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HomeMy WebLinkAboutPM 11866 Drainage Study PURPOSE The objectives of this drainage study are as follows: 1. To provide a storm drainage system in accordance with City of Bakersfield requirements and guidelines. 2. To provide an economical and reasonable design for storm drain conveyance and disposal facilities based on the 10-year storm. GUIDELINES The following design standards were used in the development of this study: 1. Initial times of concentration (roof to gutter) are 10 minutes for Commercial Development. 2. The runoff coefficients used are: A. 0.90 -Commercial development B. 0.95 -Street Areas & Roofs C. 0.10 -Lawn Areas 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, where given a weighted average based on the area relative to each coefficient. DESIGN APPROACH The study area was divided into defined sub-areas that incrementalized all flow contributions to the proposed drainage inlets. Flows were estimated utilizing the City of Bakersfield Rational Method in accordance with the Subdivision Standards. Storm drain flows were computed for the 10-year event. Flows were computed 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 area in acres. The flows generated by the 10-year event were input into Hydraflow software where the hydraulic grade lines and pipe sizes were determined. The required volume for the retention basin was calculated using the methodology outlined in the Subdivision Design Manual. EXISTING CONDITIONS The project site is currently vacant. It is bound to the west by Arrow Street, to the north and east by North Sillect Avenue, and the south by the Brighthouse office complex. Arrow Street slopes from south to north with a high point approximately 400 feet south of the southern boundary of Tentative Parcel Map 11866. Furthermore, Arrow Street has been improved with curb and gutter and sidewalk to the the south. Along the frontage of this project, the street slopes to the north, although very flat and currently has not been improved with curb and gutter. The southeast corner of Arrow Street and North Sillect Avenue currently has a return that falls to the north and east. This return will be reconstructed to accommodate a handicap ramp. Sillect Avenue has been improved with 8-inch vertical curb (no sidewalk) along the project frontage and slopes to the east and south to an inlet at the northwest corner of Gilmore and Sillect. CONCLUSION AND RECOMMENDATIONS Since Arrow Street has insufficient cross fall and longitudinal slope to the north, a sag catch basin with a 3.5-foot opening will be constructed on