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HomeMy WebLinkAboutTract 6859 Drainage Study - Phase 1 Appr2 Table of Contents 1.0 PURPOSE...................................................................................................................3 2.0 GUIDELINES...............................................................................................................3 3.0 DESIGN APPROACH .................................................................................................3 4.0 CONCLUSION AND RECOMMENDATIONS.............................................................34 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 & Drainage Exhibit ...........................................................sleeve in back of report Hydraulic Calculations and Pipe Profiles...................................................back of report Basin & Drainage Exhibit ...........................................................sleeve in back of report 3 1.0 PURPOSE The purpose for this hydrology study is as follows: 1. To provide surface drainage to storm drainage inlets in accordance with the City of Bakersfield requirements and guidelines. 2. To provide an economical and reasonable design for runoff conveyance to 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 15% of the site is Soil Group A – Granoso sandy loam, 0 to 2 percent slopes, overwash and the remaining area is Soil Group A – Kimberlina fine sandy loam, 0 to 2 percent slopes MLRA 17. 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: 0.34 - R-1, 10000 SF 0.36 - R-1, 8750 SF 0.38 - R-1, 7500 SF 0.40 - R-1, 6750 SF 0.42 - R-1, 6000 SF 0.85 - Pavement w/ 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 zoned residential with collector & arterial streets therefore were modeled as such so that the improvements were accurate. The project area for the hydrology was dictated by the flat terrain that is present. More specifically the improvements are designed to benefit all areas bounded to the east by Gosford Road, to the north by McKee Road, to the south by Future Tract 6860, and to the west by Sunset Railroad tracks that takes storm drain runoff into the Basin Drainage Area, except for the commercial site. This commercial site on the northwest corner of Taft Highway and Gosford Road will discharge into a separate sump within the commercial parcel. 