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HomeMy WebLinkAboutTract 6352 - Phase 1-10 DSREVISED DRAINAGE STUDY FOR TRACT No. 6352 PHASE 1 TO 10 Project # 06159.02 Approved: October 2007 Revised: May 2017 Prepared for: Millennium Holdings, LLC c/o Tarina Homes, Inc. 1401 19th Street #215 Bakersfield, CA 93301 Contact: Chris Johnston 661-322-2030 Prepared By: John Northrop, EIT Checked By: Blaine S. Neptune R.C.E. 55102 2001 Wheelan Court Bakersfield, CA 93309 (661) 834-4814 Tract No. 6352 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 Time of Concentration (Tc) Calculations ................................................. back of report Inlet Sizing Calculations .......................................................................... back of report Hydraulic Calculations and Pipe Profiles ................................................. back of report Drainage Exhibit ...................................................................... sleeve in back of report Reference ............................................................................................... back of report Tract No. 6352 DRAINAGE STUDY 3 1.0 PURPOSE The purpose for this drainage study is as follows: 1. To provide an update to the approved Tract 6352 Drainage Study to reduce the project area per the updated 3rd Substantial Conformance for RVTTM 6352. 2. To provide a storm drainage system in accordance with the City of Bakersfield requirements and guidelines. 3. To provide an economical and reasonable design for storm drain conveyance and disposal facilities. 4. To provide drainage facilities outlined in the Breckenridge Planned Drainage Area Study. 5. To size the drainage system to account for future westerly development (Section 19) per the Breckenridge Planned Drainage Area Study. 6. To remove the Existing School Site from the previously approved Drainage Study. 2.0 GUIDELINES The following design standards were used in the development of this study: 1. Initial times of concentration (roof to gutter) are 15 minutes for R-1 Development. 2. The runoff coefficients used are: A. 0.40 - R-1, 6,750 S.F. B. 0.95 - Pavement, drives, and roofs 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. 5. Establish drainage facilities consistent with the Breckenridge Planned Drainage Area. 3.0 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. 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 10-year Storm event was used to determine curb capacities, catch basin opening sizes, and pipe sizes. Tract 6352, Phases 1 through 10, is located in Bakersfield, CA within Section 20, T29S, R29E M.D.M. The project site is bounded by SR-178 to the north, to the south by Kern Canyon Road (SR-184), Future Vineland Road and Section 19 to the west and Bedford Greens Drive to the east. The project also lies within a planned drainage area known as the Breckenridge Planned Drainage Area (referred henceforth as BPDA). A few facilities outlined in the BPDA study prepared by Meyer Civil Engineering dated March 18, 2005 are located within the project area. These facilities are referred to as pipes P39a and P39b of the BPDA. These pipes will capture flows from the west of Vineland and convey them to an existing 24” Storm Drain Line just east Bedford Greens Drive. The existing 24” drainage line is located within the Breckenridge Drainage Channel. The existing 120’ wide channel utilizes 5% side slopes with a 48’ grass lined flat bottom. The existing 24” storm drain system utilizes bubble up manhole structures that discharge nuisance water from north of SR-178 to the existing Breckenridge Drainage Channel and ultimately drains southerly through areas reserved for future Tract No. 6352 DRAINAGE STUDY 4 detention basins (Basin 1 & 2) per the BPDA. Per a study conducted by our firm, McIntosh & Associates, and approved October 1, 2007; the existing channel provides subcritical flow with depths about 13” deep and velocities of 4.72 fps during the 100 year event and depths of approx. 