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Home My WebLink AboutTract 7300 Revised Drainage StudyAddendum to Tract 7300 Drainage Study 2 Table of Contents 1.0 PURPOSE..................................................................................................................3 2.0 REVISIONS................................................................................................................3 3.0 DESIGN APPROACH .................................................................................................4 4.0 CONCLUSION AND RECOMMENDATIONS.............................................................5 Hydrology Calculations..............................................................................back of report Inlet Sizing Calculations............................................................................back of report Hydraulic Calculations and Pipe Profiles...................................................back of report Basin Exhibit..............................................................................................back of report Drainage Exhibits.......................................................................sleeve in back of report Addendum to Tract 7300 Drainage Study 3 1.0 PURPOSE The purpose for this drainage study is to amend the Approved Drainage Study for Tract No. 7300 (dated August 2016) as follows: 1. To provide a storm drainage system in accordance with the City of Bakersfield requirements and guidelines based on the changes to the flowline elevation changes on Boon Way and Addleston Lane. 2. To provide an economical and reasonable design for storm drain conveyance and disposal facilities based on the changes to the layout around Addlington Drive and Highgate Park Boulevard. 2.0 REVISIONS The following design revisions were applied to this amended study: 1. The RIM and flowline elevations have been lowered due to earthwork balancing per the latest Grading and Improvement Plans for Units 4-7 (Addleston Lane, Boon Way, Morvale Lane, and Delamere Street). 2. The layout has been revised as follows: Hemmingsford Lane renamed to Addleston Lane Hampstead Drive renamed to Boon Way Adding a roundabout at the intersection of Rutherford Park Avenue and Highgate Park Boulevard Extending Rutherford Park Avenue east of Highgate Park Boulevard to Addlington Drive thus removing the landscaping lot and Utica Way Added two catch basins (CB #19 & CB #20) east of the intersection of Rutherford Park Avenue and Addlington Drive Wildeve Way renamed to Utica Way Added two catch basins west of the intersection of Rutherford Park Avenue and Highgate Park Boulevard per the Approved Study for Tract 7354 3. The discharge (31.16 cfs) entering the 36” RCP off of Penley Court was taken from the Approved Drainage Study for Tract 7354 was applied to Pipe 52. The time of concentration from Tract 7354 governed which reduced the flow in the Pipe 1 resulting in a lower HGL at MH-29. 4. The number designation for Drainage Area 18 on the Approved Study was changed to Drainage Area 20 on this study. The reason for this change was to incorporate the drainage of the westerly side of Highgate Park Boulevard from the Approved Drainage Study for Tract 7354. These areas (Offsite Drainage Area 18 & Offsite Drainage Area 19) will drain into two separate catch basins prior to discharging into the Sump. The calculations for these offsite drainage areas were taken from Approved Study 5. The runoff coefficients used for the revised