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 will be located on the southwest corner of Tract 6859, adjacent to Sunset Railroad tracks. Tract 6859, Units 1 & 2, comprises of 77.93 acres with Future Tract 6860 and a portion of Taft Highway consists of 69.90 acres. The required basin volume was calculated using the City of Bakersfield sump volume equation (V=0.15 x Ʃ (CxA)). The basin will be buildout to accommodate the runoff from Tracts 6859 & Future Tract 6860. The total contributing areas equal 147.83 acres; this acreage is divided into the areas as noted below. The area of the 4 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 TRACTS 6859 - Unit 1 & Unit 2 R-1, 6000 SF 42.74 0.42 17.95 R-1, 6750 SF 6.54 0.40 2.62 R-1, 7500 SF 15.62 0.38 5.94 R-1, 8750 SF 1.26 0.36 0.45 R-1, 10000 SF 4.36 0.34 1.48 McKee Road & Gosford Road (w/ Landscaping) 7.41 0.85 6.30 TRACT 6859, Unit 1 & Unit 2 Ʃ(CXA) =34.74 VOLUME REQUIRED (AF) =5.30 FUTURE TRACT 6860 R-1, 6000 SF 15.98 0.42 6.71 R-1, 6750 SF 19.86 0.40 7.94 R-1, 7500 SF 12.97 0.38 4.93 R-1, 8750 SF 5.46 0.36 1.97 R-1, 10000 SF 11.12 0.34 3.78 Pavement, drives, and roofs 0.75 0.85 0.64 Taft Highway (SR-119)3.77 0.85 3.20 TRACT 6860 Ʃ(CXA) =29.17 ALL TRACTS Ʃ(CXA) =63.91 TOTAL (AC)147.83 VOLUME REQUIRED (AF) =9.60 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 calculations for the proposed storm drain system will be part of a separate report (Hydraulic Study.) The main objective of this study were to design an economical storm water runoff conveyance into catch basins while meeting the design standards set by the City of Bakersfield. The proposed streets will be able to handle runoff from a 10-year event. The depth of the basin is +12 deep with a design water surface elevation (DWS) of 400’. The DWS was established by the estimating the lowest catch basin flowline elevation from both tracts. The basin will have a total water depth of 7.0’ with a minimum of 1’ of freeboard. The overall basin will be able to store 9.89 AF of storm water. The required volume for all tracts is 9.60 AF which has an excess volume of 0.29 AF. HYDROLOGY CALCULATIONS CITY OF BAKERSFIELD RATIONAL METHOD (In accordance with City of Bakersfield Standards) TABLE OF RUNOFF COEFFICIENTS R-1, 6000 SF 0.42 JOB TITLE:Tract 6859 - Unit 1 R-1, 6750 SF 0.4 DATE:Dec-21 R-1, 7500 SF 0.38 R-1, 10000 SF 0.34 Rational Values:R-1, 15000 SF 0.27 Event: 10 YEAR Values: 5, 10, 50 R-3, R-4, M-H 0.8 M.A.P. 6 in./yr. Values: 6, 10, 15, 20, 25, 30 Commercial 0.9 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 A 0.44 1.13 7.77 22.12 897 2.25 0.25% 3.84 60 2.10 22.12 15 7.12 4.82 AREA B 0.76 1.26 3.40 19.25 535 1.33 0.25% 3.26 60 2.10 19.25 15 4.25 4.58 PIPE 18 0.54 1.13 11.17 107 6.77 2.16 22.12 0.83 24 22.95 AREA C 0.38 