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HomeMy WebLinkAboutTract 7262 Phases 1-5 Drainage Study 2 Table of Contents 1.0 PURPOSE ............................................................................................................... 3 2.0 GUIDELINES .......................................................................................................... 3 3.0 DESIGN APPROACH ............................................................................................. 3 4.0 CONCLUSION AND RECOMMENDATIONS .......................................................... 5 Soil Map .................................................................................................. back of report Hydrology Calculations ........................................................................... back of report Inlet Sizing Calculations .......................................................................... back of report Hydraulic Calculations and Pipe Profiles ................................................. back of report Basin Exhibit ............................................................................ sleeve in back of report Reference (Drainage Exhibit) ................................................... sleeve in back of report 3 1.0 PURPOSE The purpose for this drainage study is as follows: 1. To provide a storm drainage system in accordance with the City of Bakersfield requirements and guidelines. 2. To provide an economical and reasonable design for storm drain conveyance and disposal facilities. 2.0 GUIDELINES The following design standards were used in the development of this study: 1. Initial times to concentration (roof to gutter) are 15 minutes for R-1 Development. 2. Approximately +14% of the site is Soil Group A – Granoso sandy loam, overblown, 0 to 2 percent slopes and the remaining area is Soil Group A - Kimberlina fine sandy loam. 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. 0.38 - R-1, 7,500 S.F. B. 0.39 - R-1, 7,125 S.F. C. 0.40 - R-1, 6,750 S.F. D. 0.83 - Pavement with landscaping 3. Rainfall intensity curves used are those shown on Plate D-1 of the City of Bakersfield, Subdivision & Engineering Manual. 4. Sub-areas using multiple run-off coefficients are given a weighted average based on the area relative to each coefficient. 3.0 DESIGN APPROACH The contributing areas to the retention basin are all zoned residential and pavement with landscaping 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 Reliance Drive 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 Reliance Drive, to the north by Panama Lane, to the south by Phase 6 of Tract 7262, and to the west by Tract 7261 that takes storm drain runoff into the Basin Drainage Area. There will be two separate watersheds tributary to the proposed sump with one north of the 34” High Pressure PG&E Gas line (centerline of Wind Wolfs Lane) and the other south of this line up to the Phase 5 & 6 boundary. The northern watershed will be designated numerically and shall discharge into the basin off of Wind Wolfs Lane. Drainage Areas 1, 2, and 3 (CB #1, CB #2, & CB #3) will discharge into catch basins located at the T-intersection of Beartooth Pass Court and Freemont Pass Drive. Catch Basin #4 will collect the discharge produced by a portion of Reliance Drive (Area 4). Drainage Area 6 has its own weighted coefficient value from portions of Reliance Drive and the residential lots. Drainage Areas 5 will discharge Catch Basin #5 located at the T-intersection of Finley Park Street and Glacier Bay Street. Two catch basins (CB #6 & CB #7) will be located south of the bend on Glacier Bay Street which will collect the discharge produced by Area 6 and Area 7. Drainage Area 8 consists of a few residential lots south of the gas line and discharge into CB-8. The retention basin area consists of the residential lots and the two adjoining streets. 