drainage areas are: Drainage Area 14 — (0.43) R-1, 5500 SF; (0.38) R-1, 7500 SF Drainage Area 20 — (0.43) R-1, 5500 SF; (0.40) R-1, 6750 SF; (0.38) R-1, 7500 SF Drainage Area 21 — (0.43) R-1, 5500 SF; (0.38) R-1, 7500 SF Drainage Area 22 — (0.38) R-1, 7500 SF; (0.83) Pvmt w/ Landscaping Drainage Area 23 — (0.83) Pvmt w/ Landscaping These sub-areas have multiple run-off coefficients thus a calculated weighted average will be applied based on the area relative to each coefficient. Addendum to Tract 7300 Drainage Study 4 3.0 DESIGN APPROACH Drainage Areas 12 & 14 and Drainage Areas 20 to 23 were either revised or added tributary acreage based on the updated layout for Tract 7300, Unit 8. The drainage area boundaries were established using the latest grading and improvement plans. Highgate Park Boulevard and Rutherford Park Avenue used a coefficient of 0.83 which takes into account the roadway pavement and landscaping on the median & along the sidewalk areas. The runoff coefficient for each of these areas were revised accordingly by calculating a median runoff coefficient for each drainage area. This approach modeled the new improvements more accurately rather than using one runoff coefficient. Drainage Area 12 will also include an additional six residential lots, which are no less than 7,500 sq. ft in size, from the new cul-de-sac layout thus adding 1.96 acres to the initial 2.48 acres (a total of 4.44 acres). The proposed 24” RCP (Pipe 12) can handle this increases in flow from 3.38 cfs to 4.08 cfs. Drainage Area 14 (CB #14) will decrease in size from 3.33 acres to 2.87 acres since the highpoint has been moved south to the T-intersection of and Rutherford Park Avenue and Addlington Drive. This revision do not affect the drainage system north of Harborough Drive (Pipe 14). Manhole No. 22 confluences Pipe 14 and Pipe 8 into Pipe 7 were 17.88 cfs was conveyed, from the previous study, and now handles 16.77 cfs. The lower discharge in this pipe alleviates any HGL issues when the RIM and flowline elevations was lowered along Addleston Lane and Boon Way. Drainage Areas 20 has increased in size from 1.82 acres to 2.28 acres thus generating 1.19 cfs to CB #18. CB #21 will collect the updated discharge of 1.34 cfs produced by Area 21 which increased in size from 2.29 acres to 2.72 acres. Highgate Park Boulevard and the new part of Rutherford Park Avenue (Area 22 and Area 23) will discharge all of its runoff into two catch basins (CB #19 & CB #22) located adjacent to Addlington Drive. The discharge in Pipe 2b (Pipe 43 from Tract 7354) decreased form 24.74 cfs to 19.39 cfs. Offsite Drainage Area 18 & Offsite Drainage Area 19 are part of the Approved Drainage Study for Tract 7354. Based on that study, the storm drain lines between Highgate Park Boulevard and the retention basin can handle revision made to this tract. All 3.5’ wide catch basins expecting to capture an increase runoff flow was verified to handle new values. The coefficient values are provided in the table below for each area and the calculations for the required & provided volumes are shown also on the Basin Exhibit. The required basin volume was calculated using the City of Bakersfield sump volume equation (V=0.15 x Ʃ (CxA)). Area Acres Coefficient C x A TRACT 7300 R-1, 7500 SF 19.53 0.38 7.42 R-1, 6750 SF 14.06 0.40 5.62 R-1, 5500 SF 16.09 0.43 6.92 Recreation Center 1.82 0.67 1.21 Highgate Park Boulevard & Rutherford Park Avenue 2.49 0.83 2.07 Pavement, drives, and roofs 1.95 0.95 1.85 TRACT 7300 