1.17 2.39 21.18 580 1.49 0.26% 1.06 60 1.56 21.18 15 6.18 3.32 PIPE 17 15 0.60 0.43 18 21.61 PIPE 16 0.51 1.10 13.56 189 7.59 2.42 22.95 1.30 24 24.25 AREA D 0.38 1.15 4.60 21.66 686 1.80 0.26% 2.01 60 1.72 21.66 15 6.66 4.08 PIPE 19 20 1.14 0.30 18 21.96 PIPE 15 0.48 1.06 18.16 53 9.14 2.91 24.25 0.30 24 24.55 AREA E 0.39 1.12 4.57 22.49 771 2.00 0.26% 2.00 60 1.72 22.49 15 7.49 4.08 PIPE 20 31 1.13 0.46 18 22.95 AREA F 0.40 1.05 6.21 24.44 1000 2.73 0.27% 2.61 60 1.76 24.44 15 9.44 4.32 PIPE 21 9 1.48 0.11 18 24.55 Tc CALCULATIONS Tract 6859 - Unit 1 Hydraulics_10_yr - UNIT 1.xls McIntosh Associates 2001 Wheelan Ct Bakersfield, CA 93309 10 yr Calc Future Area (part of Unit 2) Note: 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 6859 - Unit 1 PIPE 14 0.45 1.05 28.94 237 13.54 4.31 24.55 0.92 24 25.47 AREA G 0.85 1.80 1.52 10.00 498 1.25 0.25% 2.33 60 1.74 10.00 0 4.77 4.21 PIPE 13 14 1.32 0.18 18 10.18 PIPE 12 0.85 1.79 1.52 419 2.31 1.31 10.18 5.33 18 15.51 PIPE 11 0.85 1.48 1.52 370 1.91 1.08 15.51 5.71 18 21.22 AREA H 0.47 1.08 3.96 23.48 874 2.35 0.27% 2.02 60 1.72 23.48 15 8.48 4.09 PIPE 22 28 1.14 0.41 18 23.89 PIPE 10 0.47 1.02 34.42 217 16.40 3.34 25.47 1.08 30 26.55 PIPE 9 0.47 0.99 34.42 53 15.92 3.24 26.55 0.27 30 26.82 AREA I 0.42 1.17 3.05 21.07 649 1.79 0.28% 1.50 60 1.78 21.07 15 6.07 3.61 PIPE 36 15 0.85 0.30 18 21.37 PIPE 8 0.46 0.98 37.47 460 17.06 3.48 26.82 2.21 30 29.03 PIPE 7 0.46 0.93 37.47 468 16.10 3.28 29.03 2.38 30 31.41 AREA J 0.34 1.39 1.29 17.01 168 0.42 0.25% 0.61 60 1.40 17.01 15 2.01 2.87 PIPE 28 23 0.35 1.11 18 18.12 AREA K 0.42 1.25 1.80 19.49 441 1.22 0.28% 0.94 60 1.64 19.49 15 4.49 3.13 PIPE 32 18 0.53 0.55 18 20.04 PIPE 27 0.39 1.22 3.09 45 1.45 0.82 20.04 0.90 18 20.95 Hydraulics_10_yr - UNIT 1.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 6859 - Unit 1 AREA L 0.42 1.41 1.44 16.74 169 0.50 0.30% 0.85 60 1.62 16.74 15 1.74 3.05 PIPE 34 27 0.48 0.94 18 17.68 PIPE 26 0.40 1.18 4.53 260 2.12 1.20 20.95 3.61 18 24.56 AREA M 0.55 1.28 2.51 18.91 435 1.40 0.32% 1.78 60 1.86 18.91 15 3.91 3.85 PIPE 31 25 1.01 0.42 18 19.33 AREA N 0.58 1.26 2.80 19.27 441 1.17 0.27% 2.05 60 1.72 19.27 15 4.27 4.10 PIPE 33 15 1.16 0.22 18 19.49 PIPE 30 0.57 1.25 5.31 44 3.76 2.13 19.49 0.35 18 19.84 AREA O 0.39 1.20 3.18 20.48 540 1.36 0.25% 1.49 60 1.64 20.48 15 5.48 3.72 PIPE 35 27 0.85 0.53 18 21.01 PIPE 29 0.50 1.18 8.49 269 5.01 2.84 21.01 1.58 18 22.59 PIPE 25 0.47 1.05 13.02 237 6.36 3.60 24.56 1.10 18 25.65 AREA P 0.41 1.28 1.65 18.90 357 0.94 0.26% 0.86 60 1.53 18.90 15 3.90 3.13 PIPE 38 15 0.49 0.53 18 19.43 AREA Q 0.41 1.04 4.42 24.76 1000 2.66 0.27% 1.90 60 1.71 24.76 15 9.76 4.04 PIPE 37 25 1.07 0.39 18 25.15 PIPE 24 0.45 1.02 19.09 53 8.70 2.77 25.65 0.32 24 25.97 AREA R 0.41 1.30 2.06 18.51 331 0.84 0.25% 1.10 60 1.57 18.51 15 3.51 3.35 PIPE 39 20 0.62 0.53 18 19.04 PIPE 23 0.44 1.01 21.15 183 9.46 3.01 25.97 1.01 24 26.98 Hydraulics_10_yr - UNIT 1.