4 Berkshire Road, Reliance Drive, and the future residential lots for Tract 7262 (Phases 6–8) & Future Tract 7263 (Area Southwest of King Creek Street – Refer to the Overall Watershed Exhibit) will discharge its runoff into the future storm drain system, part of a separate study. This future stretch of Berkshire Road and Reliance Drive will include landscaping integrated with the sidewalk areas thus 0.83 runoff coefficient. The future drainage areas to the south of Elis Creek Way (Phases 6–8) will be 7,125 sq ft lot sizes and based on the tentative tract map. The point of connection for this future system will tie into the 24” RCP stub (Pipe H) on Elis Creek Way. The southern watershed will be designated alphabetically and shall discharge into the basin at the end of Bristol Spring Avenue cul-de-sac. Drainage Areas A, B, and C (CB #19, CB #20, & CB #21) will discharge catch basins located at the T-intersection of Linden Tree Avenue and Oyster Creek Way. Drainage Area D & F has its own weighted coefficient value from portions of Reliance Drive and the residential lots. Drainage Areas D, E, and F will discharge catch basins (CB #16, CB #17, & CB #18) located at the T-intersection of Emerald Green Avenue and Irish Bend Drive. Two catch basins (CB #11 & CB #12) will be located at the intersection of Walnut Creek Street and Bandelier Drive which will collect the discharge produced by Area G and Area H. Drainage Areas I, J, and K (CB #13, CB #14, & CB #15) will discharge catch basins located at the T-intersection of Walnut Creek Street and Bristol Spring Avenue. The off-site residential areas to the east of Tract 7262 (Future Tract 7263 - Area Southwest of King Creek Street) was established using tentative layout from the developer. This portion is light blue on the Overall Watershed Exhibit and will be analyzed as part of a separate drainage study that estimated using 6,750 sq ft lot sizes. The purpose provides a conservative estimate for the amount of potential runoff entering the proposed separate storm drain system along Reliance Drive and a reasonable volume entering the retention basin on Tract 7262. 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 retention basin, just south of the 34” High Pressure PG&E Gas line, will handle all of the discharge from Tract 7262 and Future Tract 7263(Area Southwest of King Creek Street). This basin will be built to handle all future development since Tract 7262 (Phases 5-7) and Future Tract 7263(Area Southwest of King Creek Street) will be part of a separate improvement plan set and drainage study. The required sump capacity for this sump is Tract 7262 (Phases 1-5) is 2.87 acre-feet (AF) plus the additional 3.46 AF from future developments. The required basin volume was calculated using the City of Bakersfield sump volume equation (V=0.15 x Ʃ (CxA)). This basin will be built to accommodate the future runoff from Tentative Tract 6536 (Area Southwest of King Creek Street) via a 24” RCP on the easterly side of the sump. The total contributing areas equal 100.04 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 volumes are shown below and on the Basin Exhibit. Area Acres Coefficient C x A TRACT 7262 (PHASES 1–5) R-1, 7500 SF 41.16 0.38 15.64 R-1, 6750 SF 5.33 0.40 2.13 Reliance Drive 1.60 0.83 1.33 TOTAL Ʃ(CXA) = 19.10 5 VOLUME REQUIRED (AF) = 2.87 TRACT 7262 (PHASES 6–8) & TRACT 7263 (AREA SOUTHWEST OF KING CREEK STREET) R-1, 7500 SF 0.61 0.38 0.23 R-1, 7125 SF 25.06 0.39 9.77 R-1, 6750 SF 20.38 0.40 8.15 Reliance Drive 5.90 0.83 4.90 TOTAL Ʃ(CXA) = 23.05 TRACTS 7262 & 7263 Ʃ(CXA) = 3.46 TOTAL (AC) 100.04 VOLUME REQUIRED (AF) = 6.33 The rational method for the 10-year event was performed using Autodesk Storm and Sanitary Analysis 2020. 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 discharge in each pipe segment 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. 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, 24” RCP, and 30” RCP. 