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HomeMy WebLinkAboutDrainage Study Tract 7039 Rosedale Ranch24-20000510 07/15/24 24-20000510 07/15/24 2 Table of Contents 1.0 PURPOSE ................................................................................................................. 3 2.0 GUIDELINES ............................................................................................................ 3 3.0 DESIGN APPROACH ............................................................................................... 3 4.0 CONCLUSION AND RECOMMENDATIONS ............................................................ 4 Hydrology Calculations ........................................................................... back of report Hydraulic Calculations and Pipe Profiles ................................................. back of report Reference ................................................................................ sleeve in back of report 24-20000510 07/15/24 3 1.0 PURPOSE The purpose for this drainage study is as follows: 1. To size the pipes for the proposed 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. 3. To supplement the Hydrology Study dated December 2023 which verified the curb capacity & sump size. 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 runoff coefficients used are: · 0.40 - R-1, 6750 SF · 0.55 - R-2 Multi-Family Development · 0.85 - Pavement w/ Landscaping · 0.90 - Commercial 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 Drainage Areas 1, 2, and 3 (CB #1, CB #2, & CB #3) will discharge into catch basins located on Big Leaf Court and at the T-intersection with Saucer Drive. A series of 24” RCP lines (Pipes 10 to 6) along Saucer Drive and Cucumber Tree Street will convey discharge from Drainage Areas 1 to 3 towards the mainline on Rosedale Ranch Parkway. The most upstream end of the proposed storm drain system (Pipe 15) which collects a future discharge from the commercial and R-2 multi-family development (Off-Site Area). This future runoff will confluence at MH-7 with the discharge from Pipe 6 and conveys southerly on Rosedale Ranch Parkway via a 36” RCP” line (Pipe 5). Drainage Areas 4 and 5 will discharge into catch basins (CB #4 & CB #5) located along Rosedale Ranch Parkway, between Cucumber Tree Street and Kobus Street. The cumulative discharge from Area 1-5 and the future off-site will ultimately conveyed towards Kobus Street and MH-9 through a 36” RCP” line (Pipe 4). Drainage Areas 6, 7, and 8 (CB #6, CB #7, & CB #8) will discharge into three catch basins located on Kobus Street and at the T-intersection with Saucer Drive. Two catch basins (CB #9 & CB #10) will be located at the intersection with Norman Gould Drive which will collect the discharge produced by Area 9 and Area 10. The storm drain line (Pipes 16 to 19) along Kobus Street will collect discharge from Drainage Areas 6 to 10 then confluence with the flow in Pipe 4 at MH-9. The discharge from this cumulative area will flow downstream to MH-10 where it will confluence with at the runoff from Drainage Areas 11, 12, & 13. Areas 11 & 12 will discharge into catch basins (CB #11 & CB #12) located at the intersection of Southern Flower Street and Lobner Place. The discharge produced by these Areas will be conveyed through a series of 18” lines (Pipes 33-37) to the end of Water Lily Court cul-de-sac. CB #13 will collect the discharge produced by Area 13 at the cul-de-sac which then confluences with the upstream runoff from Pipe 33. These flows will confluence at MH-10 will convey down Sweetbay Drive to MH-11, through Pipe 2, prior to entering into the sump. CB #14 will collect the discharge produced by Area 14 on Cucumber Tree Street. A future CB will collect the discharge produced by Future Area 15 on the other side of CB #14 which consists of future R2 lots from Tract 7450 on Cucumber Tree Street. The combined discharge from Area 14 and Future Area 15 sends the flow through a series of 18” lines (Pipes 24-27) to MH-24. Drainage Area 16 will 24-20000510 07/15/24 4 consists of portions of Renfro Road & Rosedale Ranch Parkway along with future lots from Tract 7453. This area and Drainage Area 17 will discharge into catch basins (CB #15 & CB #16) located along Sweetbay Drive. This flow confluences with the runoff from Drainage Area 14 at MH-24 then goes towards the sump via Pipe 23. The cumulative runoff of Areas 14-17 is conveyed easterly towards MH-11. This manhole will be the confluence point for the entire watershed discharge and drain directly into the sump through a 42” storm drain line (Pipe 1). The proposed storm drain system was designed handle addition runoff from the future R-2 & Commercial north of the site. A separate drainage study will be submitted along with the grading and improvement plans for this future development. 