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 6859 - Unit 1 PIPE 6 0.46 0.88 58.62 235 23.45 4.78 31.41 0.82 30 32.23 AREA S 0.42 1.08 4.30 23.58 978 2.80 0.29% 1.95 60 1.90 23.58 15 8.58 4.00 PIPE 40 25 1.10 0.38 18 23.96 PIPE 5 0.45 0.86 62.92 35 24.56 3.48 32.23 0.17 36 32.39 PIPE 4 0.45 0.86 62.92 308 24.47 3.46 32.39 1.48 36 33.88 AREA T 0.41 1.34 2.20 17.83 271 0.70 0.26% 1.22 60 1.59 17.83 15 2.83 3.47 PIPE 41 16 0.69 0.38 18 18.21 PIPE 3 0.45 0.83 65.12 280 24.44 3.46 33.88 1.35 36 35.23 AREA U 0.42 1.06 6.54 24.32 1000 2.50 0.25% 2.90 60 1.79 24.32 15 9.32 4.44 AREA V 0.40 1.10 4.93 23.00 1000 2.50 0.25% 2.19 60 2.08 23.00 15 8.00 4.16 PIPE 42 0.41 1.06 11.47 10 5.01 2.83 24.32 0.06 18 24.38 PIPE 2 0.45 0.81 76.59 11 27.58 3.90 35.23 0.05 36 35.27 AREA W 0.41 1.18 1.34 20.82 501 1.25 0.25% 0.65 60 1.43 20.82 15 5.82 2.91 PIPE 1 0.45 0.81 77.93 43 27.99 3.96 35.27 0.18 36 35.46 Hydraulics_10_yr - UNIT 1.xls McIntosh Associates 2001 Wheelan Ct Bakersfield, CA 93309 10 yr Calc HYDRAULIC CALCULATIONS AND PIPE PROFILES TRACTS 7152 & 7153 HYDRAULIC CALCULATIONS (OUTPUT) Line Line Pipe Flow Velocity Capacity Invert HGL Vel VelHd EGL Sf Invert No. Length Size Rate Ave Full Dn Dn Dn Dn Dn Dn Up (ft)(in)(cfs)(ft/s)(cfs)(ft)(ft)(ft/s)(ft)(ft)(%)(ft) PIPE 1 43.26 36 27.99 4.01 29.92 330.70 333.60 4.00 0.25 333.85 0.155 330.78 PIPE 2 11.38 36 27.58 3.94 27.45 330.78 333.70 3.94 0.24 333.94 0.151 330.80 PIPE 3 280.00 36 24.44 3.46 29.56 330.80 333.96 3.46 0.19 334.14 0.134 331.35 PIPE 4 307.88 36 24.47 4.54 50.28 331.35 334.50 3.47 0.19 334.69 0.135 333.10 PIPE 5 35.00 36 24.56 5.71 51.00 333.10 335.37 4.28 0.79 336.16 0.000 333.35 PIPE 6 235.00 30 23.45 6.99 31.26 333.35 334.97 6.99 0.76 335.73 0.000 334.67 PIPE 7 467.75 30 16.10 3.28 12.43 334.67 337.17 3.28 0.17 337.34 0.154 335.10 PIPE 8 460.00 30 17.06 3.48 12.09 335.10 337.92 3.48 0.19 338.10 0.173 335.50 PIPE 9 52.75 30 15.92 3.24 12.62 335.50 338.90 3.24 0.16 339.06 0.151 335.55 PIPE 10 216.91 30 16.40 3.34 12.45 335.55 339.14 3.34 0.17 339.32 0.160 335.75 PIPE 11 370.31 18 1.91 1.15 5.59 337.50 339.66 1.08 0.02 339.68 0.033 338.55 PIPE 12 418.61 18 2.31 2.14 5.26 338.55 339.80 1.46 0.03 339.83 0.046 339.60 PIPE 