 5 2 . 0 6 9 . 1 5 3 4 8 . 4 1 3 4 9 . 2 1 0 . 8 8 0 . 1 6 3 4 9 . 3 8 0 3 4 8 . 6 0 PI P E 2 4 3 6 . 7 8 1 8 1 . 6 4 1 . 8 0 5 . 1 9 3 4 8 . 4 1 3 4 9 . 2 1 1 . 7 0 0 . 0 4 3 4 9 . 2 6 0 . 0 7 7 3 4 8 . 5 0 PI P E 2 5 2 1 0 . 0 0 1 8 2 . 9 1 2 . 4 6 1 4 . 8 3 3 4 2 . 8 6 3 4 7 . 5 3 1 . 6 5 0 . 0 4 3 4 7 .5 7 0 . 0 7 7 3 4 7 . 0 5 PI P E 2 6 1 5 . 0 0 1 8 1 . 4 2 1 . 2 9 6 . 0 6 3 4 7 . 0 5 3 4 7 . 9 7 1 . 2 5 0 . 0 2 3 4 7 . 9 9 0 . 0 3 8 3 4 7 . 1 0 PI P E 2 7 2 5 . 0 0 1 8 1 . 5 4 1 . 4 0 4 . 7 0 3 4 7 . 0 5 3 4 7 . 9 7 1 . 3 6 0 . 0 3 3 4 8 . 0 0 0 . 0 4 5 3 4 7 . 1 0 PI P E 2 8 1 5 . 4 2 1 8 0 . 4 9 1 . 6 7 8 . 4 6 3 4 8 . 2 0 3 4 8 . 8 2 0 . 7 2 0 . 1 1 3 4 8 . 9 3 0 3 4 8 . 3 0 PI P E 2 9 2 5 . 0 0 1 8 1 . 1 3 3 . 5 8 9 . 3 9 3 4 7 . 5 0 3 4 7 . 8 5 3 . 5 8 0 . 2 0 3 4 8 . 0 5 0 3 4 7 . 7 0 TR A C T 6 6 6 3 ( P h a s e s 3 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 ) PI P E 1 3 4 6 . 1 9 3 5 3 . 0 3 8 . 5 3 4 . 4 6 0 . 3 1 3 4 6 . 5 0 0 . 3 8 3 0 . 3 8 3 0 . 1 9 2 0. 8 0 . 2 5 PI P E 2 3 4 7 . 2 9 3 5 2 . 2 2 7 . 3 6 3 . 9 0 0 . 2 4 3 4 7 . 5 3 0 . 2 9 3 0 . 2 9 3 0 . 8 5 1 1 0 . 2 4 PI P E 3 3 4 8 . 2 2 3 5 2 . 3 3 2 . 9 3 3 . 1 3 0 . 1 5 3 4 8 . 3 7 0 0 0 1 . 0 0 z n / a PI P E 4 3 4 7 . 6 0 3 5 1 . 9 5 7 . 0 4 2 . 9 9 0 . 1 4 3 4 7 . 7 4 0 . 1 7 3 0 . 1 7 3 0 . 0 7 4 1 0 . 1 4 PI P E 5 3 4 8 . 1 6 3 5 2 . 6 0 7 . 4 3 3 . 0 3 0 . 1 4 3 4 8 . 3 0 0 . 1 7 7 0 . 1 7 7 0 . 4 2 1 0. 1 4 PI P E 6 3 4 9 . 1 5 3 5 2 . 3 5 6 . 6 5 3 . 0 3 0 . 1 4 3 4 9 . 3 0 0 . 1 7 7 0 . 1 7 7 0 . 8 5 1 0. 1 4 PI P E 7 3 5 0 . 1 0 3 5 1 . 5 2 3 . 6 9 3 . 3 6 0 . 1 8 3 5 0 . 2 8 0 . 3 2 0 . 3 2 0 . 8 0 9 1 0 .1 8 PI P E 8 3 5 0 . 3 4 3 5 1 . 6 9 3 . 7 9 2 . 2 2 0 . 0 8 3 5 0 . 4 2 0 . 1 4 0 . 1 4 0 . 0 6 2 1 0 .0 8 PI P E 9 3 5 0 . 4 9 3 5 3 . 1 2 5 . 0 1 1 . 3 0 0 . 0 3 3 5 0 . 5 1 0 . 0 4 8 0 . 0 4 8 0 . 0 6 6 1 0 . 0 3 PI P E 1 0 3 5 0 . 7 8 3 5 2 . 3 4 3 . 3 8 1 . 3 0 0 . 0 3 3 5 0 . 8 1 0 . 0 4 8 0 . 0 4 8 0 . 2 7 3 1 0 . 0 3 PI P E 1 1 3 5 0 . 8 2 3 5 1 . 9 3 2 . 9 3 1 . 3 0 0 . 0 3 3 5 0 . 8 5 0 . 0 4 8 0 . 0 4 8 0 . 0 0 8 1 0 . 0 3 PI P E 1 2 3 5 0 . 4 3 3 5 1 . 