Ʃ(CXA) = 25.09 Tract 7354 & Off-Site Area 121.35 51.73 Future Tract 64.05 24.51 TRACT 7354 & FUTURE TRACT Ʃ(CXA) = 76.24 TRACTS 7300 & OFF-SITE AREA Ʃ(CXA) = 101.33 TOTAL (AC) 241.34 VOLUME REQUIRED (AF) = 15.20 Addendum to Tract 7300 Drainage Study 5 The rational method for the 10-year event was performed using Autodesk Hydraflow Storm Sewer Extension 2014. This program recalculated the HGL based on the new routes for the system. Starting HGL at the basin remained the same at an elevation of 338.50’ which was be 4.5’ above the basin bottom. 4.0 CONCLUSION AND RECOMMENDATIONS The flows from the 10-year event were recalculated and routed. The beginning HGL was estimated to be 4.5’ above the basin bottom at the outlet structure. All the pipes in this system remained the same size with the exception of the newly added lines (Pipes 39 & 40) which was calculated to be an 18” RCPs. The HGL is not less than 0.5’ below the existing and proposed grade at any manhole and catch basin per the latest improvement plans. The revised hydraulic analysis showed the system will work as designed. The Basin Exhibit, part of this study, the existing sump will not be altered and maintain the same configuration as before thus volume provided remains at 15.24 ac.ft. However, when we analyzed the basin with a DWS depth of 9.0-ft., the volume required increased from 15.18 ac-ft to 15.20 ac- ft., which now provides an excess capacity of 0.04 ac.ft. In addition, the same DWS depth still met the required freeboard at the basin and at the lowest inlet in the system. HYDROLOGY CALCULATIONS CITY OF BAKERSFIELD RATIONAL METHOD (In accordance with City of Bakersfield Standards)TABLE OF RUNOFF COEFFICIENTS R-1, 5500 SF 0.43 R-1, 6000 SF 0.42 JOB TITLE:Tract 7300 - INPUT R-1, 6750 SF 0.40 DATE:Jan-20 R-1, 7500 SF 0.38 R-1, 10000 SF 0.34 Rational Values:R-1, 15000 SF 0.27 Event: 10 YEAR Values: 5, 10, 50 R-3, R-4, M-H 0.80 M.A.P. 6 in./yr. Values: 6, 10, 15, 20, 25, 30 Commercial 0.90 Industrial 0.80 Curve Values Parks 0.15 a: 2.38 I=a+bTc (Tc<20min.) Grasslands, Type A Soil 0.15 b: -0.058 Grasslands, Type B Soil 0.25 P60: 0.550 I=K1*(6.02*Tc)^(0.17*LN(p60/K1) Grasslands, Type C Soil 0.35 K1: 40.00 (Tc>=20min.) Grasslands, Type D Soil 0.45 Pavement, drives & roofs 0.95 Recreation Center 0.67 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 1.09 6.62 23.26 886 2.33 0.26%2.89 60 1.79 23.26 15 8.26 4.43 PIPE 26 29.60 1.63 0.30 18 23.56 AREA 2 0.39 1.24 1.65 19.70 510 2.10 0.41%0.80 60 1.81 19.70 15 4.70 2.86 PIPE 25 41.60 0.45 19.70 1.54 18 21.24 AREA 3 0.53 1.16 3.51 21.51 747 2.35 0.31%2.15 60 1.91 21.51 15 6.51 4.08 PIPE 27 39.30 1.22 21.51 0.54 18 22.05 PIPE 24 0.44 1.08 11.78 153.11 5.57 3.15 23.56 0.81 18 24.37 PIPE 23 0.44 1.06 11.78 97.20 5.43 3.08 24.37 0.53 18 24.90 PIPE 22 0.44 1.04 11.78 280.00 5.35 3.03 24.90 1.54 18 26.44 AREA 4 0.42 1.24 2.57 19.59 586 2.90 0.49%1.34 60 2.13 19.59 15 4.59 3.23 PIPE 20 34.27 0.76 19.59 0.75 18 20.34 PIPE 19 0.42 1.20 2.57 95.15 1.30 0.74 20.34 2.16 18 22.50 PIPE 18 0.42 1.12 2.57 300.00 1.21 0.68 22.50 7.32 18 29.82 Tc CALCULATIONS Tract 7300 - INPUT 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 7300 - INPUT AREA 5 0.56 1.12 5.11 22.54 945 3.12 0.33%3.20 60 2.09 22.54 15 7.54 4.36 PIPE 30 7.42 1.81 22.54 0.07 18 22.61 AREA 6 0.40 1.49 0.87 15.40 62 1.40 2.24%0.52 60 2.58 15.40 15 0.40 2.06 PIPE 36 17.42 0.29 15.40 0.99 18 16.39 PIPE 17 0.50 0.91 8.55 68.24 3.91 2.21 29.82 0.51 18 30.34 PIPE 16 0.46 0.90 20.33 47.50 8.49 2.70 30.34 