the west side of the proposed sump to capture the runoff from the south. The sub-area (Area 6) that contributes to this catch basin generates approximately 1.12 cfs for a 10-year event. A typical street with a longitudinal slope of 0.25% has a capacity of approximately 5.6 cfs (see calculations in appendix). Therefore, Arrow Street has sufficient capacity to convey the runoff generated. The runoff on the north side of the high point on Arrow Street will continue north as it currently flows and around the return onto North Sillect Avenue. Since the existing flow to North Sillect Avenue will not be altered by this project, we have not analyzed the flow to it as part of this study. The proposed drainage system has been studied using Hydraflow Storm Sewers 2003 to determine adequate pipe sizes and hydraulic grade lines. The system conforms to the requirements outlined by the Subdivision Design Standards for the City of Bakersfield. Furthermore, it was determined that the required sump capacity should be at least 1.0 ac-ft. The proposed sump yields a capacity of 1.15 ac-ft. Although the drainage system is designed to meet the Subdivision Design Standards for the City of Bakersfield, the onsite system and sump will be privately maintained. List of Appendicies 10 year storm runoff calculations HGL calculations Display Map CITY OF BAKERSFIELD RATIONAL METHOD (In accordance with City of Bakersfield Standards) TABLE OF RUNOFF COEFFICIENTS R-1, 6000 SF 0.42 JOB TITLE: PM 11866 -IBEW & KCEW R-1, 7500 SF 0.38 DATE: R-1, 10000 SF 0.34 REVISION DATE: R-1, 15000 SF 0.27 Rational Values: R-2 0.55 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 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, drives & roofs 0.95 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 Q V Trial Tc Roof to Tm D NAME Runoff Intensity Total Time Length Elev. Flow Vel. MIN. Gutter Travel Pipe Coef. (in./hr.) Area Conc. Feet Diff. Slope CFS FPS Time Time Dia. AC. MIN. Feet % MIN. MIN. In. PIPE SIZING CALCULATIONS AREA 1 0.10 1.80 0.02 10.00 24 0.54 2.25% 0.004 2.00 10.00 0 0.20 D.I.#1 to D.I.#2 47 0.004 0.018 42.72 6 10.00 AREA 2 0.10 1.80 0.02 10.00 21 0.38 1.81% 0.004 2.00 10.00 0 0.18 D.I.#2 to M.H.#1 0.10 1.80 0.04 7 0.007 0.04 10.00 3.27 6 13.27 AREA 3 0.90 1.80 0.13 10.00 106 1.25 1.18% 0.21 2.00 10.00 0 0.88 AREA 3 to MH #1 11 0.21 1.073 0.17 6 10.17 MH #1 to MH #2 0.71 1.61 0.17 44 0.19 0.99 13.27 0.74 6 14.01 AREA 4 0.36 1.80 0.06 10.00 52 0.51 0.98% 0.04 2.00 10.00 0 0.43 D.I.#3 to D.I.#4 20 0.04 0.20 1.68 6 11.68 AREA 5 0.95 1.80 0.08 10.00 65 1.09 1.68% 0.14 2.00 10.00 0 0.54 D.I.#4 to M.H.