12” during the 10 year event. A few additional facilities outline in the BPDA are currently existing in the project area. These facilities are referred to as pipes P49, P50 and a portion of P51. These pipes were installed by the Bakersfield City School District prior to the construction of the existing school within the project area. The existing 42” RCP Pipes will be utilized to convey future runoff produced by Section 19 and Phases 8-10 of Tract 6352 downstream to Detention Basins 1 & 2 per the BPDA. Phases 1 to 7 Drainage Area 1 will discharge into a catch basins (CB #1) located at the T-intersection of Old Wood Drive and Brandywine Way. Drainage Area 2 will discharge into a catch basins (CB #2) located at the T-intersection of Old Wood Drive and Dry Port Way. Drainage Areas 3 and 4 will drain to Catch basin #3 & #4, located at the four-way intersection of Old Wood Drive and Seedling Way. Catch basin #5 will collect the discharge produced by Area 5 at the T-intersection of Seedling Way and Turning Leaf Lane. Drainage Areas 6 and 7 will discharge into catch basins (CB#6 & CB#7) at the T-intersection of Old Wood Drive and Bedford Greens Drive with a weighted runoff coefficient value from portions of Bedford Greens Drive and the residential lots. Drainage Area 8 will discharge into a catch basins (CB #8) located at the four-way intersection of Krista Vineyard Way and Brandywine Way. Drainage Area 9 will discharge into a catch basin (CB#9) at the T-intersection of Highland Knolls Drive and Brandywine Way with a weighted runoff coefficient value from portions of Vineland Road, Highland Knolls Drive and the residential lots. Drainage Area 10 will discharge offsite runoff into a catch basins (CB #10) located at the T- intersection of Highland Knolls Drive and Bedford Greens Drive. Although the residential lots included in this study vary from 6,500 S.F. to 8,000 S.F., a runoff coefficient of 0.40 was used for all residential areas as a conservative approach for calculating runoff produced by the area under investigation. Additionally, the BPDA Study considered a runoff coefficient for the future northerly development (Section 19) of 0.42. Per this study, that coefficient has been adjusted to 0.40 since it will be impossible for the future lots to be under 6,000 S.F. due to the mountainous terrain that is present in the area. Phases 8 to 10 Drainage Area 11 will drain the west side Vineland Road, from the entrance of Phase 10 to Kern Canyon Road, southerly to Catch Basin No. 11. Drainage Area 12 uses a weighted runoff coefficient from portions of Vineland Road and the residential lots and will discharge to Catch Bain No. 12 located at the easterly cul-de-sac of Old Vines Street. Drainage Area 13 will also use a weighted runoff coefficient for portions of Vineland Road, Highland Knolls Drive, Bedford Greens Drive & the residential lots shown in the attached Drainage Exhibit. Drainage Area 13 will discharge its runoff to a catch basin (CB #13) located at the mid-block of White Sparkle Drive. Drainage Area 14 drains the southern portion of Phases 8 and 9 to a catch basin (CB #14) located at the mid-block of White Sparkle Drive. Drainage Area 15 drains a portion of Vineland Road and Kern Canyon Road (SR-184) to Catch Basin No. 15 located along Kern Canyon Road. All of the aforementioned Drainage Areas will discharge through and existing 42” Pipe stubbed southerly across the SR-184 downstream to future Detention Basin 1 and 2. Tract No. 6352 DRAINAGE STUDY 5 Time of Concentration The attached Time of Concentration (Tc) Calculations spreadsheets were used to determine the longest time of concentrations for each drainage area in a 10-year event and also calculate each drainage area’s curb capacities. The rational method for the 10-year event was performed using the longest Time of Concentration (Tc) for each drainage area, including a 15 minute roof to gutter time for areas with residential lots. The flows generated from the City’s IDF Curve were routed through the entire system and then were entered into Hydraflow Storm Sewers 2017. Hydraflow Storm Sewers calculates the HGL in each pipe given the starting HGL, flow in the pipe, and the pipe slope/inverts. The starting HGL for the two outfall pipes from Phases 1 to 7, Pipe 1 & 10, were assumed to be at the water level of 10 year event in the existing channel, 681.45’ and 684.63’ respectfully. The starting HGL for Phase 8 to 10’s drainage system was assumed to be at the downstream soffit elevation, 665.46’, of the existing 42” RCP (Pipe 38). 