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HomeMy WebLinkAbout20 S. H Street Drainage Study7-Eleven, Inc. Bakersfield, California Hydrology Report by TAIT & Associates i Table of Contents Section 1 Purpose and Scope.................................................................................................... 1 Section 2 Project Information ................................................................................................... 2 2.1 Project Description ........................................................................................................... 2 2.2 Project Location................................................................................................................ 2 2.3 Existing Topography and Facilities ................................................................................... 3 2.4 Adjacent Land Use ............................................................................................................ 3 2.5 Soil Conditions .................................................................................................................. 3 2.6 Downstream Conditions ................................................................................................... 3 2.7 Existing Drainage Patterns ............................................................................................... 3 2.8 Proposed Drainage Patterns ............................................................................................ 4 2.9 Impervious Cover ............................................................................................................. 5 Section 3 Design Criteria and Methodology ............................................................................. 5 3.1 Drainage Design Criteria................................................................................................... 5 3.2 Flow-Based Numeric Sizing .............................................................................................. 5 3.3 Runoff Calculation Method .............................................................................................. 5 3.4 Volume Calculation Method and Runoff ......................................................................... 6 3.5 Runoff and Detention ....................................................................................................... 6 Section 4 Drainage Analysis and Summary Results .................................................................. 7 4.1 Summary of Results .......................................................................................................... 7 Section 5 Water Quality Design ................................................................................................ 8 5.1 Summary .......................................................................................................................... 8 Appendix A – Reference Materials ................................................................................................... Appendix B – Existing Hydrology Map .............................................................................................. Appendix C – Existing Hydrology Calculations .................................................................................. Appendix D – Proposed Hydrology Map ........................................................................................... Appendix E – Proposed Hydrology Calculations ............................................................................... Appendix F – Water Quality Design .................................................................................................. 7-Eleven, Inc. Bakersfield, California Hydrology Report by TAIT & Associates TAIT JOB # SE1246 Page 1 Section 1 Purpose and Scope This preliminary hydrology study presents an analysis of the hydrologic effects of a proposed 0.82-acre 7-Eleven store in the City of Bakersfield, California. This report addresses runoff from the project site and its impact to the existing downstream storm drainage system. The study includes hydrologic calculations for the 100-year storm event for the proposed development. The study also details the general project characteristics, the design, criteria and methodology applied to the analysis of the project. The plans and specifications in the preliminary hydrology study are not for construction purposes; the contractor shall refer to final approved construction documents for plans and specifications. 7-Eleven, Inc. Bakersfield, California Hydrology Report by TAIT & Associates TAIT JOB # SE1246 Page 2 Section 2 Project Information 2.1 Project Description Proposed improvements to the project site includes the construction of a 4,000 square foot convenient store building, an 86-foot by 36-foot vehicle fueling area, with paved parking scattered throughout the site and landscapes along street frontages. 2.2 Project Location The project is located at 1637 Brundage Lane in the City of Bakersfield, California, on the east side of H Street, north side of Richland Street and California State Highway 58, as graphically shown in Figure 1 below. Figure 1 Vicinity Map (Not To Scale) PROJECT SITE: 1637 Brundage Lane Bakersfield 7-Eleven, Inc. Bakersfield, California Hydrology Report by TAIT & Associates TAIT JOB # SE1246 Page 3 2.3 Existing Topography and Facilities The project site is currently a vacant dirt lot. It was previously developed with commercial buildings and paved parking lots, which were recently demolished. The topography is relatively flat with slopes ranging from zero to 5 percent. There are currently no drainage facilities on the property, on surface or underground. 