0.29 24 30.63 AREA 7 0.54 1.28 1.99 18.91 380 0.68 0.18%1.38 60 1.62 18.91 15 3.91 3.61 PIPE 43 17.42 0.78 18.91 0.37 18 19.28 AREA 8 0.40 1.28 2.88 19.02 521 2.48 0.48%1.47 60 2.16 19.02 15 4.02 3.32 PIPE 42 7.42 0.83 19.02 0.15 18 19.17 PIPE 15 0.46 0.89 25.20 178.00 10.42 3.32 30.63 0.89 24 31.52 AREA 9 0.41 1.33 1.54 18.10 283 0.39 0.14%0.84 60 1.52 18.10 15 3.10 3.11 PIPE 21 17.42 0.47 18.10 0.61 18 18.71 PIPE 14 0.46 0.87 26.74 251.56 10.76 3.42 31.52 1.22 24 32.75 AREA 10 0.41 1.15 4.08 21.71 688 1.76 0.26%1.92 60 1.71 21.71 15 6.71 4.05 PIPE 48 7.42 1.09 21.71 0.11 18 21.82 AREA 11 0.41 1.38 2.17 17.30 220 0.55 0.25%1.22 60 1.59 17.30 15 2.30 3.46 PIPE 49 19.42 0.69 17.30 0.47 18 17.77 PIPE 47 0.41 1.14 6.25 106.58 2.93 1.66 21.82 1.07 18 22.90 PIPE 46 0.41 1.10 6.25 257.48 2.83 1.60 22.90 2.68 18 25.58 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 7300 - INPUT PIPE 45 0.41 1.02 6.25 178.75 2.61 1.48 25.58 2.02 18 27.59 PIPE 44 0.41 0.96 6.25 68.89 2.47 1.40 27.59 0.82 18 28.41 AREA 12 0.40 1.35 4.44 17.70 481 4.57 0.95%2.38 60 2.97 17.70 15 2.70 3.59 PIPE 13 19.02 1.35 17.70 0.23 18 17.93 PIPE 12 0.40 0.94 10.69 42.84 4.08 1.30 28.41 0.55 24 28.96 AREA 13 0.40 1.27 2.42 19.06 512 2.51 0.49%1.23 60 2.10 19.06 15 4.06 3.15 PIPE 50 8.10 0.70 19.06 0.19 18 19.25 AREA 14 0.40 1.33 2.87 18.16 484 4.40 0.91%1.51 60 2.55 18.16 15 3.16 2.89 PIPE 51 19.11 0.85 18.16 0.37 18 18.53 PIPE 11 0.40 0.93 15.98 248.02 5.98 1.90 28.96 2.17 24 31.14 AREA 15 0.40 1.42 1.61 16.61 190 1.12 0.59%0.91 60 1.97 16.61 15 1.61 2.88 PIPE 34 7.42 0.51 16.61 0.24 18 16.85 AREA 16 0.41 1.39 1.71 16.97 183 0.46 0.25%0.98 60 1.55 16.97 15 1.97 3.24 PIPE 35 17.42 0.55 16.97 0.52 18 17.49 PIPE 33 0.40 1.36 3.32 97.90 1.83 1.04 17.49 1.57 18 19.07 PIPE 32 0.40 1.27 3.32 254.01 1.71 0.97 19.07 4.38 18 23.45 PIPE 31 0.40 1.09 3.32 289.21 1.46 0.82 23.45 5.84 18 29.29 PIPE 10 0.40 0.88 19.30 50.38 6.86 2.18 31.14 0.38 24 31.52 AREA 17 0.40 1.28 2.41 19.02 508 3.67 0.72%1.23 60 2.10 19.02 15 4.02 3.15 PIPE 41 7.42 0.69 19.02 0.18 18 19.20 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 7300 - INPUT PIPE 9 0.40 0.87 21.71 95.81 7.64 2.43 31.52 0.66 24 32.18 PIPE 8 0.40 0.86 21.71 177.85 7.53 2.40 32.18 1.24 24 33.41 PIPE 7 0.43 0.84 48.45 370.41 17.63 5.61 33.41 1.10 24 34.51 PIPE 6 0.43 0.82 48.45 76.20 17.22 5.48 34.51 0.23 24 34.75 AREA 20 0.41 1.27 2.28 19.03 384 0.92 0.24%1.19 69 1.59 19.03 15 4.03 3.43 PIPE 28 94.70 0.67 19.03 2.35 18 21.38 PIPE 5 0.43 0.81 50.73 166.88 17.90 3.65 34.75 0.76 30 35.51 AREA 21 0.40 1.24 2.72 19.68 453 1.08 0.24%1.34 63 1.61 19.68 15 4.68 3.57 PIPE 37 134.39 0.76 19.68 2.96 18 22.64 PIPE 4 0.43 0.80 53.45 213.32 18.48 3.77 35.51 0.94 30 36.45 PIPE 3 0.43 0.79 53.45 213.36 18.13 3.69 36.45 0.96 30 37.42 AREA 23 0.83 1.80 1.49 10.00 1000 2.50 0.25%2.23 69 1.73 10.00 0 9.61 4.17 PIPE 39 50.84 1.26 10.00 0.67 18 10.67 AREA 22 0.83 1.80 1.00 10.00 296 0.75 0.25%1.50 60 1.64 10.00 0 3.00 3.72 PIPE 38 0.83 1.76 2.49 295.83 3.65 2.07 10.67 2.38 18 13.05 PIPE 2B 0.45 0.77 55.94 60.00 19.39 2.74 37.42 0.36 36 37.78 OFFSITE AREA 18 0.48 1.24 4.12 19.57 656 3.55 0.54%2.47 69 2.39 19.57 15 4.57 3.98 PIPE 29 9.08 1.40 19.57 0.11 18 19.68 from the Approved TRACT 7354 Drainage Study (from PIPES 3 & 4) 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 7300 - INPUT OFFSITE AREA 19 0.60 1.23 3.24 19.83 688 3.55 0.52%2.39 69 2.37 19.83 15 4.83 3.93 PIPE 40 40.92 1.35 19.83 0.50 18 20.33 PIPE 2A 0.46 0.77 63.30 163.53 22.28 3.15 37.78 0.86 36 38.64 