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 designed basin that allows for the expansion to the adjacent northerly tract. The basin will have a total design water depth of 8.0’ with a minimum of 1’ of freeboard. The basin will be able to store 6.77 AF of water. The depth of the basin is 14.5 deep (top of sump to bottom) with a water surface of 348.0’. The required volume for Tract 7262 and Future Tract 7263 (Area Southwest of King Creek Street) is 6.33 AF which has an excess volume of 0.44 AF. SOIL MAP HYDROLOGY CALCULATIONS CITY OF BAKERSFIELD RATIONAL METHOD (In accordance with City of Bakersfield Standards)TABLE OF RUNOFF COEFFICIENTS R-1, 6000 SF 0.42 R-1, 6750 SF 0.40 JOB TITLE:Tract 7262 R-1, 7125 SF 0.39 DATE:Jan-21 R-1, 7500 SF 0.38 R-1, 8750 SF 0.36 Rational Values:R-1, 10000 SF 0.34 Event: 10 YEAR Values: 5, 10, 50 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 w/ Landscape 0.83 Pavement, drives & roofs 0.95 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 0.38 1.19 2.39 20.72 666 2.75 0.41% 1.08 60 1.94 20.72 15 5.72 3.13 PIPE 10 15 0.61 0.41 18 21.13 AREA 2 0.38 1.29 2.30 18.84 449 1.87 0.42% 1.12 60 1.95 18.84 15 3.84 3.17 PIPE 9 25 0.64 0.66 18 19.50 PIPE 8 0.38 1.17 4.69 43 2.09 1.18 21.13 0.60 18 21.73 AREA 3 0.44 1.33 3.66 18.10 321 0.81 0.25% 2.15 60 1.73 18.10 15 3.10 4.14 PIPE 11 25 1.22 0.34 18 18.44 PIPE 7 0.41 1.15 8.35 290 3.90 2.21 21.73 2.19 18 23.92 PIPE 6 0.41 1.07 8.35 92 3.64 2.06 23.92 0.74 18 24.67 AREA 4 0.83 1.05 1.02 24.67 888 0.68 0.08% 0.89 60 1.53 24.67 15 9.67 3.15 PIPE 14 7 0.50 0.23 18 24.90 PIPE 13 0.83 1.04 1.02 312 0.88 0.50 24.90 10.46 18 35.36 PIPE 12 0.83 0.80 1.02 163 0.68 0.39 35.36 7.06 18 42.42 Tc CALCULATIONS Tract 7262 R-3, R-4, M-H Hydrology_10_yr - REV.xls McIntosh Associates 2001 Wheelan Ct Bakersfield, CA 93309 10 yr Calc Tract 7262 (Phase 1-5) 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 7262 PIPE 5 0.45 1.05 9.37 43 4.44 2.51 24.67 0.28 18 24.95 AREA 5 0.44 1.44 0.78 16.10 107 0.73 0.68% 0.50 60 1.62 16.10 15 1.10 2.32 PIPE 15 15 0.28 0.88 18 16.98 PIPE 4 0.45 1.04 10.15 367 4.76 2.70 24.95 2.27 18 27.22 PIPE 3 0.45 0.97 10.15 87 4.47 2.53 27.22 0.57 18 27.79 AREA 6 0.38 1.32 1.85 18.19 381 2.03 0.53% 0.93 60 1.99 18.19 15 3.19 2.91 PIPE 17 25 0.53 0.79 18 18.98 AREA 7 0.38 1.34 2.58 17.89 368 1.93 0.52% 1.31 60 2.12 17.89 15 2.89 3.21 PIPE 16 23 0.74 0.52 18 18.41 PIPE 2 0.43 0.96 14.58 160 6.02 3.41 27.79 0.78 18 28.58 AREA 8 0.40 1.32 1.33 18.32 295 0.74 0.25% 0.70 60 1.48 18.32 15 3.32 2.98 PIPE 1 0.43 0.94 15.91 64 6.40 3.62 28.58 0.29 18 28.87 Future Phases 0.44 0.97 28.61 27.54 1505 3.66 0.24% 12.01 60 2.00 27.54 15 12.54 PIPE H 0.44 0.97 28.61 145 12.01 3.82 27.54 0.63 24 28.17 PIPE G 0.44 0.95 28.61 182 11.81 3.76 28.17 0.81 24 28.98 AREA A 0.38 1.13 3.56 22.16 806 2.78 0.34% 1.53 60 1.88 22.16 15 7.16 3.50 PIPE I 28 0.87 0.53 18 22.69 PIPE F 0.43 0.93 32.17 43 12.83 4.08 28.98 0.17 24 29.15 AREA B 0.38 1.10 2.39 22.92 786 2.44 0.31% 1.00 60 1.65 22.92 15 7.92 3.18 PIPE J 15 0.57 0.44 18 23.36 Hydrology_10_yr - REV.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 7262 AREA C 0.38 1.33 3.03 18.13 408 2.90 0.71% 1.53 60 2.17 18.13 15 3.13 3.35 PIPE K 25 0.86 0.48 18 18.61 PIPE E 0.42 0.93 37.59 237 14.68 4.67 29.15 0.85 24 30.00 PIPE D 0.42 0.91 37.59 182 14.38 2.93 30.00 1.04 30 31.04 AREA D 0.39 1.16 2.88 21.35 660 2.03 0.31% 1.30 60 1.73 21.35 15 6.35 3.44 PIPE S 28 0.73 0.63 18 21.98 PIPE C 0.42 0.88 40.47 43 15.02 3.06 31.04 0.23 30 31.27 AREA E 0.38 1.29 1.80 18.77 367 1.06 0.29% 0.88 60 1.62 18.77 15 3.77 3.08 PIPE U 25 0.50 0.83 18 19.60 AREA F 0.39 1.20 3.19 20.51 589 1.73 0.29% 1.50 60 1.78 20.51 15 5.51 3.61 PIPE V 15 0.85 0.29 18 20.80 PIPE B 0.42 0.88 45.46 227 16.64 3.39 31.27 1.12 30 32.39 AREA G 0.38 1.21 2.13 20.12 589 2.38 0.40% 0.98 60 1.92 20.12 15 5.12 3.06 PIPE P 15 0.56 0.45 18 20.57 AREA H 0.38 1.16 6.53 21.34 784 2.81 0.36% 2.88 60 2.06 21.34 15 6.34 4.24 PIPE O 25 1.63 0.26 18 21.60 PIPE N 0.38 1.15 8.66 280 3.79 2.15 21.60 2.17 18 23.77 AREA I 0.38 1.32 2.93 18.23 418 2.14 0.51% 1.47 60 2.16 18.23 15 3.23 3.31 PIPE Q 15 0.83 0.30 18 18.53 AREA J 0.38 1.31 2.01 18.49 429 2.25 0.52% 1.00 60 2.05 18.49 15 3.49 3.00 PIPE R 25 0.56 0.74 18 19.23 Hydrology_10_yr - REV.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 7262PIPE M 0.38 1.07 13.60 53 5.55 3.14 23.77 0.28 18 24.05 AREA K 0.38 1.37 1.73 17.32 265 1.06 0.40% 0.90 60 1.90 17.32 15 2.32 3.00 PIPE T 18 0.51 0.59 18 17.91 PIPE L 0.38 1.07 15.33 249 6.21 3.51 24.05 1.18 18 25.23 PIPE A 0.41 0.86 60.79 268 21.21 4.32 32.39 1.03 30 33.42 Hydrology_10_yr - REV.