2.4 Adjacent Land Use The project is bounded by Brundage Lane to the north, H Street to the west, Richland Street and California State Highway 58 to the south, and an automotive repair shop to the east. 2.5 Soil Conditions In accordance with the Wet Soil Survey provided by the National Resources Conservation Service, the project site is located within soil group A. See Appendix “A” for NRCS hydrologic soil group data pertaining to the site. 2.6 Downstream Conditions Per the 2014 Storm Water Management Plan by the City of Bakersfield and County of Kern, the project site is part of Drainage Area No. 18, which is tributary to the Kern Island Canal, approximately 1,500 feet to the east. The site drains to the Kern Island Canal via two street catch basins – one at the southeast corner of H Street and Brundage Lane, the other near the northeast corner of H Street and Richland Street – tributary to a 30-inch storm drain west of the street median of H Street. The 30-inch storm drain ultimately discharges to Kern Island Canal at Vernal Place. Commercial 100-year runoffs from the project site are tabled to the existing storm drain system. See Appendix “A” for as-built street improvement plan and sewer plan depicting the alignment of the existing storm drain system at the intersection of H Street and Brundage Lane, plus pages from the Storm Water Management Plan. 2.7 Existing Drainage Patterns The existing project site contains two distinct drainage areas. The northerly portion of the project site (Subarea A1, 0.30 acre) surface drains north-westerly to the existing street catch basin at the southeast corner of H Street and Brundage Lane. The Southerly portion of the site 7-Eleven, Inc. Bakersfield, California Hydrology Report by TAIT & Associates TAIT JOB # SE1246 Page 4 (Subarea B2, 0.52 acre) surface drains south-westerly to the existing street catch basin near the northeast corner of H Street and Richland Street. See Appendix “B” for Existing Hydrology Map depicting the existing drainage subareas. 2.8 Proposed Drainage Patterns The project site under proposed condition will retain existing drainage patterns. The northerly portion of the site (Subarea A1, 0.15 acre) –areas above the north half of the underground fueling storage tank, its surrounding pavement area, and the north-westerly frontage landscape – surface drains westerly via a concrete valley gutter to a catch basin adjacent to the north-westerly frontage landscape. Runoff is then conveyed northerly via a proposed 6” storm drain to a proposed CDS Stormwater Treatment (see Section 5 for more details on water quality), then further north via a proposed 8” storm drain to the existing street catch basin at the southeast corner of H Street and Brundage Lane. The center portion of the site (Subarea A2, 0.17 acre) – areas above the south half of the underground fueling storage tank, the fueling station’s canopy, and its surrounding pavement area – surface drains westerly via a concrete valley gutter to a catch basin near the north- westerly entry driveway fronting H Street. Runoff is then conveyed northerly via another proposed 6” storm drain to the same CDS Stormwater Treatment in Subarea A1 for water quality treatment, then, together with treated runoff from Subarea A1, further north via the same proposed 8” storm drain to the same existing street catch basin at the southeast corner of H Street and Brundage Lane. The southerly portion of the site (Subarea B1, 0.50 acre) – the convenient store building, its surrounding parking stalls, pavement areas, and the south-westerly frontage landscape – surface drains westerly, then southerly, via a concrete valley gutter to a catch basin near the southwest entry driveway fronting H street. Runoff is then conveyed westerly to a proposed CDS Stormwater Treatment for water quality treatment, then further west via a proposed 8” storm drain to the existing street catch basin near the northeast corner of H Street and Richland Street. Same as existing condition, proposed condition runoffs in the existing street catch basins are tributary to Kern Island Canal via the existing 30-inch storm drain west of the H Street median. See Appendix “D” for Proposed Hydrology Map depicting the proposed drainage subareas. 7-Eleven, Inc. Bakersfield, California Hydrology Report by TAIT & Associates TAIT JOB # SE1246 Page 5 2.9 Impervious Cover The project site previously consisted of two commercial properties with parking lots and a single residential lot however, the current existing condition is a barren dirt lot as the site was cleared to make way for this proposed development. The project site under proposed condition – with scattered landscapes (accounting for approximately 16 percent of the site), a convenient store building, fueling area, asphalt pavement, and walkways - will be approximately 84 percent impervious. Section 3 Design Criteria and Methodology This section summarizes the design criteria and methodology applied to the drainage analysis of the project site. 3.1 Drainage Design Criteria The project site’s drainage facilities will be sized during the final (precise grading) design phase of the project. Drainage facilities will be designed to conform to the Kern County Hydrology Manual and the City of Bakersfield’s Hydrology standards. 