PIPE 52 0.42 0.66 113.99 10.00 31.38 4.44 46.68 0.04 36 46.72 PIPE 1 0.43 0.66 177.29 111.45 50.44 5.24 46.72 0.35 42 47.07 Required Sump Capacity = 0.15 x C x A = 11.52 ac-ft C = 0.43 A= 177.29 acres from the Approved TRACT 7354 Drainage Study (from PIPE 5) 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® AutoCAD® Civil 3D® by Autodesk, Inc.Thursday, Dec 19 2019 Drainage Area 20 - Catch Basin #18> Curb Inlet Location = Sag Curb Length (ft) = 3.50 Throat Height (in) = 4.00 Grate Area (sqft) = -0- Grate Width (ft) = -0- Grate Length (ft) = -0- Gutter Slope, Sw (ft/ft) = 0.020 Slope, Sx (ft/ft) = 0.083 Local Depr (in) = 2.00 Gutter Width (ft) = 2.00 Gutter Slope (%) = -0- Gutter n-value = -0- Calculations Compute by: Known Q Q (cfs) = 1.19 Highlighted Q Total (cfs) = 1.19 Q Capt (cfs) = 1.19 Q Bypass (cfs) = -0- Depth at Inlet (in) = 4.09 Efficiency (%) = 100 Gutter Spread (ft) = 3.62 Gutter Vel (ft/s) = -0- Bypass Spread (ft) = -0- Bypass Depth (in) = -0- Inlet Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.Thursday, Jan 2 2020 Drainage Area 22 - Catch Basin #19> Curb Inlet Location = Sag Curb Length (ft) = 3.50 Throat Height (in) = 4.00 Grate Area (sqft) = -0- Grate Width (ft) = -0- Grate Length (ft) = -0- Gutter Slope, Sw (ft/ft) = 0.020 Slope, Sx (ft/ft) = 0.083 Local Depr (in) = 2.00 Gutter Width (ft) = 2.00 Gutter Slope (%) = -0- Gutter n-value = -0- Calculations Compute by: Known Q Q (cfs) = 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) = 3.97 Gutter Vel (ft/s) = -0- Bypass Spread (ft) = -0- Bypass Depth (in) = -0- Inlet Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.Thursday, Dec 19 2019 Drainage Area 23 - Catch Basin #20> Curb Inlet Location = Sag Curb Length (ft) = 3.50 Throat Height (in) = 4.00 Grate Area (sqft) = -0- Grate Width (ft) = -0- Grate Length (ft) = -0- Gutter Slope, Sw (ft/ft) = 0.020 Slope, Sx (ft/ft) = 0.083 Local Depr (in) = 2.00 Gutter Width (ft) = 2.00 Gutter Slope (%) = -0- Gutter n-value = -0- Calculations Compute by: Known Q Q (cfs) = 2.23 Highlighted Q Total (cfs) = 2.23 Q Capt (cfs) = 2.23 Q Bypass (cfs) = -0- Depth at Inlet (in) = 5.18 Efficiency (%) = 100 Gutter Spread (ft) = 4.71 Gutter Vel (ft/s) = -0- Bypass Spread (ft) = -0- Bypass Depth (in) = -0- Inlet Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.Thursday, Dec 19 2019 Drainage Area 21 - Catch Basin #21> Curb Inlet Location = Sag Curb Length (ft) = 3.50 Throat Height (in) = 4.00 Grate Area (sqft) = -0- Grate Width (ft) = -0- Grate Length (ft) = -0- Gutter Slope, Sw (ft/ft) = 0.020 Slope, Sx (ft/ft) = 0.083 Local Depr (in) = 2.00 Gutter Width (ft) = 2.00 Gutter Slope (%) = -0- Gutter n-value = -0- Calculations Compute by: Known Q Q (cfs) = 1.34 Highlighted Q Total (cfs) = 1.34 Q Capt (cfs) = 1.34 Q Bypass (cfs) = -0- Depth at Inlet (in) = 4.26 Efficiency (%) = 100 Gutter Spread (ft) = 3.79 Gutter Vel (ft/s) = -0- Bypass Spread (ft) = -0- Bypass Depth (in) = -0- HYDRAULIC CALCULATIONS AND PIPE PROFILES TRACT 7300 - REV 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 Dn Down Down Up (ft)(in)(cfs)(ft/s)(cfs)(ft)(ft)(ft/s)(ft)(ft)(%)(ft) PIPE 1 111.45 42 50.44 5.24 28.59 334.25 338.50 5.24 0.43 338.93 0.251 334.34 PIPE 2A 163.53 36 22.28 3.16 18.07 334.34 339.21 3.16 0.15 339.36 0.112 334.46 PIPE 2B 60.00 36 19.39 2.74 17.22 334.46 339.55 2.75 0.12 339.66 0.085 334.50 PIPE 3 213.36 30 18.13 3.69 11.58 334.50 339.71 3.69 0.21 339.93 0.196 334.67 PIPE 4 213.32 30 18.48 3.16 11.58 334.67 340.16 3.16 0.16 340.32 0.143 334.84 PIPE 5 