5 5 2 . 8 5 0 . 6 6 0 . 0 1 3 5 0 . 4 3 0 . 0 1 2 0 . 0 1 2 0 . 0 0 6 1 0 . 0 1 PI P E 1 3 3 5 0 . 4 3 3 5 1 . 5 0 2 . 7 2 0 . 8 0 0 . 0 1 3 5 0 . 4 4 0 . 0 1 8 0 . 0 1 8 0 . 0 0 7 1 0 . 0 1 PI P E 1 4 3 4 9 . 7 0 3 5 1 . 7 9 3 . 7 9 2 . 5 1 0 . 1 0 3 4 9 . 8 0 0 . 1 7 9 0 . 1 7 9 0 . 4 0 2 1 0 . 1 PI P E 1 5 3 4 9 . 8 6 3 5 1 . 8 0 2 . 8 5 2 . 1 1 0 . 0 7 3 4 9 . 9 3 0 . 1 2 5 0 . 1 2 6 0 . 0 6 9 1 0 . 0 7 PI P E 1 6 3 4 9 . 9 5 3 5 1 . 8 0 2 . 8 0 1 . 7 0 0 . 0 4 3 5 0 . 0 0 0 . 0 8 2 0 . 0 8 2 0 . 0 2 1 0 . 0 4 PI P E 1 7 3 4 9 . 9 3 3 5 1 . 8 0 2 . 8 0 0 . 4 8 0 . 0 0 3 4 9 . 9 4 0 . 0 0 7 0 . 0 0 7 0 . 0 0 1 1 0 PI P E 1 8 3 5 0 . 2 8 3 5 1 . 4 1 2 . 7 1 0 . 5 7 0 . 0 0 3 5 0 . 2 9 0 . 0 0 9 0 . 0 0 9 0 . 0 0 5 1 0 PI P E 1 9 3 5 0 . 2 9 3 5 1 . 4 2 2 . 7 2 0 . 7 1 0 . 0 1 3 5 0 . 2 9 0 . 0 1 4 0 . 0 1 4 0 . 0 0 6 1 0 . 0 1 PI P E 2 0 3 4 9 . 8 0 3 5 1 . 7 8 2 . 7 8 0 . 5 7 0 . 0 0 3 4 9 . 8 0 0 . 0 0 9 0 . 0 0 9 0 . 0 0 1 1 0 PI P E 2 1 3 4 8 . 8 2 3 5 2 . 9 9 3 . 2 9 3 . 8 9 0 . 2 4 3 4 9 . 0 6 0 . 5 0 8 0 . 2 8 7 1 . 2 8 8 1 . 0 0 z n / a PI P E 2 2 3 4 9 . 0 5 3 5 3 . 0 1 3 . 1 0 3 . 2 5 0 . 1 6 3 4 9 . 2 1 0 . 3 4 5 0 . 3 4 4 0 . 2 1 1 0 . 1 6 PI P E 2 3 3 4 8 . 9 1 3 5 2 . 8 6 2 . 7 6 3 . 2 4 0 . 1 6 3 4 9 . 0 7 0 0 0 1 . 0 0 z n / a PI P E 2 4 3 4 9 . 2 4 3 5 3 . 1 6 3 . 1 6 1 . 9 0 0 . 0 6 3 4 9 . 2 9 0 . 1 0 4 0 . 0 9 0 . 0 3 3 1 0 . 0 6 PI P E 2 5 3 4 7 . 8 0 3 5 1 . 3 6 2 . 8 1 3 . 2 8 0 . 1 7 3 4 7 . 9 7 0 . 3 0 4 0 . 1 9 0 . 4 1 0 .1 7 PI P E 2 6 3 4 7 . 9 7 3 5 1 . 3 5 2 . 7 5 1 . 3 3 0 . 0 3 3 4 8 . 0 0 0 . 0 4 5 0 . 0 4 1 0 . 0 0 6 1 0 . 0 3 PI P E 2 7 3 4 7 . 9 8 3 5 1 . 3 6 2 . 7 6 1 . 4 4 0 . 0 3 3 4 8 . 0 1 0 . 0 5 2 0 . 0 4 9 0 . 0 1 2 1 0 . 0 3 PI P E 2 8 3 4 8 . 5 5 3 5 3 . 0 0 3 . 2 0 2 . 6 2 0 . 1 1 3 4 8 . 6 5 0 0 0 1 . 0 0 z n / a PI P E 2 9 3 4 8 . 0 5 3 5 1 . 9 2 2 . 7 2 3 . 5 8 0 . 2 0 3 4 8 . 2 5 0 0 0 1 . 