13 14.20 18 2.33 2.40 6.23 339.60 340.43 2.33 0.08 340.51 0.141 339.65 PIPE 14 237.25 24 13.54 4.30 7.34 335.75 339.66 4.30 0.29 339.95 0.357 336.00 PIPE 15 52.75 24 9.14 2.91 6.96 336.00 340.80 2.91 0.13 340.93 0.164 336.05 PIPE 16 189.04 24 7.59 2.42 7.36 336.05 341.02 2.42 0.09 341.11 0.113 336.25 PIPE 17 15.42 18 1.06 0.60 3.78 337.38 341.32 0.60 0.01 341.33 0.010 337.40 PIPE 18 107.04 24 6.77 2.16 6.91 336.25 341.32 2.16 0.07 341.39 0.090 336.35 PIPE 19 20.49 18 2.01 1.14 4.02 337.00 341.02 1.14 0.02 341.04 0.037 337.03 PIPE 20 31.42 18 2.00 1.13 3.24 337.00 340.80 1.13 0.02 340.82 0.036 337.03 PIPE 21 9.42 18 2.61 1.48 4.84 337.00 340.80 1.48 0.03 340.83 0.062 337.02 PIPE 22 28.07 18 2.02 1.14 3.43 337.50 339.66 1.14 0.02 339.68 0.037 337.53 PIPE 23 182.88 24 9.46 3.99 13.79 334.67 336.29 3.49 0.19 336.48 0.181 335.35 PIPE 24 52.80 24 8.70 2.77 6.96 335.35 337.35 2.77 0.12 337.47 0.148 335.40 PIPE 25 237.20 18 6.36 3.60 3.41 335.40 337.52 3.60 0.20 337.72 0.367 335.65 PIPE 26 259.52 18 2.12 1.20 5.65 335.65 338.59 1.20 0.02 338.61 0.041 336.40 PIPE 27 44.63 18 1.45 0.82 4.16 336.40 338.72 0.82 0.01 338.73 0.019 336.47 PIPE 28 23.07 18 0.61 0.35 3.79 336.47 338.74 0.35 0.00 338.74 0.003 336.50 PIPE 29 268.53 18 5.01 2.84 5.62 335.65 338.59 2.84 0.13 338.72 0.228 336.42 PIPE 30 44.27 18 3.76 2.13 3.53 336.42 339.33 2.13 0.07 339.40 0.128 336.47 PIPE 31 25.37 18 1.78 1.01 3.61 336.47 339.45 1.01 0.02 339.47 0.029 336.50 PIPE 32 17.77 18 0.94 0.53 4.32 336.47 338.74 0.53 0.00 338.74 0.008 336.50 PIPE 33 15.46 18 2.05 1.16 4.63 336.47 339.45 1.16 0.02 339.48 0.038 336.50 PIPE 34 27.14 18 0.85 0.48 3.49 336.40 338.72 0.48 0.00 338.72 0.007 336.43 PIPE 35 26.81 18 1.49 0.85 5.74 336.42 339.33 0.85 0.01 339.34 0.020 336.50 PIPE 36 15.42 18 1.50 1.40 5.98 338.00 338.90 1.35 0.03 338.93 0.045 338.05 PIPE 37 25.42 18 1.90 1.45 3.61 336.47 337.52 1.44 0.03 337.55 0.047 336.50 PIPE 38 15.42 18 0.86 0.66 4.63 336.47 337.52 0.65 0.01 337.53 0.010 336.50 PIPE 39 19.61 18 1.10 0.62 4.11 331.68 336.94 0.62 0.01 336.95 0.011 331.71 PIPE 40 25.42 18 1.95 2.08 3.61 337.00 337.79 2.08 0.07 337.85 0.118 337.03 PIPE 41 15.70 18 1.22 1.89 3.75 334.23 334.82 1.89 0.06 334.87 0.127 334.25 PIPE 42 10.00 18 5.01 2.99 4.70 332.80 334.15 2.99 0.14 334.28 0.200 332.82 TRACTS 7152 & 7153 HYDRAULIC CALCULATIONS (OUTPUT) Line 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 1 333.66 342.01 8.23 4.02 0.25 333.91 0.153 0.154 0.061 0.15 0.04 PIPE 2 333.71 342.00 8.20 3.94 0.24 333.96 0.151 0.151 0.018 1 0.24 PIPE 3 334.32 342.44 8.09 3.46 0.19 334.50 0.123 0.129 