166.88 30 17.90 3.65 11.45 334.84 340.62 3.65 0.21 340.83 0.191 334.97 PIPE 6 76.20 24 17.22 5.48 6.35 334.97 341.15 5.48 0.47 341.61 0.580 335.03 PIPE 7 370.41 24 17.63 5.61 6.44 335.03 342.06 5.61 0.49 342.55 0.608 335.33 PIPE 8 177.85 24 7.53 2.40 6.35 335.33 344.80 2.40 0.09 344.89 0.111 335.47 PIPE 9 95.81 24 7.64 2.44 6.54 335.47 345.02 2.44 0.09 345.11 0.114 335.55 PIPE 10 50.38 24 6.86 2.18 6.37 335.55 345.22 2.18 0.07 345.30 0.092 335.59 PIPE 11 248.02 24 5.98 1.91 6.42 335.59 345.34 1.91 0.06 345.40 0.070 335.79 PIPE 12 42.84 24 4.08 1.31 5.99 335.79 345.57 1.31 0.03 345.60 0.033 335.82 PIPE 13 19.02 18 2.38 1.35 3.40 335.82 345.61 1.35 0.03 345.64 0.051 335.84 PIPE 14 251.56 24 10.76 3.43 6.38 335.33 344.80 3.43 0.18 344.98 0.226 335.53 PIPE 15 178.00 24 10.42 3.32 6.34 335.53 345.55 3.32 0.17 345.72 0.212 335.67 PIPE 16 47.50 24 8.49 2.71 6.56 335.67 346.10 2.71 0.11 346.21 0.141 335.71 PIPE 17 68.24 18 3.91 2.21 3.60 335.71 346.28 2.21 0.08 346.35 0.139 335.79 PIPE 18 300.00 18 1.21 0.68 3.48 335.79 346.45 0.68 0.01 346.46 0.013 336.12 PIPE 19 95.15 18 1.30 0.74 3.40 336.12 346.49 0.74 0.01 346.50 0.015 336.22 PIPE 20 34.27 18 1.34 0.76 3.59 336.22 346.51 0.76 0.01 346.52 0.016 336.26 PIPE 21 17.42 18 0.84 0.48 3.56 335.53 345.55 0.48 0.00 345.55 0.007 335.55 PIPE 22 280.00 18 5.35 3.03 3.49 335.71 346.28 3.03 0.14 346.42 0.260 336.02 PIPE 23 97.20 18 5.43 3.07 3.53 336.02 347.15 3.07 0.15 347.30 0.267 336.13 PIPE 24 153.11 18 5.57 3.15 3.50 336.13 347.45 3.15 0.15 347.61 0.281 336.30 PIPE 25 41.60 18 0.80 0.45 3.64 336.30 348.04 0.45 0.00 348.04 0.006 336.35 PIPE 26 29.60 18 2.89 1.64 3.34 336.30 348.04 1.64 0.04 348.08 0.076 336.33 PIPE 27 39.30 18 2.15 1.22 3.35 336.30 348.04 1.22 0.02 348.06 0.042 336.34 PIPE 28 94.70 18 1.19 0.67 3.41 334.97 341.15 0.67 0.01 341.15 0.013 335.07 PIPE 29 9.08 18 2.47 1.41 6.97 334.46 339.55 1.41 0.03 339.58 0.057 334.50 PIPE 30 7.42 18 3.20 1.81 3.85 335.79 346.45 1.81 0.05 346.50 0.093 335.80 PIPE 31 289.21 18 1.46 0.83 3.49 335.59 345.34 0.83 0.01 345.35 0.019 335.91 PIPE 32 254.01 18 1.71 0.97 3.49 335.91 345.40 0.97 0.01 345.41 0.027 336.19 PIPE 33 97.90 18 1.83 1.04 3.52 336.19 345.47 1.04 0.02 345.49 0.030 336.30 PIPE 34 7.42 18 0.91 0.52 3.86 336.30 345.52 0.52 0.00 345.52 0.008 336.31 PIPE 35 17.42 18 0.98 0.55 3.56 336.30 345.52 0.55 0.00 345.52 0.009 336.32 PIPE 36 17.42 18 0.52 0.29 3.56 335.79 346.45 0.29 0.00 346.45 0.002 335.81 PIPE 37 134.39 18 1.34 0.76 3.51 334.84 340.62 0.76 0.01 340.63 0.016 334.99 PIPE 38 295.83 18 3.65 2.07 3.56 334.50 339.71 2.07 0.07 339.78 0.122 334.84 PIPE 39 50.84 18 2.23 1.26 3.61 334.84 340.14 1.26 0.02 340.16 0.045 334.90 PIPE 40 40.92 18 2.39 1.36 3.28 334.46 339.55 1.36 0.03 339.57 0.052 334.50 PIPE 41 7.42 18 1.23 0.70 3.86 335.55 345.22 0.70 0.01 345.23 0.014 335.56 PIPE 42 7.42 18 1.47 0.83 3.85 335.67 346.10 0.83 0.01 346.11 0.020 335.68 PIPE 43 17.42 18 1.38 0.78 3.56 335.67 346.10 0.78 0.01 346.11 0.017 335.69 PIPE 44 68.89 18 2.47 1.40 3.58 335.82 345.61 1.40 0.03 345.64 0.055 335.90 PIPE 45 178.75 18 2.61 1.48 3.51 335.90 345.66 1.48 0.03 345.69 0.062 336.10 PIPE 46 257.48 18 2.83 1.60 3.46 336.10 345.77 1.60 0.04 345.81 0.073 336.38 PIPE 47 106.58 18 2.93 1.66 3.52 336.38 345.97 1.66 0.04 346.01 0.078 336.50 PIPE 48 7.42 18 1.92 1.09 3.86 336.52 346.09 1.09 0.02 346.11 0.033 336.53 PIPE 49 19.42 18 1.22 0.69 3.37 336.50 346.09 0.69 0.01 346.10 0.014 336.52 PIPE 50 8.10 18 1.23 0.70 3.69 335.79 345.57 0.70 0.01 345.58 0.014 335.80 PIPE 51 19.11 