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® Civil 3D® by Autodesk, Inc.Friday, Jul 24 2020 CB-1: Drainage Area 1> 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) = 0.0830 Slope, Sx (ft/ft) = 0.020 Local Depr (in) = 2.00 Gutter Width (ft) = 2.00 Gutter Slope (%) = -0- Gutter n-value = -0- Calculations Compute by: Known Q Q (cfs) = 1.08 Highlighted Q Total (cfs) = 1.08 Q Capt (cfs) = 1.08 Q Bypass (cfs) = -0- Depth at Inlet (in) = 3.96 Efficiency (%) = 100 Gutter Spread (ft) = 8.17 Gutter Vel (ft/s) = -0- Bypass Spread (ft) = -0- Bypass Depth (in) = -0- Inlet Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Friday, Jul 24 2020 CB-2: Drainage Area 2> 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) = 0.083 Slope, Sx (ft/ft) = 0.020 Local Depr (in) = 2.00 Gutter Width (ft) = 2.00 Gutter Slope (%) = -0- Gutter n-value = -0- Calculations Compute by: Known Q Q (cfs) = 0.84 Highlighted Q Total (cfs) = 0.84 Q Capt (cfs) = 0.84 Q Bypass (cfs) = -0- Depth at Inlet (in) = 3.66 Efficiency (%) = 100 Gutter Spread (ft) = 6.91 Gutter Vel (ft/s) = -0- Bypass Spread (ft) = -0- Bypass Depth (in) = -0- Inlet Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Friday, Jul 24 2020 CB-3: Drainage Area 3> 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) = 0.083 Slope, Sx (ft/ft) = 0.020 Local Depr (in) = 2.00 Gutter Width (ft) = 2.00 Gutter Slope (%) = -0- Gutter n-value = -0- Calculations Compute by: Known Q Q (cfs) = 1.71 Highlighted Q Total (cfs) = 1.71 Q Capt (cfs) = 1.71 Q Bypass (cfs) = -0- Depth at Inlet (in) = 4.66 Efficiency (%) = 100 Gutter Spread (ft) = 11.10 Gutter Vel (ft/s) = -0- Bypass Spread (ft) = -0- Bypass Depth (in) = -0- Inlet Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Friday, Jul 24 2020 CB-4: Drainage Area 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) = 0.083 Slope, Sx (ft/ft) = 0.020 Local Depr (in) = 2.00 Gutter Width (ft) = 2.00 Gutter Slope (%) = -0- Gutter n-value = -0- Calculations Compute by: Known Q Q (cfs) = 0.90 Highlighted Q Total (cfs) = 0.90 Q Capt (cfs) = 0.90 Q Bypass (cfs) = -0- Depth at Inlet (in) = 3.74 Efficiency (%) = 100 Gutter Spread (ft) = 7.23 Gutter Vel (ft/s) = -0- Bypass Spread (ft) = -0- Bypass Depth (in) = -0- Inlet Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Friday, Jul 24 2020 CB-5: Drainage Area 5> 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) = 0.083 Slope, Sx (ft/ft) = 0.020 Local Depr (in) = 2.00 Gutter Width (ft) = 2.00 Gutter Slope (%) = -0- Gutter n-value = -0- Calculations Compute by: Known Q Q (cfs) = 0.32 Highlighted Q Total (cfs) = 0.32 Q Capt (cfs) = 0.32 Q Bypass (cfs) = -0- Depth at Inlet (in) = 2.87 Efficiency (%) = 100 Gutter Spread (ft) = 3.63 Gutter Vel (ft/s) = -0- Bypass Spread (ft) = -0- Bypass Depth (in) = -0- Inlet Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Friday, Jul 24 2020 CB-6: Drainage Area 6> 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) = 0.083 Slope, Sx (ft/ft) = 0.020 Local Depr (in) = 2.00 Gutter Width (ft) = 2.00 Gutter Slope (%) = -0- Gutter n-value = -0- Calculations Compute by: Known Q Q (cfs) = 0.81 Highlighted Q Total (cfs) = 0.81 Q Capt (cfs) = 0.81 Q Bypass (cfs) = -0- Depth at Inlet (in) = 3.62 Efficiency (%) = 100 Gutter Spread (ft) = 6.74 Gutter Vel (ft/s) = -0- Bypass Spread (ft) = -0- Bypass Depth (in) = -0- Inlet Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Friday, Jul 24 2020 CB-7: Drainage Area 7> 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) = 0.0830 Slope, Sx (ft/ft) = 0.020 Local Depr (in) = 2.00 Gutter Width (ft) = 2.00 Gutter Slope (%) = -0- Gutter n-value = -0- Calculations Compute by: Known Q Q (cfs) = 0.54 Highlighted Q Total (cfs) = 0.54 Q Capt (cfs) = 0.54 Q Bypass (cfs) = -0- Depth at Inlet (in) = 3.23 Efficiency (%) = 100 Gutter Spread (ft) = 5.15 Gutter Vel (ft/s) = -0- Bypass Spread (ft) = -0- Bypass Depth (in) = -0- Inlet Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Friday, Jul 24 2020 CB-8: Drainage Area 8> 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) = 0.0830 Slope, Sx (ft/ft) = 0.020 Local Depr (in) = 2.00 Gutter Width (ft) = 2.00 Gutter Slope (%) = -0- Gutter n-value = -0- Calculations Compute by: Known Q Q (cfs) = 0.80 Highlighted Q Total (cfs) = 0.80 Q