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Tract 6712 Drainage Study
DRAINAGE STUDY JOHN BALFANZ HOMES. INC. TRACT 6712 OCTOBER 2020 TRACT 6712 DRAINAGE STUDY Prepared for: John Balfanz homes, Inc. 8725 Swigert Court Bakersfield, CA 93311 Phone: (661) 589-0717 Consultant: 5080 California Avenue, Suite 220 Bakersfield, CA 93309 Contact: Cindy Parra Phone: (661) 616-2600 October 2020 © Copyright by Quad Knopf, Inc. Unauthorized use prohibited. Project #190400.03 Tract 6712 Drainage Study October 2020 John Balfanz Homes, Inc. Page i TABLE OF CONTENTS SECTION 1 - Introduction ............................................................................................................................ 1 SECTION 2 - Climatology and Site Hydrology ....................................................................................... 4 2.1 - Climatology .................................................................................................................................................... 4 2.2 - Hydrologic Soils ........................................................................................................................................... 4 2.3 - Flood Zone ..................................................................................................................................................... 4 SECTION 3 - Methodology ........................................................................................................................... 7 3.1 - Hydrology ....................................................................................................................................................... 7 3.2 - Hydraulic Analysis ...................................................................................................................................... 7 3.3 - Curb Flooding ............................................................................................................................................... 7 3.4 - Retention Basin ............................................................................................................................................ 7 SECTION 4 - Proposed Piping System...................................................................................................... 8 SECTION 5 - Proposed Retention Basin .................................................................................................. 8 SECTION 6 - Conclusion ............................................................................................................................... 8 SECTION 7 - References ............................................................................................................................... 9 APPENDICES Appendix A Autodesk Storm and Sanitary Sewer Analysis Hydraulic Calculations Appendix B Autodesk Storm and Sanitary Sewer Analysis Hydraulic Profiles Appendix C Retention Basin Volume Calculations Appendix D City of Bakersfield Storm Drain Standards Appendix E Preliminary Soils Report LIST OF FIGURES Figure 1-1 Regional Map .................................................................................................................................... 2 Figure 1-2 Vicinity Map ...................................................................................................................................... 3 Figure 2-1 Project Site Hydraulic Soils Map ............................................................................................... 5 Figure 2-2 FEMA Floodplain Map ................................................................................................................... 