0 0 z n / a PI P E 1 S U M P U P S T R E A M M A N H O L E MU N G R E T T E R R A C E PI P E 2 PI P E 3 PI P E 4 PI P E 5 M A N H O L E M A N H O L E M A N H O L E M A N H O L E PI P E 3 M A N H O L E C A T C H B A S I N SL I G O S T R E E T PI P E 6 PI P E 1 4 O L E M A N H O L E M A N H O L E M A N H O L E KI L C O R A N P L A C E PI P E 7 PI P E 8 PI P E 9 M A N H O L E M A N H O L E M A N H O L E M A N H O L E BE R K S H I R E R O A D PI P E 1 0 M A N H O L E M A N H O L E PI P E 1 1 M A N H O L E C A T C H B A S I N PI P E 1 2 C A T C H B A S I N M A N H O L E PI P E 1 3 M A N H O L E C A T C H B A S I N PI P E 1 5 M A N H O L E M A N H O L E PI P E 1 6 M A N H O L E C A T C H B A S I N PI P E 1 7 M A N H O L E C A T C H B A S I N PI P E 1 8 M A N H O L E C A T C H B A S I N PI P E 1 9 M A N H O L E C A T C H B A S I N PI P E 2 0 M A N H O L E C A T C H B A S I N AD A R E A V E N U E PI P E 2 1 PI P E 2 2 M A N H O L E M A N H O L E M A N H O L E PI P E 2 3 M A N H O L E C A T C H B A S I N PI P E 2 4 M A N H O L E C A T C H B A S I N DA R R A G H D R I V E PI P E 2 5 M A N H O L E M A N H O L E PI P E 2 6 M A N H O L E C A T C H B A S I N PI P E 2 7 M A N H O L E C A T C H B A S I N PI P E 2 8 M A N H O L E C A T C H B A S I N PI P E 2 9 M A N H O L E C A T C H B A S I N DBASIN EXHIBIT DBASIN EXHIBIT TRACT 6663 - PHASE 3 4 BASIN SIZING CALCULATIONS Provided Sump Capacity Freeboard (ft)=1 Lowest Inlet Elev = 351.4 Water Surface Elev =350.0 Bottom Basin Elev = 342.0 Starting HGL =346.0 Depth from Design Water Surface =8.0 feet Abtm =Bottom Area of Sump 20,932 sq ft =0.48 acres Amid =Half Depth Area of Sump 26,196 sq ft =0.60 acres Atop =Area of Design Water Level 31,904 sq ft =0.73 acres Prismoidal Formula: Volume = 1/6 x(Abtm+4Amid+Atop) x D Volume = 1/6 x (0.48+2.41+0.73) x 8.0 = 1/6 x (3.62) x 8.0 Provided Sump Capacity =210,160 Cu. FT 4.82 AC-FT Required Sump Capacity TABLE OF RUNOFF COEFFICIENTS C x A = R-1, 6000 SF 0.42 R-1, 6750 SF 0.4 29.87 11.95 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, drives & roofs 0.95 3.63 3.45 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 =15.40 Total Total 33.50 =Acres 33.50 Phase 3 & 4: Required Sump Capacity = 0.15 x n(C x A)=2.31 AC-FT Approved Phase 1 & 2: Required Sump Capacity = 0.15 x n(C x A) =1.54 AC-FT TOTAL =3.85 