0.360 1 0.19 PIPE 4 334.88 342.91 6.81 5.60 0.49 335.37 0.309 0.222 0.684 1 0.49 PIPE 5 334.82 342.95 6.60 7.14 0.79 335.61 0.000 0.000 0.000 1.00 z n/a PIPE 6 336.29 342.01 4.84 6.99 0.76 337.05 0.000 0.000 0.000 1.00 z n/a PIPE 7 337.89 343.15 5.55 3.28 0.17 338.06 0.154 0.154 0.721 0.15 0.03 PIPE 8 338.71 343.14 5.14 3.48 0.19 338.90 0.173 0.173 0.796 1 0.19 PIPE 9 338.98 343.19 5.14 3.24 0.16 339.14 0.151 0.151 0.080 1 0.16 PIPE 10 339.49 342.71 4.46 3.34 0.17 339.66 0.160 0.160 0.347 1 0.17 PIPE 11 339.78 345.48 5.43 1.23 0.02 339.80 0.033 0.033 0.121 1 0.02 PIPE 12 340.31 344.74 3.64 2.81 0.12 340.43 0.236 0.141 0.591 1 0.12 PIPE 13 340.44 344.33 3.18 2.47 0.10 340.53 0.166 0.154 0.022 1 0.1 PIPE 14 340.51 341.93 3.93 4.30 0.29 340.80 0.357 0.357 0.847 1 0.29 PIPE 15 340.88 342.11 4.06 2.91 0.13 341.02 0.164 0.164 0.086 1 0.13 PIPE 16 341.23 342.38 4.13 2.42 0.09 341.32 0.113 0.113 0.213 1 0.09 PIPE 17 341.32 341.95 3.05 0.60 0.01 341.33 0.010 0.010 0.002 1 0.01 PIPE 18 341.42 342.67 4.32 2.15 0.07 341.49 0.090 0.090 0.096 1 0.07 PIPE 19 341.02 341.64 3.11 1.14 0.02 341.04 0.037 0.037 0.008 1 0.02 PIPE 20 340.81 341.60 3.07 1.13 0.02 340.83 0.036 0.036 0.011 1 0.02 PIPE 21 340.80 341.62 3.10 1.48 0.03 340.84 0.062 0.062 0.006 1 0.03 PIPE 22 339.67 342.13 3.10 1.14 0.02 339.69 0.037 0.037 0.010 1 0.02 PIPE 23 336.63 341.52 4.17 4.49 0.31 336.94 0.325 0.253 0.462 1 0.31 PIPE 24 337.40 341.41 4.01 2.77 0.12 337.52 0.147 0.147 0.078 1 0.12 PIPE 25 338.39 342.15 5.00 3.60 0.20 338.59 0.367 0.367 0.870 1 0.2 PIPE 26 338.70 341.58 3.68 1.20 0.02 338.72 0.041 0.041 0.106 1 0.02 PIPE 27 338.73 341.45 3.48 0.82 0.01 338.74 0.019 0.019 0.009 1 0.01 PIPE 28 338.74 341.00 3.00 0.35 0.00 338.74 0.003 0.003 0.001 1 0 PIPE 29 339.20 341.57 3.65 2.84 0.12 339.33 0.228 0.228 0.611 1 0.12 PIPE 30 339.38 341.47 3.50 2.13 0.07 339.45 0.128 0.128 0.057 1 0.07 PIPE 31 339.46 341.04 3.04 1.01 0.02 339.48 0.029 0.029 0.007 1 0.02 PIPE 32 338.74 340.97 2.97 0.53 0.00 338.74 0.008 0.008 0.001 1 0 PIPE 33 339.46 341.04 3.04 1.16 0.02 339.48 0.038 0.038 0.006 1 0.02 PIPE 34 338.72 341.06 3.13 0.48 0.00 338.72 0.007 0.007 0.002 1 0 PIPE 35 339.33 341.06 3.06 0.85 0.01 339.34 0.020 0.020 0.005 1 0.01 PIPE 36 338.90 342.70 3.15 1.45 0.03 338.93 0.054 0.049 0.008 1 0.03 PIPE 37 337.53 341.00 3.00 1.47 0.03 337.56 0.049 0.048 0.012 1 0.03 PIPE 38 337.52 341.00 3.00 0.67 0.01 337.53 0.010 0.010 0.002 1 0.01 PIPE 39 336.94 341.06 7.85 0.62 0.01 336.95 0.011 0.011 0.002 1 0.01 PIPE 40 337.82 343.00 4.47 2.08 0.07 337.88 0.118 0.118 0.030 1 0.07 PIPE 41 334.84 