18 1.51 0.85 3.40 335.79 345.57 0.85 0.01 345.59 0.021 335.81 PIPE 52 10.00 36 31.38 4.44 69.95 334.34 339.21 4.44 0.31 339.51 0.222 334.45 TRACT 7300 - REV 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 1 338.78 341.98 4.14 5.24 0.43 339.21 0.251 0.251 0.280 1 0.43 PIPE 2A 339.39 344.83 7.37 3.15 0.15 339.55 0.112 0.112 0.183 1 0.15 PIPE 2B 339.60 346.83 9.33 2.74 0.12 339.71 0.085 0.085 0.051 1 0.12 PIPE 3 340.13 345.70 8.53 3.69 0.21 340.34 0.195 0.195 0.417 0.15 0.03 PIPE 4 340.47 348.16 10.82 3.16 0.16 340.62 0.143 0.143 0.305 1 0.16 PIPE 5 340.94 350.99 13.52 3.65 0.21 341.15 0.191 0.191 0.318 1 0.21 PIPE 6 341.59 351.03 14.00 5.48 0.47 342.06 0.580 0.580 0.442 1 0.47 PIPE 7 344.31 351.80 14.47 5.61 0.49 344.80 0.608 0.608 2.251 1 0.49 PIPE 8 344.99 350.44 12.97 2.40 0.09 345.08 0.111 0.111 0.197 0.29 0.03 PIPE 9 345.13 349.64 12.09 2.44 0.09 345.22 0.114 0.114 0.110 1 0.09 PIPE 10 345.27 349.65 12.06 2.18 0.07 345.34 0.092 0.092 0.046 1 0.07 PIPE 11 345.52 348.97 11.18 1.91 0.06 345.57 0.070 0.070 0.175 1 0.06 PIPE 12 345.59 349.83 12.01 1.31 0.03 345.61 0.033 0.033 0.014 0.97 0.03 PIPE 13 345.62 346.16 8.82 1.35 0.03 345.65 0.051 0.051 0.010 1 0.03 PIPE 14 345.37 351.11 13.58 3.43 0.18 345.55 0.226 0.226 0.569 1 0.18 PIPE 15 345.93 350.37 12.70 3.32 0.17 346.10 0.212 0.212 0.378 1 0.17 PIPE 16 346.16 351.21 13.50 2.71 0.11 346.28 0.141 0.141 0.067 1 0.11 PIPE 17 346.37 350.41 13.12 2.21 0.08 346.45 0.139 0.139 0.095 1 0.08 PIPE 18 346.49 352.36 14.74 0.68 0.01 346.50 0.013 0.013 0.040 0.33 0 PIPE 19 346.51 351.90 14.18 0.74 0.01 346.51 0.015 0.015 0.015 0.97 0.01 PIPE 20 346.52 351.46 13.70 0.76 0.01 346.53 0.016 0.016 0.006 1 0.01 PIPE 21 345.55 350.38 13.33 0.48 0.00 345.55 0.007 0.007 0.001 1 0 PIPE 22 347.01 351.97 14.45 3.03 0.14 347.15 0.260 0.260 0.727 1 0.14 PIPE 23 347.41 351.63 14.00 3.07 0.15 347.56 0.267 0.267 0.260 0.31 0.05 PIPE 24 347.88 350.88 13.08 3.15 0.15 348.04 0.281 0.281 0.431 1 0.15 PIPE 25 348.04 350.53 12.68 0.45 0.00 348.04 0.006 0.006 0.002 1 0 PIPE 26 348.06 350.41 12.58 1.64 0.04 348.10 0.076 0.076 0.022 1 0.04 PIPE 27 348.06 350.54 12.70 1.22 0.02 348.08 0.042 0.042 0.016 1 0.02 PIPE 28 341.16 350.37 13.80 0.67 0.01 341.17 0.013 0.013 0.012 1 0.01 PIPE 29 339.55 347.53 11.53 1.41 0.03 339.58 0.057 0.057 0.005 1 0.03 PIPE 30 346.46 350.08 12.78 1.81 0.05 346.51 0.093 0.093 0.007 1 0.05 PIPE 31 345.40 350.81 13.40 0.83 0.01 345.41 0.019 0.019 0.056 0.15 0 PIPE 32 345.47 350.65 12.96 0.97 0.01 345.48 0.027 0.027 0.067 0.15 0 PIPE 33 345.50 350.41 12.61 1.04 0.02 345.52 0.030 0.030 0.030 1 0.02 PIPE 34 345.52 348.13 10.32 0.51 0.00 345.52 0.008 0.008 0.001 1 0 PIPE 35 345.52 348.14 10.32 0.55 0.00 345.52 0.009 0.009 0.002 1 0 PIPE 36 346.45 350.04 12.73 0.29 0.00 346.45 0.002 0.002 0.000 1 0 PIPE 37 340.64 350.51 14.02 0.76 0.01 340.65 0.016 0.016 0.022 1 0.01 PIPE 38 340.07 351.81 15.47 2.07 0.07 340.14 0.121 0.122 0.359 1 0.07 PIPE 39 340.16 350.16 13.76 1.26 0.02 340.19 0.045 0.045 0.023 1 0.02 PIPE 40 339.57 347.53 11.53 1.36 0.03 339.60 0.052 0.052 0.021 1 0.03 PIPE 41 345.22 347.39 10.33 0.70 0.01 345.23 0.014 0.014 0.001 1 0.01 PIPE 42 346.10 350.10 12.92 0.83 0.01 346.11 0.020 0.020 0.001 1 0.01 PIPE 43 346.10 350.10 12.91 0.78 0.01 346.11 0.017 0.017 0.003 1 0.01 PIPE 44 345.65 348.75 11.35 1.40 0.03 345.68 0.055 0.055 0.038 0.15 0 PIPE 45 345.77 349.42 11.82 1.48 0.03 345.80 0.062 0.062 0.110 0.17 0.01 PIPE 46 345.96 349.40 11.52 1.60 0.04 346.00 0.073 0.073 0.187 0.15 0.01 PIPE 47 346.05 349.41 