3.2 Flow-Based Numeric Sizing Calculations were performed to determine runoff rates for the 10-year and 100-year storm events. Peak runoff values were determined using the rainfall intensities and runoff coefficients provided within the Kern County Hydrology Manual. See hydrology computations and supporting documents for existing condition in Appendix C and proposed condition in Appendix E. 3.3 Runoff Calculation Method Runoff calculations for this study were accomplished using the rational method in accordance with the recommendations of the Kern County Hydrology Manual. The rational method can be applied to small urban developed areas and is used for basins less than 640 acres. = where: Q = runoff (cfs) C = runoff coefficient representing the ratio of runoff to rainfall 7-Eleven, Inc. Bakersfield, California Hydrology Report by TAIT & Associates TAIT JOB # SE1246 Page 6 I = the time-averaged rainfall intensity in inches per hour corresponding to the time of concentration A = drainage area (acres). 3.4 Volume Calculation Method and Runoff Volume calculations for this study were accomplished using the Small Area Unit Hydrograph Model by the AES program. The hydrograph was modeled using precipitation data taken from NOAA. Volume was calculated for the 10-year, 24-hour storm and 100-year, 24-hour events. See Appendix C for the AES backup data and AES hydrographs for existing condition and Appendix E for proposed condition. 3.5 Runoff and Detention The proposed development lies within Drainage Area No. 18 per the 2014 Storm Water Management Plan by the City of Bakersfield and County of Kern. Since commercial runoffs from the project site are tabled to the existing storm drain system, the existing drainage facilities should be able to handle proposed site runoffs. 7-Eleven, Inc. Bakersfield, California Hydrology Report by TAIT & Associates TAIT JOB # SE1246 Page 7 Section 4 Drainage Analysis and Summary Results 4.1 Summary of Results The tables below summarize the existing and proposed 10-year and 100-year peak flow rates and volumes that have been calculated for each tributary area. See Appendix “B” for existing hydrology map, Appendix “C” for existing runoff calculations, Appendix “D” for proposed hydrology map, and Appendix “E” for proposed runoff calculations. Table 1. Summary of Results (10-Year) Subarea Area 10-YR Peak Flow (Rational Method) 10-YR Peak Flow (Hydrograph) 10-YR Volume (Hydrograph) Existing A1 0.30 Ac 0.28 cfs 0.22 cfs 0.0078 AF B2 0.52 Ac 0.43 cfs 0.33 cfs 0.0136 AF Total Existing 0.82 Ac 0.71 cfs 0.55 cfs 0.0214 AF Proposed A1 0.15 Ac 0.29 cfs 0.22 cfs 0.0141 AF A2 0.17 Ac 0.32 cfs 0.25 cfs 0.0160 AF B1 0.50 Ac 0.79 cfs 0.62 cfs 0.0471 AF Total Proposed 0.82 Ac 1.40 cfs 1.09 cfs 0.0772 AF Table 2. Summary of Results (100-Year) Subarea Area 100-YR Peak Flow (Rational Method) 100-YR Peak Flow (Hydrograph) 100-YR Volume (Hydrograph) Existing A1 0.30 Ac 0.55 cfs 0.47 cfs 0.0248 AF B2 0.52 Ac 0.85 cfs 0.73 cfs 0.0431 AF Total Existing 0.82 Ac 1.40 cfs 1.20 cfs 0.0679 AF Proposed A1 0.15 Ac 0.44 cfs 0.39 cfs 0.0262 AF A2 0.17 Ac 0.49 cfs 0.44 cfs 0.0297 AF B1 0.50 Ac 1.25 cfs 1.12 cfs 0.0874 AF Total Proposed 0.82 Ac 2.18 cfs 1.95 cfs 0.1433 AF 7-Eleven, Inc. Bakersfield, California Hydrology Report by TAIT & Associates TAIT JOB # SE1246 Page 8 Section 5 Water Quality Design 5.1 Summary Due to very low infiltration rates throughout the project site – ranging from 0.3 to 0.4 in/hr prior to safety factor application – CDS Stormwater Treatment units will be used for water quality treatment onsite. The north-westerly CDS Stormwater Treatment Unit 1 will treat BMP flows from Subareas A1 and A2. For Subarea B1, CDS Stormwater Treatment Unit 2 shall be treating the drainage area. See Appendix “F” for pertinent calculations. 7-Eleven, Inc. Bakersfield, California Hydrology Report by TAIT & Associates TAIT JOB # SE1246 Appendix A – Reference Materials NOAA Atlas 14, Volume 6, Version 2 Location name: Bakersfield, California, USA* Latitude: 35.3536°, Longitude: -119.0209° Elevation: 392.14 ft** * source: ESRI Maps ** source: USGS POINT PRECIPITATION FREQUENCY ESTIMATES Sanja Perica, Sarah Dietz, Sarah Heim, Lillian Hiner, Kazungu Maitaria, Deborah Martin, Sandra Pavlovic, Ishani Roy, Carl Trypaluk, Dale Unruh, Fenglin Yan, Michael Yekta, Tan Zhao, Geoffrey Bonnin, Daniel Brewer, Li-Chuan Chen, Tye Parzybok, John Yarchoan NOAA, National Weather Service, Silver Spring, Maryland PF_tabular | PF_graphical | Maps_&_aerials PF tabular PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1 Duration Average recurrence interval (years) 1 2 5 10 25 50 100 200 500 1000 5-min 0.074 (0.060-0.092) 0.094 (0.076-0.117) 0.123 (0.100-0.154) 0.150 (0.120-0.188) 0.189 (0.147-0.246) 0.223 (0.171-0.296) 0.261 (0.195-0.354) 0.304 (0.221-0.422) 0.373 (0.261-0.538) 0.501 (0.339-0.746) 10-min 0.105 (0.086-0.131) 0.134 (0.109-0.168) 0.177 (0.143-0.221) 0.214 (0.172-0.270) 0.272 (0.211-0.352) 0.320 (0.244-0.424) 0.375 (0.280-0.507) 0.436 (0.317-0.605) 0.534 (0.374-0.771) 0.718 (0.487-1.07) 15-min 0.127 (0.103-0.159) 0.163 (0.132-0.203) 0.214 (0.173-0.267) 0.259 (0.208-0.326) 0.328 (0.256-0.426) 0.387 (0.296-0.513) 0.453 (0.338-0.613) 0.527 (0.383-0.732) 