6 Introduction Tract 6712 Drainage Study October 2020 John Balfanz Homes, Inc. Page 1 SECTION 1 - INTRODUCTION Tract 6712 is a proposed 182 lot subdivision to be developed in two phases by John Balfanz Homes, Inc. The project is located on the south side of East Panama Lane approximately 2,600 feet east of the intersection of South Union Street and Ease Panama Lane and consists of approximately 46 acres. The property is zoned single family residential R-1. The objective of this drainage study is to conduct a hydrologic and hydraulic analysis of the project site and design a storm drainage collection system that will adequately serve Tract 6712. This study includes time of concentration calculations, pipe design, hydraulic grade calculations and profiles, curb flooding checks, and retention basin capacity. Introduction Tract 6712 Drainage Study October 2020 John Balfanz Homes, Inc. Page 2 Figure 1-1 Regional Map Introduction Tract 6712 Drainage Study October 2020 John Balfanz Homes, Inc. Page 3 Figure 1-2 Vicinity Map Climatology and Site Hydrology Tract 6712 Drainage Study October 2020 John Balfanz Homes, Inc. Page 4 SECTION 2 - CLIMATOLOGY AND SITE HYDROLOGY 2.1 - Climatology The climate of the project location is characterized as arid-to-semiarid, with hot summers and mild winters. According to NOAA, the mean annual precipitation for the region is 6.5 inches. The rainfall totals for the 2-year and 100-year return periods for the project site were estimated using Isohyets from the Kern County Hydrology Manual. 2.2 - Hydrologic Soils The hydrologic soils group associated with the project site is A. According to the Soils Conservation Service, Group A soils are characterized by soils having high infiltration rates even when thoroughly wetted, consisting chiefly of deep, well to excessively drained sands or gravel. The soils have high water transmission and low runoff potential. These soils, which are prevalent in the streambeds and on-site areas, are excellent for storm water retention basin use. The soils report for this site prepared by Soils Engineering, Inc. has been included in Appendix B of this report. 2.3 - Flood Zone The project site is located in Zone X, areas of minimal flooding, as determined by the Federal Emergency Management Agency (FEMA). The FEMA Federal Insurance Rate Map (FIRM) for Community-Panel 06029C2325E, effective September 2008, shows the project site within the Zone X flood boundary. Climatology and Site Hydrology Tract 6712 Drainage Study October 2020 John Balfanz Homes, Inc. Page 5 Figure 2-1 Project Site Hydraulic Soils Map Climatology and Site Hydrology Tract 6712 Drainage Study October 2020 John Balfanz Homes, Inc. Page 6 Figure 2-2 FEMA Floodplain Map Zone X Methodology Tract 6712 Drainage Study October 2020 John Balfanz Homes, Inc. Page 7 SECTION 3 - METHODOLOGY 3.1 - Hydrology The hydrologic analysis was performed using Autodesk’s Storm and Sanitary Sewer Analysis Program based on the requirements of the Kern County Rational Method, as required by City of Bakersfield Subdivision Design Manual. The catchment data including area, longest flow path, impervious cover and roof to gutter time was input into Autodesk’s Storm and Sanitary Sewer Analysis Program to determine time of concentration. IDF curves based on Kern County Hydrology Manual. 3.2 - Hydraulic Analysis The Storm and Sanitary Analysis program was then utilized for its hydraulic modeling capabilities to calculate hydraulic grade lines (HGLs) (Appendix A and B) for each pipe in the storm drain collection system which was then used to verify pipe sizing. The model was run using the hydrodynamic analysis option for the flow routing through the pipes. Per City of Bakersfield standards which requires the initial tailwater depth to be equal to on half of the total retention basin depth, the initial water surface elevation (WSEL) for the entire model was set equal to 346.57, thus simulating the effects of the existing retention basin being half full in the model. 3.3 - Curb Flooding With a 5-year average storm recurrence interval for the design check, Storm and Sanitary Analysis was used to perform curb flooding checks at each curb inlet. This information was spot checked using Figure D-2b of the Kern county Hydrology Manual. To prevent the flooding of the drainage basins all drainages basin grates were assumed to be 50% blocked for calculation purposes. 