#2 0.70 1.70 0.14 59 0.17 0.48 11.68 2.06 8 13.74 MH #2 to MH #3 0.71 1.57 0.31 132 0.34 0.98 14.01 2.24 8 16.25 AREA 6 0.90 1.80 0.69 10.00 677 1.69 0.25% 1.12 1.57 10.00 0 7.17 D.I.#5 to MH#3 14 1.12 0.63 0.37 18 10.37 MH#3 to SUMP 0.84 1.44 1.00 23 1.21 0.68 16.25 0.56 18 16.82 September 3, 2009 October 14, 2009 P:\PROJECTS\08069\Studies\DRAINAGE\08069DS01.xls Page 1 SUBAREA C I A Rslt Tc L dH Q V Trial Tc Roof to Tm D NAME Runoff Intensity Total Time Length Elev. Flow Vel. MIN. Gutter Travel Pipe Coef. (in./hr.) Area Conc. Feet Diff. Slope CFS FPS Time Time Dia. AC. MIN. Feet % MIN. MIN. In. AREA 7 0.15 1.80 0.07 10.00 52 1.06 2.04% 0.019 2.00 10.00 0 0.43 D.I.#6 to D.I.#7 52 0.019 0.096 9.00 6 19.00 AREA 8 0.15 1.80 0.06 10.00 50 1.06 2.12% 0.016 2.00 10.00 0 0.42 D.I.#7 to M.H.#4 0.15 1.80 0.13 47 0.035 0.18 10.00 4.38 6 14.38 AREA 9 0.10 1.80 0.01 10.00 12 0.34 2.83% 0.001 2.00 10.00 0 0.10 D.I. #8 to MH #4 24 0.001 0.010 38.79 4 10.00 M.H.#4 to MH #5 0.15 1.54 0.14 34 0.031 0.16 14.38 3.60 6 17.98 AREA 10 0.95 1.80 0.07 10.00 78 1.58 2.03% 0.120 2.00 10.00 0 0.65 AREA 10 to MH #5 23 0.120 0.610 0.63 6 10.63 M.H.#5 to MH #6 0.42 1.34 0.21 37 0.25% 0.116 0.59 17.98 1.05 6 19.03 AREA 11 0.95 1.80 0.08 10.00 75 1.50 2.00% 0.137 2.00 10.00 0 0.63 AREA 11 to MH#6 23 0.137 0.697 0.55 6 10.55 M.H.#6 to D.I.#9 0.57 1.27 0.29 43 0.207 0.59 19.03 1.21 8 20.24 AREA 12 0.90 1.80 0.12 10.00 107 1.12 1.05% 0.194 2.00 10.00 0 0.89 D.I.#9 to D.I.#10 0.67 1.21 0.41 100 0.327 0.60 20.24 2.78 10 23.02 AREA 13 0.90 1.80 0.68 10.00 147 3.08 2.10% 1.102 2.00 10.00 0 1.23 D.I.#10 to D.I.#11 0.81 1.10 1.09 115 0.971 1.24 23.02 1.55 12 24.57 AREA 14 0.90 1.80 0.65 10.00 135 3.51 2.60% 1.053 2.00 10.00 0 1.13 D.I.#11 to D.I.#17 0.85 1.05 1.74 99 1.539 1.96 24.57 0.84 12 25.41 AREA 15 0.95 1.80 0.05 10.00 58 0.83 1.44% 0.086 2.00 10.00 0 0.48 AREA 15 to D.I.#12 77 0.086 0.435 2.95 6 12.95 AREA 16 0.15 1.80 0.03 10.00 26 0.21 0.81% 0.008 2.00 10.00 0 0.22 D.I.#12 to M.H.#7 0.65 1.63 0.08 37 0.085 0.43 12.95 1.43 6 14.38 AREA 17 0.95 1.80 0.07 10.00 67 0.83 1.24% 0.120 2.00 10.00 0 0.56 AREA 17 to D.I. #13 33 0.120 0.610 0.90 6 10.90 AREA 18 0.15 1.80 0.06 10.00 42 0.80 1.90% 0.016 2.00 10.00 0 0.35 P:\PROJECTS\08069\Studies\DRAINAGE\08069DS01.xls Page 2 SUBAREA C I A Rslt Tc L dH Q V Trial Tc Roof to Tm D NAME Runoff Intensity Total Time Length Elev. Flow Vel. MIN. Gutter Travel Pipe Coef. (in./hr.) Area Conc. Feet Diff. Slope CFS FPS Time Time Dia. AC. MIN. Feet % MIN. MIN. In. D.I.#13 to M.H.#7 0.58 1.75 0.13 7 0.132 0.67 10.90 0.17 6 11.08 M.H.