0.646 (0.452-0.933) 0.868 (0.588-1.29) 30-min 0.175 (0.142-0.217) 0.223 (0.180-0.277) 0.293 (0.237-0.365) 0.355 (0.285-0.447) 0.450 (0.350-0.584) 0.530 (0.405-0.702) 0.620 (0.463-0.839) 0.722 (0.525-1.00) 0.885 (0.619-1.28) 1.19 (0.806-1.77) 60-min 0.246 (0.199-0.306) 0.313 (0.254-0.390) 0.411 (0.333-0.514) 0.499 (0.401-0.629) 0.632 (0.492-0.821) 0.746 (0.569-0.987) 0.872 (0.651-1.18) 1.01 (0.738-1.41) 1.25 (0.871-1.80) 1.67 (1.13-2.49) 2-hr 0.344 (0.279-0.429) 0.433 (0.351-0.540) 0.559 (0.452-0.699) 0.669 (0.537-0.842) 0.829 (0.645-1.08) 0.962 (0.734-1.27) 1.11 (0.825-1.50) 1.26 (0.918-1.75) 1.49 (1.04-2.15) 1.68 (1.14-2.51) 3-hr 0.407 (0.331-0.507) 0.512 (0.415-0.639) 0.659 (0.533-0.823) 0.786 (0.631-0.989) 0.969 (0.754-1.26) 1.12 (0.855-1.48) 1.28 (0.956-1.73) 1.46 (1.06-2.02) 1.71 (1.20-2.47) 1.92 (1.30-2.86) 6-hr 0.513 (0.417-0.639) 0.649 (0.526-0.809) 0.838 (0.677-1.05) 0.999 (0.802-1.26) 1.23 (0.958-1.60) 1.42 (1.08-1.88) 1.62 (1.21-2.19) 1.83 (1.33-2.55) 2.14 (1.50-3.09) 2.39 (1.62-3.56) 12-hr 0.603 (0.490-0.751) 0.778 (0.631-0.970) 1.02 (0.828-1.28) 1.24 (0.991-1.55) 1.54 (1.20-2.00) 1.79 (1.37-2.37) 2.06 (1.54-2.79) 2.36 (1.71-3.27) 2.78 (1.94-4.01) 3.12 (2.12-4.65) 24-hr 0.739 (0.672-0.829) 0.971 (0.882-1.09) 1.30 (1.18-1.47) 1.59 (1.43-1.81) 2.02 (1.75-2.38) 2.38 (2.01-2.87) 2.77 (2.28-3.43) 3.20 (2.55-4.09) 3.84 (2.93-5.14) 4.38 (3.21-6.08) 2-day 0.859 (0.781-0.963) 1.13 (1.02-1.27) 1.52 (1.38-1.71) 1.87 (1.67-2.12) 2.38 (2.06-2.81) 2.82 (2.38-3.40) 3.30 (2.72-4.10) 3.85 (3.07-4.92) 4.66 (3.56-6.24) 5.36 (3.94-7.46) 3-day 0.924 (0.841-1.04) 1.21 (1.10-1.36) 1.63 (1.48-1.84) 2.01 (1.80-2.28) 2.57 (2.22-3.03) 3.04 (2.57-3.67) 3.57 (2.93-4.42) 4.16 (3.32-5.32) 5.05 (3.85-6.76) 5.82 (4.27-8.08) 4-day 0.984 (0.895-1.10) 1.29 (1.17-1.45) 1.74 (1.58-1.96) 2.14 (1.92-2.43) 2.73 (2.36-3.22) 3.22 (2.72-3.89) 3.77 (3.10-4.67) 4.38 (3.49-5.60) 5.28 (4.03-7.07) 6.05 (4.44-8.42) 7-day 1.11 (1.01-1.25) 1.47 (1.34-1.65) 1.98 (1.79-2.23) 2.42 (2.17-2.75) 3.06 (2.65-3.61) 3.58 (3.03-4.32) 4.14 (3.40-5.13) 4.74 (3.78-6.06) 5.61 (4.27-7.51) 6.32 (4.64-8.78) 10-day 1.20 (1.09-1.34) 1.59 (1.45-1.79) 2.15 (1.95-2.42) 2.62 (2.35-2.98) 3.30 (2.85-3.89) 3.84 (3.24-4.63) 4.41 (3.63-5.47) 5.01 (4.00-6.41) 5.88 (4.48-7.86) 6.56 (4.82-9.12) 20-day 1.49 (1.35-1.67) 1.99 (1.81-2.24) 2.70 (2.44-3.04) 3.30 (2.96-3.75) 4.14 (3.58-4.88) 4.81 (4.06-5.81) 5.50 (4.53-6.83) 6.23 (4.97-7.97) 7.23 (5.51-9.67) 8.01 (5.88-11.1) 30-day 1.74 (1.59-1.96) 2.34 (2.13-2.63) 3.18 (2.88-3.58) 3.89 (3.49-4.42) 4.89 (4.23-5.77) 5.69 (4.81-6.87) 6.51 (5.36-8.07) 7.37 (5.88-9.42) 8.54 (6.51-11.4) 9.44 (6.93-13.1) 45-day 2.13 (1.94-2.39) 2.85 (2.59-3.21) 3.87 (3.50-4.35) 4.73 (4.24-5.37) 5.96 (5.15-7.03) 6.94 (5.87-8.38) 7.95 (6.54-9.86) 9.00 (7.18-11.5) 10.4 (7.96-14.0) 11.5 (8.47-16.0) 60-day 2.44 (2.22-2.74) 3.26 (2.96-3.66) 4.41 (3.99-4.97) 5.39 (4.84-6.13) 6.79 (5.88-8.01) 7.92 (6.69-9.56) 9.08 (7.47-11.3) 10.3 (8.20-13.1) 11.9 (9.08-15.9) 13.2 (9.66-18.3) 1 Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS). Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values. Please refer to NOAA Atlas 14 document for more information. Back to Top Page 1 of 4Precipitation Frequency Data Server 4/16/2020https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=35.3536&lon=-119.0209&da... pw://Carollo/Documents/Client/CA/Bakersfield/9622A00/Deliverables/Figure 1. DRAINAGE AREAS FIGURE 1.2 CITY OF BAKERSFIELD AND COUNTY OF KERN 2014 STORM WATER MANAGEMENT PLAN PROJECT SITEDRAINAGE AREA 18 October 2015 1-7 pw://Carollo/Documents/Client/CA/Bakersfield/9622A00/Deliverables/2014 SWMP Ch01 Table 1.2 Drainage Areas Storm Water Management Plan City of Bakersfield and County of Kern Drainage Area No. Area Name Area (Acres) Receiving Water Outfall 1 NE BAKERSFIELD 1,789 Kern River @ Manor St. 1.1 NE BAKERSFIELD 4 Carrier Canal @ Manor St. 2(1) PIONEER 1335 East Side Canal @ Fairfax Rd. 3.1 GARCES HIGH AREA 310 Kern Island Canal @ Irene St. 3.2 BERNARD & UNION (NE) 19 East Side Canal @ Bernard St. 3.3 ALTA VISTA 264 East Side Canal @ Niles St. & Union Ave. 3.4 BAKER ST. 202 East Side Canal along Lake St. between Union Ave. and Owens St. (18 outfalls) 3.5 ROBINSON 353 East Side Canal along Lake St. between Owens St. and Brown St. (10 outfalls) 3.6 VIRGINIA 235 East Side Canal along Lake St. between Brown Street and Canal St. (4 outfalls) 3.7 MT. VERNON 346 East Side Canal @ Mt. Vernon Ave. 3.8(1) HAWTHORNE 425 East Side Canal @ Webster St. 4.1 GOLDEN STATE 72 Kern River @ Golden State Hwy 4.2 ELM ST. 45 Kern River @ Olive St. 4.3 ELM ST. 692 Kern River near Beach Park 5 DOWNTOWN 600 Carrier Canal @ Truxtun Ave. 6.1(1) OILDALE 3,353 Kern River @ North Chester Ave. 6.2(1) OILDALE 881 Kern River @ Hart St. October 2015 1-8 pw://Carollo/Documents/Client/CA/Bakersfield/9622A00/Deliverables/2014 SWMP Ch01 Table 1.2 Drainage Areas Storm Water Management Plan City of Bakersfield and County of Kern Drainage Area No. Area Name Area (Acres) Receiving Water Outfall 7 246 Kern River near Sillect Ave. 8 UNION 76 Kern Island Canal @ ‘R’ St. 9 TRUXTUN EXT UNDERPASS 40 Kern River near Commercial Way 10(1) CALIFORNIA AVE 178 Carrier Canal near Mohawk St. 11(1) TRUXTUN PLAZA 19 Kern River @ Truxtun Lake 12 RIO BRAVO 3,722 Kern River near Lake Ming & Kern River Golf Course 13.1 BELLE TERRACE (EAST) 106 Kern Island Canal @ Belle Terrace East 13.2 BELLE TERRACE (EAST) 85 Kern Island Canal @ Adams St. 14 TERRACE WAY 88 Kern Island Canal—East Branch @ Terrace Way 15 UNION & BELLE TERRACE 49 Kern Island Canal—East Branch @ Belle Terrace East 16.1(1) SOUTH CHESTER 241 Kern Island Canal @ So. ‘H’ St. 16.2(1) SOUTH CHESTER 64 Kern Island Canal—Central Branch @ South Chester Ave. 17 BELLE TERRACE (WEST) 61 Stine Canal near Terrace Ave. October 2015 1-9 pw://Carollo/Documents/Client/CA/Bakersfield/9622A00/Deliverables/2014 SWMP Ch01 Table 1.2 Drainage Areas Storm Water Management Plan City of Bakersfield and County of Kern Drainage Area No. Area Name Area (Acres) Receiving Water Outfall 18.1 VERNAL PLACE 29 Kern Island Canal @ ‘R’ St. 18.2 VERNAL PLACE 557 Kern Island Canal @ Vernal Place 19 HASTI-ACRES 13 Stine Canal @ Wilson Ave. Notes: (1) Drainage areas also served by detention basis. EX. STORM DRAINPROJECT SITE EX. STORM DRAIN 7-Eleven, Inc. Bakersfield, California Hydrology Report by TAIT & Associates TAIT JOB # SE1246 Appendix B – Existing Hydrology Map OF JOB NO: DATE: REVISION #: CHECKED: DATE: DRAWN: DATE: NO. DESCRIPTION BY DATE CHKREVISIONS701 N. Parkcenter DriveSanta Ana, CA 92705p: 714/560/8200 f: 714/560/8211www.tait.comSince 1964Los AngelesOntarioSacramentoSan DiegoSan FranciscoBoiseDallasDenverPhoenixPortland701 N. Parkcenter DriveSanta Ana, CA 92705p: 714/560/8200 f: 714/560/8211www.tait.comSince 1964Los AngelesOntarioSacramentoSan DiegoSan FranciscoBoiseDallasDenverPhoenixPortland17-ELEVEN STORE #10465891637 BRUNDAGE LANEBAKERSFIELD, CA 933047-ELEVEN, INC.3200 HACKBERRY ROADIRVING, TX 75063N EXISTING HYDROLOGY MAP1 A1 X.XX LEGEND " CAL. ' DIA. DECIDUOUS TREE 24" CAL. 20' DIA. PALM TREE 12" CAL. 20' DIA. DECIDUOUS TREE 20" CAL. 24' DIA. DECIDUOUS TREE B2 0.52 A1 0.30 RICHLAND STREET BRUNDAGE LANE "H" STREET 7-Eleven, Inc. Bakersfield, California Hydrology Report by TAIT & Associates TAIT JOB # SE1246 Appendix C – Existing Hydrology Calculations ____________________________________________________________________________ **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1991 KERN COUNTY HYDROLOGY CRITERION) (c) Copyright 1983-2016 Advanced Engineering Software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1334 Analysis prepared by: ************************** DESCRIPTION OF STUDY ************************** * SE1246 - 1637 BRUNDAGE LANE, BAKERSFIELD * * EXISTING CONDITION 10-YEAR * * NORTH PORTION OF SITE * ************************************************************************** FILE NAME: C:\AES\SE1246\EX10A.DAT TIME/DATE OF STUDY: 15:31 07/30/2020 ============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ============================================================================ --*TIME-OF-CONCENTRATION MODEL*-- USER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 6.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER-DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* WATERSHED REGION: SAN JOAQUIN VALLEY LATITUDE (DECIMAL) AT THE WATERSHED CENTRIOD = 35.35 USER SPECIFIED RAINFALL VALUES: 2-YR 6-HR RAINFALL DEPTH(INCH) = 0.65 2-YR 24-HR RAINFALL DEPTH(INCH) = 0.97 100-YR 6-HR RAINFALL DEPTH(INCH) = 1.62 100-YR 24-HR RAINFALL DEPTH(INCH) = 2.77 RAINFALL INTENSITY DATA: STORM EVENT = 10.00 1-HOUR INTENSITY(INCH/HOUR) = 0.4700 SLOPE OF INTENSITY DURATION CURVE = 0.6500 *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 170.00 ELEVATION DATA: UPSTREAM(FEET) = 392.75 DOWNSTREAM(FEET) = 390.98 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.206 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.486 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) NATURAL POOR COVER "BARREN" A 0.30 0.43 1.000 77 10.21 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.43 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 SUBAREA RUNOFF(CFS) = 0.28 TOTAL AREA(ACRES) = 0.30 PEAK FLOW RATE(CFS) = 0.28 ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.3 TC(MIN.) = 10.21 EFFECTIVE AREA(ACRES) = 0.30 AREA-AVERAGED Fm(INCH/HR)= 0.43 AREA-AVERAGED Fp(INCH/HR) = 0.43 AREA-AVERAGED Ap = 1.000 PEAK FLOW RATE(CFS) = 0.28 ============================================================================ ============================================================================ END OF RATIONAL METHOD ANALYSIS ____________________________________________________________________________ **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1991 KERN COUNTY HYDROLOGY CRITERION) (c) Copyright 1983-2016 Advanced Engineering Software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1334 Analysis prepared by: ************************** DESCRIPTION OF STUDY ************************** * SE1246 - 1637 BRUNDAGE LANE, BAKERSFIELD * * EXISTING CONDITION 10-YEAR * * SOUTH PORTION OF SITE * ************************************************************************** FILE NAME: C:\AES\SE1246\EX10B.DAT TIME/DATE OF STUDY: 15:38 07/30/2020 ============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ============================================================================ --*TIME-OF-CONCENTRATION MODEL*-- USER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 6.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER-DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* WATERSHED REGION: SAN JOAQUIN VALLEY LATITUDE (DECIMAL) AT THE WATERSHED CENTRIOD = 35.35 USER SPECIFIED RAINFALL VALUES: 2-YR 6-HR RAINFALL DEPTH(INCH) = 0.65 2-YR 24-HR RAINFALL DEPTH(INCH) = 0.97 100-YR 6-HR RAINFALL DEPTH(INCH) = 1.62 100-YR 24-HR RAINFALL DEPTH(INCH) = 2.77 RAINFALL INTENSITY DATA: STORM EVENT = 10.00 1-HOUR INTENSITY(INCH/HOUR) = 0.4700 SLOPE OF INTENSITY DURATION CURVE = 0.6500 *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 21.