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 rational method for the 10-year event was performed using Autodesk Storm and Sanitary Analysis 2022. This program routes the flows and calculates the HGL for the system. The program has the ability to calculate the time of concentrations, but it also allows you to enter your own time. The time of concentration was calculated separately and the flow entered into the program. A spreadsheet similar to the curb capacity spreadsheet was used to determine the initial 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 4.5’ above the basin bottom (390.50). 4.0 CONCLUSION AND RECOMMENDATIONS The flows from the 10-year event were calculated and routed. All the pipes in this system were sized to be 18” RCP, 24” RCP, 30” RCP, 36” RCP, and 42” RCP. The HGL is not less than 0.5’ below the existing grade at any proposed manhole and catch basin. An addendum may be necessary to accurately reflect any future proposed grading and improvement plan set. 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. 24-20000510 07/15/24 HYDROLOGY CALCULATIONS 24-20000510 07/15/24 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 7039 R-1, 6750 SF 0.4 DATE:Dec-23 R-1, 7500 SF 0.38 R-1, 10000 SF 0.34 Rational Values:R-1, 15000 SF 0.27 Event:10 YEAR Values: 5, 10, 50 R-2 0.55 M.A.P.6 in./yr. Values: 6, 10, 15, 20, 25, 30 Commercial 0.9 Water Well Site 0.1 Curve Values Parks 0.15 a: 2.38 I=a+bTc (Tc<20min.)Grasslands, Type A Soil 0.15 b: -0.058 Grasslands, Type B Soil 0.25 P60: 0.550 I=K1*(6.02*Tc)^(0.17*LN(p60/K1)Grasslands, Type C Soil 0.35 K1: 40.00 (Tc>=20min.)Grasslands, Type D Soil 0.45 Pavement with Landscaping 0.9 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. AREA 1 0.40 1.35 2.09 17.81 329 1.25 0.38% 1.12 60 1.95 17.81 15 2.81 3.17 PIPE 12 13 0.64 0.35 18 18.16 AREA 2 0.40 1.36 1.80 17.53 291 1.24 0.43% 0.98 60 1.92 17.53 15 2.53 3.06 PIPE 13 27 0.55 0.80 18 18.33 PIPE 11 0.40 1.32 3.89 48 2.05 0.65 18.33 1.23 24 19.56 AREA 3 0.41 1.34 2.83 17.94 384 1.84 0.48% 1.54 60 2.18 17.94 15 2.94 3.36 PIPE 14 20 0.87 0.38 18 18.32 PIPE 10 0.40 1.24 6.72 274 3.37 1.07 19.56 4.25 24 23.81 PIPE 9 0.40 1.07 6.72 99 2.91 0.93 23.81 1.78 24 25.59 PIPE 8 0.40 1.02 6.72 73 2.76 0.88 25.59 1.38 24 26.97 PIPE 7 0.40 0.98 6.72 142 2.66 0.85 26.97 2.80 24 29.77 PIPE 6 0.40 0.91 6.72 145 2.47 0.79 29.77 3.07 24 32.84 Tc CALCULATIONS Tract 7039 REV Hydrology-10_yr.xls McIntosh Associates 10800 Stockdale Hwy, Suite 103 Bakersfield, CA 93311 10 yr Calc 24-20000510 07/15/24 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. OFFSITE AREA 0.74 0.97 45.13 27.50 1000 4 0.40% 32.05 60 1.90 27.50 10 7.507 PIPE 15 210 4.53 0.77 36 28.27 PIPE 5 0.69 0.85 51.85 187 30.47 4.31 32.84 0.72 36 33.56 AREA 4 0.85 1.10 1.33 22.94 762 1.08 0.14% 1.25 60 1.60 22.94 15 7.94 3.49 PIPE 30 29 0.71 0.69 18 23.63 AREA 5 0.85 1.23 1.14 19.86 463 1.03 0.22% 1.19 60 1.59 19.86 15 4.86 3.43 PIPE 29 35 0.67 0.88 18 20.74 PIPE 4 0.70 0.84 54.32 374 31.74 4.49 33.56 1.39 36 34.95 AREA 6 0.40 1.19 4.38 20.65 647 2.09 0.32% 2.09 60 1.91 20.65 15 5.65 4.05 PIPE 21 69 1.18 0.97 18 21.62 AREA 7 0.40 1.27 2.66 19.15 434 1.33 0.31% 1.35 60 1.74 19.15 15 4.15 3.48 PIPE 20 15 0.76 0.34 18 19.49 AREA 8 0.40 1.25 2.92 19.49 545 2.33 0.43% 1.46 60 2.02 19.49 15 4.49 3.41 PIPE 22 25 0.82 0.51 18 20.00 PIPE 19 0.40 1.15 9.96 260 4.59 2.60 21.62 1.67 18 23.29 AREA 9 0.40 1.42 1.04 16.56 136 0.43 0.32% 0.59 60 1.46 16.56 15 1.56 2.76 PIPE 32 15 0.33 0.77 18 17.33 AREA 10 0.56 1.35 3.11 17.71 385 1.78 0.46% 2.36 60 2.37 17.71 15 2.71 3.91 PIPE 31 25 1.34 0.32 18 18.03 PIPE 18 0.44 1.09 14.11 66 6.70 3.79 23.29 0.29 18 23.58 PIPE 17 0.44 1.08 14.11 154 6.64 3.76 23.58 0.68 18 24.26 REV Hydrology-10_yr.xls McIntosh Associates 10800 Stockdale Hwy, Suite 103 Bakersfield, CA 93311 10 yr Calc 24-20000510 07/15/24 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. PIPE 16 0.44 1.06 14.11 69 6.51 3.68 24.26 0.31 18 24.57 PIPE 3 0.64 0.81 68.43 439 35.81 5.07 34.95 1.44 36 36.39 AREA 11 0.40 1.31 1.14 18.40 283 0.76 0.27% 0.60 60 1.39 18.40 15 3.40 2.85 PIPE 40 15 0.34 0.76 18 19.16 AREA 12 0.64 1.44 1.98 16.26 128 0.32 0.25% 1.83 60 1.70 16.26 15 1.26 4.01 PIPE 39 25 1.03 0.41 18 16.67 PIPE 38 0.55 1.27 3.12 205 2.19 1.24 19.16 2.76 18 21.92 PIPE 37 0.55 1.14 3.12 82 1.97 1.12 21.92 1.23 18 23.15 PIPE 36 0.55 1.10 3.12 47 1.89 1.07 23.15 0.74 18 23.88 PIPE 35 0.55 1.07 3.12 125 1.85 1.05 23.88 1.98 18 25.86 PIPE 34 0.55 1.01 3.12 58 1.75 0.99 25.86 0.98 18 26.84 AREA 13 0.49 1.17 5.43 