4.0 CONCLUSION AND RECOMMENDATIONS Tract 6352’s, Phase 1 through 10, storm drain system has been designed considering all applicable City of Bakersfield design standards, and has included all the necessary facilities as directed by the Breckenridge Planned Drainage Area. All curb capacities have been calculated and will not be exceeded in a 10 year event. All catch basins were sized using Hydraflow 2017 in conjunction with the flows produced by the 10-year storm event. Inlets sizing varies for each drainage area from the minimum 3.5’ opening to an 8’ opening per the attached Inlet sizing calculations. All HGL’s were calculated using Hydraflow Storm Sewers 2017 and no HGL is within 0.5’ of any manhole rim or catch basin flowline. The proposed drainage system will utilize 18”, 36”, 42” & 48” RCP. The starting HGL’s were established based upon the existing Breckenridge Drainage Channel elevations and the coinciding 10-year event water depth. We feel this study meets or exceeds all conditions of the City of Bakersfield Design Criteria and the Breckenridge Planned Drainage Area Study. The storm drain system will be able to handle a 10-year event. Tract No. 6352 DRAINAGE STUDY 6 Vicinity Map TRACT 6352 NOT TO SCALE TIME OF CONCENTRATION (Tc) 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 6352 R-1, 6750 SF 0.4 DATE:Mar-17 R-1, 7500 SF 0.38 R-1, 10000 SF 0.34 Rational Values:R-1, 15000 SF 0.27 Event: 10 YEAR Values: 5, 10, 50 R-2 0.55 M.A.P. 6 in./yr. Values: 6, 10, 15, 20, 25, 30 Commercial 0.9 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 Sg Q Street V Trial Tc Roof to Tm Curb D NAME Runoff Intensity Total Time Length Elev. Gutter Flow Type Vel. MIN. Gutter Travel Cap Pipe Coef. IN/HR Area Conc. Feet Diff. Slope CFS FPS Time Time In Dia. AC. MIN. Feet Ft/Ft MIN. MIN. In. OFFISTE AREA 1A 0.40 0.98 133.00 26.93 52.19 60 26.93 15 11.93 Pipe 18-19 473 7.38 1.07 36 28.00 Pipe 17 0.40 0.98 133.00 218 52.19 7.38 0.49 36 28.49 AREA 1 0.40 1.33 3.63 18.07 696 11.10 1.59% 1.93 60 3.78 18.07 15 3.07 3.14 Pipes 20 25 1.09 28.49 0.39 18 28.88 Pipe 16 0.40 0.93 136.63 266 50.95 7.21 28.88 0.62 36 29.49 Pipe 15 0.40 0.92 136.63 135 50.18 7.10 29.49 0.32 36 29.81 AREA 2 0.40 1.26 7.12 19.24 1154 19.42 1.68% 3.59 60 4.53 19.24 15 4.24 3.86 Pipe 23 15 2.03 29.81 0.13 18 29.94 Pipe 14 0.40 0.91 143.75 273 52.22 5.43 29.94 0.84 42 30.78 AREA 3 0.40 1.08 9.36 23.69 1836 24.13 1.31% 4.03 60 3.52 23.69 15 8.69 4.37 Pipe 24 16 2.28 0.12 18 23.81 Tc CALCULATIONS TRACT 6352: PHASE 1 TO 7 AND OFF-SITE AREA 06159.02ds_rev1.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 Curb D NAME Runoff Intensity Total Time Length Elev. Gutter Flow Type Vel. MIN. Gutter Travel Cap Pipe Coef. IN/HR Area Conc. Feet Diff. Slope CFS FPS Time Time In Dia. AC. MIN. Feet Ft/Ft MIN. MIN. In. TRACT 6352: PHASE 1 TO 7 AND OFF-SITE AREAAREA 4 0.40 1.32 4.04 18.19 747 15.26 2.04% 2.14 60 3.90 18.19 15 3.19 3.25 Pipe 25 25 1.21 0.34 18 18.53 Pipe 13 0.40 0.89 157.15 43 55.95 5.82 30.78 0.12 42 30.90 AREA 5 0.40 1.29 3.53 18.77 611 6.36 1.04% 1.82 60 2.70 18.77 15 3.77 3.14 Pipe 21-22 345 1.03 5.58 18 24.35 Pipe 12 0.40 0.89 160.68 126 57.04 5.93 30.90 0.36 42 31.26 AREA 6 0.41 1.15 3.66 21.67 1066 9.09 0.85% 1.74 60 2.66 21.67 15 6.67 3.07 Pipe 27 26 0.98 0.44 18 22.11 AREA 7 0.60 1.30 3.23 18.57 515 2.85 0.55% 2.54 60 2.40 18.57 15 3.57 4.01 Pipe 26 16 1.44 0.19 18 18.76 Pipe 11 0.40 0.88 167.57 125 59.61 4.74 31.26 0.44 48 31.69 Pipe 10 0.40 0.87 167.57 371 59.01 6.13 31.69 1.01 42 32.70 AREA 8 0.40 1.34 4.08 17.98 702 12.61 1.80% 2.18 60 3.92 17.98 15 2.98 3.28 Pipe 6-7 174 1.23 2.36 18 20.34 AREA 9 0.59 1.21 6.43 20.27 1154 15.55 1.35% 4.56 60 3.65 20.27 15 5.27 4.52 Pipe 8 15 2.58 0.10 18 20.37 Pipe 3-5 0.52 1.20 10.51 647 6.51 3.68 20.37 2.93 18 23.30 AREA 10 0.95 2.09 1.58 5.06 685 2.93 0.43% 3.13 60 2.26 5.06 5.06 4.29 Pipe 9 20 1.77 0.19 18 5.25 Pipe 2 0.57 1.09 12.09 131 7.54 4.27 23.30 0.51 18 23.81 Pipe 1 0.57 1.07 12.09 369 7.42 4.20 23.81 1.46 18 25.27 06159.02ds_rev1.xls McIntosh Associates 2001 Wheelan Ct Bakersfield, CA 93309 10 yr Calc 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 