342.45 6.70 1.89 0.06 334.89 0.127 0.127 0.020 1 0.06 PIPE 42 334.17 341.98 7.66 2.99 0.14 334.30 0.200 0.200 0.020 1 0.14 Line 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 1 333.66 342.01 8.23 4.02 0.25 333.91 0.153 0.154 0.061 0.15 0.04 PIPE 2 333.71 342.00 8.20 3.94 0.24 333.96 0.151 0.151 0.018 1 0.24 PIPE 3 334.32 342.44 8.09 3.46 0.19 334.50 0.123 0.129 0.360 1 0.19 PIPE 4 334.88 342.91 6.81 5.60 0.49 335.37 0.309 0.222 0.684 1 0.49 PIPE 5 334.82 342.95 6.60 7.14 0.79 335.61 0.000 0.000 0.000 1.00 z n/a PIPE 6 336.29 342.01 4.84 6.99 0.76 337.05 0.000 0.000 0.000 1.00 z n/a PIPE 7 337.89 343.15 5.55 3.28 0.17 338.06 0.154 0.154 0.721 0.15 0.03 PIPE 8 338.71 343.14 5.14 3.48 0.19 338.90 0.173 0.173 0.796 1 0.19 PIPE 9 338.98 343.19 5.14 3.24 0.16 339.14 0.151 0.151 0.080 1 0.16 PIPE 10 339.49 342.71 4.46 3.34 0.17 339.66 0.160 0.160 0.347 1 0.17 PIPE 11 339.78 345.48 5.43 1.23 0.02 339.80 0.033 0.033 0.121 1 0.02 PIPE 12 340.31 344.74 3.64 2.81 0.12 340.43 0.236 0.141 0.591 1 0.12 PIPE 13 340.44 344.33 3.18 2.47 0.10 340.53 0.166 0.154 0.022 1 0.1 PIPE 14 340.51 341.93 3.93 4.30 0.29 340.80 0.357 0.357 0.847 1 0.29 PIPE 15 340.88 342.11 4.06 2.91 0.13 341.02 0.164 0.164 0.086 1 0.13 PIPE 16 341.23 342.38 4.13 2.42 0.09 341.32 0.113 0.113 0.213 1 0.09 PIPE 17 341.32 341.95 3.05 0.60 0.01 341.33 0.010 0.010 0.002 1 0.01 PIPE 18 341.42 342.67 4.32 2.15 0.07 341.49 0.090 0.090 0.096 1 0.07 PIPE 19 341.02 341.64 3.11 1.14 0.02 341.04 0.037 0.037 0.008 1 0.02 PIPE 20 340.81 341.60 3.07 1.13 0.02 340.83 0.036 0.036 0.011 1 0.02 PIPE 21 340.80 341.62 3.10 1.48 0.03 340.84 0.062 0.062 0.006 1 0.03 PIPE 22 339.67 342.13 3.10 1.14 0.02 339.69 0.037 0.037 0.010 1 0.02 PIPE 23 336.63 341.52 4.17 4.49 0.31 336.94 0.325 0.253 0.462 1 0.31 PIPE 24 337.40 341.41 4.01 2.77 0.12 337.52 0.147 0.147 0.078 1 0.12 PIPE 25 338.39 342.15 5.00 3.60 0.20 338.59 0.367 0.367 0.870 1 0.2 PIPE 26 338.70 341.58 3.68 1.20 0.02 338.72 0.041 0.041 0.106 1 0.02 PIPE 27 338.73 341.45 3.48 0.82 0.01 338.74 0.019 0.019 0.009 1 0.01 PIPE 28 338.74 341.00 3.00 0.35 0.00 338.74 0.003 0.003 0.001 1 0 PIPE 29 339.20 341.57 3.65 2.84 0.12 339.33 0.228 0.228 0.611 1 0.12 PIPE 30 339.38 341.47 3.50 2.13 0.07 339.45 0.128 0.128 0.057 1 0.07 PIPE 31 339.46 341.04 3.04 1.01 0.02 339.48 0.029 0.029 0.007 1 0.02 PIPE 32 338.74 340.97 2.97 0.53 0.00 338.74 0.008 0.008 0.001 1 0 PIPE 33 339.46 341.04 3.04 1.16 0.02 339.48 0.038 0.038 0.006 1 0.02 PIPE 34 338.72 341.06 3.13 0.48 0.00 338.72 0.007 0.007 0.002 1 0 PIPE 35 339.33 341.06 3.06 0.85 0.01 339.34 0.020 0.020 0.005 1 