#7 to D.I. #14 0.61 1.55 0.21 46 0.197 1.00 14.38 0.76 6 15.14 AREA 19 0.95 1.80 0.07 10.00 68 1.25 1.84% 0.120 2.00 10.00 0 0.57 AREA 19 to D.I. #14 27 0.120 0.610 0.74 6 10.74 AREA 20 0.15 1.80 0.05 10.00 38 0.59 1.55% 0.014 2.00 10.00 0 0.32 D.I. #14 to MH#8 0.61 1.50 0.33 23 0.302 0.87 15.14 0.44 8 15.58 AREA 21 0.95 1.80 0.06 10.00 65 1.25 1.92% 0.103 2.00 10.00 0 0.54 AREA 21 to MH#8 36 0.103 0.523 1.15 6 11.15 MH#8 to D.I. #16 0.66 1.48 0.39 68 0.381 1.09 15.58 1.04 8 16.62 AREA 22 0.90 1.80 0.20 10.00 83 1.00 1.20% 0.324 2.00 10.00 0 0.69 D.I. #15 to D.I. #16 97 0.324 0.928 1.74 8 11.74 AREA 23 0.90 1.80 0.41 10.00 0.664 2.00 10.00 0 0.00 AREA 23 to D.I. #16 40 0.664 1.903 0.35 8 10.35 AREA 24 0.90 1.80 0.336 10.00 142 1.72 1.21% 0.583 2.00 10.00 0 1.18 D.I. #16 to MH#9 0.83 1.41 1.36 146 1.601 2.04 16.62 1.19 12 17.82 AREA 25 0.95 1.80 0.12 10.00 70 1.33 1.90% 0.205 2.00 10.00 0 0.58 AREA 25 to MH#9 65 0.205 1.045 1.04 6 11.04 MH#9 to D.I. #17 0.84 1.35 1.48 127 1.675 2.13 17.82 0.99 12 18.81 AREA 26 0.90 1.80 0.47 10.00 214 2.63 1.23% 0.761 2.00 10.00 0 1.78 D.I. #17 to SUMP 0.85 1.02 3.69 65 3.209 2.61 25.41 0.41 15 25.83 AREA 27 0.90 2.92 10.00 AREA 28 0.10 0.43 10.00 Required Sump Capacity = 0.15 x C x A = 1.00 ac-ft C = 0.83 A = 8.04 ac P:\PROJECTS\08069\Studies\DRAINAGE\08069DS01.xls Page 3 0 50 100 150 200 250 300 350 400 450 500 550 600 391.00 396.00 401.00 406.00 411.00 416.00 Ln: 1 10 (in) Ln: 2 10 (in) Ln: 3 10 (in) Ln: 4 8 (in) Ln: 5 8 (in) Ln: 6 6 (in) Ln: 7 6 (in) Ln: 8 6 (in) Ln: 9 6 (in) Reach (ft) Elev. (ft) Proj. file: ONSITE.stm Hydraflow Storm Sewers 2003 Storm Sewer Profile Approximate Finished Ground Elevation HGL Profile Outflow to Sump D.I. #17 D.I. #11 D.I. #10 D.I. #9 MH #6 MH #5 MH #4 D.I. #7 D.I. #6 0 10 20 30 401.00 403.00 405.00 407.00 409.00 411.00 Ln: 11 6 (in) Reach (ft) Elev. (ft) Proj. file: ONSITE.stm Hydraflow Storm Sewers 2003 Storm Sewer Profile Approximate Finished Ground Elevation HGL Profile AREA 11 MH #6 0 10 20 30 401.00 403.00 405.00 407.00 409.00 411.00 Ln: 12 6 (in) Reach (ft) Elev. (ft) Proj. file: ONSITE.stm Hydraflow Storm Sewers 2003 Storm Sewer Profile Approximate Finished Ground Elevation HGL Profile AREA 10 MH #5 0 10 20 30 402.00 404.00 406.00 408.00 410.00 412.00 Ln: 13 4 (in) Reach (ft) Elev. (ft) Proj. file: ONSITE.stm Hydraflow Storm Sewers 2003 Storm Sewer Profile Approximate Finished Ground Elevation HGL Profile D.I. #8 MH #4 0 50 100 150 200 250 300 350 400 450 500 550 397.00 400.00 403.00 406.00 409.00 412.00 Ln: 10 10 (in) Ln: 14 10 (in) Ln: 15 8 (in) Ln: 16 8 (in) Ln: 17 6 (in) Ln: 18 6 (in) Ln: 19 6 (in) Ln: 20 6 (in) Reach (ft) Elev. (ft) Proj. file: ONSITE.stm Hydraflow Storm