6352 - Phase 8 to 10 R-1, 6750 SF 0.4 DATE:May-17 R-1, 7500 SF 0.38 R-1, 10000 SF 0.34 Rational Values:R-1, 15000 SF 0.27 Event: 10 YEAR Values: 5, 10, 50 R-2 0.55 M.A.P. 6 in./yr. Values: 6, 10, 15, 20, 25, 30 Commercial 0.9 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 Sg Q Street V Trial Tc Roof to Tm Curb D NAME Runoff Intensity Total Time Length Elev. Gutter Flow Type Vel. MIN. Gutter Travel Cap Pipe Coef. IN/HR Area Conc. Feet Diff. Slope CFS FPS Time Time In Dia. AC. MIN. Feet Ft/Ft MIN. MIN. In. AREA 11 0.95 2.02 2.10 6.30 1750 30.33 1.73% 4.02 60 4.63 6.30 6.30 3.96 Pipes 33-34 320 2.28 6.30 2.34 18 8.64 AREA 12 0.46 1.25 10.58 19.46 1070 10.70 1.00% 6.02 60 4.00 19.46 15 4.46 4.92 Pipe 32 65 3.40 19.46 0.32 18 19.78 Pipe 31 0.54 1.23 12.68 110 8.38 4.74 19.78 0.39 18 20.16 Pipe 30 0.54 1.21 12.68 228 8.25 4.67 20.16 0.81 18 20.98 Pipe 29 0.54 1.18 12.68 244 8.01 4.53 20.98 0.90 18 21.88 Pipe 28 0.54 1.14 12.68 407 7.77 4.40 21.88 1.54 18 23.42 SECTION 19 0.42 1.15 120.00 21.58 58.10 21.58 15 EX. SCHOOL SITE 12.76 Existing 42" Pipes 1495 70.86 7.37 21.58 3.38 42 24.96 Tc CALCULATIONS TRACT 6352: PHASE 8 TO 10 06159.02ds PH 7-10.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 Curb D NAME Runoff Intensity Total Time Length Elev. Gutter Flow Type Vel. MIN. Gutter Travel Cap Pipe Coef. IN/HR Area Conc. Feet Diff. Slope CFS FPS Time Time In Dia. AC. MIN. Feet Ft/Ft MIN. MIN. In. TRACT 6352: PHASE 8 TO 10AREA 13 0.65 1.29 11.02 18.77 1000 10.00 1.00% 9.17 60 4.42 18.77 15 3.77 5.55 Pipe 35 15 80.04 8.32 18.77 0.03 42 18.80 Pipe 36 0.59 1.09 23.70 25 85.99 8.94 23.42 0.05 42 23.46 AREA 14 0.40 1.28 6.82 18.94 801 8.00 1.00% 3.49 60 3.39 18.94 15 3.94 4.22 Pipe 37 0.55 1.08 30.52 130 88.92 9.24 23.46 0.23 42 23.70 AREA 15 0.95 2.19 2.41 3.22 940 18.60 1.98% 5.02 60 4.87 3.22 3.22 4.21 Pipe 38 0.58 1.08 32.93 96 91.26 9.49 23.70 0.17 42 23.87 06159.02ds PH 7-10.xls McIntosh Associates 2001 Wheelan Ct Bakersfield, CA 93309 10 yr Calc INLET SIZING CALCULATIONS Inlet Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.Wednesday, Feb 8 2017 CATCH BASIN NO. 1 - DRAINAGE AREA 1 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) = 0.083 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) = 1.93 Highlighted Q Total (cfs) = 1.93 Q Capt (cfs) = 1.93 Q Bypass (cfs) = -0- Depth at Inlet (in) = 4.89 Efficiency (%) = 100 Gutter Spread (ft) = 5.73 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.Wednesday, Feb 8 2017 CATCH BASIN NO. 2 - DRAINAGE AREA 2 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) = 0.083 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) = 3.59 Highlighted Q Total (cfs) = 3.59 Q Capt (cfs) = 3.59 Q Bypass (cfs) = -0- Depth at Inlet (in) = 6.75 Efficiency (%) = 100 Gutter Spread (ft) = 13.49 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.Wednesday, Feb 8 2017 CATCH BASIN NO. 3 - DRAINAGE AREA 3 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) = 0.083 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) = 4.03 Highlighted Q Total (cfs) = 4.03 Q Capt (cfs) = 4.03 Q Bypass (cfs) = -0- Depth at Inlet (in) = 7.20 Efficiency (%) = 100 Gutter Spread (ft) = 15.38 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.Wednesday, Feb 8 2017 CATCH BASIN NO. 4 - DRAINAGE AREA 4 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) = 0.083 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) = 2.14 Highlighted Q Total (cfs) = 2.14 Q Capt (cfs) = 2.14 Q Bypass (cfs) = -0- Depth at Inlet (in) = 5.09 Efficiency (%) = 100 Gutter Spread (ft) = 6.59 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.Wednesday, Feb 8 2017 CATCH BASIN NO. 5 - DRAINAGE AREA 5 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) = 0.083 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) = 1.82 Highlighted Q Total (cfs) = 1.82 Q Capt (cfs) = 1.82 Q Bypass (cfs) = -0- Depth at Inlet (in) = 4.78 Efficiency (%) = 100 Gutter Spread (ft) = 5.27 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.Wednesday, Feb 8 2017 CATCH BASIN NO. 6 - DRAINAGE AREA 6 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) = 0.083 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) = 1.74 Highlighted Q Total (cfs) = 1.74 Q Capt (cfs) = 