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 200.00 ELEVATION DATA: UPSTREAM(FEET) = 392.75 DOWNSTREAM(FEET) = 391.38 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.842 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.349 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) NATURAL POOR COVER "BARREN" A 0.52 0.43 1.000 77 11.84 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.43 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 SUBAREA RUNOFF(CFS) = 0.43 TOTAL AREA(ACRES) = 0.52 PEAK FLOW RATE(CFS) = 0.43 ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.5 TC(MIN.) = 11.84 EFFECTIVE AREA(ACRES) = 0.52 AREA-AVERAGED Fm(INCH/HR)= 0.43 AREA-AVERAGED Fp(INCH/HR) = 0.43 AREA-AVERAGED Ap = 1.000 PEAK FLOW RATE(CFS) = 0.43 ============================================================================ ============================================================================ END OF RATIONAL METHOD ANALYSIS ____________________________________________________________________________ **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1991 KERN COUNTY HYDROLOGY CRITERION) (c) Copyright 1983-2016 Advanced Engineering Software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1334 Analysis prepared by: ************************** DESCRIPTION OF STUDY ************************** * SE1246 - 1637 BRUNDAGE LANE, BAKERSFIELD * * EXISTING CONDITION 100-YEAR * * NORTH PORTION OF SITE * ************************************************************************** FILE NAME: C:\AES\SE1246\EX100A.DAT TIME/DATE OF STUDY: 22:20 04/23/2020 ============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ============================================================================ --*TIME-OF-CONCENTRATION MODEL*-- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 6.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER-DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* WATERSHED REGION: SAN JOAQUIN VALLEY LATITUDE (DECIMAL) AT THE WATERSHED CENTRIOD = 35.35 USER SPECIFIED RAINFALL VALUES: 2-YR 6-HR RAINFALL DEPTH(INCH) = 0.65 2-YR 24-HR RAINFALL DEPTH(INCH) = 0.97 100-YR 6-HR RAINFALL DEPTH(INCH) = 1.62 100-YR 24-HR RAINFALL DEPTH(INCH) = 2.77 RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1-HOUR INTENSITY(INCH/HOUR) = 0.7000 SLOPE OF INTENSITY DURATION CURVE = 0.6500 *ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD* *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 170.00 ELEVATION DATA: UPSTREAM(FEET) = 392.75 DOWNSTREAM(FEET) = 390.98 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.206 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.214 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) NATURAL POOR COVER "BARREN" A 0.30 0.19 1.000 92 10.21 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.19 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 SUBAREA RUNOFF(CFS) = 0.55 TOTAL AREA(ACRES) = 0.30 PEAK FLOW RATE(CFS) = 0.55 ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.3 TC(MIN.) = 10.21 EFFECTIVE AREA(ACRES) = 0.30 AREA-AVERAGED Fm(INCH/HR)= 0.19 AREA-AVERAGED Fp(INCH/HR) = 0.19 AREA-AVERAGED Ap = 1.000 PEAK FLOW RATE(CFS) = 0.55 ============================================================================ ============================================================================ END OF RATIONAL METHOD ANALYSIS ____________________________________________________________________________ **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1991 KERN COUNTY HYDROLOGY CRITERION) (c) Copyright 1983-2016 Advanced Engineering Software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1334 Analysis prepared by: ************************** DESCRIPTION OF STUDY ************************** * SE1246 - 1637 BRUNDAGE LANE, BAKERSFIELD * * EXISTING CONDITION 100-YEAR * * SOUTH PORTION OF SITE * ************************************************************************** FILE NAME: C:\AES\SE1246\EX100B.DAT TIME/DATE OF STUDY: 22:21 04/23/2020 ============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ============================================================================ --*TIME-OF-CONCENTRATION MODEL*-- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 6.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER-DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* WATERSHED REGION: SAN JOAQUIN VALLEY LATITUDE (DECIMAL) AT THE WATERSHED CENTRIOD = 35.35 USER SPECIFIED RAINFALL VALUES: 2-YR 6-HR RAINFALL DEPTH(INCH) = 0.65 2-YR 24-HR RAINFALL DEPTH(INCH) = 0.97 100-YR 6-HR RAINFALL DEPTH(INCH) = 1.62 100-YR 24-HR RAINFALL DEPTH(INCH) = 2.77 RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1-HOUR INTENSITY(INCH/HOUR) = 0.7000 SLOPE OF INTENSITY DURATION CURVE = 0.6500 *ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD* *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 21.