3.4 - Retention Basin The retention basin designed for Tract 6712 is an expansion of the existing retention basin constructed for Tract 6333. The existing 3.75 acre-feet retention basin will be expanded to have a capacity of 8.95 acre-feet to accommodate the additional 3.70 acre-feet of required storage volume. A second outlet will be added to serve Tract 6712. See Appendix C for the retention basin sizing calculations. Proposed Piping System Tract 6712 Drainage Study October 2020 John Balfanz Homes, Inc. Page 8 SECTION 4 - PROPOSED PIPING SYSTEM An overview of the proposed piping system can be found in Exhibit 1. This overview identifies the boundaries of the catchment areas as well as indicating the location of all storm drain pipes, manholes, catch basins and retention basin outlet. All of the piping is classified as local waterways per Subdivision Design Manual Section 2.3.1.4. Therefore, per Section 2.4.4 of the Subdivision Design Manual, some of the pipes were designed under the full flow condition due to the initial tailwater elevation requirements. An additional scenario, with no tailwater, was also modeled in order to demonstrate that there is no surcharging of the system when tailwater is not present. SECTION 5 - PROPOSED RETENTION BASIN The retention basin for the site was designed as a regional basin for Tracts 6333 and 6712 and will be publicly maintained by the City of Bakersfield. Each tract has an outlet into the basin. The existing retention basin was designed with a capacity of 3.75 acre-feet and will be expanded to accommodate the additional 3.70 acre-feet of water. The provided capacity for both tracts of 8.95 is greater than the required capacity of 7.42 acre-feet generated by the 10-year 5-day storm event. Additionally, the top of bank elevation of the regional basin is designed to be 354.87 feet while the maximum high water level is 351.57 feet with a maximum hydraulic grade line equal to 347.24 feet, therefore it is expected that the basin will not overtop during the design storm event. SECTION 6 - CONCLUSION The onsite storm drain system was designed for an average recurrence interval of 10-years per the City of Bakersfield Subdivision Design Manual. The drainage system was designed using the methods and requirements outlined in Subdivision Design Manual and meets or exceeds all requirements set forth by said manual. Therefore, in conclusion, the objective of this study has been fulfilled as demonstrated by the analyses and calculations herein. References Tract 6712 Drainage Study October 2020 John Balfanz Homes, Inc. Page 9 SECTION 7 - REFERENCES 1. City of Bakersfield. Engineering and Public Works. Subdivision and Engineering Design Policy Manual. Bakersfield, CA: City of Bakersfield. 2. Kern County. Department of Planning and Development Services. Kern County Hydrology Manual. Bakersfield, California: Kern County, 1992 3. Autodesk Storm and Sanitary Analysis 2020 HARTLEPOOL AVENUE KIDLINGTON COURT WARWICKSHIRE AVENUE CRAWLEY COURTDROITWICH SPA STREET MACCLESFIELD STREET BOSHAM COURTGUSSAGE COURTBROOMYARD STREETLEYTONSTONE WAYMONKTON WAYWASALL WAYRUGBY COURTMERSEYSIDE COURTEAST PANAMA LANE MADISON STREETKERN ISLAND CANALKERN ISLAND CANALARVIN EDISON CANAL ARVIN EDISON CANAL ÓN APPENDIX A AUTODESK STORM AND SANITARY SEWER ANALYSIS HYDRAULIC CALCULATIONS Element Area Drainage Runoff Accumulated Total Peak Flow Path Average Average Travel Time of ID Node ID Coefficient Precipitation Runoff Runoff Length Slope Velocity Time Concentration (acres) (inches) (inches) (cfs) (ft) (%) (fps) (min) (days hh:mm:ss) Sub-CB 01 2.94 CB 01 0.4000 0.38 0.15 1.44 626.21 0.36 1.22 8.55 0 00:18:33 Sub-CB 02 3.78 CB 02 0.4000 0.41 0.17 1.57 1005.39 0.34 1.19 14.05 0 00:24:03 Sub-CB 03 7.65 CB 03 0.4000 0.42 0.17 3.13 1242.46 0.49 1.42 14.58 0 00:24:34 Sub-CB 04 2.31 CB 04 0.4000 0.36 0.17 1.21 482.85 0.36 1.23 6.56 0 00:16:33 Sub-CB 05 1.98 CB 05 0.4000 0.37 0.15 1.04 458.99 0.32 1.16 6.60 0 00:16:36 Sub-CB 06 4.24 CB 06 0.4000 0.40 0.15 1.87 829.40 0.33 1.17 11.79 0 00:21:47 Sub-CB 07 8.24 CB 07 0.4000 0.47 0.16 2.73 1895.12 0.41 1.30 24.27 0 00:34:16 Sub-CB 08 5.64 CB 08 0.4000 0.38 0.19 2.70 667.27 0.35 1.21 9.20 0 00:19:12 Sub-CB 09 2.34 CB 09 0.4000 0.35 0.15 1.41 317.53 0.47 1.39 3.81 0 00:13:48 Sub-CB 10 1.89 CB 10 0.4000 0.36 0.14 1.02 477.34 0.44 1.35 5.91 0 00:15:54 Sub-CB 11 1.29 CB 11 0.4000 0.35 0.14 0.80 362.00 0.80 1.81 3.33 0 00:13:19 Sub-CB 12 1.27 CB 12 0.4000 0.34 0.14 0.80 359.35 0.93 1.96 3.06 0 00:13:03 Sub-CB 13 1.94 CB 13 0.4000 0.35 0.14 1.07 568.98 0.78 1.80 5.27 0 00:15:16 Sub-CB 14 1.71 CB 14 0.4000 0.36 0.14 0.92 604.37 0.66 1.65 6.11 0 00:16:06 Catchment Areas - Free Outfall 10 year 24 hour Storm Event Element Inlet Catchbasin Max Initial Curb Opening Headloss Peak Total ID Location Invert Flowline Water Clogging