1.74 Q Bypass (cfs) = -0- Depth at Inlet (in) = 4.70 Efficiency (%) = 100 Gutter Spread (ft) = 4.93 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.Wednesday, Feb 8 2017 CATCH BASIN NO. 7 - DRAINAGE AREA 7 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) = 0.083 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) = 2.54 Highlighted Q Total (cfs) = 2.54 Q Capt (cfs) = 2.54 Q Bypass (cfs) = -0- Depth at Inlet (in) = 5.47 Efficiency (%) = 100 Gutter Spread (ft) = 8.15 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.Wednesday, Feb 8 2017 CATCH BASIN NO. 8 - DRAINAGE AREA 8 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) = 0.083 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) = 2.18 Highlighted Q Total (cfs) = 2.18 Q Capt (cfs) = 2.18 Q Bypass (cfs) = -0- Depth at Inlet (in) = 5.13 Efficiency (%) = 100 Gutter Spread (ft) = 6.75 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.Wednesday, Feb 8 2017 CATCH BASIN NO. 9 - DRAINAGE AREA 9 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) = 0.083 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) = 2.18 Highlighted Q Total (cfs) = 2.18 Q Capt (cfs) = 2.18 Q Bypass (cfs) = -0- Depth at Inlet (in) = 5.13 Efficiency (%) = 100 Gutter Spread (ft) = 6.75 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.Wednesday, Feb 8 2017 CATCH BASIN NO. 10 - DRAINAGE AREA 10 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) = 0.083 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) = 3.13 Highlighted Q Total (cfs) = 3.13 Q Capt (cfs) = 3.13 Q Bypass (cfs) = -0- Depth at Inlet (in) = 5.99 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® AutoCAD® Civil 3D® by Autodesk, Inc.Wednesday, May 3 2017 CATCH BASIN NO. 11 - DRAINAGE AREA 11 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) = 0.083 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) = 4.02 Highlighted Q Total (cfs) = 4.02 Q Capt (cfs) = 4.02 Q Bypass (cfs) = -0- Depth at Inlet (in) = 7.19 Efficiency (%) = 100 Gutter Spread (ft) = 15.34 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.Wednesday, May 3 2017 CATCH BASIN NO. 12 - DRAINAGE AREA 12 Curb Inlet Location = Sag Curb Length (ft) = 5.00 Throat Height (in) = 4.00 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) = 6.02 Highlighted Q Total (cfs) = 6.02 Q Capt (cfs) = 6.02 Q Bypass (cfs) = -0- Depth at Inlet (in) = 7.43 Efficiency (%) = 100 Gutter Spread (ft) = 16.31 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.Wednesday, May 3 2017 CATCH BASIN NO. 13 - DRAINAGE AREA 13 Curb Inlet Location = Sag Curb Length (ft) = 8.50 Throat Height (in) = 4.00 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) = 9.17 Highlighted Q Total (cfs) = 9.17 Q Capt (cfs) = 9.17 Q Bypass (cfs) = -0- Depth at Inlet (in) = 7.72 Efficiency (%) = 100 Gutter Spread (ft) = 17.54 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.Wednesday, May 3 2017 CATCH BASIN NO. 14 - DRAINAGE AREA 14 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) = 0.083 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) = 3.49 Highlighted Q Total (cfs) = 3.49 Q Capt (cfs) = 3.49 Q Bypass (cfs) = -0- Depth at Inlet (in) = 6.65 Efficiency (%) = 100 Gutter Spread (ft) = 13.09 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.Wednesday, May 3 2017 CATCH BASIN NO. 15 - DRAINAGE AREA 15 Curb Inlet Location = Sag Curb Length (ft) = 4.00 Throat Height (in) = 4.00 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) = 5.02 Highlighted Q Total (cfs) = 5.02 Q Capt (cfs) = 5.02 Q Bypass (cfs) = -0- Depth at Inlet (in) = 7.62 Efficiency (%) = 100 Gutter Spread (ft) = 17.11 Gutter Vel (ft/s) = -0- Bypass Spread (ft) = -0- Bypass Depth (in) = -0- HYDRAULIC CALCULATIONS AND PIPE PROFILES 10-YEAR STORM TR A C T 6 3 5 2 - P H A S E 1 T H R O U G H 7 HY D R A U L I C C A L C U L A T I O N S ( I N P U T ) AR E A C I A T c Q (i n . / h r ) (a c . ) (m i n . ) (c f s ) OF F S I T E 0 . 4 0 0 . 9 8 1 3 3 . 0 0 2 6 . 9 3 5 2 . 1 9 AR E A 1 0 . 4 0 1 . 3 3 3 . 6 3 1 8 . 0 7 1 . 9 3 AR E A 2 0 . 4 0 1 . 2 6 7 . 1 2 1 9 . 2 4 3 . 5 9 AR E A 3 0 . 4 0 1 . 0 8 9 . 3 6 2 3 . 6 9 4 . 0 3 AR E A 4 0 . 4 0 1 . 3 2 4 . 0 4 1 8 . 1 9 2 . 1 4 AR E A 5 0 . 4 0 1 . 2 9 3 . 5 3 1 8 . 7 7 1 . 8 2 AR E A 6 0 . 