21.09 760 2.58 0.34% 3.09 60 2.08 21.09 15 6.09 4.32 PIPE 33 0.51 0.98 8.55 86 4.29 2.43 26.84 0.59 18 27.43 PIPE 2 0.63 0.79 76.98 147 38.20 5.40 36.39 0.45 36 36.85 AREA 14 0.40 1.22 2.77 19.89 475 0.90 0.19% 1.36 60 1.62 19.89 15 4.89 3.59 PIPE 27 11 0.77 0.24 18 20.13 FUTURE AREA 15 0.55 1.26 1.78 19.29 410 0.90 0.22% 1.23 60 1.59 19.29 15 4.29 3.47 PIPE 28 30 0.70 0.72 18 20.01 PIPE 26 0.46 1.22 4.55 180 2.54 1.44 20.01 2.09 18 22.09 REV Hydrology-10_yr.xls McIntosh Associates 10800 Stockdale Hwy, Suite 103 Bakersfield, CA 93311 10 yr Calc 24-20000510 07/15/24 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. PIPE 25 0.46 1.13 4.55 465 2.37 1.34 22.09 5.79 18 27.88 PIPE 24 0.46 0.96 4.55 135 2.00 1.13 27.88 2.00 18 29.88 FUTURE AREA 16A 0.55 1.34 0.94 17.83 275 1.00 0.36% 0.69 60 1.62 17.83 15 2.83 2.79 AREA 16B 0.85 1.80 1.15 10.00 776 3.55 0.46% 1.76 60 2.23 10.00 0 5.81 3.51 AREA 16 (Total) 0.72 1.34 2.09 17.83 2.01 60 17.83 4.08 PIPE 42 9 0.39 0.38 18 18.21 AREA 17 0.42 1.41 1.77 16.73 213 1.20 0.56% 1.04 60 2.06 16.73 15 1.73 3.03 PIPE 41 32 0.59 0.90 18 17.63 PIPE 23 0.51 0.91 8.41 206 3.93 2.22 29.88 1.55 18 31.43 PIPE 1 0.62 0.78 85.39 57 41.23 4.29 36.85 0.22 42 37.07 REV Hydrology-10_yr.xls McIntosh Associates 10800 Stockdale Hwy, Suite 103 Bakersfield, CA 93311 10 yr Calc 24-20000510 07/15/24 HYDRAULIC CALCULATIONS AND PIPE PROFILES 24-20000510 07/15/24 TRACT 7039 HYDRAULIC CALCULATIONS (OUTPUT) Pipe Pipe Pipe Flow Avg. Capacity Invert HGL Velocity Velocity EGL Sf Invert No. Length Size Rate Velocity Flowing Down Down Down Head Down Down Up (ft) (in) (cfs) (ft/s) Full (cfs) (ft) (ft) (ft/s) Down (ft) (ft) (%) (ft) PIPE 1 56.765 42 41.23 4.29 29.86 341.00 345.00 4.29 0.29 345.29 0.168 341.05 PIPE 2 146.64 36 38.20 5.40 19.86 341.05 345.38 5.41 0.45 345.84 0.328 341.18 PIPE 3 439.17 36 35.81 5.07 21.82 341.18 346.32 5.07 0.40 346.72 0.288 341.65 PIPE 4 374.12 36 31.74 4.49 21.81 341.65 347.98 4.49 0.31 348.30 0.227 342.05 PIPE 5 187.32 36 30.47 4.32 21.79 342.05 349.14 4.32 0.29 349.43 0.209 342.25 PIPE 6 144.69 24 2.47 0.80 9.40 346.50 349.83 0.80 0.01 349.84 0.012 346.75 PIPE 7 141.83 24 2.66 0.85 7.36 346.75 349.85 0.85 0.01 349.86 0.014 346.90 PIPE 8 73.00 24 2.76 0.88 8.37 346.90 349.88 0.88 0.01 349.89 0.015 347.00 PIPE 9 98.93 24 2.91 0.93 8.81 347.00 349.89 0.93 0.01 349.91 0.017 347.15 PIPE 10 273.56 24 3.37 1.07 8.09 347.15 349.92 1.07 0.02 349.93 0.022 347.50 PIPE 11 47.93 24 2.05 0.65 8.64 347.50 349.99 0.65 0.01 350.00 0.008 347.57 PIPE 12 13.41 18 1.12 0.63 4.97 347.57 350.00 0.63 0.01 350.01 0.011 347.60 PIPE 13 26.72 18 0.98 0.57 3.52 347.57 350.00 0.57 0.00 350.01 0.009 347.60 PIPE 14 19.70 18 1.54 0.87 4.10 347.75 349.99 0.87 0.01 350.01 0.022 347.78 PIPE 15 209.75 36 32.05 4.53 23.03 344.50 349.83 4.54 0.32 350.15 0.231 344.75 PIPE 16 69.14 18 6.51 3.68 3.99 347.80 349.30 3.68 0.21 349.51 0.383 347.90 PIPE 17 154.15 18 6.64 3.76 3.78 347.90 349.66 3.76 0.22 349.88 0.400 348.10 PIPE 18 65.88 18 6.70 3.79 4.09 348.10 350.37 3.79 0.22 350.59 0.407 348.20 PIPE 19 260.00 18 4.59 2.60 3.57 348.20 350.86 2.60 0.11 350.97 0.192 348.50 PIPE 20 15.42 18 1.35 0.76 4.63 348.50 351.47 0.76 0.01 351.48 0.017 348.53 PIPE 21 68.57 18 2.09 1.19 4.01 348.50 351.47 1.19 0.02 351.49 0.040 348.60 PIPE 22 25.42 18 1.46 0.83 3.61 348.50 351.47 0.83 0.01 351.48 0.019 348.53 PIPE 23 206.35 18 3.93 2.29 3.66 346.60 347.99 2.29 0.08 348.08 0.121 346.85 PIPE 24 135.45 18 2.00 1.16 3.49 346.85 348.33 1.14 0.02 348.35 0.033 347.00 PIPE 25 465.05 18 2.37 1.60 3.77 347.00 348.38 1.39 0.03 348.41 0.044 347.60 PIPE 26 180.03 18 2.54 1.89 3.41 347.60 348.69 1.85 0.05 348.74 0.076 347.79 PIPE 27 11.08 18 1.36 0.99 4.46 347.79 348.89 0.98 0.01 348.90 0.021 347.81 PIPE 28 30.00 18 1.23 0.91 4.70 347.79 348.89 0.89 0.01 348.90 0.017 347.85 PIPE 29 35.46 18 1.19 1.96 3.94 349.95 350.52 1.96 0.06 350.58 0.141 350.00 PIPE 30 29.38 18 1.25 2.12 4.33 349.75 350.30 2.12 0.07 350.37 0.170 349.80 PIPE 31 25.42 18 2.36 1.34 3.61 349.08 350.86 1.34 0.03 350.89 0.051 349.11 PIPE 32 15.42 18 0.59 0.34 3.78 349.08 350.86 0.34 0.00 350.86 0.003 349.10 PIPE 33 86.01 18 4.29 3.14 17.17 343.20 346.32 2.43 0.09 346.41 0.168 345.50 PIPE 34 57.90 18 1.75 4.80 16.90 346.50 346.83 6.18 0.18 347.01 0 348.00 PIPE 35 124.56 18 1.85 3.55 11.79 348.00 348.50 3.62 0.19 348.69 0 349.57 PIPE 36 47.29 18 1.89 2.37 4.32 349.57 350.27 2.36 0.09 350.35 0.169 349.65 PIPE 37 82.24 18 1.97 2.12 3.66 349.65 350.44 2.12 0.07 350.51 0.122 349.75 PIPE 38 205.27 18 2.19 2.17 3.66 349.75 350.59 2.17 0.07 350.66 0.122 350.00 PIPE 39 25.42 18 1.83 2.05 3.61 350.37 351.13 2.05 0.07 351.19 0.118 350.40 PIPE 40 15.42 18 0.60 1.08 4.63 350.37 350.91 1.04 