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 200.00 ELEVATION DATA: UPSTREAM(FEET) = 392.75 DOWNSTREAM(FEET) = 391.38 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.842 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.010 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) NATURAL POOR COVER "BARREN" A 0.52 0.19 1.000 92 11.84 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.19 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 SUBAREA RUNOFF(CFS) = 0.85 TOTAL AREA(ACRES) = 0.52 PEAK FLOW RATE(CFS) = 0.85 ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.5 TC(MIN.) = 11.84 EFFECTIVE AREA(ACRES) = 0.52 AREA-AVERAGED Fm(INCH/HR)= 0.19 AREA-AVERAGED Fp(INCH/HR) = 0.19 AREA-AVERAGED Ap = 1.000 PEAK FLOW RATE(CFS) = 0.85 ============================================================================ ============================================================================ END OF RATIONAL METHOD ANALYSIS SOIL TYPE C - BARRENCN=77Fp=0.44 IN/HR LOSS RATE (Fm) Fm = ap x Fp Where ap = Pervious Area Fraction = 1.00 Fp = Infiltration Rate = 0.44 in/hr Fm = 1.00 x 0.44 = 0.44 LOW LOSS FRACTION (Y-BAR) Y-Bar = 1 – Y Y = (P24 – Ia)2 / [ (P24 – Ia – S) x P24 ] Where P24 = 24-Hour Rainfall = 1.59 in/hr (10-Year), 2.77 in/hr (100-Year) S = (1000/CN) – 10 with CN = Curve Number Ia = 0.2 S Barren (All areas): S = 1000/77 – 10 = 2.9870 Ia = 0.2 x 2.9870 = 0.5974 Y(10-Year) = (1.59 – 0.5974)2 / [ (1.59 – 0.5974 + 2.9870) x 1.59 ] = 0.1557 Y-Bar(10-Year) = 1 – 0.1557 = 0.8443 Y(100-Year) = (2.77 – 0.5974)2 / [ (2.77 – 0.5974 + 2.9870) x 2.77 ] = 0.3303 Y-Bar(100-Year) = 1 – 0.3303 = 0.6697 ____________________________________________________________________________ **************************************************************************** SMALL AREA UNIT HYDROGRAPH MODEL ============================================================================ (C) Copyright 1989-2016 Advanced Engineering Software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1334 Analysis prepared by: **************************************************************************** ---------------------------------------------------------------------------- Problem Descriptions: SE1246 - 1637 BRUNDAGE LANE, BAKERSFIELD EXISTING CONDITION 10-YEAR HYDROGRAPH NORTH PORTION OF SITE ---------------------------------------------------------------------------- RATIONAL METHOD CALIBRATION COEFFICIENT = 0.90 TOTAL CATCHMENT AREA(ACRES) = 0.30 SOIL-LOSS RATE, Fm,(INCH/HR) = 0.440 LOW LOSS FRACTION = 0.844 TIME OF CONCENTRATION(MIN.) = 10.20 SMALL AREA PEAK Q COMPUTED USING PEAK FLOW RATE FORMULA USER SPECIFIED RAINFALL VALUES ARE USED RETURN FREQUENCY(YEARS) = 10 5-MINUTE POINT RAINFALL VALUE(INCHES) = 0.15 30-MINUTE POINT RAINFALL VALUE(INCHES) = 0.35 1-HOUR POINT RAINFALL VALUE(INCHES) = 0.50 3-HOUR POINT RAINFALL VALUE(INCHES) = 0.79 6-HOUR POINT RAINFALL VALUE(INCHES) = 1.00 24-HOUR POINT RAINFALL VALUE(INCHES) = 1.59 ---------------------------------------------------------------------------- TOTAL CATCHMENT RUNOFF VOLUME(ACRE-FEET) = 0.01 TOTAL CATCHMENT SOIL-LOSS VOLUME(ACRE-FEET) = 0.03 **************************************************************************** TIME VOLUME Q 0. 2.5 5.0 7.5 10.0 (HOURS) (AF) (CFS) ---------------------------------------------------------------------------- 0.02 0.0000 0.00 Q . . . . 0.19 0.0000 0.00 Q . . . . 0.36 0.0000 0.00 Q . . . . 0.53 0.0000 0.00 Q . . . . 0.70 0.0000 0.00 Q . . . . 0.87 0.0001 0.00 Q . . . . 1.04 0.0001 0.00 Q . . . . 1.21 0.0001 0.00 Q . . . . 1.38 0.0001 0.00 Q . . . . 1.55 0.0001 0.00 Q . . . . 1.72 0.0001 0.00 Q . . . . 1.89 0.0001 0.00 Q . . . . 2.06 0.0002 0.00 Q . . . . 2.23 0.0002 0.00 Q . . . . 2.40 0.0002 0.00 Q . . . . 2.57 0.0002 0.00 Q . . . . 2.74 0.0002 0.00 Q . . . . 2.91 0.0002 0.00 Q . . . . 3.08 0.0002 0.00 Q . . . . 3.25 0.0003 0.00 Q . . . . 3.42 0.0003 0.00 Q . . . . 3.59 0.0003 0.00 Q . . . . 3.76 0.0003 0.00 Q . . . . 3.93 0.0003 0.00 Q . . . . 4.10 0.0003 0.00 Q . . . . 4.27 0.0004 0.00 Q . . . . 4.44 0.0004 0.00 Q . . . . 4.61 0.0004 0.00 Q . . . . 4.78 0.0004 0.00 Q . . . . 4.95 0.0004 0.00 Q . . . . 5.12 0.0004 0.00 Q . . . . 5.29 0.0005 0.00 Q . . . . 5.46 0.0005 0.00 Q . . . . 5.63 0.0005 0.00 Q . . . . 5.80 0.0005 0.00 Q . . . . 5.97 0.0005 0.00 Q . . . . 6.14 0.0005 0.00 Q . . . . 6.31 0.0006 0.00 Q . . . . 6.48 0.0006 0.00 Q . . . . 6.65 0.0006 0.00 Q . . . . 6.82 0.0006 0.00 Q . . . . 6.99 0.0006 0.00 Q . . . . 7.16 0.0007 0.00 Q . . . . 7.33 0.0007 0.00 Q . . . . 7.50 0.0007 0.00 Q . . . . 7.67 0.0007 0.00 Q . . . . 7.84 0.0007 0.00 Q . . . . 8.01 0.0008 0.00 Q . . . . 8.18 0.0008 0.00 Q . . . . 8.35 0.0008 0.00 Q . . . . 8.52 0.0008 0.00 Q . . . . 8.69 0.0008 0.00 Q . . . . 8.86 0.0009 0.00 Q . . . . 9.03 0.0009 0.00 Q . . . . 9.20 0.0009 0.00 Q . . . . 9.37 0.0009 0.00 Q . . . . 9.54 0.0009 0.00 Q . . . . 9.71 0.0010 0.00 Q . . . . 9.88 0.0010 0.00 Q . . . . 10.05 0.0010 0.00 Q . . . . 10.22 0.0010 0.00 Q . . . . 10.39 0.0011 0.00 Q . . . . 10.56 0.0011 0.00 Q . . . . 10.73 0.0011 0.00 Q . . . . 10.90 0.0012 0.00 Q . . . . 11.07 0.0012 0.00 Q . . . . 11.24 0.0012 0.00 Q . . . . 11.41 0.0012 0.00 Q . . . . 11.58 0.0013 0.00 Q . . . . 11.75 0.0013 0.00 Q . . . . 11.92 0.0013 0.00 Q . . . . 12.09 0.0014 0.00 Q . . . . 12.26 0.0014 0.00 Q . . . . 12.43 0.0014 0.00 Q . . . . 12.60 0.0015 0.00 Q . . . . 12.77 0.0015 0.00 Q . . . . 12.94 0.0015 0.00 Q . . . . 13.11 0.0016 0.00 Q . . . . 13.28 0.0016 0.00 Q . . . . 13.45 0.0017 0.00 Q . . . . 13.62 0.0017 0.00 Q . . . . 13.79 0.0018 0.00 Q . . . . 13.96 0.0018 0.00 Q . . . . 14.13 0.0019 0.00 Q . . . . 14.30 0.0019 0.00 Q . . . . 14.47 0.0020 0.01 Q . . . . 14.64 0.0021 0.01 Q . . . . 14.81 0.0022 0.01 Q . . . . 14.98 0.0022 0.01 Q . . . . 