11.41 1.66 0.04 346.09 0.078 0.078 0.083 1 0.04 PIPE 48 346.09 346.86 8.83 1.09 0.02 346.11 0.033 0.033 0.002 1 0.02 PIPE 49 346.09 346.89 8.87 0.69 0.01 346.10 0.013 0.014 0.003 1 0.01 PIPE 50 345.54 346.06 8.76 0.70 0.01 345.58 0.014 0.014 0.001 1 0.01 PIPE 51 345.55 346.06 8.75 0.85 0.01 345.59 0.021 0.021 0.004 1 0.01 PIPE 52 339.23 346.22 8.77 4.44 0.31 339.54 0.222 0.222 0.022 1 0.31 Notes: j-Line contains hyd. jump z-Zero Junction Loss PI P E 1 S U M P M A N H O L E # 2 9 PI P E 2 M A N H O L E # 2 9 M A N H O L E M A N H O L E # 2 8 HI G H G A T E P A R K B O U L E V A R D M A N H O L E # 2 8 M A N H O L E # 2 7 M A N H O L E # 2 6 M A N H O L E # 2 6 M A N H O L E # 2 4 PI P E 5 PI P E 6 M A N H O L E # 2 4 M A N H O L E # 2 3 PI P E 7 M A N H O L E # 2 3 M A N H O L E # 2 2 DE L A M E R E S T R E E T PI P E 8 PI P E 9 PI P E 1 0 PI P E 1 1 PI P E 1 2 PI P E 1 3 M A N H O L E # 2 2 M A N H O L E # 2 1 M A N H O L E # 2 0 M A N H O L E # 1 9 M A N H O L E # 1 5 M A N H O L E # 1 4 C A T C H B A S I N # 1 2 PI P E 2 8 M A N H O L E # 2 4 C A T C H B A S I N # 1 8 PI P E 2 9 M A N H O L E C A T C H B A S I N BO O N W A Y E PI P E 3 1 PI P E 3 2 PI P E 3 3 B M A N H O L E # 1 9 M A N H O L E # 1 8 M A N H O L E # 1 7 M A N H O L E # 1 6 PI P E 3 4 M A N H O L E # 1 6 C A T C H B A S I N # 1 5 M A N H O L E # 1 6 C A T C H B A S I N # 1 5 PI P E 3 5 PI P E 3 7 M A N H O L E # 2 6 C A T C H B A S I N # 2 1 PI P E 3 8 PI P E 3 9 M A N H O L E # 2 8 C A T C H B A S I N # 1 9 C A T C H B A S I N # 2 0 PI P E 4 0 M A N H O L E C A T C H B A S I N M A N H O L E # 2 0 C A T C H B A S I N # 1 7 PI P E 4 1 PI P E 4 4 PI P E 4 5 PI P E 4 6 PI P E 4 7 M A N H O L E # 1 4 M A N H O L E # 1 3 M A N H O L E # 1 2 M A N H O L E # 1 1 M A N H O L E # 1 0 H A D D L E S T O N L A N E E M A N H O L E # 1 0 9 C A T C H B A S I N # 1 1 PI P E 4 8 PI P E 4 9 M A N H O L E # 1 0 C A T C H B A S I N # 1 0 M A N H O L E # 1 5 C A T C H B A S I N # 1 3 PI P E 5 0 PI P E 5 1 M A N H O L E # 1 5 C A T C H B A S I N # 1 4 M A N H O L E # 2 9 S T U B / P O I N T O F C O N N E C I T O N PI P E 5 2 DBASIN EXHIBIT TRACT 7300 and OFF-SITE AREA BASIN SIZING CALCULATIONS 1 344.0 343.0 334.0 338.5 9 feet Abtm = 62,909 sq ft = 1.44 acres Amid = 73,647 sq ft = 1.69 acres Atop = 85,170 sq ft = 1.96 acres Provided Sump Capacity =664,000 Cu. FT 15.24 AC-FT TABLE OF RUNOFF COEFFICIENTS REV EX.TR 7354 &FUTURE C x A = TR 7300 OFF-SITE TRACT R-1, 5500 SF 0.43 16.09 6.92 R-1, 6000 SF 0.42 51.47 55.21 44.81 R-1, 6750 SF 0.40 14.06 5.62 R-1, 7500 SF 0.38 19.53 40.44 22.79 R-1, 10000 SF 0.34 R-1, 15000 SF 0.27 R-2 0.55 R-3, R-4, M-H 0.80 Recreation Center 0.67 1.82 1.21 Commercial 0.90 Industrial 0.80 Parks 0.15 14.33 8.84 3.48 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/ LS Median 0.83 2.49 15.11 14.67 Pavement, drives & roofs 0.95 1.95 1.85 Backyards 0.05 Lawn-landscape 2% slope 0.17 Lawn-landscape 2-7% slope 0.22 Lawn-landscape 7% slope 0.35 n C x A =101.34 Total 55.94 121.35 64.05 =241.34 Required Sump Capacity = 0.15 x C x A = 0.15 X n C x A =15.20 AC-FT 0.04 AC-FT AC-FT Depth from Design Water Surface = Provided Sump Capacity Freeboard (ft)=Lowest Inlet Elev = Water Surface Elev =Bottom Basin Elev = Starting HGL Elev = Total Difference of Bottom Area of Sump Half Depth Area of Sump Area of Design Water Level Prismoidal Formula: Volume = 1/6 x(Abtm+4Amid+Atop) x D Volume = 1/6 x (1.44+6.76+1.96) x 9.0 = 1/6 x (10.16) x 9.0 Required Sump Capacity DRAINAGE EXHIBIT PE N L E Y C O U R T