at Inlet Flow Time Elevation Elevation Depth Factor Flooded (ft) (ft) (ft) (%) (ft) (cfs) (minutes) CB 01 On Sag 353.50 358.50 0.00 50 0.023 1.44 0.00 CB 02 On Sag 349.40 355.90 0.00 50 0.022 1.57 0.00 CB 03 On Sag 349.80 354.82 0.00 50 0.031 3.13 0.00 CB 04 On Sag 349.80 355.02 0.00 50 0.023 1.21 0.00 CB 05 On Sag 349.40 355.91 0.00 50 0.021 1.04 0.00 CB 06 On Sag 349.80 354.88 0.00 50 0.021 1.87 0.00 CB 07 On Sag 350.00 355.09 0.00 50 0.026 2.73 0.00 CB 08 On Sag 349.80 354.88 0.00 50 0.023 2.70 0.00 CB 09 On Sag 349.80 354.88 0.00 50 0.030 1.41 0.00 CB 10 On Sag 349.80 355.42 0.00 50 0.028 1.02 0.00 CB 11 On Sag 351.30 356.68 0.00 50 0.051 0.80 0.00 CB 12 On Sag 351.00 356.24 0.00 50 0.060 0.80 0.00 CB 13 On Sag 348.00 353.08 0.00 50 0.050 1.07 0.00 CB 14 On Sag 346.20 353.08 0.00 50 0.042 0.92 0.00 Catch Basins - Free Outfall 10 year 24 hour Storm Event Element From (Inlet) To (Outlet) Length Inlet Outlet Average Pipe Material Manning's Peak Max Design Max Flow / Total Reported ID Node Node Invert Invert Slope Diameter Roughness Flow Flow Flow Design Flow Time Condition Elevation Elevation Velocity Capacity Ratio Surcharged (ft) (ft) (ft) (%) (inches) (cfs) (ft/sec) (cfs) (min) PIPE 01 CB 01 SDMH 12 88.26 353.50 353.30 0.23 18 RCP 0.0130 1.43 3.47 5.00 0.29 0.00 Calculated PIPE 02 SDMH 12 SDMH 11 185.98 353.30 349.20 2.20 18 RCP 0.0130 1.42 1.85 15.60 0.09 0.00 Calculated PIPE 03 CB 02 SDMH 11 43.48 349.40 349.20 0.46 18 RCP 0.0130 1.56 2.04 7.12 0.22 0.00 Calculated PIPE 04 SDMH 11 SDMH 09 66.11 349.20 349.10 0.15 24 RCP 0.0130 2.59 1.08 10.12 0.26 0.00 Calculated PIPE 05 CB 03 SDMH 10 28.79 349.80 349.70 0.35 18 RCP 0.0130 3.12 2.72 6.19 0.50 0.00 Calculated PIPE 06 CB 04 SDMH 10 15.00 349.80 349.70 0.67 18 RCP 0.0130 1.19 1.74 8.58 0.14 0.00 Calculated PIPE 07 SDMH 10 SDMH 09 181.65 349.70 349.10 0.33 24 RCP 0.0130 3.72 2.30 13.00 0.29 0.00 Calculated PIPE 08 SDMH 09 SDMH 08 53.89 349.10 349.00 0.19 24 RCP 0.0130 6.25 2.46 10.12 0.62 0.00 Calculated PIPE 09 CB 05 SDMH 08 39.35 349.40 349.00 1.02 18 RCP 0.0130 1.00 2.44 10.59 0.09 0.00 Calculated PIPE 10 SDMH 08 SDMH 07 226.11 349.00 348.70 0.13 24 RCP 0.0130 6.77 2.92 10.12 0.67 0.00 Calculated PIPE 11 CB 06 SDMH 13 348.39 349.80 349.21 0.17 18 RCP 0.0130 1.81 2.09 4.70 0.38 0.00 Calculated PIPE 12 SDMH 13 SDMH 07 297.99 349.21 348.70 0.17 18 RCP 0.0130 1.68 1.16 4.70 0.36 0.00 Calculated PIPE 13 SDMH 07 SDMH 03 280.00 348.70 348.20 0.18 30 RCP 0.0130 8.41 3.21 18.34 0.46 0.00 Calculated PIPE 14 CB 07 SDMH 14 25.00 350.00 349.94 0.24 18 RCP 0.0130 2.73 2.28 5.15 0.53 0.00 Calculated PIPE 15 CB 08 SDMH 06 25.00 349.80 349.70 0.40 18 RCP 0.0130 2.70 2.14 6.64 0.41 0.00 Calculated PIPE 16 CB 09 SDMH 06 15.00 349.80 349.70 0.67 18 RCP 0.0130 1.39 2.07 8.58 0.16 0.00 Calculated PIPE 17 SDMH 06 SDMH 05 148.00 349.70 349.50 0.14 24 RCP 0.0130 5.00 2.40 10.12 0.49 0.00 Calculated PIPE 18 CB 10 SDMH 05 15.00 349.80 349.50 2.00 18 RCP 0.0130 1.00 3.04 14.86 0.07 0.00 Calculated PIPE 19 SDMH 05 SDMH 04 308.00 349.50 349.00 0.16 24 RCP 0.0130 5.74 3.27 10.12 0.57 0.00 Calculated PIPE 20 CB 11 SDMH 04 15.00 351.30 351.30 1.50 18 RCP 0.0130 0.80 3.47 12.87 0.06 0.00 Calculated PIPE 21 SDMH 04 SDMH 03 157.20 349.00 348.20 0.51 24 RCP 0.0130 6.15 3.76 16.14 0.38 0.00 Calculated PIPE 22 SDMH 03 SDMH 02 164.64 348.20 347.10 0.67 30 RCP 0.0130 13.86 4.08 33.53 0.41 0.00 Calculated PIPE 23 CB 12 SDMH 02 15.00 351.00 350.78 1.50 18 RCP 0.0130 0.80 3.47 12.87 0.06 0.00 Calculated PIPE 24 SDMH 02 SDMH 01 434.48 347.10 346.50 0.14 30 RCP 0.0130 13.97 4.12 18.34 0.76 0.00 Calculated PIPE 25 CB 13 SDMH 01 25.00 348.00 346.50 6.00 18 RCP 0.0130 1.07 4.42 25.73 0.04 0.00 Calculated PIPE 26 SDMH 01 CB 14 15.00 346.50 346.20 2.00 30 RCP 0.0130 14.41 7.72 58.01 0.25 0.00 Calculated PIPE 27 CB 14 OUTLET 41.93 346.20 341.57 11.04 30 RCP 0.0130 14.87 14.79 136.29 0.11 0.00 Calculated PIPE 28 SDMH 14 SDMH 06 100.00 349.84 349.70 0.14 18 RCP 0.0130 2.73 2.25 4.70 0.58 0.00 Calculated Pipes Free Outfall 10 year 24 hour Storm Event Element Invert Ground/Rim Initial Initial Surcharge Surcharge Peak Maximum Maximum Minimum Total ID Elevation (Max) Water Water Elevation Depth Inflow HGL Surcharge Freeboard Time Elevation Elevation Depth Elevation Depth Attained Flooded Attained Attained (ft) (ft) (ft) (ft) (ft) (ft) (cfs) (ft) (ft) (ft) (minutes) SDMH 01 346.50 353.48 346.50 0.00 353.48 0.00 14.43 347.79 0.00 5.69 0.00 SDMH 02 347.10 356.70 347.10 0.00 356.70 0.00 14.01 349.07 0.00 7.63 0.00 SDMH 03 348.20 358.77 348.20 0.00 358.77 0.00 13.91 349.51 0.00 9.27 0.00 SDMH 04 349.00 357.13 349.00 0.00 357.13 0.00 6.15 349.94 0.00 7.19 0.00 SDMH 05 349.50 355.88 349.50 0.00 355.88 0.00 5.78 350.75 0.00 5.13 0.00 SDMH 06 349.70 355.31 349.70 0.00 355.31 0.00 5.04 350.98 0.00 4.33 0.00 SDMH 07 348.70 357.41 348.70 0.00 357.41 0.00 8.45 350.06 0.00 7.36 0.00 SDMH 08 349.00 356.72 349.00 0.00 356.72 0.00 6.80 350.48 0.00 6.23 0.00 SDMH 09 349.10 356.93 349.10 0.00 356.93 0.00 6.27 350.63 0.00 6.29 0.00 SDMH 10 349.70 355.45 349.70 0.00 355.45 0.00 3.74 350.73 0.00 4.72 0.00 SDMH 11 349.20 357.25 349.20 0.00 357.25 0.00 2.65 350.65 0.00 6.60 0.00 SDMH 12 353.30 359.06 353.30 0.00 359.06 0.00 1.43 353.61 0.00 5.46 0.00 SDMH 13 349.21 356.14 349.21 0.00 356.14 0.00 1.81 350.15 0.00 6.00 0.00 SDMH 14 349.84 354.48 349.84 0.00 349.84 0.00 2.73 351.02 0.00 3.46 0.00 Manholes - Free Outfall 10 year 24 hour Storm Event Element Invert Boundary Peak Maximum Maximum ID Elevation Type Inflow HGL Depth HGL Elevation Attained Attained (ft) (cfs) (ft) (ft) Outlet 341.57 FREE 14.86 0.56 342.13 Outlets - Free Outfall 10 year 24 hour Storm Event Element Area Drainage Runoff Accumulated Total Peak Flow Path Average Average Travel Time of ID Node ID Coefficient Precipitation Runoff Runoff Length Slope Velocity Time Concentration* (acres) (inches) (inches) (cfs) (ft) (%) (fps) (min) (days hh:mm:ss) Sub-CB 01 2.94 CB 01 0.4000 0.38 0.15 1.44 626.21 0.36 1.22 8.55 0 00:18:33 Sub-CB 02 3.78 CB 02 0.4000 0.41 0.17 1.57 1005.39 0.34 1.19 14.05 0 00:24:03 Sub-CB 03 7.65 CB 03 0.4000 0.42 0.17 3.13 1242.46 0.49 1.42 14.58 0 00:24:34 Sub-CB 04 2.31 CB 04 0.4000 0.36 0.15 1.21 482.85 0.36 1.23 6.56 0 00:16:33 Sub-CB 05 1.98 CB 05 0.4000 0.37 0.15 1.04 458.99 0.32 1.16 6.60 0 00:16:36 Sub-CB 06 4.24 CB 06 0.4000 0.40 0.16 1.87 829.40 0.33 1.17 11.79 0 00:21:47 Sub-CB 07 8.24 CB 07 0.4000 0.47 0.19 2.73 1895.12 0.41 1.30 24.27 0 00:34:16 Sub-CB 08 5.64 CB 08 0.4000 0.38 0.15 2.70 667.27 0.35 1.21 9.20 0 00:19:12 Sub-CB 09 2.34 CB 09 0.4000 0.35 0.14 1.41 317.53 0.47 1.39 3.81 0 00:13:48 Sub-CB 10 1.89 CB 10 0.4000 0.36 0.14 1.02 477.34 0.44 1.35 5.91 0 00:15:54 Sub-CB 11 1.29 CB 11 0.4000 0.35 0.14 0.80 362.00 0.80 1.81 3.33 0 00:13:19 Sub-CB 12 1.27 CB 12 0.4000 0.34 0.14 0.80 359.35 0.93 1.96 3.06 0 00:13:03 Sub-CB 13 1.94 CB 13 0.4000 0.35 0.14 1.07 568.98 0.78 1.80 5.27 0 00:15:16 Sub-CB 14 1.71 CB 14 0.4000 0.36 0.14 0.92 604.37 0.66 1.65 6.11 0 00:16:06 * Roof to Gutter time of 10 minutes Catchment Areas - Tailwater Condition 10 year 24 hour Storm Event Element Inlet Catchbasin Max Initial Curb Opening Headloss Peak Total ID Location Invert Flowline Water Clogging at Inlet Flow Time Elevation Elevation Depth Factor Flooded (ft) (ft) (ft) (%) (ft) (cfs) (minutes) CB 01 On Sag 353.50 358.50 0.00 50 0.023 1.44 0.00 CB 02 On Sag 349.40 355.90 0.00 50 0.022 1.57 0.00 CB 03 On Sag 349.80 354.82 0.00 50 0.031 3.13 0.00 CB 04 On Sag 349.80 355.02 0.00 50 0.023 1.21 0.00 CB 05 On Sag 349.40 355.91 0.00 50 0.021 1.04 0.00 CB 06 On Sag 349.80 354.88 0.00 50 0.021 1.87 0.00 CB 07 On Sag 350.00 355.09 0.00 50 0.026 2.73 0.00 CB 08 On Sag 349.80 354.88 0.00 50 0.023 2.70 0.00 CB 09 On Sag 349.80 354.88 0.00 50 0.030 1.41 0.00 CB 10 On Sag 349.80 355.42 0.00 50 0.028 1.02 0.00 CB 11 On Sag 351.30 356.68 0.00 50 0.051 0.80 0.00 CB 12 On Sag 351.00 356.24 0.00 50 0.060 0.80 0.00 CB 13 On Sag 348.00 353.08 0.00 50 0.050 1.07 0.00 CB 14 On Sag 346.20 353.08 0.37 50 0.042 0.92 0.00 Catch Basins - Taliwater Condition 10 year 24 hour Storm Event Element Roadway Roadway Gutter Gutter Rainfall Flow Gutter* Gutter* Allowed ID Cross Manning's Cross Width Intensity 5-Year Spread Flow Flow Slope Roughness Slope 5-Year Depth Depth (ft/ft) (ft/ft) (ft) (in/hr) (cfs) (ft) (ft) (ft) CB 01 0.02 0.013 0.083 2.00 1.14 1.34 10.90 0.34 0.50 CB 02 0.02 0.013 0.083 2.00 0.97 1.46 11.54 0.36 0.50 CB 03 0.02 0.013 0.083 2.00 0.95 2.91 18.54 0.50 0.50 CB 04 0.02 0.013 0.083 2.00 1.22 1.13 9.76 0.32 0.50 CB 05 0.02 0.013 0.083 2.00 1.22 0.97 8.78 0.30 0.50 CB 06 0.02 0.013 0.083 2.00 1.03 1.74 13.06 0.39 