0.02 350.93 0.042 350.40 PIPE 41 31.83 18 1.04 1.80 3.72 349.00 349.54 1.80 0.05 349.59 0.125 349.04 PIPE 42 9.00 18 2.01 2.05 3.50 349.00 349.81 2.05 0.07 349.88 0.111 349.01 24-20000510 07/15/24 TRACT 7039 HYDRAULIC CALCULATIONS (OUTPUT) Pipe HGL Grnd/Rim Cover Velocity Velocity EGL Sf Sf Energy J-Loss Minor No. Up Elev. Up Up Up Head Up Up Up Avg. Loss Coeff Loss (ft) (ft) (ft) (ft/s) (ft) (ft) (%) (%) (ft) (ft) PIPE 1 345.10 354.65 10.10 4.29 0.29 345.38 0.17 0.17 0.10 1.00 0.29 PIPE 2 345.86 356.37 12.19 5.40 0.45 346.32 0.33 0.33 0.48 1.00 0.45 PIPE 3 347.58 355.56 10.91 5.07 0.40 347.98 0.29 0.29 1.27 1.00 0.40 PIPE 4 348.83 354.93 9.88 4.49 0.31 349.14 0.23 0.23 0.85 1.00 0.31 PIPE 5 349.54 355.42 10.17 4.31 0.29 349.83 0.21 0.21 0.39 1.00 0.29 PIPE 6 349.84 354.66 5.91 0.80 0.01 349.85 0.01 0.01 0.02 0.52 0.01 PIPE 7 349.87 354.35 5.45 0.85 0.01 349.88 0.01 0.01 0.02 1.00 0.01 PIPE 8 349.89 354.06 5.06 0.88 0.01 349.90 0.02 0.02 0.01 0.30 0.00 PIPE 9 349.91 353.63 4.48 0.93 0.01 349.92 0.02 0.02 0.02 0.38 0.01 PIPE 10 349.98 352.74 3.24 1.07 0.02 349.99 0.02 0.02 0.06 1.00 0.02 PIPE 11 350.00 352.49 2.92 0.65 0.01 350.00 0.01 0.01 0.00 1.00 0.01 PIPE 12 350.01 352.11 3.01 0.63 0.01 350.01 0.01 0.01 0.00 1.00 0.01 PIPE 13 350.01 352.10 3.00 0.57 0.00 350.01 0.01 0.01 0.00 1.00 0.00 PIPE 14 350.00 352.27 2.99 0.87 0.01 350.01 0.02 0.02 0.00 1.00 0.01 PIPE 15 350.31 355.25 7.50 4.53 0.32 350.63 0.23 0.23 0.48 1.00 0.32 PIPE 16 349.57 355.17 5.77 3.68 0.21 349.78 0.38 0.38 0.27 0.45 0.09 PIPE 17 350.28 354.36 4.76 3.76 0.22 350.50 0.40 0.40 0.62 0.43 0.09 PIPE 18 350.64 354.06 4.36 3.79 0.22 350.86 0.41 0.41 0.27 1.00 0.22 PIPE 19 351.36 353.49 3.49 2.60 0.11 351.47 0.19 0.19 0.50 1.00 0.11 PIPE 20 351.47 353.10 3.07 0.76 0.01 351.48 0.02 0.02 0.00 1.00 0.01 PIPE 21 351.49 353.10 3.00 1.19 0.02 351.52 0.04 0.04 0.03 1.00 0.02 PIPE 22 351.47 353.03 3.00 0.83 0.01 351.48 0.02 0.02 0.01 1.00 0.01 PIPE 23 348.25 353.88 5.53 2.29 0.08 348.33 0.12 0.12 0.25 1.00 0.08 PIPE 24 348.37 354.20 5.70 1.18 0.02 348.39 0.03 0.03 0.04 0.51 0.01 PIPE 25 348.64 354.17 5.07 1.82 0.05 348.69 0.08 0.06 0.28 1.00 0.05 PIPE 26 348.83 352.72 3.43 1.94 0.06 348.89 0.09 0.08 0.15 1.00 0.06 PIPE 27 348.89 352.30 2.99 1.00 0.02 348.91 0.02 0.02 0.00 1.00 0.02 PIPE 28 348.89 352.30 2.95 0.94 0.01 348.91 0.02 0.02 0.01 1.00 0.01 PIPE 29 350.57 354.50 3.00 1.96 0.06 350.63 0.14 0.14 0.05 1.00 0.06 PIPE 30 350.35 354.30 3.00 2.12 0.07 350.42 0.17 0.17 0.05 1.00 0.07 PIPE 31 350.88 353.61 3.00 1.34 0.03 350.90 0.05 0.05 0.01 1.00 0.03 PIPE 32 350.86 353.61 3.01 0.34 0.00 350.86 0.00 0.00 0.00 1.00 0.00 PIPE 33 346.41 353.67 6.67 3.85 0.23 346.64 0.36 0.27 0.23 0.51 0.12 PIPE 34 348.50 354.29 4.79 3.42 0.18 348.68 0.00 0.00 0.00 0.89 z n/a PIPE 35 350.08 354.63 3.56 3.48 0.19 350.27 0.00 0.00 0.00 0.53 z n/a PIPE 36 350.35 354.79 3.64 2.37 0.09 350.43 0.17 0.17 0.08 0.83 0.07 PIPE 37 350.54 354.94 3.69 2.11 0.07 350.61 0.12 0.12 0.10 0.19 0.01 PIPE 38 350.84 355.36 3.86 2.16 0.07 350.91 0.12 0.12 0.25 1.00 0.07 PIPE 39 351.16 354.90 3.00 2.05 0.07 351.22 0.12 0.12 0.03 1.00 0.07 PIPE 40 350.92 354.90 3.00 1.11 0.02 350.94 0.05 0.05 0.01 1.00 0.02 PIPE 41 349.58 353.55 3.01 1.80 0.05 349.63 0.13 0.13 0.04 1.00 0.05 PIPE 42 349.83 353.55 3.04 2.05 0.07 349.89 0.111 0.111 0.01 1 0.07 Notes: j-Line contains hyd. jump; z-Zero Junction Loss 24-20000510 07/15/24 PIPE 1SUMPMH-1124-20000510 07/15/24 PIPE 2MH-11MH-1024-20000510 07/15/24 PIPE 3 PIPE 4 PIPE 5 PIPE 15MH-10MH-9MH-8MH-7STUB24-20000510 07/15/24 PIPE 6 PIPE 7MH-6MH-7MH-524-20000510 07/15/24 PIPE 8 PIPE 9 PIPE 10MH-5MH-4MH-3MH-224-20000510 07/15/24 PIPE 11MH-2MH-124-20000510 07/15/24 PIPE 12MH-1CB-124-20000510 07/15/24 PIPE 13MH-1CB-224-20000510 07/15/24 PIPE 14MH-2CB-324-20000510 07/15/24 PIPE 16 PIPE 198 PIPE 17 PIPE 18 PIPE 21MH-9MH-20MH-19MH-18MH-17CB-624-20000510 07/15/24 PIPE 20MH-17CB-724-20000510 07/15/24 PIPE 22MH-7CB-824-20000510 07/15/24 PIPE 23 PIPE 24MH-11MH-23MH-2424-20000510 07/15/24 PIPE 25MH-23MH-2224-20000510 07/15/24 PIPE 26MH-22MH-2124-20000510 07/15/24 PIPE 27MH-21CB-1424-20000510 07/15/24 MH-21PIPE 28CFUTURE CB24-20000510 07/15/24 PIPE 29MH-8CB-524-20000510 07/15/24 MH-8CB-4PIPE 3024-20000510 07/15/24 PIPE 31MH-18CB-1024-20000510 07/15/24 PIPE 32MH-18CB-924-20000510 07/15/24 PIPE 33 PIPE 34 PIPE 35 PIPE 36 PIPE 37 PIPE 38 MH-10CB-13MH-16MH-15MH-14MH-13MH-1224-20000510 07/15/24 PIPE 39MH-12CB-1224-20000510 07/15/24 PIPE 40MH-12CB-1124-20000510 07/15/24 PIPE 41MH-8MH-24CB-15124-20000510 07/15/24 MH-8 MH-24CB-165PIPE 4224-20000510 07/15/24 DRAINAGE EXHIBIT 24-20000510 07/15/24 NEW GEN ENGINEERING GROUPSTUBBED FOR THE FUTURE REFER TO APPROVED GRADING PLANS FOR DETAILS 24-20000510 07/15/24 NEW GEN ENGINEERING GROUP24-20000510 07/15/24 24-20000510 07/15/24 2 Table of Contents 1.0 PURPOSE ................................................................................................................. 