Sewers 2003 Storm Sewer Profile Approximate Finished Ground Elevation HGL Profile D.I. #17 MH #9 D.I. #16 MH #8 D.I. #14 MH #7 D.I. #1290 degree bend AREA 15 0 10 20 30 40 50 60 70 402.00 404.00 406.00 408.00 410.00 412.00 Ln: 21 6 (in) Reach (ft) Elev. (ft) Proj. file: ONSITE.stm Hydraflow Storm Sewers 2003 Storm Sewer Profile Approximate Finished Ground Elevation HGL Profile AREA 25 MH #9 0 10 20 30 40 50 60 70 80 90 100 398.00 400.00 402.00 404.00 406.00 408.00 Ln: 22 8 (in) Reach (ft) Elev. (ft) Proj. file: ONSITE.stm Hydraflow Storm Sewers 2003 Storm Sewer Profile D.I. #15 D.I. #16 Approximate Finished Ground Elevation HGL Profile 0 10 20 30 40 402.00 404.00 406.00 408.00 410.00 412.00 Ln: 23 6 (in) Reach (ft) Elev. (ft) Proj. file: ONSITE.stm Hydraflow Storm Sewers 2003 Storm Sewer Profile Approximate Finished Ground Elevation HGL Profile AREA 21 MH #8 0 10 20 30 402.00 404.00 406.00 408.00 410.00 412.00 Ln: 24 6 (in) Reach (ft) Elev. (ft) Proj. file: ONSITE.stm Hydraflow Storm Sewers 2003 Storm Sewer Profile Approximate Finished Ground Elevation HGL Profile AREA 19 D.I. #14 0 10 20 30 40 50 402.00 404.00 406.00 408.00 410.00 412.00 Ln: 25 6 (in) Ln: 26 6 (in) Reach (ft) Elev. (ft) Proj. file: ONSITE.stm Hydraflow Storm Sewers 2003 Storm Sewer Profile Approximate Finished Ground Elevation HGL Profile AREA 17 D.I. #13 MH #7 0 10 20 30 40 50 397.00 401.00 405.00 409.00 413.00 417.00 Ln: 27 8 (in) Reach (ft) Elev. (ft) Proj. file: ONSITE.stm Hydraflow Storm Sewers 2003 Storm Sewer Profile Approximate Finished Ground Elevation HGL Profile AREA 23 D.I. #16 0 25 50 75 100 125 150 175 200 225 250 275 391.00 396.00 401.00 406.00 411.00 416.00 Ln: 1 18 (in) Ln: 3 8 (in) Ln: 4 6 (in) Ln: 5 6 (in) Ln: 6 6 (in) Reach (ft) Elev. (ft) Proj. file: ARROW.stm Hydraflow Storm Sewers 2003 Storm Sewer Profile Approximate Finished Ground Elevation HGL Profile MH #3 MH #2 MH #1 D.I. #2 D.I. #1 0 10 20 30 40 50 60 70 80 90 100 401.00 403.00 405.00 407.00 409.00 411.00 Ln: 7 8 (in) Ln: 9 6 (in) Reach (ft) Elev. (ft) Proj. file: ARROW.stm Hydraflow Storm Sewers 2003 Storm Sewer Profile Approximate Finished Ground Elevation MH #2 D.I. #4 D.I. #3 HGL Profile Proj. file: ARROW.stm Hydraflow Storm Sewers 2003 Storm Sewer Profile MH #1 Approximate Finished Ground Elevation HGL Profile AREA 3 PM 11866 -IBEW Line Line Line Line Flow Avg. Capacity Invert HGL Vel Vel Head EGL Sf Invert HGL Grnd/Rim Cover Vel Vel Head EGL Sf Sf Energy J-Loss Minor No. Description Length Size Rate Velocity Full Dn Dn Dn Dn Dn Dn Up Up Elev Up Up Up Up Up Up Avg Loss Coeff Loss (ft) (in) (cfs) (ft/s) (cfs) (ft) (ft) (ft/s) (ft) (ft) (ft/ft) (ft) (ft) (ft) (ft) (ft/s) (ft) (ft) (ft/ft) (ft/ft) (ft) (ft) Analysis of Storm Drain System Onsite 1 DI #17 to SUMP 66 10 3.2 5.87 6.08 395.27 399.27 5.87 0.54 399.81 1.529 398.91 400.28 404.62 4.88 5.87 0.54 400.81 1.529 1.529 1.009 0.85 0.45 2 DI #11 to DI #17 100 10 1.54 2.82 1.29 398.91 400.73 2.82 0.12 400.86 0.354 399.16 401.09 403.45 3.46 2.82 0.12 401.21 0.354 0.354 0.354 0.45 0.06 3 DI #10 to DI #11 117 10 0.97 1.78 1.29 399.16 401.14 1.78 0.05 401.19 0.141 399.45 401.31 403.45 3.17 1.78 0.05 401.36 0.14 0.141 0.164 1 0.05 4 DI #9 to DI #10 102 8 0.33 1.7 1.91 399.45 401.36 0.95 0.01 401.37 0.053 401.28 401.55 405.28 3.33 2.46 0.09 401.65 0.436 0.245 0.25 0.15 0.01 5 MH ##6 to DI #9 44 8 0.21 1.37 1.86 401.28 401.95 0.6 0.01 401.95 0.022 402.03 402.25 405.89 3.19 2.14 0.07 402.32 0.42 0.221 0.097 1 0.07 6 MH #5 to MH #6 37 6 0.12 1.28 0.86 402.03 402.53 0.61 0.01 402.54 0.033 402.66 402.84 406.12 2.96 1.95 0.06 402.89 0.465 0.249 0.092 1 0.06 7 MH #4 to MH #5 34 6 0.03 0.35 0.66 402.66 403.16 0.15 0 403.16 0.002 403 403.16 406.64 3.14 0.54 0 403.17 0.039 0.02 0.007 1 0 8 DI #7 to MH #4 47 6 0.04 0.79 0.67 403 403.5 0.2 0 403.5 0.004 403.48 403.58 406 2.02 1.38 0.03 403.61 0.429 0.216 0.102 0.45 0.01 9 DI #6 to DI #7 52 6 0.02 0.62 0.66 403.48 403.98 0.1 0 403.98 0.001 404 404.07 406 1.5 1.13 0.02 404.09 0.439 0.22 0.114 1 0.02 10 MH #9 to DI #17 129 10 1.68 3.08 1.16 399.48 400.73 3.08 0.15 400.88 0.422 399.74 401.28 406.06 5.49 3.08 0.15 401.43 0.421 0.421 0.544 1 0.15 11 AREA 11 to MH #6 22 6 0.14 1.38 1.5 402.7 403.2 0.71 0.01 403.21 0.045 403.83 404.02 406.54 2.21 2.04 0.06 404.09 0.475 0.26 0.057 1 0.06 12 AREA 10 to MH #5 23 6 0.12 1.28 1.59 403.16 403.66 0.61 0.01 403.67 0.033 404.48 404.66 407.06 2.08 1.95 0.06 404.71 0.465 0.249 0.057 1 0.06 13 DI #8 to MH #4 24 4 0.01 0.57 0.48 403.5 403.83 0.11 0 403.83 0.002 404.6 404.66 406.6 1.67 1.02 0.02 404.67 0.51 0.256 0.061 1 0.02 14 DI #16 to MH #9 149 10 1.6 2.93 1.14 399.74 401.43 2.93 0.13 401.56 0.382 400.03 402 404.49 3.63 2.93 0.13 402.13 0.382 0.382 0.57 1 0.13 15 MH #8 to DI #16 69 8 0.38 1.85 2.84 400.03 402.13 1.09 0.02 402.15 0.071 402.77 403.06 406.15 2.71 2.6 0.11 403.17 0.458 0.264 0.182 1 0.11 16 DI #14 to MH #8 23 8 0.3 0.91 1.03 402.77 403.44 0.86 0.01 403.45 0.044 402.89 403.44 405.74 2.18 0.97 0.01 403.46 0.043 0.044 0.01 1 0.01 17 MH #7 to DI #14 46 6 0.2 1.65 0.66 402.89 403.46 1.02 0.02 403.47 0.091 403.35 403.58 405.78 1.93 2.29 0.08 403.66 0.498 0.295 0.136 1 0.08 18 DI #12 to MH #7 37 6 0.09 1.05 0.66 403.35 403.85 0.46 0 403.85 0.018 403.72 403.88 405.8 1.58 1.64 0.04 403.92 0.361 0.19 