4 1 1 . 1 5 3 . 6 6 2 1 . 6 7 1 . 7 4 AR E A 7 0 . 6 0 1 . 3 0 3 . 2 3 1 8 . 5 7 2 . 5 4 AR E A 8 0 . 4 0 1 . 3 4 4 . 0 8 1 7 . 9 8 2 . 1 8 AR E A 9 0 . 5 9 1 . 2 1 6 . 4 3 2 0 . 2 7 4 . 5 6 AR E A 1 0 0 . 9 5 2 . 0 9 1 . 5 8 5 . 0 6 3 . 1 3 TR A C T 6 3 5 2 - P H A S E 1 T H R O U G H 7 HY D R A U L I C C A L C U L A T I O N S ( O U T P U T ) Pi p e N o . L e n g t h S i z e F l o w R a t e V e l A v e C a p a c i t y F u l l I n v e r t D n H G L D n V e l D n V e l H d D n E G L D n S f D n I n v e r t U p (f t ) (i n ) (c f s ) (f t / s ) (c f s ) (f t ) (f t ) (f t / s ) (f t ) (f t ) (% ) (f t ) PI P E 1 3 6 9 . 3 6 1 8 7 . 4 2 4 . 2 0 3 . 5 0 6 7 6 . 1 7 6 8 1 . 4 5 4 . 2 0 0 . 2 7 6 8 1 . 7 2 0 . 5 0 6 7 6 . 5 8 PI P E 2 1 3 0 . 9 5 1 8 7 . 5 4 4 . 2 7 1 4 . 3 3 6 7 6 . 5 8 6 8 3 . 3 4 4 . 2 7 0 . 2 8 6 8 3 . 62 0 . 5 2 6 7 9 . 0 2 PI P E 3 2 8 9 . 9 7 1 8 6 . 5 1 4 . 4 9 1 5 . 2 8 6 7 9 . 0 2 6 8 4 . 2 9 3 . 6 8 0 . 2 1 6 8 4 . 51 0 . 3 8 6 8 5 . 1 6 PI P E 4 2 9 0 . 5 0 1 8 6 . 5 1 5 . 2 9 1 5 . 2 2 6 8 5 . 1 6 6 8 6 . 1 5 5 . 2 9 0 . 4 3 6 8 6 . 58 0 . 0 0 6 9 1 . 2 6 PI P E 5 6 6 . 1 5 1 8 6 . 5 1 5 . 2 9 1 1 . 7 6 6 9 1 . 2 6 6 9 2 . 2 5 5 . 2 9 0 . 4 3 6 9 2 . 6 8 0 . 0 0 6 9 2 . 0 9 PI P E 6 1 3 2 . 6 5 1 8 2 . 1 8 2 . 7 1 1 1 . 7 5 6 9 2 . 0 9 6 9 3 . 0 8 1 . 7 7 0 . 2 1 6 9 3 . 28 0 . 0 0 6 9 3 . 7 5 PI P E 7 4 0 . 6 9 1 8 2 . 1 8 1 . 9 9 3 . 2 9 6 9 3 . 7 5 6 9 4 . 6 4 1 . 9 9 0 . 0 6 6 9 4 . 7 0 0. 1 0 6 9 3 . 7 9 PI P E 8 1 5 . 4 2 1 8 4 . 5 6 2 . 5 8 3 . 7 8 6 9 2 . 0 9 6 9 3 . 5 9 2 . 5 8 0 . 1 0 6 9 3 . 6 9 0. 1 9 6 9 2 . 1 1 PI P E 9 1 9 . 7 6 1 8 3 . 1 3 1 . 7 7 3 . 3 4 6 7 9 . 0 2 6 8 4 . 2 9 1 . 7 7 0 . 0 5 6 8 4 . 3 4 0. 0 9 6 7 9 . 0 4 PI P E 1 0 3 7 0 . 9 3 4 2 5 9 . 0 1 6 . 1 3 3 1 . 0 0 6 7 7 . 3 4 6 8 4 . 6 3 6 . 1 3 0 . 5 9 6 8 5. 2 2 0 . 2 9 6 7 7 . 6 4 PI P E 1 1 1 2 5 . 0 0 4 8 5 9 . 6 1 4 . 7 4 8 1 . 2 6 6 7 7 . 6 4 6 8 5 . 8 1 4 . 7 4 0 . 3 5 6 8 6. 1 6 0 . 1 7 6 7 8 . 0 4 PI P E 1 2 1 2 0 . 4 4 4 2 5 7 . 0 4 5 . 9 3 8 5 . 0 2 6 7 8 . 0 4 6 8 6 . 3 6 5 . 9 3 0 . 5 5 6 8 6. 9 1 0 . 3 2 6 7 8 . 9 0 PI P E 1 3 4 3 . 4 4 4 2 5 5 . 9 5 5 . 8 2 1 2 3 . 0 7 6 7 8 . 9 0 6 8 7 . 3 0 5 . 8 2 0 . 5 3 6 8 7. 8 2 0 . 3 1 6 7 9 . 5 5 PI P E 1 4 2 7 3 . 3 3 4 2 5 2 . 2 2 5 . 4 3 2 8 . 5 4 6 7 9 . 9 5 6 8 7 . 9 6 5 . 4 3 0 . 4 6 6 8 8. 4 2 0 . 2 7 6 8 0 . 1 7 PI P E 1 5 1 3 4 . 9 4 3 6 5 0 . 1 8 7 . 1 0 1 0 6 . 0 2 6 8 0 . 6 6 6 8 9 . 1 5 7 . 1 0 0 . 7 8 6 89 . 9 4 0 . 5 7 6 8 4 . 0 7 PI P E 1 6 2 6 6 . 3 6 3 6 5 0 . 9 5 7 . 2 1 8 4 . 6 4 6 8 4 . 0 7 6 9 0 . 0 5 7 . 2 1 0 . 8 1 6 9 0. 8 6 0 . 5 8 6 8 8 . 3 6 PI P E 1 7 2 1 7 . 5 7 3 6 5 2 . 1 9 7 . 4 1 5 5 . 0 1 6 8 9 . 2 6 6 9 2 . 4 1 7 . 3 8 0 . 8 5 6 9 3. 2 6 0 . 6 1 6 9 0 . 7 4 PI P E 1 8 1 6 8 . 3 1 3 6 5 2 . 1 9 7 . 5 0 5 9 . 9 5 6 9 0 . 7 4 6 9 3 . 9 8 7 . 3 8 0 . 8 5 6 9 4. 8 3 0 . 6 1 6 9 2 . 1 0 PI P E 1 9 3 0 4 . 4 9 3 6 5 2 . 1 9 8 . 1 0 5 8 . 3 4 6 9 2 . 1 0 6 9 5 . 0 6 7 . 4 0 1 . 2 0 6 9 6. 2 6 0 . 0 0 6 9 4 . 4 3 PI P E 2 0 2 5 . 4 2 1 8 1 . 9 3 2 . 0 7 3 . 6 1 6 9 2 . 9 0 6 9 3 . 6 8 2 . 0 7 0 . 0 7 6 9 3 . 7 5 0 . 1 2 6 9 2 . 9 3 PI P E 2 1 3 3 1 . 3 3 1 8 1 . 8 2 1 . 0 3 9 . 5 1 6 8 2 . 3 9 6 8 7 . 3 0 1 . 0 3 0 . 0 2 6 8 7 . 31 0 . 0 3 6 8 5 . 1 1 PI P E 2 2 1 3 . 0 0 1 8 1 . 8 2 1 . 0 3 4 . 1 2 6 8 5 . 1 1 6 8 7 . 4 1 1 . 0 3 0 . 0 2 6 8 7 . 4 3 0 . 0 3 6 8 5 . 1 3 PI P E 2 3 1 5 . 4 2 1 8 3 . 5 9 2 . 0 3 3 . 7 8 6 8 4 . 4 1 6 8 9 . 1 5 2 . 0 3 0 . 0 6 6 8 9 . 2 2 0 . 1 2 6 8 4 . 4 3 PI P E 2 4 1 6 . 1 4 1 8 4 . 0 3 2 . 2 8 3 . 7 0 6 8 3 . 1 3 6 8 7 . 9 6 2 . 2 8 0 . 0 8 6 8 8 . 0 4 0 . 1 5 6 8 3 . 1 5 PI P E 2 5 2 5 . 0 0 1 8 2 . 1 4 1 . 2 1 3 . 6 4 6 8 3 . 1 3 6 8 7 . 9 6 1 . 2 1 0 . 0 2 6 8 7 . 9 8 0 . 0 4 6 8 3 . 1 6 PI P E 2 6 1 6 . 4 9 1 8 2 . 5 4 1 . 4 4 3 . 6 6 6 8 2 . 6 2 6 8 6 . 3 6 1 . 4 4 0 . 0 3 6 8 6 . 4 0 0 . 0 6 6 8 2 . 6 4 PI P E 2 7 2 6 . 1 1 1 8 1 . 7 4 0 . 9 8 3 . 5 6 6 8 2 . 6 2 6 8 6 . 3 6 0 . 9 8 0 . 0 2 6 8 6 . 3 8 0 . 0 3 6 8 2 . 6 5 No t e s : j - L i n e c o n t a i n s h y d . j u m p ; z - Z e r o J u n c t i o n Lo s s TR A C T 6 3 5 2 - P H A S E 1 T H R O U G H 7 HY D R A U L I C C A L C U L A T I O N S ( O U T P U T ) Pi p e N o . H G L U p R i m E l e v U p C o v e r U p V e l U p V e l H d U p E G L U p S f U p S f A v e E n e r g y L o s s J - L o s s C o e f f M i n o r L o s s (f t ) (f t ) (f t ) (f t / s ) (f t ) (f t ) (% ) (% ) (f t ) (f t ) PI P E 1 6 8 3 . 