AC-FT Total Difference of 0.81 AC-FT0.0.97 DRAINAGE EXHIBIT REFERENCE 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 6663: Phase 1 & 2 R-1, 6750 SF 0.4 DATE:Jun-15 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 Inlet Curb D NAME Runoff Intensity Total Time Length Elev. Gutter Flow Type Vel. MIN. Gutter Travel Size Cap Pipe Coef. IN/HR Area Conc. Feet Diff. Slope CFS FPS Time Time Feet In Dia. AC. MIN. Feet Ft/Ft MIN. MIN. In. AREA 1 0.42 1.32 1.92 18.21 301 0.72 0.24% 1.06 60 1.56 18.21 15 3.21 3.32 18 AREA 2 0.42 1.24 1.75 19.66 456 1.45 0.32% 0.91 60 1.63 19.66 15 4.66 3.10 18 AREA 3 0.55 1.80 2.75 10.00 902 2.78 0.31% 2.73 60 1.94 10.00 0 7.73 4.29 18 AREA 4 0.42 1.24 1.65 19.62 449 1.45 0.32% 0.86 60 1.62 19.62 15 4.62 3.06 18 AREA 5 0.48 1.80 2.44 10.00 691 2.32 0.34% 2.12 60 1.99 10.00 0 5.80 3.94 18 AREA 6 0.42 1.31 1.82 18.40 317 0.79 0.25% 1.00 60 1.55 18.40 15 3.40 3.26 18 AREA 7 0.42 1.30 3.05 18.59 361 0.80 0.22% 1.66 60 1.67 18.59 15 3.59 3.87 18 AREA 8 0.42 1.20 2.62 20.43 565 1.66 0.29% 1.32 60 1.74 20.43 15 5.43 3.46 18 AREA 9 0.42 1.38 1.00 17.22 214 0.87 0.41% 0.58 60 1.61 17.22 15 2.22 2.57 18 AREA 10 0.42 1.22 2.74 20.01 557 1.81 0.33% 1.40 60 1.85 20.01 15 5.01 3.41 18 AREA 11 0.42 1.15 1.47 21.68 597 1.49 0.25% 0.71 60 1.49 21.68 15 6.68 2.99 18 Tc CALCULATIONS TRACT 6663: Phase 1 & 2 Hydrology_10_yr McIntosh Associates 2001 Wheelan Ct Bakersfield, CA 93309 10 yr Calc TRACT 6663 - PHASE 1 2 BASIN SIZING CALCULATIONS 8 feet Abtm = 6,632 sq ft = 0.15 acres Amid = 10,333 sq ft = 0.24 acres Atop = 14,570 sq ft = 0.33 acres Volume = 1/6 x (0.15 +0.95 +0.33 ) x 8 Provided Sump Capacity =83,379 Cu. FT 1.91 AC-FT TABLE OF RUNOFF COEFFICIENTS TR 6663 C x A = R-1, 6000 SF 0.42 22.22 9.33 Pavement, drives & roofs 0.95 0.99 0.94 n C x A =10.27 TR 6663 Total 23.21 Acres 23.21 Required Sump Capacity = 0.15 x C x A = 0.15 X n C x A =1.54 AC-FT 0.37 AC-FT AC-FTTotal Difference of Provided Sump Capacity Required Sump Capacity Volume = 1/6 x (0.15+0.95+0.33) x 8 = 1/6 x (1.43) x 8 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 SUNCHASE DRIVE