Capt (cfs) = 0.80 Q Bypass (cfs) = -0- Depth at Inlet (in) = 3.61 Efficiency (%) = 100 Gutter Spread (ft) = 6.69 Gutter Vel (ft/s) = -0- Bypass Spread (ft) = -0- Bypass Depth (in) = -0- Inlet Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Friday, Jul 24 2020 CB-9: Drainage Area 9> 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) = 0.0830 Slope, Sx (ft/ft) = 0.020 Local Depr (in) = 2.00 Gutter Width (ft) = 2.00 Gutter Slope (%) = -0- Gutter n-value = -0- Calculations Compute by: Known Q Q (cfs) = 1.18 Highlighted Q Total (cfs) = 1.18 Q Capt (cfs) = 1.18 Q Bypass (cfs) = -0- Depth at Inlet (in) = 4.08 Efficiency (%) = 100 Gutter Spread (ft) = 8.67 Gutter Vel (ft/s) = -0- Bypass Spread (ft) = -0- Bypass Depth (in) = -0- Inlet Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Friday, Jul 24 2020 CB-10: Drainage Area 10> 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) = 0.0830 Slope, Sx (ft/ft) = 0.020 Local Depr (in) = 2.00 Gutter Width (ft) = 2.00 Gutter Slope (%) = -0- Gutter n-value = -0- Calculations Compute by: Known Q Q (cfs) = 0.89 Highlighted Q Total (cfs) = 0.89 Q Capt (cfs) = 0.89 Q Bypass (cfs) = -0- Depth at Inlet (in) = 3.72 Efficiency (%) = 100 Gutter Spread (ft) = 7.18 Gutter Vel (ft/s) = -0- Bypass Spread (ft) = -0- Bypass Depth (in) = -0- Inlet Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Friday, Jul 24 2020 CB-21: Drainage Area A> 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) = 0.083 Slope, Sx (ft/ft) = 0.020 Local Depr (in) = 2.00 Gutter Width (ft) = 2.00 Gutter Slope (%) = -0- Gutter n-value = -0- Calculations Compute by: Known Q Q (cfs) = 1.53 Highlighted Q Total (cfs) = 1.53 Q Capt (cfs) = 1.53 Q Bypass (cfs) = -0- Depth at Inlet (in) = 4.47 Efficiency (%) = 100 Gutter Spread (ft) = 10.31 Gutter Vel (ft/s) = -0- Bypass Spread (ft) = -0- Bypass Depth (in) = -0- Inlet Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Friday, Jul 24 2020 CB-19: Drainage Area B> 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) = 0.083 Slope, Sx (ft/ft) = 0.020 Local Depr (in) = 2.00 Gutter Width (ft) = 2.00 Gutter Slope (%) = -0- Gutter n-value = -0- Calculations Compute by: Known Q Q (cfs) = 1.00 Highlighted Q Total (cfs) = 1.00 Q Capt (cfs) = 1.00 Q Bypass (cfs) = -0- Depth at Inlet (in) = 3.86 Efficiency (%) = 100 Gutter Spread (ft) = 7.76 Gutter Vel (ft/s) = -0- Bypass Spread (ft) = -0- Bypass Depth (in) = -0- Inlet Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Friday, Jul 24 2020 CB-20: Drainage Area C> 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) = 0.083 Slope, Sx (ft/ft) = 0.020 Local Depr (in) = 2.00 Gutter Width (ft) = 2.00 Gutter Slope (%) = -0- Gutter n-value = -0- Calculations Compute by: Known Q Q (cfs) = 1.53 Highlighted Q Total (cfs) = 1.53 Q Capt (cfs) = 1.53 Q Bypass (cfs) = -0- Depth at Inlet (in) = 4.47 Efficiency (%) = 100 Gutter Spread (ft) = 10.31 Gutter Vel (ft/s) = -0- Bypass Spread (ft) = -0- Bypass Depth (in) = -0- Inlet Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Friday, Jul 24 2020 CB-18: Drainage Area D> 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) = 0.0830 Slope, Sx (ft/ft) = 0.020 Local Depr (in) = 2.00 Gutter Width (ft) = 2.00 Gutter Slope (%) = -0- Gutter n-value = -0- Calculations Compute by: Known Q Q (cfs) = 1.30 Highlighted Q Total (cfs) = 1.30 Q Capt (cfs) = 1.30 Q Bypass (cfs) = -0- Depth at Inlet (in) = 4.22 Efficiency (%) = 100 Gutter Spread (ft) = 9.25 Gutter Vel (ft/s) = -0- Bypass Spread (ft) = -0- Bypass Depth (in) = -0- Inlet Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Friday, Jul 24 2020 CB-16: Drainage Area E> 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) = 0.083 Slope, Sx (ft/ft) = 0.020 Local Depr (in) = 2.00 Gutter Width (ft) = 2.00 Gutter Slope (%) = -0- Gutter n-value = -0- Calculations Compute by: Known Q Q (cfs) = 0.88 Highlighted Q Total (cfs) = 0.88 Q Capt (cfs) = 0.88 Q Bypass (cfs) = -0- Depth at Inlet (in) = 3.71 Efficiency (%) = 100 Gutter Spread (ft) = 7.13 Gutter Vel (ft/s) = -0- Bypass Spread (ft) = -0- Bypass Depth (in) = -0- Inlet Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Friday, Jul 24 2020 CB-17: Drainage Area F> 