3 2.0 GUIDELINES ............................................................................................................ 3 3.0 DESIGN APPROACH ............................................................................................... 3 4.0 CONCLUSION AND RECOMMENDATIONS ............................................................ 4 Hydrology Calculations ........................................................................... back of report Hydraulic Calculations and Pipe Profiles ................................................. back of report Reference ................................................................................ sleeve in back of report 24-20000510 07/15/24 3 1.0 PURPOSE The purpose for this drainage study is as follows: 1. To size the pipes for the proposed 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. 3. To supplement the Hydrology Study dated December 2023 which verified the curb capacity & sump size. 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 runoff coefficients used are: · 0.40 - R-1, 6750 SF · 0.55 - R-2 Multi-Family Development · 0.85 - Pavement w/ Landscaping · 0.90 - Commercial 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 Drainage Areas 1, 2, and 3 (CB #1, CB #2, & CB #3) will discharge into catch basins located on Big Leaf Court and at the T-intersection with Saucer Drive. A series of 24” RCP lines (Pipes 10 to 6) along Saucer Drive and Cucumber Tree Street will convey discharge from Drainage Areas 1 to 3 towards the mainline on Rosedale Ranch Parkway. The most upstream end of the proposed storm drain system (Pipe 15) which collects a future discharge from the commercial and R-2 multi-family development (Off-Site Area). This future runoff will confluence at MH-7 with the discharge from Pipe 6 and conveys southerly on Rosedale Ranch Parkway via a 36” RCP” line (Pipe 5). Drainage Areas 4 and 5 will discharge into catch basins (CB #4 & CB #5) located along Rosedale Ranch Parkway, between Cucumber Tree Street and Kobus Street. The cumulative discharge from Area 1-5 and the future off-site will ultimately conveyed towards Kobus Street and MH-9 through a 36” RCP” line (Pipe 4). Drainage Areas 6, 7, and 8 (CB #6, CB #7, & CB #8) will discharge into three catch basins located on Kobus Street and at the T-intersection with Saucer Drive. Two catch basins (CB #9 & CB #10) will be located at the intersection with Norman Gould Drive which will collect the discharge produced by Area 9 and Area 10. The storm drain line (Pipes 16 to 19) along Kobus Street will collect discharge from Drainage Areas 6 to 10 then confluence with the flow in Pipe 4 at MH-9. The discharge from this cumulative area will flow downstream to MH-10 where it will confluence with at the runoff from Drainage Areas 11, 12, & 13. Areas 11 & 12 will discharge into catch basins (CB #11 & CB #12) located at the intersection of Southern Flower Street and Lobner Place. The discharge produced by these Areas will be conveyed through a series of 18” lines (Pipes 33-37) to the end of Water Lily Court cul-de-sac. CB #13 will collect the discharge produced by Area 13 at the cul-de-sac which then confluences with the upstream runoff from Pipe 33. These flows will confluence at MH-10 will convey down Sweetbay Drive to MH-11, through Pipe 2, prior to entering into the sump. CB #14 will collect the discharge produced by Area 14 on Cucumber Tree Street. A future CB will collect the discharge produced by Future Area 15 on the other side of CB #14 which consists of future R2 lots from Tract 7450 on Cucumber Tree Street. The combined discharge from Area 14 and Future Area 15 sends the flow through a series of 18” lines (Pipes 24-27) to MH-24. Drainage Area 16 will 24-20000510 07/15/24 4 consists of portions of Renfro Road & Rosedale Ranch Parkway along with future lots from Tract 7453. This area and Drainage Area 17 will discharge into catch basins (CB #15 & CB #16) located along Sweetbay Drive. This flow confluences with the runoff from Drainage Area 14 at MH-24 then goes towards the sump via Pipe 23. The cumulative runoff of Areas 14-17 is conveyed easterly towards MH-11. This manhole will be the confluence point for the entire watershed discharge and drain directly into the sump through a 42” storm drain line (Pipe 1). The proposed storm drain system was designed handle addition runoff from the future R-2 & Commercial north of the site. A separate drainage study will be submitted along with the grading and improvement plans for this future development. 