0.01 PIPE 36 338.90 342.70 3.15 1.45 0.03 338.93 0.054 0.049 0.008 1 0.03 PIPE 37 337.53 341.00 3.00 1.47 0.03 337.56 0.049 0.048 0.012 1 0.03 PIPE 38 337.52 341.00 3.00 0.67 0.01 337.53 0.010 0.010 0.002 1 0.01 PIPE 39 336.94 341.06 7.85 0.62 0.01 336.95 0.011 0.011 0.002 1 0.01 PIPE 40 337.82 343.00 4.47 2.08 0.07 337.88 0.118 0.118 0.030 1 0.07 PIPE 41 334.84 342.45 6.70 1.89 0.06 334.89 0.127 0.127 0.020 1 0.06 PIPE 42 334.17 341.98 7.66 2.99 0.14 334.30 0.200 0.200 0.020 1 0.14 PIPE 1PIPE 2PIPE 42ManholeCB-23SUMPStub LACRIMOSA WAYPIPE 3DownstreamManholeUpstreamManhole I SCINTILLA AVENUEPIPE 4DownstreamManholeUpstreamManhole EDENBRIDGE WAYPIPE 5PIPE 6DownstreamManholeUpstreamManholeUpstreamManhole LACUNA COIL AVENUEPIPE 7PIPE 8PIPE 9DownstreamManholeUpstreamManholeUpstreamManholeUpstreamManhole MIRANDA GARDEN STREETPIPE 10PIPE 11DownstreamManholeUpstreamManholeUpstreamManhole McKEE ROADPIPE 12DownstreamManholeUpstreamManhole PIPE 13DownstreamManholeCB-7 ARTESIA WAYPIPE 14PIPE 15DownstreamManholeUpstreamManholeUpstreamManhole TINA ROOT STREETPIPE 16PIPE 18DownstreamManholeUpstreamManholeUpstreamManhole PIPE 17DownstreamManholeCB-3 PIPE 19DownstreamManholeCB-4 PIPE 20DownstreamManholeCB-5 PIPE 21DownstreamManholeCB-6 PIPE 22DownstreamManholeCB-8 LACUNA COIL AVENUEPIPE 23DownstreamManholeUpstreamManhole TRISTANIA PLACEPIPE 24PIPE 25DownstreamManholeUpstreamManholeUpstreamManhole LUNASCAPE AVENUEPIPE 26DownstreamManholeUpstreamManhole XANDRIA COURTPIPE 27DownstreamManholeUpstreamManhole PIPE 28DownstreamManholeCB-10 LUNASCAPE AVENUEPIPE 29DownstreamManholeUpstreamManhole KEMI STREETPIPE 30DownstreamManholeUpstreamManhole PIPE 31DownstreamManholeCB-13 PIPE 32DownstreamManholeCB-11 PIPE 33DownstreamManholeCB-14 PIPE 34DownstreamManholeCB-12 PIPE 35DownstreamManholeCB-15 PIPE 36DownstreamManholeCB-9 PIPE 37DownstreamManholeCB-17 PIPE 38DownstreamManholeCB-16 PIPE 39DownstreamManholeCB-18 PIPE 41DownstreamManholeFUTURE CB-20 DRAINAGE EXHIBIT DBASIN & MONTBRIANDLACRIMOSAWAY LUPERCALIA WAYKAFT WAYMIRANDA GARDEN ST. TINA ROOT STREETAVENUE CAREYSTREETMONTB LACRIMOS WAYTRACT 6860(NOT A PART)TRACT 686 (NOT A PART)SUMP TO BE CONSTRUCTED PERCOB STANDARDS D-9, D-10, & D-13 MINTON COURT HOLUBECK WAYROSENGARD WAYDRIVE MONTBRIANDLACRIMOSAJIPSON WAYWOLFERHARTSELL AVENUEMCHUGH COURTBHANDARI COURT HYRULE WAY ZIEGAN COURT KAFF WAY WAYUNIT 2UNIT 2UNIT 1UNIT 1WELL SITELUPERCALIA WAYKAFT WAYMIRANDA GARDEN ST. TINA ROOT STREET DRESDEN DOLLS KOBLISKA COURT STREETFULTS COURTABARCA AVENUEAVENUEKIRIGANAVENUENOWATSKISTREETCAREYSTREETPHASE 1PHASE 2PHASE 1PHASE 2