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) = 0.083 Slope, Sx (ft/ft) = 0.020 Local Depr (in) = 2.00 Gutter Width (ft) = 2.00 Gutter Slope (%) = -0- Gutter n-value = -0- Calculations Compute by: Known Q Q (cfs) = 1.50 Highlighted Q Total (cfs) = 1.50 Q Capt (cfs) = 1.50 Q Bypass (cfs) = -0- Depth at Inlet (in) = 4.44 Efficiency (%) = 100 Gutter Spread (ft) = 10.17 Gutter Vel (ft/s) = -0- Bypass Spread (ft) = -0- Bypass Depth (in) = -0- Inlet Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Friday, Jul 24 2020 CB-12: Drainage Area G> 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) = 0.083 Slope, Sx (ft/ft) = 0.020 Local Depr (in) = 2.00 Gutter Width (ft) = 2.00 Gutter Slope (%) = -0- Gutter n-value = -0- Calculations Compute by: Known Q Q (cfs) = 0.98 Highlighted Q Total (cfs) = 0.98 Q Capt (cfs) = 0.98 Q Bypass (cfs) = -0- Depth at Inlet (in) = 3.84 Efficiency (%) = 100 Gutter Spread (ft) = 7.66 Gutter Vel (ft/s) = -0- Bypass Spread (ft) = -0- Bypass Depth (in) = -0- Inlet Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Friday, Jul 24 2020 CB-11: Drainage Area H> 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) = 0.083 Slope, Sx (ft/ft) = 0.020 Local Depr (in) = 2.00 Gutter Width (ft) = 2.00 Gutter Slope (%) = -0- Gutter n-value = -0- Calculations Compute by: Known Q Q (cfs) = 2.88 Highlighted Q Total (cfs) = 2.88 Q Capt (cfs) = 2.88 Q Bypass (cfs) = -0- Depth at Inlet (in) = 5.77 Efficiency (%) = 100 Gutter Spread (ft) = 15.72 Gutter Vel (ft/s) = -0- Bypass Spread (ft) = -0- Bypass Depth (in) = -0- Inlet Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Friday, Jul 24 2020 CB-13: Drainage Area I> 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) = 0.083 Slope, Sx (ft/ft) = 0.020 Local Depr (in) = 2.00 Gutter Width (ft) = 2.00 Gutter Slope (%) = -0- Gutter n-value = -0- Calculations Compute by: Known Q Q (cfs) = 1.47 Highlighted Q Total (cfs) = 1.47 Q Capt (cfs) = 1.47 Q Bypass (cfs) = -0- Depth at Inlet (in) = 4.41 Efficiency (%) = 100 Gutter Spread (ft) = 10.03 Gutter Vel (ft/s) = -0- Bypass Spread (ft) = -0- Bypass Depth (in) = -0- Inlet Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Friday, Jul 24 2020 CB-14: Drainage Area J > 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) = 0.0830 Slope, Sx (ft/ft) = 0.020 Local Depr (in) = 2.00 Gutter Width (ft) = 2.00 Gutter Slope (%) = -0- Gutter n-value = -0- Calculations Compute by: Known Q Q (cfs) = 1.00 Highlighted Q Total (cfs) = 1.00 Q Capt (cfs) = 1.00 Q Bypass (cfs) = -0- Depth at Inlet (in) = 3.86 Efficiency (%) = 100 Gutter Spread (ft) = 7.76 Gutter Vel (ft/s) = -0- Bypass Spread (ft) = -0- Bypass Depth (in) = -0- Inlet Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Friday, Jul 24 2020 CB-15: Drainage Area K> 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) = 0.0830 Slope, Sx (ft/ft) = 0.020 Local Depr (in) = 2.00 Gutter Width (ft) = 2.00 Gutter Slope (%) = -0- Gutter n-value = -0- Calculations Compute by: Known Q Q (cfs) = 0.90 Highlighted Q Total (cfs) = 0.90 Q Capt (cfs) = 0.90 Q Bypass (cfs) = -0- Depth at Inlet (in) = 3.74 Efficiency (%) = 100 Gutter Spread (ft) = 7.23 Gutter Vel (ft/s) = -0- Bypass Spread (ft) = -0- Bypass Depth (in) = -0- HYDRAULIC CALCULATIONS AND PIPE PROFILES TRACT 7262 [ Phase 1-5 ] 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 Down Up (ft)(in)(cfs)(ft/s)Full (cfs)(ft)(ft)(ft/s)(ft)(ft)(%)(ft) PIPE 1 64.06 18 6.40 3.62 3.71 340.67 344.00 3.62 0.20 344.20 0.372 340.75 PIPE 2 160.26 18 6.02 3.41 3.52 340.75 344.39 3.41 0.18 344.57 0.329 340.93 PIPE 3 86.94 18 4.47 2.53 3.90 340.93 345.10 2.53 0.10 345.20 0.181 341.05 PIPE 4 367.37 18 4.76 2.69 3.47 341.05 345.33 2.69 0.11 345.44 0.206 341.45 PIPE 5 42.75 18 4.44 2.51 3.59 341.45 346.20 2.51 0.10 346.29 0.179 341.50 PIPE 6 91.66 18 3.64 2.06 3.47 341.50 346.37 2.06 0.07 346.44 0.120 341.60 PIPE 7 290.00 18 3.90 2.21 3.65 341.60 346.55 2.21 0.08 346.62 0.138 341.95 PIPE 8 42.75 18 2.09 1.19 3.59 341.95 347.02 1.19 0.02 347.04 0.040 342.00 PIPE 9 25.00 18 1.12 0.63 3.64 342.00 347.06 0.63 0.01 347.07 0.011 342.03 PIPE 10 15.00 18 1.08 0.62 3.83 342.00 347.06 0.62 0.01 347.07 0.011 342.02 PIPE 11 25.06 18 2.15 1.22 3.63 341.95 347.02 1.22 