0.07 0.15 0.01 19 bend to DI #12 39 6 0.09 1.11 0.66 403.72 404.22 0.46 0 404.22 0.018 404.11 404.26 405.74 1.13 1.76 0.05 404.31 0.44 0.229 0.089 1 0.05 20 AREA 15 to bend 39 6 0.09 1.11 0.66 404.11 404.61 0.46 0 404.61 0.018 404.5 404.65 406.17 1.17 1.76 0.05 404.7 0.44 0.229 0.089 1 0.05 21 AREA 25 to MH #9 66 6 0.21 1.71 0.67 403.33 403.83 1.07 0.02 403.85 0.1 404 404.23 406.13 1.63 2.35 0.09 404.32 0.514 0.307 0.203 1 0.09 22 DI #15 to DI #16 98 8 0.32 0.92 0.71 400.03 402.13 0.92 0.01 402.14 0.05 400.27 402.18 404.27 3.33 0.92 0.01 402.19 0.05 0.05 0.049 1 0.01 23 AREA 21 to MH #8 36 6 0.1 1.17 0.94 403.61 404.11 0.51 0 404.11 0.023 404.34 404.5 406.5 1.66 1.84 0.05 404.55 0.457 0.24 0.086 1 0.05 24 AREA 19 to DI #14 27 6 0.12 1.28 1 403.88 404.38 0.61 0.01 404.39 0.033 404.5 404.68 406.19 1.19 1.95 0.06 404.73 0.465 0.249 0.067 1 0.06 25 DI #13 to MH #7 8 6 0.13 0.74 0.81 403.85 404.35 0.66 0.01 404.36 0.038 403.97 404.35 405.7 1.23 0.81 0.01 404.36 0.045 0.042 0.003 0.15 0 26 AREA 17 to DI #13 32 6 0.12 1.28 0.85 403.97 404.47 0.61 0.01 404.48 0.033 404.5 404.68 406.38 1.38 1.95 0.06 404.73 0.465 0.249 0.08 1 0.06 27 AREA 23 to DI #16 40 8 0.66 1.89 0.71 400.03 402.13 1.89 0.06 402.18 0.214 400.13 402.21 408 7.2 1.89 0.06 402.27 0.214 0.214 0.086 1 0.06 Analysis of Storm Drain System along Arrow Street 1 MH #3 TO SUMP 25 18 1.21 1.19 38.38 395.27 399.27 0.68 0.01 399.28 0.013 398.61 399.25 407.07 6.96 1.69 0.04 399.29 0.094 0.054 0.013 1 0.04 2 DI #5 TO MH #3 14 18 1.12 1.78 30.23 398.61 400.11 0.63 0.01 400.12 0.011 399.77 400.17 406.26 4.99 2.92 0.13 400.31 0.452 0.232 0.032 1 0.13 3 MH #2 TO MH #3 132 8 0.34 1.73 1.01 402.1 402.77 0.97 0.01 402.78 0.057 402.76 403.04 407.04 3.61 2.49 0.1 403.13 0.438 0.247 0.327 1 0.1 4 MH #1 TO MH #2 44 6 0.19 1.62 0.94 402.76 403.26 0.97 0.01 403.27 0.082 403.65 403.87 406.66 2.51 2.26 0.08 403.95 0.502 0.292 0.129 1 0.08 5 DI #2 TO MH #1 7 6 0.01 0.05 0.66 403.65 404.15 0.05 0 404.15 0 403.72 404.15 406.35 2.13 0.06 0 404.15 0 0 0 0.15 0 6 DI #1 TO DI #2 47 6 0.01 0.36 0.66 403.72 404.22 0.05 0 404.22 0 404.19 404.26 406.19 1.5 0.66 0.01 404.26 0.173 0.086 0.041 1 0.01 7 DI ##4 TO MH #2 60 8 0.17 0.57 0.84 402.76 403.43 0.49 0 403.43 0.014 402.97 403.43 405.97 2.33 0.65 0.01 403.44 0.02 0.017 0.01 0.45 0 8 AREA 3 TO MH #1 11 6 0.21 1.71 1.28 404.65 405.15 1.07 0.02 405.17 0.1 405.06 405.29 406.73 1.17 2.35 0.09 405.38 0.514 0.307 0.034 1 0.09 9 DI #3 TO DI #4 21 6 0.04 0.8 1.5 403.47 403.97 0.2 0 403.97 0.004 404.55 404.65 406.55 1.5 1.4 0.03 404.68 0.446 0.225 0.047 1 0.03 P:\PROJECTS\08069\Studi es\DRAINAGE\HydraFlow_Out.xls 1 of 1 IBEW