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 rational method for the 10-year event was performed using Autodesk Storm and Sanitary Analysis 2022. This program routes the flows and calculates the HGL for the system. The program has the ability to calculate the time of concentrations, but it also allows you to enter your own time. The time of concentration was calculated separately and the flow entered into the program. A spreadsheet similar to the curb capacity spreadsheet was used to determine the initial 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 4.5’ above the basin bottom (390.50). 4.0 CONCLUSION AND RECOMMENDATIONS The flows from the 10-year event were calculated and routed. All the pipes in this system were sized to be 18” RCP, 24” RCP, 30” RCP, 36” RCP, and 42” RCP. The HGL is not less than 0.5’ below the existing grade at any proposed manhole and catch basin. An addendum may be necessary to accurately reflect any future proposed grading and improvement plan set. 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. 24-20000510 07/15/24 HYDROLOGY CALCULATIONS 24-20000510 07/15/24 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 7039 R-1, 6750 SF 0.4 DATE:Dec-23 R-1, 7500 SF 0.38 R-1, 10000 SF 0.34 Rational Values:R-1, 15000 SF 0.27 Event:10 YEAR Values: 5, 10, 50 R-2 0.55 M.A.P.6 in./yr. Values: 6, 10, 15, 20, 25, 30 Commercial 0.9 Water Well Site 0.1 Curve Values Parks 0.15 a: 2.38 I=a+bTc (Tc<20min.)Grasslands, Type A Soil 0.15 b: -0.058 Grasslands, Type B Soil 0.25 P60: 0.550 I=K1*(6.02*Tc)^(0.17*LN(p60/K1)Grasslands, Type C Soil 0.35 K1: 40.00 (Tc>=20min.)Grasslands, Type D Soil 0.45 Pavement with Landscaping 0.9 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. AREA 1 0.40 1.35 2.09 17.81 329 1.25 0.38% 1.12 60 1.95 17.81 15 2.81 3.17 PIPE 12 13 0.64 0.35 18 18.16 AREA 2 0.40 1.36 1.80 17.53 291 1.24 0.43% 0.98 60 1.92 17.53 15 2.53 3.06 PIPE 13 27 0.55 0.80 18 18.33 PIPE 11 0.40 1.32 3.89 48 2.05 0.65 18.33 1.23 24 19.56 AREA 3 0.41 1.34 2.83 17.94 384 1.84 0.48% 1.54 60 2.18 17.94 15 2.94 3.36 PIPE 14 20 0.87 0.38 18 18.32 PIPE 10 0.40 1.24 6.72 274 3.37 1.07 19.56 4.25 24 23.81 PIPE 9 0.40 1.07 6.72 99 2.91 0.93 23.81 1.78 24 25.59 PIPE 8 0.40 1.02 6.72 73 2.76 0.88 25.59 1.38 24 26.97 PIPE 7 0.40 0.98 6.72 142 2.66 0.85 26.97 2.80 24 29.77 PIPE 6 0.40 0.91 6.72 145 2.47 0.79 29.77 3.07 24 32.84 Tc CALCULATIONS Tract 7039 REV Hydrology-10_yr.xls McIntosh Associates 10800 Stockdale Hwy, Suite 103 Bakersfield, CA 93311 10 yr Calc 24-20000510 07/15/24 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. OFFSITE AREA 0.74 0.97 45.13 27.50 1000 4 0.40% 32.05 60 1.90 27.50 10 7.507 PIPE 15 210 4.53 0.77 36 28.27 PIPE 5 0.69 0.85 51.85 187 30.47 4.31 32.84 0.72 36 33.56 AREA 4 0.85 1.10 1.33 22.94 762 1.08 0.14% 1.25 60 1.60 22.94 15 7.94 3.49 PIPE 30 29 0.71 0.69 18 23.63 AREA 5 0.85 1.23 1.14 19.86 463 1.03 0.22% 1.19 60 1.59 19.86 15 4.86 3.43 PIPE 29 35 0.67 0.88 18 20.74 PIPE 4 0.70 0.84 54.32 374 31.74 4.49 33.56 1.39 36 34.95 AREA 6 0.40 1.19 4.38 20.65 647 2.09 0.32% 2.09 60 1.91 20.65 15 5.65 4.05 PIPE 21 69 1.18 0.97 18 21.62 AREA 7 0.40 1.27 2.66 19.15 434 1.33 0.31% 1.35 60 1.74 19.15 15 4.15 3.48 PIPE 20 15 0.76 0.34 18 19.49 AREA 8 0.40 1.25 2.92 19.49 545 2.33 0.43% 1.46 60 2.02 19.49 15 4.49 3.41 PIPE 22 25 0.82 0.51 18 20.00 PIPE 19 0.40 1.15 9.96 260 4.59 2.60 21.62 1.67 18 23.29 AREA 9 0.40 1.42 1.04 16.56 136 0.43 0.32% 0.59 60 1.46 16.56 15 1.56 2.76 PIPE 32 15 0.33 0.77 18 17.33 AREA 10 0.56 1.35 3.11 17.71 385 1.78 0.46% 2.36 60 2.37 17.71 15 2.71 3.91 PIPE 31 25 1.34 0.32 18 18.03 PIPE 18 0.44 1.09 14.11 66 6.70 3.79 23.29 0.29 18 23.58 PIPE 17 0.44 1.08 14.11 154 6.64 3.76 23.58 0.68 18 24.26 REV Hydrology-10_yr.xls McIntosh Associates 10800 Stockdale Hwy, Suite 103 Bakersfield, CA 93311 10 yr Calc 24-20000510 07/15/24 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. PIPE 16 0.44 1.06 14.11 69 6.51 3.68 24.26 0.31 18 24.57 PIPE 3 0.64 0.81 68.43 439 35.81 5.07 34.95 1.44 36 36.39 AREA 11 0.40 1.31 1.14 18.40 283 0.76 0.27% 0.60 60 1.39 18.40 15 3.40 2.85 PIPE 40 15 0.34 0.76 18 19.16 AREA 12 0.64 1.44 1.98 16.26 128 0.32 0.25% 1.83 60 1.70 16.26 15 1.26 4.01 PIPE 39 25 1.03 0.41 18 16.67 PIPE 38 0.55 1.27 3.12 205 2.19 1.24 19.16 2.76 18 21.92 PIPE 37 0.55 1.14 3.12 82 1.97 1.12 21.92 1.23 18 23.15 PIPE 36 0.55 1.10 3.12 47 1.89 1.07 23.15 0.74 18 23.88 PIPE 35 0.55 1.07 3.12 125 1.85 1.05 23.88 1.98 18 25.86 PIPE 34 0.55 1.01 3.12 58 1.75 0.99 25.86 0.98 18 26.84 AREA 13 0.49 1.17 5.43 21.09 760 2.58 0.34% 3.09 60 2.08 21.09 15 6.09 4.32 PIPE 33 0.51 