0.02 347.05 0.042 341.98 PIPE 12 163.18 18 0.68 0.40 3.49 341.50 346.37 0.40 0.00 346.37 0.004 341.68 PIPE 13 312.29 18 0.88 0.51 3.52 341.68 346.38 0.51 0.00 346.38 0.007 342.03 PIPE 14 6.98 18 0.89 0.51 3.98 342.03 346.41 0.51 0.00 346.41 0.007 342.04 PIPE 15 15.00 18 0.50 0.28 3.83 341.45 346.20 0.28 0.00 346.20 0.002 341.47 PIPE 16 23.08 18 1.31 0.74 3.79 340.93 345.10 0.74 0.01 345.10 0.016 340.96 PIPE 17 25.00 18 0.93 0.53 3.64 340.93 345.10 0.53 0.00 345.10 0.008 340.96 Pipe HGL Highest Grnd/Rim Cover Velocity Velocity EGL Sf Sf Energy J-Loss Minor No. Up Allowable Elev. Up Up Up Head Up Up Up Avg. Loss Coeff Loss (ft)Invert (ft)(ft)(ft/s)(ft)(ft)(%)(%)(ft)(ft) PIPE 1 344.24 342.74 354.38 12.13 3.62 0.20 344.44 0.371 0.372 0.238 0.74 0.15 PIPE 2 344.92 343.42 353.78 11.35 3.41 0.18 345.10 0.329 0.329 0.527 1 0.18 PIPE 3 345.25 343.75 354.08 11.53 2.53 0.10 345.35 0.181 0.181 0.158 0.74 0.07 PIPE 4 346.08 344.58 354.01 11.06 2.69 0.11 346.20 0.205 0.206 0.755 1 0.11 PIPE 5 346.27 344.77 353.64 10.64 2.51 0.10 346.37 0.179 0.179 0.076 1 0.1 PIPE 6 346.48 344.98 353.26 10.16 2.06 0.07 346.55 0.120 0.120 0.110 1 0.07 PIPE 7 346.95 345.45 352.93 9.48 2.21 0.08 347.02 0.138 0.138 0.400 1 0.08 PIPE 8 347.04 345.54 352.80 9.30 1.19 0.02 347.06 0.040 0.040 0.017 1 0.02 PIPE 9 347.06 345.56 352.30 8.77 0.63 0.01 347.07 0.011 0.011 0.003 1 0.01 PIPE 10 347.06 345.56 352.30 8.78 0.62 0.01 347.07 0.011 0.011 0.002 1 0.01 PIPE 11 347.03 345.53 352.43 8.95 1.22 0.02 347.06 0.042 0.042 0.011 1 0.02 PIPE 12 346.38 344.88 356.00 12.82 0.40 0.00 346.38 0.004 0.004 0.007 1 0 PIPE 13 346.4 344.90 354.27 10.74 0.51 0.00 346.41 0.007 0.007 0.023 1 0 PIPE 14 346.41 344.91 353.95 10.41 0.51 0.00 346.41 0.007 0.007 0.001 1 0 PIPE 15 346.2 344.70 353.55 10.58 0.28 0.00 346.20 0.002 0.002 0.000 1 0 PIPE 16 345.1 343.60 353.09 10.63 0.74 0.01 345.11 0.016 0.016 0.004 1 0.01 PIPE 17 345.1 343.60 353.09 10.63 0.53 0.00 345.10 0.008 0.008 0.002 1 0 PIPE 1SUMPCB-8 GLACIER BAY STREETPIPE 2PIPE 3PIPE 4PIPE 5PIPE 6CB-8MANHOLEMANHOLEUPSTREAMMANHOLEMANHOLEMANHOLE PIPE 7DOWNSTREAMMANHOLEUPSTREAMMANHOLE DOWNSTREAMMANHOLEUPSTREAMMANHOLEPIPE 8 PIPE 9CB-2DOWNSTREAMMANHOLE PIPE 10DOWNSTREAMMANHOLECB-1 PIPE 11DOWNSTREAMMANHOLECB-3 PIPE 12DOWNSTREAMMANHOLEUPSTREAMMANHOLE RELIANCE DRIVEPIPE 13PIPE 14DOWNSTREAMMANHOLEMANHOLECB-4 PIPE 15DOWNSTREAMMANHOLECB-5 PIPE 16MANHOLECB-7 PIPE 17CB-6MANHOLE TRACT 7262 [ Phase 1-5 ] HYDRAULIC CALCULATIONS (OUTPUT) Pipe Pipe Pipe Flow Avg. Capacity Invert HGL Velocity Velocity EGL Sf Invert No. Length Size Rate Velocity Flowing Full Down Down Down Head Down Down Down Up (ft)(in)(cfs)(ft/s)(cfs)(ft)(ft)(ft/s)(ft)(ft)(%)(ft) PIPE A 268.26 30 21.21 4.32 14.38 340.67 344.00 4.32 0.29 344.29 0.268 341.00 PIPE B 227.25 30 16.64 3.39 13.60 341.00 345.01 3.39 0.18 345.19 0.165 341.25 PIPE C 42.75 30 15.02 3.06 14.02 341.25 345.56 3.06 0.15 345.71 0.134 341.30 PIPE D 182.24 30 14.38 2.93 13.59 341.30 345.76 2.93 0.13 345.90 0.123 341.50 PIPE E 237.25 24 14.68 4.67 7.34 341.50 346.12 4.67 0.34 346.46 0.421 341.75 PIPE F 42.75 24 12.83 4.08 7.73 341.75 347.46 4.08 0.26 347.72 0.322 341.80 PIPE G 181.87 24 11.81 3.76 7.50 341.80 347.86 3.76 0.22 348.08 0.273 342.00 PIPE H 145.00 24 12.01 3.82 7.51 342.00 348.57 3.82 0.23 348.80 0.282 342.16 PIPE I 27.68 18 1.53 0.87 4.89 341.80 347.86 0.87 0.01 347.87 0.021 341.86 PIPE J 15.00 18 1.00 0.57 3.83 341.75 347.46 0.57 0.00 347.47 0.009 341.77 PIPE K 25.00 18 1.53 0.87 3.64 341.75 347.46 0.87 0.01 347.47 0.021 341.78 PIPE L 248.97 18 6.21 3.51 3.46 341.00 345.01 3.51 0.19 345.20 0.350 341.27 PIPE M 52.75 18 5.55 3.14 3.54 341.27 346.07 3.14 0.15 346.22 0.279 341.33 PIPE N 280.00 18 3.79 2.14 3.55 341.33 346.37 2.15 0.07 346.44 0.130 341.65 PIPE O 25.00 18 2.88 1.63 3.64 341.65 346.81 1.63 0.04 346.85 0.075 341.68 PIPE P 15.00 18 0.98 0.57 3.84 341.65 346.81 0.57 0.00 346.81 0.009 341.67 PIPE Q 15.00 18 1.47 0.85 3.84 341.33 346.37 0.85 0.01 346.38 0.020 341.35 PIPE R 25.00 18 1.00 0.57 3.64 341.33 346.37 0.57 0.00 346.38 0.009 341.36 PIPE S 27.84 18 1.30 0.74 3.45 341.30 345.76 0.74 0.01 345.77 0.015 341.33 PIPE T 18.04 18 0.90 0.51 3.50 341.27 346.07 0.51 0.00 346.08 0.007 341.29 