2 9 6 8 6 7 . 9 2 4 . 2 0 0 . 2 7 6 8 3 . 5 7 0 . 5 0 0 . 5 0 1 . 8 5 0 . 1 5 0 . 04 PI P E 2 6 8 4 . 0 1 6 8 5 . 7 5 5 . 2 3 4 . 2 7 0 . 2 8 6 8 4 . 2 9 0 . 5 2 0 . 5 2 0 . 6 8 1 . 0 0 0 . 2 8 PI P E 3 6 8 6 . 1 5 j 6 9 1 . 2 8 4 . 6 2 5 . 2 9 0 . 4 3 6 8 6 . 5 8 0 . 6 5 0 . 5 2 1 . 5 0 0 .2 7 z n / a PI P E 4 6 9 2 . 2 5 6 9 7 . 1 2 4 . 3 6 5 . 2 9 0 . 4 3 6 9 2 . 6 8 0 . 0 0 0 . 0 0 0 . 0 0 1 . 0 0 z n / a PI P E 5 6 9 3 . 0 8 6 9 7 . 2 4 3 . 6 5 5 . 2 9 0 . 4 3 6 9 3 . 5 1 0 . 0 0 0 . 0 0 0 . 0 0 1 . 0 0 z n / a PI P E 6 6 9 4 . 3 1 j 6 9 9 . 1 3 3 . 8 8 3 . 6 5 0 . 2 1 6 9 4 . 5 1 0 . 0 0 0 . 0 0 0 . 0 0 1 .0 0 z n / a PI P E 7 6 9 4 . 6 8 6 9 8 . 6 9 3 . 4 0 1 . 9 9 0 . 0 6 6 9 4 . 7 4 0 . 1 0 0 . 1 0 0 . 0 4 1 . 0 0 0 . 0 6 PI P E 8 6 9 3 . 6 1 6 9 8 . 2 9 4 . 6 8 2 . 5 8 0 . 1 0 6 9 3 . 7 1 0 . 1 9 0 . 1 9 0 . 0 3 1 . 0 0 0 . 1 PI P E 9 6 8 4 . 3 1 6 8 5 . 1 6 4 . 6 2 1 . 7 7 0 . 0 5 6 8 4 . 3 6 0 . 0 9 0 . 0 9 0 . 0 2 1 . 0 0 0 . 0 5 PI P E 1 0 6 8 5 . 7 2 6 8 8 . 5 7 . 3 6 6 . 1 3 0 . 5 8 6 8 6 . 3 0 0 . 2 9 0 . 2 9 1 . 0 9 0 . 1 5 0 . 0 9 PI P E 1 1 6 8 6 . 0 2 6 8 8 . 2 7 6 . 2 3 4 . 7 4 0 . 3 5 6 8 6 . 3 7 0 . 1 7 0 . 1 7 0 . 2 2 0 . 98 0 . 3 4 PI P E 1 2 6 8 6 . 7 5 6 8 8 . 4 6 . 0 0 5 . 9 3 0 . 5 5 6 8 7 . 3 0 0 . 3 2 0 . 3 2 0 . 3 9 1 . 0 0 0 . 5 5 PI P E 1 3 6 8 7 . 4 3 6 8 8 . 6 1 5 . 5 6 5 . 8 2 0 . 5 3 6 8 7 . 9 6 0 . 3 1 0 . 3 1 0 . 1 3 1 . 00 0 . 5 3 PI P E 1 4 6 8 8 . 6 9 6 8 9 . 8 6 6 . 1 9 5 . 4 3 0 . 4 6 6 8 9 . 1 5 0 . 2 7 0 . 2 7 0 . 7 4 1 . 00 0 . 4 6 PI P E 1 5 6 8 9 . 9 2 6 9 3 . 6 1 6 . 5 4 7 . 1 0 0 . 7 8 6 9 0 . 7 0 0 . 5 7 0 . 5 7 0 . 7 6 0 . 17 0 . 1 3 PI P E 1 6 6 9 1 . 6 1 7 0 1 . 2 9 . 8 4 7 . 2 1 0 . 8 1 6 9 2 . 4 1 0 . 5 8 0 . 5 8 1 . 5 6 1 . 0 0 0 . 8 1 PI P E 1 7 6 9 3 . 6 5 7 1 0 . 4 1 6 . 6 6 7 . 4 4 0 . 8 6 6 9 4 . 5 2 0 . 5 4 0 . 5 8 1 . 2 5 0 . 38 0 . 3 3 PI P E 1 8 6 9 4 . 8 9 7 1 1 . 1 1 1 6 . 0 1 7 . 6 2 0 . 9 0 6 9 5 . 7 9 0 . 5 3 0 . 5 7 0 . 9 6 0 .1 9 0 . 1 7 PI P E 1 9 6 9 6 . 7 8 7 1 1 . 8 3 1 4 . 4 0 8 . 8 0 1 . 2 0 6 9 7 . 9 8 0 . 0 0 0 . 0 0 0 . 0 0 1 .0 0 z n / a PI P E 2 0 6 9 3 . 7 1 6 9 9 . 9 3 5 . 5 0 2 . 0 7 0 . 0 7 6 9 3 . 7 8 0 . 1 2 0 . 1 2 0 . 0 3 1 . 00 0 . 0 7 PI P E 2 1 6 8 7 . 4 0 6 9 0 . 8 7 4 . 2 6 1 . 0 3 0 . 0 2 6 8 7 . 4 1 0 . 0 3 0 . 0 3 0 . 1 0 1 . 00 0 . 0 2 PI P E 2 2 6 8 7 . 4 2 6 9 0 . 4 8 3 . 8 5 1 . 0 3 0 . 0 2 6 8 7 . 4 3 0 . 0 3 0 . 0 3 0 . 0 0 1 . 00 0 . 0 2 PI P E 2 3 6 8 9 . 1 7 6 8 9 . 9 3 4 . 0 0 2 . 0 3 0 . 0 6 6 8 9 . 2 4 0 . 1 2 0 . 1 2 0 . 0 2 1 . 00 0 . 0 6 PI P E 2 4 6 8 7 . 9 8 6 8 8 . 6 6 4 . 0 1 2 . 2 8 0 . 0 8 6 8 8 . 0 6 0 . 1 5 0 . 1 5 0 . 0 2 1 . 00 0 . 0 8 PI P E 2 5 6 8 7 . 9 7 6 8 8 . 6 6 4 . 0 0 1 . 2 1 0 . 0 2 6 8 7 . 9 9 0 . 0 4 0 . 0 4 0 . 0 1 1 . 00 0 . 0 2 PI P E 2 6 6 8 6 . 3 7 6 8 7 . 6 5 3 . 5 1 1 . 4 4 0 . 0 3 6 8 6 . 4 1 0 . 0 6 0 . 0 6 0 . 0 1 1 . 00 0 . 0 3 PI P E 2 7 6 8 6 . 3 7 6 8 7 . 6 5 3 . 5 0 0 . 9 8 0 . 0 2 6 8 6 . 3 9 0 . 0 3 0 . 0 3 0 . 0 1 1 . 00 0 . 0 2 No t e s : j - L i n e c o n t a i n s h y d . j u m p ; z - Z e r o J u n c t i o n Lo s s TR A C T 6 3 5 2 - P H A S E 8 T H R O U G H 1 0 HY D R A U L I C C A L C U L A T I O N S ( I N P U T ) AR E A C I A T c Q (i n . / h r ) (a c . ) (m i n . ) (c f s ) AR E A 1 1 0 . 9 5 2 . 0 2 2 . 1 0 6 . 3 0 4 . 0 2 AR E A 1 2 0 . 4 6 1 . 2 5 1 0 . 5 8 1 9 . 4 6 6 . 0 2 AR E A 1 3 0 . 6 5 1 . 2 9 1 1 . 0 2 1 8 . 7 7 9 . 1 7 AR E A 1 4 0 . 4 0 1 . 2 8 6 . 8 2 1 8 . 9 4 3 . 4 9 AR E A 1 5 0 . 9 5 2 . 1 9 2 . 4 1 3 . 2 2 5 . 0 2 SE C T I O N 1 9 0 . 4 2 1 . 1 5 1 2 0 2 1 . 5 8 5 8 . 1 0 TR A C T 6 3 5 2 - P H A S E 8 T H R O U G H 1 0 HY D R A U L I C C A L C U L A T I O N S ( O U T P U T ) Pi p e N o . L e n g t h S i z e F l o w R a t e V e l A v e C a p a c i t y F u l l I n v e r t D n H G L D n V e l D n V e l H d D n E G L D n S f D n I n v e r t U p (f t ) (i n ) (c f s ) (f t / s ) (c f s ) (f t ) (f t ) (f t / s ) (f t ) (f t ) (% ) (f t ) PI P E 3 8 9 4 . 0 8 4 2 9 1 . 2 6 1 0 . 0 0 1 5 4 . 9 0 6 6 1 . 9 6 6 6 5 . 4 6 9 . 4 9 1 . 4 0 6 66 . 8 6 0 . 8 2 6 6 4 . 1 9 PI P E 3 7 1 5 7 . 3 3 4 2 8 8 . 9 2 1 3 . 7 9 1 6 3 . 4 0 6 6 4 . 1 9 6 6 7 . 