0.98 8.55 86 4.29 2.43 26.84 0.59 18 27.43 PIPE 2 0.63 0.79 76.98 147 38.20 5.40 36.39 0.45 36 36.85 AREA 14 0.40 1.22 2.77 19.89 475 0.90 0.19% 1.36 60 1.62 19.89 15 4.89 3.59 PIPE 27 11 0.77 0.24 18 20.13 FUTURE AREA 15 0.55 1.26 1.78 19.29 410 0.90 0.22% 1.23 60 1.59 19.29 15 4.29 3.47 PIPE 28 30 0.70 0.72 18 20.01 PIPE 26 0.46 1.22 4.55 180 2.54 1.44 20.01 2.09 18 22.09 REV Hydrology-10_yr.xls McIntosh Associates 10800 Stockdale Hwy, Suite 103 Bakersfield, CA 93311 10 yr Calc 24-20000510 07/15/24 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. PIPE 25 0.46 1.13 4.55 465 2.37 1.34 22.09 5.79 18 27.88 PIPE 24 0.46 0.96 4.55 135 2.00 1.13 27.88 2.00 18 29.88 FUTURE AREA 16A 0.55 1.34 0.94 17.83 275 1.00 0.36% 0.69 60 1.62 17.83 15 2.83 2.79 AREA 16B 0.85 1.80 1.15 10.00 776 3.55 0.46% 1.76 60 2.23 10.00 0 5.81 3.51 AREA 16 (Total) 0.72 1.34 2.09 17.83 2.01 60 17.83 4.08 PIPE 42 9 0.39 0.38 18 18.21 AREA 17 0.42 1.41 1.77 16.73 213 1.20 0.56% 1.04 60 2.06 16.73 15 1.73 3.03 PIPE 41 32 0.59 0.90 18 17.63 PIPE 23 0.51 0.91 8.41 206 3.93 2.22 29.88 1.55 18 31.43 PIPE 1 0.62 0.78 85.39 57 41.23 4.29 36.85 0.22 42 37.07 REV Hydrology-10_yr.xls McIntosh Associates 10800 Stockdale Hwy, Suite 103 Bakersfield, CA 93311 10 yr Calc 24-20000510 07/15/24 HYDRAULIC CALCULATIONS AND PIPE PROFILES 24-20000510 07/15/24 TRACT 7039 HYDRAULIC CALCULATIONS (OUTPUT) Pipe Pipe Pipe Flow Avg. Capacity Invert HGL Velocity Velocity EGL Sf Invert No. Length Size Rate Velocity Flowing Down Down Down Head Down Down Up (ft) (in) (cfs) (ft/s) Full (cfs) (ft) (ft) (ft/s) Down (ft) (ft) (%) (ft) PIPE 1 56.765 42 41.23 4.29 29.86 341.00 345.00 4.29 0.29 345.29 0.168 341.05 PIPE 2 146.64 36 38.20 5.40 19.86 341.05 345.38 5.41 0.45 345.84 0.328 341.18 PIPE 3 439.17 36 35.81 5.07 21.82 341.18 346.32 5.07 0.40 346.72 0.288 341.65 PIPE 4 374.12 36 31.74 4.49 21.81 341.65 347.98 4.49 0.31 348.30 0.227 342.05 PIPE 5 187.32 36 30.47 4.32 21.79 342.05 349.14 4.32 0.29 349.43 0.209 342.25 PIPE 6 144.69 24 2.47 0.80 9.40 346.50 349.83 0.80 0.01 349.84 0.012 346.75 PIPE 7 141.83 24 2.66 0.85 7.36 346.75 349.85 0.85 0.01 349.86 0.014 346.90 PIPE 8 73.00 24 2.76 0.88 8.37 346.90 349.88 0.88 0.01 349.89 0.015 347.00 PIPE 9 98.93 24 2.91 0.93 8.81 347.00 349.89 0.93 0.01 349.91 0.017 347.15 PIPE 10 273.56 24 3.37 1.07 8.09 347.15 349.92 1.07 0.02 349.93 0.022 347.50 PIPE 11 47.93 24 2.05 0.65 8.64 347.50 349.99 0.65 0.01 350.00 0.008 347.57 PIPE 12 13.41 18 1.12 0.63 4.97 347.57 350.00 0.63 0.01 350.01 0.011 347.60 PIPE 13 26.72 18 0.98 0.57 3.52 347.57 350.00 0.57 0.00 350.01 0.009 347.60 PIPE 14 19.70 18 1.54 0.87 4.10 347.75 349.99 0.87 0.01 350.01 0.022 347.78 PIPE 15 209.75 36 32.05 4.53 23.03 344.50 349.83 4.54 0.32 350.15 0.231 344.75 PIPE 16 69.14 18 6.51 3.68 3.99 347.80 349.30 3.68 0.21 349.51 0.383 347.90 PIPE 17 154.15 18 6.64 3.76 3.78 347.90 349.66 3.76 0.22 349.88 0.400 348.10 PIPE 18 65.88 18 6.70 3.79 4.09 348.10 350.37 3.79 0.22 350.59 0.407 348.20 PIPE 19 260.00 18 4.59 2.60 3.57 348.20 350.86 2.60 0.11 350.97 0.192 348.50 PIPE 20 15.42 18 1.35 0.76 4.63 348.50 351.47 0.76 0.01 351.48 0.017 348.53 PIPE 21 68.57 18 2.09 1.19 4.01 348.50 351.47 1.19 0.02 351.49 0.040 348.60 PIPE 22 25.42 18 1.46 0.83 3.61 348.50 351.47 0.83 0.01 351.48 0.019 348.53 PIPE 23 206.35 18 3.93 2.29 3.66 346.60 347.99 2.29 0.08 348.08 0.121 346.85 PIPE 24 135.45 18 2.00 1.16 3.49 346.85 348.33 1.14 0.02 348.35 0.033 347.00 PIPE 25 465.05 18 2.37 1.60 3.77 347.00 348.38 1.39 0.03 348.41 0.044 347.60 PIPE 26 180.03 18 2.54 1.89 3.41 347.60 348.69 1.85 0.05 348.74 0.076 347.79 PIPE 27 11.08 18 1.36 0.99 4.46 347.79 348.89 0.98 0.01 348.90 0.021 347.81 PIPE 28 30.00 18 1.23 0.91 4.70 347.79 348.89 0.89 0.01 348.90 0.017 347.85 PIPE 29 35.46 18 1.19 1.96 3.94 349.95 350.52 1.96 0.06 350.58 0.141 350.00 PIPE 30 29.38 18 1.25 2.12 4.33 349.75 350.30 2.12 0.07 350.37 0.170 349.80 PIPE 31 25.42 18 2.36 1.34 3.61 349.08 350.86 1.34 0.03 350.89 0.051 349.11 PIPE 32 15.42 18 0.59 0.34 3.78 349.08 350.86 0.34 0.00 350.86 0.003 349.10 PIPE 33 86.01 18 4.29 3.14 17.17 343.20 346.32 2.43 0.09 346.41 0.168 345.50 PIPE 34 57.90 18 1.75 4.80 16.90 346.50 346.83 6.18 0.18 347.01 0 348.00 PIPE 35 124.56 18 1.85 3.55 11.79 348.00 348.50 3.62 0.19 348.69 0 349.57 PIPE 36 47.29 18 1.89 2.37 4.32 349.57 350.27 2.36 0.09 350.35 0.169 349.65 PIPE 37 82.24 18 1.97 2.12 3.66 349.65 350.44 2.12 0.07 350.51 0.122 349.75 PIPE 38 205.27 18 2.19 2.17 3.66 349.75 350.59 2.17 0.07 350.66 0.122 350.00 PIPE 39 25.42 18 1.83 2.05 3.61 350.37 351.13 2.05 0.07 351.19 0.118 350.40 PIPE 40 15.42 18 0.60 1.08 4.63 350.37 350.91 1.04 0.02 350.93 0.042 350.40 PIPE 41 31.83 18 1.04 1.80 3.72 349.00 