0.50 CB 07 0.02 0.013 0.083 2.00 0.77 2.53 16.83 0.46 0.50 CB 08 0.02 0.013 0.083 2.00 1.11 2.51 16.73 0.46 0.50 CB 09 0.02 0.013 0.083 2.00 1.39 1.30 10.69 0.34 0.50 CB 10 0.02 0.013 0.083 2.00 1.25 0.95 8.58 0.29 0.50 CB 11 0.02 0.013 0.083 2.00 1.43 0.74 6.69 0.23 0.50 CB 12 0.02 0.013 0.083 2.00 1.45 0.74 6.71 0.23 0.50 CB 13 0.02 0.013 0.083 2.00 1.29 1.00 9.04 0.31 0.50 CB 14 0.02 0.013 0.083 2.00 1.24 0.85 7.73 0.26 0.50 Curb Flooding Check 5 year 24 hour Storm Event *Values Obtained From Autodesk Storm Sewer Anaylsis and also compared to Gutter Flow Chart from the Kern County Hydrology Manual on a select few (highlighted) drain inlets. Element From (Inlet) To (Outlet) Length Inlet Outlet Average Pipe Material Manning's Peak Max Design Max Flow / Total Reported ID Node Node Invert Invert Slope Diameter Roughness Flow Flow Flow Design Flow Time Condition Elevation Elevation Velocity Capacity Ratio Surcharged (ft) (ft) (ft) (%) (inches) (cfs) (ft/sec) (cfs) (min) PIPE 01 CB 01 SDMH 12 88.26 353.50 353.30 0.23 18 RCP 0.0130 1.43 3.47 5.00 0.29 0.00 Calculated PIPE 02 SDMH 12 SDMH 11 185.98 353.30 349.20 2.20 18 RCP 0.0130 1.42 1.85 15.60 0.09 0.00 Calculated PIPE 03 CB 02 SDMH 11 43.48 349.40 349.20 0.46 18 RCP 0.0130 1.56 2.04 7.12 0.22 0.00 Calculated PIPE 04 SDMH 11 SDMH 09 66.11 349.20 349.10 0.15 24 RCP 0.0130 2.59 1.08 10.12 0.26 0.00 Calculated PIPE 05 CB 03 SDMH 10 28.79 349.80 349.70 0.35 18 RCP 0.0130 3.12 2.72 6.19 0.50 0.00 Calculated PIPE 06 CB 04 SDMH 10 15.00 349.80 349.70 0.67 18 RCP 0.0130 1.19 1.74 8.58 0.14 0.00 Calculated PIPE 07 SDMH 10 SDMH 09 181.65 349.70 349.10 0.33 24 RCP 0.0130 3.72 2.30 13.00 0.29 0.00 Calculated PIPE 08 SDMH 09 SDMH 08 53.89 349.10 349.00 0.19 24 RCP 0.0130 6.25 2.46 10.12 0.62 0.00 Calculated PIPE 09 CB 05 SDMH 08 39.35 349.40 349.00 1.02 18 RCP 0.0130 1.00 2.44 10.59 0.09 0.00 Calculated PIPE 10 SDMH 08 SDMH 07 226.11 349.00 348.70 0.13 24 RCP 0.0130 6.77 2.92 10.12 0.67 0.00 Calculated PIPE 11 CB 06 SDMH 13 348.39 349.80 349.21 0.17 18 RCP 0.0130 1.81 2.09 4.70 0.38 0.00 Calculated PIPE 12 SDMH 13 SDMH 07 297.99 349.21 348.70 0.17 18 RCP 0.0130 1.68 1.16 4.70 0.36 0.00 Calculated PIPE 13 SDMH 07 SDMH 03 280.00 348.70 348.20 0.18 30 RCP 0.0130 8.41 3.21 18.34 0.46 0.00 Calculated PIPE 14 CB 07 SDMH 14 25.00 350.00 349.94 0.24 18 RCP 0.0130 2.73 2.36 5.15 0.53 0.00 Calculated PIPE 15 CB 08 SDMH 06 25.00 349.80 349.70 0.40 24 RCP 0.0130 2.70 2.20 6.64 0.41 0.00 Calculated PIPE 16 CB 09 SDMH 06 15.00 349.80 349.70 0.67 18 RCP 0.0130 1.39 2.13 8.58 0.16 0.00 Calculated PIPE 17 SDMH 06 SDMH 05 148.00 349.70 349.50 0.14 24 RCP 0.0130 5.00 2.40 10.12 0.49 0.00 Calculated PIPE 18 CB 10 SDMH 05 15.00 349.80 349.50 2.00 18 RCP 0.0130 1.00 3.06 14.86 0.07 0.00 Calculated PIPE 19 SDMH 05 SDMH 04 308.00 349.50 349.00 0.16 24 RCP 0.0130 5.74 3.27 10.12 0.57 0.00 Calculated PIPE 20 CB 11 SDMH 04 15.00 351.30 351.08 1.50 18 RCP 0.0130 0.80 5.18 12.87 0.06 0.00 Calculated PIPE 21 SDMH 04 SDMH 03 157.20 349.00 348.20 0.51 24 RCP 0.0130 6.16 3.77 16.14 0.38 0.00 Calculated PIPE 22 SDMH 03 SDMH 02 164.64 348.20 347.10 0.67 30 RCP 0.0130 13.86 4.08 33.53 0.41 0.00 Calculated PIPE 23 CB 12 SDMH 02 15.00 351.00 350.78 1.50 18 RCP 0.0130 0.80 7.67 12.87 0.06 0.00 Calculated PIPE 24 SDMH 02 SDMH 01 434.48 347.10 346.50 0.14 30 RCP 0.0130 13.97 4.12 18.34 0.76 0.00 Calculated PIPE 25 CB 13 SDMH 01 25.00 348.00 346.50 6.00 18 RCP 0.0130 1.07 4.54 25.73 0.04 0.00 Calculated PIPE 26 SDMH 01 CB 14 15.00 346.50 346.20 2.00 30 RCP 0.0130 14.41 7.64 58.01 0.25 0.00 Calculated PIPE 27 CB 14 OUTLET 47.10 346.20 341.57 11.04 30 RCP 0.0130 14.85 4.35 136.29 0.11 0.00 Calculated PIPE 28 SDMH 14 SDMH 06 100.00 349.84 349.70 0.14 18 RCP 0.0130 2.73 2.25 4.07 0.67 0.00 Calculated Pipes - Taliwater Condition 10 year 24 hour Storm Event Element Invert Ground/Rim Initial Initial Surcharge Surcharge Peak Maximum Maximum Minimum Total ID Elevation (Max) Water Water Elevation Depth Inflow HGL HGL Freeboard Time Elevation Elevation Depth Elevation Depth Attained Flooded Attained Attained (ft) (ft) (ft) (ft) (ft) (ft) (cfs) (ft) (ft) (ft) (minutes) SDMH 01 346.50 353.48 346.57 0.07 353.48 0.00 14.43 347.79 1.29 5.69 0.00 SDMH 02 347.10 356.70 347.10 0.00 356.70 0.00 14.01 349.07 1.97 7.63 0.00 SDMH 03 348.20 358.77 348.20 0.00 