1 5 1 0 . 2 5 4 . 6 7 6 7 1 . 8 2 0 . 0 0 6 6 8 . 3 4 PI P E 3 6 2 5 . 0 3 4 2 8 2 . 9 9 1 6 . 6 1 1 6 3 . 3 7 6 6 8 . 3 4 6 7 0 . 1 8 1 6 . 1 8 4 . 5 1 67 4 . 7 0 0 . 0 0 6 6 9 . 0 0 PI P E 2 8 4 0 6 . 5 3 1 8 7 . 7 7 5 . 0 5 1 6 . 4 4 6 6 9 . 0 0 6 7 0 . 7 7 4 . 4 0 0 . 3 0 6 7 1 .0 7 0 . 5 5 6 7 8 . 9 6 PI P E 2 9 2 4 4 . 2 5 1 8 8 . 0 1 4 . 5 3 5 . 2 5 6 7 8 . 9 6 6 8 0 . 4 6 4 . 5 3 0 . 3 2 6 8 0 . 78 0 . 5 8 6 7 9 . 5 7 PI P E 3 0 2 2 8 . 2 9 1 8 8 . 2 5 4 . 6 7 5 . 2 5 6 7 9 . 5 7 6 8 2 . 2 0 4 . 6 7 0 . 3 4 6 8 2 . 54 0 . 6 2 6 8 0 . 1 4 PI P E 3 1 1 0 8 . 3 0 1 8 8 . 3 8 4 . 7 4 4 . 7 3 6 8 0 . 1 4 6 8 3 . 9 5 4 . 7 4 0 . 3 5 6 8 4 . 30 0 . 6 4 6 8 0 . 3 6 PI P E 3 3 2 7 9 . 6 7 1 8 4 . 0 2 2 . 2 8 4 . 7 0 6 8 0 . 3 6 6 8 4 . 9 9 2 . 2 8 0 . 0 8 6 8 5 . 07 0 . 1 5 6 8 0 . 9 2 PI P E 3 4 3 9 . 4 2 1 8 4 . 0 2 2 . 2 8 4 . 7 3 6 8 0 . 9 2 6 8 5 . 4 8 2 . 2 8 0 . 0 8 6 8 5 . 5 6 0 . 1 5 6 8 1 . 0 0 PI P E 3 2 6 4 . 7 1 1 8 6 . 0 2 3 . 4 1 4 . 7 1 6 8 0 . 3 6 6 8 4 . 9 9 3 . 4 1 0 . 1 8 6 8 5 . 1 7 0 . 3 3 6 8 0 . 4 9 PI P E 3 5 1 5 . 0 1 4 2 8 0 . 0 4 1 6 . 5 4 1 6 0 . 1 0 6 6 9 . 0 0 6 7 0 . 7 7 1 6 . 4 4 4 . 3 0 67 5 . 0 7 0 . 0 0 6 6 9 . 3 8 No t e s : j - L i n e c o n t a i n s h y d . j u m p ; z - Z e r o J u n c t i o n Lo s s Pi p e N o . H G L U p R i m E l e v U p C o v e r U p V e l U p V e l H d U p E G L U p S f U p S f A v e E n e r g y L o s s J - L o s s C o e f f M i n o r L o s s (f t ) (f t ) (f t ) (f t / s ) (f t ) (f t ) (% ) (% ) (f t ) (f t ) PI P E 3 8 6 6 7 . 1 5 6 8 0 . 0 0 1 2 . 3 1 1 0 . 5 2 1 . 7 2 6 6 8 . 8 7 0 . 7 8 0 . 8 0 0 . 7 6 0. 1 5 z 0 . 2 6 PI P E 3 7 6 7 0 . 1 8 j 6 8 5 . 0 0 1 3 . 1 6 1 7 . 3 3 4 . 6 7 6 7 4 . 8 5 0 . 0 0 0 . 0 0 0 . 00 0 . 1 5 z n / a PI P E 3 6 6 7 0 . 7 7 6 8 5 . 0 0 1 2 . 5 0 1 7 . 0 4 4 . 5 1 6 7 5 . 2 8 0 . 0 0 0 . 0 0 0 . 0 0 1. 0 0 z n / a PI P E 2 8 6 8 0 . 0 4 j 6 8 3 . 7 9 3 . 3 3 5 . 7 1 0 . 5 1 6 8 0 . 5 5 0 . 7 3 0 . 6 4 2 . 5 9 1. 0 0 z n / a PI P E 2 9 6 8 1 . 8 8 6 8 8 . 9 0 7 . 8 3 4 . 5 3 0 . 3 2 6 8 2 . 2 0 0 . 5 8 0 . 5 8 1 . 4 2 0 . 99 0 . 3 2 PI P E 3 0 6 8 3 . 6 1 6 9 6 . 6 8 1 5 . 0 4 4 . 6 7 0 . 3 4 6 8 3 . 9 5 0 . 6 2 0 . 6 2 1 . 4 1 1 .0 0 0 . 3 4 PI P E 3 1 6 8 4 . 6 4 6 9 3 . 0 0 1 1 . 1 4 4 . 7 4 0 . 3 5 6 8 4 . 9 9 0 . 6 4 0 . 6 4 0 . 6 9 1 .0 0 0 . 3 5 PI P E 3 3 6 8 5 . 4 0 6 9 0 . 5 0 8 . 0 8 2 . 2 7 0 . 0 8 6 8 5 . 4 8 0 . 1 5 0 . 1 5 0 . 4 1 1 . 00 0 . 0 8 PI P E 3 4 6 8 5 . 5 3 6 9 0 . 0 0 7 . 5 0 2 . 2 7 0 . 0 8 6 8 5 . 6 1 0 . 1 5 0 . 1 5 0 . 0 6 1 . 00 0 . 0 8 PI P E 3 2 6 8 5 . 2 0 6 9 2 . 0 0 1 0 . 0 1 3 . 4 1 0 . 1 8 6 8 5 . 3 8 0 . 3 3 0 . 3 3 0 . 2 1 1 .0 0 0 . 1 8 PI P E 3 5 6 7 1 . 1 3 6 8 5 . 0 0 1 2 . 1 2 1 6 . 6 3 4 . 3 0 6 7 5 . 4 3 0 . 0 0 0 . 0 0 0 . 0 0 1. 0 0 z n / a No t e s : j - L i n e c o n t a i n s h y d . j u m p ; z - Z e r o J u n c t i o n Lo s s PI P E 1 S D M H # 1 / O U T F A L L # 1 S D M H # 2 PI P E 2 S D M H # 2 S D M H # 3 PI P E 3 S D M H # 3 S D M H # 4 PI P E 4 S D M H # 5 S D M H # 6 PI P E 5 S D M H # 5 S D M H # 6 PI P E 6 S D M H # 6 S D M H # 7 PI P E 7 S D M H # 7 C B # 8 PI P E 8 S D M H # 6 C B # 9 PI P E 9 S D M H # 3 C B # 1 0 PI P E 1 0 J B # 1 / O U T F A L L # 2 S D M H # 8 PI P E 1 1 S D M H # 8 S D M H # 9 PI P E 1 2 S D M H # 9 S D M H # 1 0 PI P E 1 3 S D M H # 1 0 S D M H # 1 1 PI P E 1 4 S D M H # 1 1 S D M H # 1 2 PI P E 1 5 S D M H # 1 2 S D M H # 1 3 PI P E 1 6 S D M H # 1 3 S D M H # 1 4 PI P E 1 7 S D M H # 1 4 S D M H # 1 5 PI P E 1 8 S D M H # 1 5 S D M H # 1 6 PI P E 1 9 S D M H # 1 6 S D M H # 1 7 PI P E 2 0 S D M H # 1 4 C B # 1 PI P E 2 1 S D M H # 1 0 S D M H # 1 8 PI P E 2 2 S D M H # 1 8 C B # 5 PI P E 2 3 S D M H # 1 2 C B # 2 S D M H # 1 1 C B # 3 PI P E 2 4 S D M H # 1 1 C B # 4 PI P E 2 5 S D M H # 9 C B # 7 PI P E 2 6 S D M H # 9 C B # 6 PI P E 2 7 PI P E 3 8 O U T F A L L C B # 1 5 PI P E 3 7 C B # 1 5 C B # 1 4 PI P E 3 6 C B # 1 4 S D M H # 8 S D M H # 1 8 PI P E 2 8 S D M H # 1 8 S D M H # 1 9 PI P E 2 9 S D M H # 1 9 S D M H # 2 0 PI P E 3 0 S D M H # 2 0 S D M H # 2 1 PI P E 3 1 S D M H # 2 1 S D M H # 2 2 PI P E 3 3 S D M H # 2 2 S D M H # 2 3 PI P E 3 4 S D M H # 2 3 C B # 1 1 PI P E 3 2 S D M H # 2 2 C B # 1 2 PI P E 2 8 S D M H # 1 8 S D M H # 1 9 C B # 1 3 DRAINAGE EXHIBITS