PIPE U 25.00 18 0.88 0.51 3.64 341.25 345.56 0.51 0.00 345.57 0.007 341.28 PIPE V 15.00 18 1.50 0.85 3.83 341.25 345.56 0.85 0.01 345.57 0.020 341.27 Pipe HGL Highest Grnd/Rim Cover Velocity Velocity EGL Sf Sf Energy J-Loss Minor No. Up Allowable Elev. Up Up Up Head Up Up Up Avg. Loss Coeff Loss (ft)Invert (ft)(ft)(ft/s)(ft)(ft)(%)(%)(ft)(ft) PIPE A 344.72 342.22 353.23 9.73 4.32 0.29 345.01 0.267 0.268 0.718 1 0.29 PIPE B 345.38 342.88 351.71 7.96 3.39 0.18 345.56 0.165 0.165 0.374 1 0.18 PIPE C 345.62 343.12 351.80 8.00 3.06 0.15 345.76 0.134 0.134 0.057 1 0.15 PIPE D 345.99 343.49 352.24 8.24 2.93 0.13 346.12 0.123 0.123 0.224 1 0.13 PIPE E 347.12 345.12 350.42 6.67 4.67 0.34 347.46 0.421 0.421 1.000 1 0.34 PIPE F 347.60 345.60 350.51 6.71 4.08 0.26 347.86 0.322 0.322 0.138 1 0.26 PIPE G 348.35 346.35 351.28 7.28 3.76 0.22 348.57 0.273 0.273 0.496 1 0.22 PIPE H 348.98 346.98 350.71 6.55 3.82 0.23 349.21 0.282 0.282 0.409 1 0.23 PIPE I 347.86 346.36 350.39 7.03 0.87 0.01 347.88 0.021 0.021 0.006 1 0.01 PIPE J 347.46 345.96 350.25 6.98 0.57 0.00 347.47 0.009 0.009 0.001 1 0 PIPE K 347.47 345.97 350.25 6.97 0.87 0.01 347.48 0.021 0.021 0.005 1 0.01 PIPE L 345.88 344.38 352.48 9.71 3.51 0.19 346.07 0.350 0.350 0.871 1 0.19 PIPE M 346.22 344.72 352.21 9.38 3.14 0.15 346.37 0.279 0.279 0.147 1 0.15 PIPE N 346.74 345.24 352.91 9.76 2.14 0.07 346.81 0.130 0.130 0.365 1 0.07 PIPE O 346.83 345.33 352.73 9.55 1.63 0.04 346.87 0.075 0.075 0.019 1 0.04 PIPE P 346.81 345.31 352.73 9.56 0.57 0.00 346.81 0.009 0.009 0.001 1 0 PIPE Q 346.37 344.87 352.21 9.36 0.85 0.01 346.39 0.020 0.020 0.003 1 0.01 PIPE R 346.37 344.87 352.21 9.35 0.57 0.00 346.38 0.009 0.009 0.002 1 0 PIPE S 345.77 344.27 351.71 8.88 0.74 0.01 345.78 0.015 0.015 0.004 1 0.01 PIPE T 346.07 344.57 352.36 9.57 0.51 0.00 346.08 0.007 0.007 0.001 1 0 PIPE U 345.56 344.06 351.53 8.75 0.51 0.00 345.57 0.007 0.007 0.002 1 0 PIPE V 345.56 344.06 351.54 8.77 0.85 0.01 345.58 0.020 0.020 0.003 1 0.01 BRISTOL SPRING AVENUEPIPE APIPE LSUMPUPSTREAMMANHOLEUPSTREAMMANHOLE IRISH BEND DRIVEPIPE BPIPE CSUMPMANHOLEUPSTREAMMANHOLE PIPE DDOWNSTREAMMANHOLEUPSTREAMMANHOLE PIPE FPIPE EOYSTER CREEK WAYDOWNSTREAMMANHOLEUPSTREAMMANHOLEUPSTREAMMANHOLE PIPE GDOWNSTREAMMANHOLEUPSTREAMMANHOLE DOWNSTREAMMANHOLEPIPE HSTUB PIPE IDOWNSTREAMMANHOLECB-21 PIPE JDOWNSTREAMMANHOLECB-19 PIPE KDOWNSTREAMMANHOLECB-20 PIPE MWALNUT CREEK STREETPIPE NDOWNSTREAMMANHOLEMANHOLEUPSTREAMMANHOLE PIPE ODOWNSTREAMMANHOLECB-11 PIPE PDOWNSTREAMMANHOLECB-12 PIPE QDOWNSTREAMMANHOLECB-14 PIPE RDOWNSTREAMMANHOLECB-13 PIPE SDOWNSTREAMMANHOLECB-18 PIPE TDOWNSTREAMMANHOLECB-15 DOWNSTREAMMANHOLECB-16PIPE U DOWNSTREAMMANHOLEPIPE VCB-17 DBASIN EXHIBIT TRACT 7262 and 7263 (Phases 2 & 6, Part of Phase 4) BASIN SIZING CALCULATIONS 1 349.0 348.0 340.0 344.0 8.0 feet Abtm = 30,544 sq ft = 0.70 acres Amid = 36,797 sq ft = 0.84 acres Atop = 43,547 sq ft = 1.00 acres Provided Sump Capacity =295,038 Cu. FT 6.77 AC-FT TABLE OF RUNOFF COEFFICIENTS C x A = TRACT 7263 PHASES 1-5 PHASES 6-8 PHASES 2 & 6 R-1, 6000 SF 0.42 R-1, 6750 SF 0.40 5.33 20.38 10.29 R-1, 7125 SF 0.39 25.06 9.77 R-1, 7500 SF 0.38 41.16 0.61 15.87 R-1, 8750 SF 0.36 R-1, 10000 SF 0.34 R-1, 15000 SF 0.27 R-2 0.55 R-3, R-4, M-H 0.80 Commercial 0.90 Industrial 0.80 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 w/ Landscaping 0.83 1.60 2.94 2.96 6.23 Pavement, drives & roofs 0.95 Lawn-landscape 2% slope 0.17 Lawn-landscape 2-7% slope 0.22 Lawn-landscape 7% slope 0.35 n C x A =42.16 Total 48.09 28.61 23.34 Acres 100.04 Required Sump Capacity = 0.15 x C x A = 0.15 X n C x A =6.33 AC-FT 0.44 AC-FTTotal Difference of Bottom Area of Sump Half Depth Area of Sump Area of Design Water Level Prismoidal Formula: Volume = 1/6 x(Abtm+4Amid+Atop) x D Volume = 1/6 x (0.70+3.38+1.00) x 8.0 = 1/6 x (5.08) x 8.0 Required Sump Capacity TRACT 7262 Depth from Design Water Surface = Provided Sump Capacity Freeboard (ft)=Lowest Inlet Elev = Water Surface Elev =Bottom Basin Elev = Starting HGL Elev = (PHASES 2 & 6, Part of PHASE 4) DRAINAGE EXHIBIT NOTE: TRACT 7263 (SOUTH OF THE GAS LINE) WILL BE PART OF A SEPARATE DRAINAGE STUDY AND STORM DRAIN SYSTEMKING CREEK STREET REFERENCE