349.54 1.80 0.05 349.59 0.125 349.04 PIPE 42 9.00 18 2.01 2.05 3.50 349.00 349.81 2.05 0.07 349.88 0.111 349.01 24-20000510 07/15/24 TRACT 7039 HYDRAULIC CALCULATIONS (OUTPUT) Pipe HGL Grnd/Rim Cover Velocity Velocity EGL Sf Sf Energy J-Loss Minor No. Up Elev. Up Up Up Head Up Up Up Avg. Loss Coeff Loss (ft) (ft) (ft) (ft/s) (ft) (ft) (%) (%) (ft) (ft) PIPE 1 345.10 354.65 10.10 4.29 0.29 345.38 0.17 0.17 0.10 1.00 0.29 PIPE 2 345.86 356.37 12.19 5.40 0.45 346.32 0.33 0.33 0.48 1.00 0.45 PIPE 3 347.58 355.56 10.91 5.07 0.40 347.98 0.29 0.29 1.27 1.00 0.40 PIPE 4 348.83 354.93 9.88 4.49 0.31 349.14 0.23 0.23 0.85 1.00 0.31 PIPE 5 349.54 355.42 10.17 4.31 0.29 349.83 0.21 0.21 0.39 1.00 0.29 PIPE 6 349.84 354.66 5.91 0.80 0.01 349.85 0.01 0.01 0.02 0.52 0.01 PIPE 7 349.87 354.35 5.45 0.85 0.01 349.88 0.01 0.01 0.02 1.00 0.01 PIPE 8 349.89 354.06 5.06 0.88 0.01 349.90 0.02 0.02 0.01 0.30 0.00 PIPE 9 349.91 353.63 4.48 0.93 0.01 349.92 0.02 0.02 0.02 0.38 0.01 PIPE 10 349.98 352.74 3.24 1.07 0.02 349.99 0.02 0.02 0.06 1.00 0.02 PIPE 11 350.00 352.49 2.92 0.65 0.01 350.00 0.01 0.01 0.00 1.00 0.01 PIPE 12 350.01 352.11 3.01 0.63 0.01 350.01 0.01 0.01 0.00 1.00 0.01 PIPE 13 350.01 352.10 3.00 0.57 0.00 350.01 0.01 0.01 0.00 1.00 0.00 PIPE 14 350.00 352.27 2.99 0.87 0.01 350.01 0.02 0.02 0.00 1.00 0.01 PIPE 15 350.31 355.25 7.50 4.53 0.32 350.63 0.23 0.23 0.48 1.00 0.32 PIPE 16 349.57 355.17 5.77 3.68 0.21 349.78 0.38 0.38 0.27 0.45 0.09 PIPE 17 350.28 354.36 4.76 3.76 0.22 350.50 0.40 0.40 0.62 0.43 0.09 PIPE 18 350.64 354.06 4.36 3.79 0.22 350.86 0.41 0.41 0.27 1.00 0.22 PIPE 19 351.36 353.49 3.49 2.60 0.11 351.47 0.19 0.19 0.50 1.00 0.11 PIPE 20 351.47 353.10 3.07 0.76 0.01 351.48 0.02 0.02 0.00 1.00 0.01 PIPE 21 351.49 353.10 3.00 1.19 0.02 351.52 0.04 0.04 0.03 1.00 0.02 PIPE 22 351.47 353.03 3.00 0.83 0.01 351.48 0.02 0.02 0.01 1.00 0.01 PIPE 23 348.25 353.88 5.53 2.29 0.08 348.33 0.12 0.12 0.25 1.00 0.08 PIPE 24 348.37 354.20 5.70 1.18 0.02 348.39 0.03 0.03 0.04 0.51 0.01 PIPE 25 348.64 354.17 5.07 1.82 0.05 348.69 0.08 0.06 0.28 1.00 0.05 PIPE 26 348.83 352.72 3.43 1.94 0.06 348.89 0.09 0.08 0.15 1.00 0.06 PIPE 27 348.89 352.30 2.99 1.00 0.02 348.91 0.02 0.02 0.00 1.00 0.02 PIPE 28 348.89 352.30 2.95 0.94 0.01 348.91 0.02 0.02 0.01 1.00 0.01 PIPE 29 350.57 354.50 3.00 1.96 0.06 350.63 0.14 0.14 0.05 1.00 0.06 PIPE 30 350.35 354.30 3.00 2.12 0.07 350.42 0.17 0.17 0.05 1.00 0.07 PIPE 31 350.88 353.61 3.00 1.34 0.03 350.90 0.05 0.05 0.01 1.00 0.03 PIPE 32 350.86 353.61 3.01 0.34 0.00 350.86 0.00 0.00 0.00 1.00 0.00 PIPE 33 346.41 353.67 6.67 3.85 0.23 346.64 0.36 0.27 0.23 0.51 0.12 PIPE 34 348.50 354.29 4.79 3.42 0.18 348.68 0.00 0.00 0.00 0.89 z n/a PIPE 35 350.08 354.63 3.56 3.48 0.19 350.27 0.00 0.00 0.00 0.53 z n/a PIPE 36 350.35 354.79 3.64 2.37 0.09 350.43 0.17 0.17 0.08 0.83 0.07 PIPE 37 350.54 354.94 3.69 2.11 0.07 350.61 0.12 0.12 0.10 0.19 0.01 PIPE 38 350.84 355.36 3.86 2.16 0.07 350.91 0.12 0.12 0.25 1.00 0.07 PIPE 39 351.16 354.90 3.00 2.05 0.07 351.22 0.12 0.12 0.03 1.00 0.07 PIPE 40 350.92 354.90 3.00 1.11 0.02 350.94 0.05 0.05 0.01 1.00 0.02 PIPE 41 349.58 353.55 3.01 1.80 0.05 349.63 0.13 0.13 0.04 1.00 0.05 PIPE 42 349.83 353.55 3.04 2.05 0.07 349.89 0.111 0.111 0.01 1 0.07 Notes: j-Line contains hyd. jump; z-Zero Junction Loss 24-20000510 07/15/24 PIPE 1SUMPMH-1124-20000510 07/15/24 PIPE 2MH-11MH-1024-20000510 07/15/24 PIPE 3 PIPE 4 PIPE 5 PIPE 15MH-10MH-9MH-8MH-7STUB24-20000510 07/15/24 PIPE 6 PIPE 7MH-6MH-7MH-524-20000510 07/15/24 PIPE 8 PIPE 9 PIPE 10MH-5MH-4MH-3MH-224-20000510 07/15/24 PIPE 11MH-2MH-124-20000510 07/15/24 PIPE 12MH-1CB-124-20000510 07/15/24 PIPE 13MH-1CB-224-20000510 07/15/24 PIPE 14MH-2CB-324-20000510 07/15/24 PIPE 16 PIPE 198 PIPE 17 PIPE 18 PIPE 21MH-9MH-20MH-19MH-18MH-17CB-624-20000510 07/15/24 PIPE 20MH-17CB-724-20000510 07/15/24 PIPE 22MH-7CB-824-20000510 07/15/24 PIPE 23 PIPE 24MH-11MH-23MH-2424-20000510 07/15/24 PIPE 25MH-23MH-2224-20000510 07/15/24 PIPE 26MH-22MH-2124-20000510 07/15/24 PIPE 27MH-21CB-1424-20000510 07/15/24 MH-21PIPE 28CFUTURE CB24-20000510 07/15/24 PIPE 29MH-8CB-524-20000510 07/15/24 MH-8CB-4PIPE 3024-20000510 07/15/24 PIPE 31MH-18CB-1024-20000510 07/15/24 PIPE 32MH-18CB-924-20000510 07/15/24 PIPE 33 PIPE 34 PIPE 35 PIPE 36 PIPE 37 PIPE 38 MH-10CB-13MH-16MH-15MH-14MH-13MH-1224-20000510 07/15/24 PIPE 39MH-12CB-1224-20000510 07/15/24 PIPE 40MH-12CB-1124-20000510 07/15/24 PIPE 41MH-8MH-24CB-15124-20000510 07/15/24 MH-8 MH-24CB-165PIPE 4224-20000510 07/15/24 DRAINAGE EXHIBIT 24-20000510 07/15/24 NEW GEN ENGINEERING GROUPSTUBBED FOR THE FUTURE REFER TO APPROVED GRADING PLANS FOR DETAILS 24-20000510 07/15/24 NEW GEN ENGINEERING GROUP24-20000510 07/15/24