358.77 0.00 13.91 349.51 1.31 9.27 0.00 SDMH 04 349.00 357.13 349.00 0.00 357.13 0.00 6.15 349.94 0.94 7.19 0.00 SDMH 05 349.50 355.88 349.50 0.00 355.88 0.00 5.78 350.75 1.25 5.13 0.00 SDMH 06 349.70 355.31 349.70 0.00 355.31 0.00 5.04 350.98 1.28 4.33 0.00 SDMH 07 348.70 357.41 348.70 0.00 357.41 0.00 8.45 350.06 1.36 7.36 0.00 SDMH 08 349.00 356.72 349.00 0.00 356.72 0.00 6.80 350.48 1.48 6.23 0.00 SDMH 09 349.10 356.93 349.10 0.00 356.93 0.00 6.27 350.63 1.53 6.29 0.00 SDMH 10 349.70 355.45 349.70 0.00 355.45 0.00 3.74 350.73 1.03 4.72 0.00 SDMH 11 349.20 357.25 349.20 0.00 357.25 0.00 2.65 350.65 1.45 6.60 0.00 SDMH 12 353.30 359.06 353.30 0.00 359.06 0.00 1.43 353.61 0.31 5.46 0.00 SDMH 13 349.21 356.14 349.21 0.00 356.14 0.00 1.81 350.15 0.94 6.00 0.00 SDMH 14 349.84 354.48 349.84 0.00 354.48 0.00 2.73 351.03 1.19 3.46 0.00 Manholes - Tailwater Condition 10 year 24 hour Storm Event Element Description Invert Max Initial Initial Peak Maximum Maximum Total Total ID Elevation (Rim) Water Water Inflow HGL HGL Flooded Time Elevation Elevation Depth Elevation Depth Volume Flooded (ft) (ft) (ft) (ft) (cfs) (ft) (ft) (ac-inches) (minutes) OUTLET RETENTION BASIN 341.57 351.57 346.57 5.00 14.85 347.24 5.67 0.00 0.00 Basin - Tailwater Condition 10 year 24 hour Storm Event APPENDIX B AUTODESK STORM AND SANITARY SEWER ANALYSIS HYDRAULIC PROFILES 1+001+50Station (ft)339341343345347349351353355Elevation (ft)Max Depth (ft):Max Vel (ft/s):Max Q (cfs):Dn Invert (ft):Up Invert (ft):Slope (ft/ft):Dia (in):Length (ft):Link ID:Max HGL (ft):Min Pipe Cover (ft):Invert (ft):Rim (ft):Node ID:OUTLET351.57341.57CB 14353.08346.20SDMH 01353.48346.50CB 13353.08348.00PIPE 270.110414.854.3541.9330.001.77PIPE 260.020014.417.6315.0030.001.04PIPE 250.06001.074.5625.0018.000.72346.20341.57346.50346.20348.00346.50347.24347.244.48347.79348.212+001+50Station (ft)346348350352354356358Elevation (ft)Max Depth (ft):Max Vel (ft/s):Max Q (cfs):Dn Invert (ft):Up Invert (ft):Slope (ft/ft):Dia (in):Length (ft):Link ID:Max HGL (ft):Min Pipe Cover (ft):Invert (ft):Rim (ft):Node ID:CB 12356.24351.00SDMH 02356.70347.10PIPE 230.01500.803.4715.0018.000.28351.00350.77351.314.43349.071+001+00Station (ft)348350352354356358360Elevation (ft)Max Depth (ft):Max Vel (ft/s):Max Q (cfs):Dn Invert (ft):Up Invert (ft):Slope (ft/ft):Dia (in):Length (ft):Link ID:Max HGL (ft):Min Pipe Cover (ft):Invert (ft):Rim (ft):Node ID:CB 11356.68351.30SDMH 04357.13349.00PIPE 200.01500.803.4715.0018.000.28351.30351.08351.614.55349.941+50 1+002+504+005+507+008+50Station (ft)344346348350352354356358360Elevation (ft)Max Depth (ft):Max Vel (ft/s):Max Q (cfs):Dn Invert (ft):Up Invert (ft):Slope (ft/ft):Dia (in):Length (ft):Link ID:Max HGL (ft):Min Pipe Cover (ft):Invert (ft):Rim (ft):Node ID:SDMH 01353.48346.50SDMH 02356.70347.10SDMH 03358.77348.20SDMH 04357.13349.00PIPE 240.001413.974.12434.4830.001.63PIPE 220.006713.864.08164.6430.001.64PIPE 210.00516.163.76157.2024.001.10347.10346.50348.20347.10349.00348.204.48347.794.43349.078.07349.514.55349.94 10+0011+5013+00SDMH 05355.88349.50SDMH 06355.31349.70PIPE 190.00165.743.27308.0024.001.09PIPE 170.00145.002.40148.0024.001.26349.50349.00349.70349.504.38350.753.61350.98Max Depth (ft):Max Vel (ft/s):Max Q (cfs):Dn Invert (ft):Up Invert (ft):Slope (ft/ft):Dia (in):Length (ft):Link ID:Max HGL (ft):Min Pipe Cover (ft):Invert (ft):Rim (ft):Node ID:344346348350352354356358360Elevation (ft)SDMH 14354.48349.84PIPE 280.00142.732.20100.0018.001.23349.84349.703.04351.03 Station (ft)348350352354356358Elevation (ft)Max Depth (ft):Max Vel (ft/s):Max Q (cfs):Dn Invert (ft):Up Invert (ft):Slope (ft/ft):Dia (in):Length (ft):Link ID:Max HGL (ft):Min Pipe Cover (ft):Invert (ft):Rim (ft):Node ID:CB 10355.42349.80SDMH 05355.88349.50PIPE 180.02001.003.0415.0018.001.10349.80349.50350.754.38350.751+001+501+001+50Station (ft)348350352354356358Elevation (ft)Max Depth (ft):Max Vel (ft/s):Max Q (cfs):Dn Invert (ft):Up Invert (ft):Slope (ft/ft):Dia (in):Length (ft):Link ID:Max HGL (ft):Min Pipe Cover (ft):Invert (ft):Rim (ft):Node ID:CB 09354.88349.80SDMH 06355.31349.70CB 08354.88349.80PIPE 160.00671.392.0715.0018.001.23PIPE 150.00402.702.1425.0018.001.26349.80349.70349.80349.70350.983.61350.98351.051+001+50Station (ft)348350352354356358Elevation (ft)Max Depth (ft):Max Vel (ft/s):Max Q (cfs):Dn Invert (ft):Up Invert (ft):Slope (ft/ft):Dia (in):Length (ft):Link ID:Max HGL (ft):Min Pipe Cover (ft):Invert (ft):Rim (ft):Node ID:CB 07355.09350.00SDMH 14354.48349.84PIPE 140.00242.732.2125.0018.001.07350.00349.94351.053.04351.03 1+002+003+004+005+006+007+008+009+0010+00Station (ft)346348350352354356358360362Elevation (ft)Max Depth (ft):Max Vel (ft/s):Max Q (cfs):Dn Invert (ft):Up Invert (ft):Slope (ft/ft):Dia (in):Length (ft):Link ID:Max HGL (ft):Min Pipe Cover (ft):Invert (ft):Rim (ft):Node ID:SDMH 03358.77348.20SDMH 07357.41348.70SDMH 08356.72349.00SDMH 09356.93349.10SDMH 11357.25349.20SDMH 12359.06353.30CB 01358.50353.50PIPE 130.00188.413.21280.0030.001.33PIPE 100.00136.772.91226.1124.001.42PIPE 080.00196.252.4653.8924.001.51PIPE 040.00152.591.0866.1124.001.48PIPE 020.02201.421.85185.9818.001.49PIPE 010.00231.433.4788.2618.000.43348.70348.20349.00348.70349.10349.00349.20349.10353.30349.20353.50353.308.07349.516.21350.065.72350.485.83350.636.05350.654.26353.61354.05 1+002+004+007+00Station (ft)347349351353355357359Elevation (ft)Max Depth (ft):Max Vel (ft/s):Max Q (cfs):Dn Invert (ft):Up Invert (ft):Slope (ft/ft):Dia (in):Length (ft):Link ID:Max HGL (ft):Min Pipe Cover (ft):Invert (ft):Rim (ft):Node ID:CB 06354.88349.80SDMH 13356.14349.21SDMH 07357.41348.70PIPE 110.00171.812.09348.3918.000.80PIPE 120.00171.681.16297.9918.001.15349.80349.21349.21348.70350.475.43350.156.21350.063+005+006+00 1+001+50Station (ft)348350352354356358Elevation (ft)Max Depth (ft):Max Vel (ft/s):Max Q (cfs):Dn Invert (ft):Up Invert (ft):Slope (ft/ft):Dia (in):Length (ft):Link ID:Max HGL (ft):Min Pipe Cover (ft):Invert (ft):Rim (ft):Node ID:SDMH 08356.72349.00CB 05355.91349.40PIPE 090.01021.002.4439.3518.001.28349.40349.005.72350.48350.481+001+50Station (ft)348350352354356358Elevation (ft)Max Depth (ft):Max Vel (ft/s):Max Q (cfs):Dn Invert (ft):Up Invert (ft):Slope (ft/ft):Dia (in):Length (ft):Link ID:Max HGL (ft):Min Pipe Cover (ft):Invert (ft):Rim (ft):Node ID:SDMH 11357.25349.20CB 02355.90349.40PIPE 030.00461.562.0443.4818.001.36349.40349.206.05350.65350.67360 1+00Station (ft)348350352354356Elevation (ft)Max Depth (ft):Max Vel (ft/s):Max Q (cfs):Dn Invert (ft):Up Invert (ft):Slope (ft/ft):Dia (in):Length (ft):Link ID:Max HGL (ft):Min Pipe Cover (ft):Invert (ft):Rim (ft):Node ID:CB 04355.02349.80SDMH 10355.45349.70CB 03354.82349.80PIPE 060.00671.191.7415.0018.000.98PIPE 050.00353.122.7228.7918.001.05349.80349.70349.80349.70350.733.75350.73350.861+503581+002+003+00Station (ft)348350352354356358Elevation (ft)Max Depth (ft):Max Vel (ft/s):Max Q (cfs):Dn Invert (ft):Up Invert (ft):Slope (ft/ft):Dia (in):Length (ft):Link ID:Max HGL (ft):Min Pipe Cover (ft):Invert (ft):Rim (ft):Node ID:SDMH 10355.45349.70SDMH 09356.93349.10PIPE 070.00333.722.30181.6524.001.28349.70349.103.75350.735.83350.63 APPENDIX C RETENTION BASIN VOLUME CALCULATIONS Ó Per COB Subdivision Design Manual section 2.8.2.1 Element Area Runoff CxA ID Coefficient (acres) Sub-CB 01 2.94 0.40 1.18 Sub-CB 02 3.78 0.40 1.51 Sub-CB 03 7.65 0.40 3.06 Sub-CB 04 2.31 0.40 0.92 Sub-CB 05 1.98 0.40 0.79 Sub-CB 06 4.24 0.40 1.70 Sub-CB 07 8.24 0.40 3.30 Sub-CB 08 5.64 0.40 2.26 Sub-CB 09 2.34 0.40 0.94 Sub-CB 10 1.89 0.40 0.76 Sub-CB 11 1.29 0.40 0.52 Sub-CB 12 1.27 0.40 0.51 Sub-CB 13 1.94 0.40 0.78 Sub-CB 14 1.71 0.40 0.68 18.89 V24-hour, 100-year 2.83 ac-ft Tract 6712 3.72 ac-ft Tract 6333 6.55 ac-ft D10-yr 5-day 2.3 in/hr ai 0.4 A 2099856.33 sf V10-year 5-day 160988.99 cf 3.70 ac-ft Tract 6712 3.72 ac-ft Tract 6333 7.42 ac-ft Basin Capacity Required Per Kern County Engineering Bulletin 11-02 Sump Volume Requirements Combined Retention Volume Required Basin Capacity Required Combined Retention Volume Required 𝑉ଶସିଵ௬ = 0.15 × 𝐶 × 𝐴 𝐶 × 𝐴 Elevation Area Volume Volume (sf) (cf) (ac-ft) High Water Line 351.57 53137.3415 350.57 50230.1258 51683.73 1.19 349.57 47349.8726 48790.00 1.12 348.57 44496.5819 45923.23 1.05 347.57 41670.2537 43083.42 0.99 346.57 38870.888 40270.57 0.92 345.57 36098.4848 37484.69 0.86 344.57 33353.0441 34725.76 0.80 343.57 30634.5659 31993.81 0.73 342.57 27943.0501 29288.81 0.67 Bottom 341.57 25278.4969 26610.77 0.61 389854.79 8.95 Combined Retention Volume Provided Basin Capacity Provided APPENDIX D CITY OF BAKERSFIELD STORM DRAIN STANDARDS APPENDIX E PRELIMINARY SOILS REPORT