15.15 0.0023 0.01 Q . . . . 15.32 0.0024 0.01 Q . . . . 15.49 0.0026 0.01 Q . . . . 15.66 0.0027 0.01 Q . . . . 15.83 0.0029 0.02 Q . . . . 16.00 0.0032 0.02 Q . . . . 16.17 0.0048 0.22 Q . . . . 16.34 0.0064 0.01 Q . . . . 16.51 0.0066 0.01 Q . . . . 16.68 0.0067 0.01 Q . . . . 16.85 0.0068 0.01 Q . . . . 17.02 0.0069 0.00 Q . . . . 17.19 0.0069 0.00 Q . . . . 17.36 0.0070 0.00 Q . . . . 17.53 0.0070 0.00 Q . . . . 17.70 0.0071 0.00 Q . . . . 17.87 0.0071 0.00 Q . . . . 18.04 0.0071 0.00 Q . . . . 18.21 0.0072 0.00 Q . . . . 18.38 0.0072 0.00 Q . . . . 18.55 0.0072 0.00 Q . . . . 18.72 0.0073 0.00 Q . . . . 18.89 0.0073 0.00 Q . . . . 19.06 0.0073 0.00 Q . . . . 19.23 0.0073 0.00 Q . . . . 19.40 0.0074 0.00 Q . . . . 19.57 0.0074 0.00 Q . . . . 19.74 0.0074 0.00 Q . . . . 19.91 0.0074 0.00 Q . . . . 20.08 0.0074 0.00 Q . . . . 20.25 0.0075 0.00 Q . . . . 20.42 0.0075 0.00 Q . . . . 20.59 0.0075 0.00 Q . . . . 20.76 0.0075 0.00 Q . . . . 20.93 0.0075 0.00 Q . . . . 21.10 0.0076 0.00 Q . . . . 21.27 0.0076 0.00 Q . . . . 21.44 0.0076 0.00 Q . . . . 21.61 0.0076 0.00 Q . . . . 21.78 0.0076 0.00 Q . . . . 21.95 0.0077 0.00 Q . . . . 22.12 0.0077 0.00 Q . . . . 22.29 0.0077 0.00 Q . . . . 22.46 0.0077 0.00 Q . . . . 22.63 0.0077 0.00 Q . . . . 22.80 0.0077 0.00 Q . . . . 22.97 0.0077 0.00 Q . . . . 23.14 0.0078 0.00 Q . . . . 23.31 0.0078 0.00 Q . . . . 23.48 0.0078 0.00 Q . . . . 23.65 0.0078 0.00 Q . . . . 23.82 0.0078 0.00 Q . . . . 23.99 0.0078 0.00 Q . . . . 24.16 0.0078 0.00 Q . . . . 24.33 0.0078 0.00 Q . . . . ---------------------------------------------------------------------------- -------------------------------------------------------------------------------- TIME DURATION(minutes) OF PERCENTILES OF ESTIMATED PEAK FLOW RATE: (Note: 100% of Peak Flow Rate estimate assumed to have an instantaneous time duration) Percentile of Estimated Duration Peak Flow Rate (minutes) ======================= ========= 0% 1448.4 10% 10.2 20% 10.2 30% 10.2 40% 10.2 50% 10.2 60% 10.2 70% 10.2 80% 10.2 90% 10.2 ____________________________________________________________________________ **************************************************************************** SMALL AREA UNIT HYDROGRAPH MODEL ============================================================================ (C) Copyright 1989-2016 Advanced Engineering Software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1334 Analysis prepared by: **************************************************************************** ---------------------------------------------------------------------------- Problem Descriptions: SE1246 - 1637 BRUNDAGE LANE, BAKERSFIELD EXISTING CONDITION 10-YEAR SOUTH PORTION OF SITE ---------------------------------------------------------------------------- RATIONAL METHOD CALIBRATION COEFFICIENT = 0.90 TOTAL CATCHMENT AREA(ACRES) = 0.52 SOIL-LOSS RATE, Fm,(INCH/HR) = 0.440 LOW LOSS FRACTION = 0.844 TIME OF CONCENTRATION(MIN.) = 11.80 SMALL AREA PEAK Q COMPUTED USING PEAK FLOW RATE FORMULA USER SPECIFIED RAINFALL VALUES ARE USED RETURN FREQUENCY(YEARS) = 10 5-MINUTE POINT RAINFALL VALUE(INCHES) = 0.15 30-MINUTE POINT RAINFALL VALUE(INCHES) = 0.35 1-HOUR POINT RAINFALL VALUE(INCHES) = 0.50 3-HOUR POINT RAINFALL VALUE(INCHES) = 0.79 6-HOUR POINT RAINFALL VALUE(INCHES) = 1.00 24-HOUR POINT RAINFALL VALUE(INCHES) = 1.59 ---------------------------------------------------------------------------- TOTAL CATCHMENT RUNOFF VOLUME(ACRE-FEET) = 0.01 TOTAL CATCHMENT SOIL-LOSS VOLUME(ACRE-FEET) = 0.06 **************************************************************************** TIME VOLUME Q 0. 2.5 5.0 7.5 10.0 (HOURS) (AF) (CFS) ---------------------------------------------------------------------------- 0.07 0.0000 0.00 Q . . . . 0.27 0.0000 0.00 Q . . . . 0.46 0.0001 0.00 Q . . . . 0.66 0.0001 0.00 Q . . . . 0.86 0.0001 0.00 Q . . . . 1.05 0.0001 0.00 Q . . . . 1.25 0.0002 0.00 Q . . . . 1.45 0.0002 0.00 Q . . . . 1.64 0.0002 0.00 Q . . . . 1.84 0.0002 0.00 Q . . . . 2.04 0.0003 0.00 Q . . . . 2.23 0.0003 0.00 Q . . . . 2.43 0.0003 0.00 Q . . . . 2.63 0.0004 0.00 Q . . . . 2.82 0.0004 0.00 Q . . . . 3.02 0.0004 0.00 Q . . . . 3.22 0.0005 0.00 Q . . . . 3.41 0.0005 0.00 Q . . . . 3.61 0.0005 0.00 Q . . . . 3.81 0.0005 0.00 Q . . . . 4.00 0.0006 0.00 Q . . . . 4.20 0.0006 0.00 Q . . . . 4.40 0.0006 0.00 Q . . . . 4.59 0.0007 0.00 Q . . . . 4.79 0.0007 0.00 Q . . . . 4.99 0.0007 0.00 Q . . . . 5.18 0.0008 0.00 Q . . . . 5.38 0.0008 0.00 Q . . . . 5.58 0.0008 0.00 Q . . . . 5.77 0.0009 0.00 Q . . . . 5.97 0.0009 0.00 Q . . . . 6.17 0.0009 0.00 Q . . . . 6.36 0.0010 0.00 Q . . . . 6.56 0.0010 0.00 Q . . . . 6.76 0.0011 0.00 Q . . . . 6.95 0.0011 0.00 Q . . . . 7.15 0.0011 0.00 Q . . . . 7.35 0.0012 0.00 Q . . . . 7.54 0.0012 0.00 Q . . . . 7.74 0.0013 0.00 Q . . . . 7.94 0.0013 0.00 Q . . . . 8.13 0.0013 0.00 Q . . . . 8.33 0.0014 0.00 Q . . . . 8.53 0.0014 0.00 Q . . . . 8.72 0.0015 0.00 Q . . . . 8.92 0.0015 0.00 Q . . . . 9.12 0.0016 0.00 Q . . . . 9.31 0.0016 0.00 Q . . . . 9.51 0.0016 0.00 Q . . . . 9.71 0.0017 0.00 Q . . . . 9.90 0.0017 0.00 Q . . . . 10.10 0.0018 0.00 Q . . . . 10.30 0.0018 0.00 Q . . . . 10.49 0.0019 0.00 Q . . . . 10.69 0.0019 0.00 Q . . . . 10.89 0.0020 0.00 Q . . . . 11.08 0.0021 0.00 Q . . . . 11.28 0.0021 0.00 Q . . . . 11.48 0.0022 0.00 Q . . . . 11.67 0.0022 0.00 Q . . . . 11.87 0.0023 0.00 Q . . . . 12.07 0.0024 0.00 Q . . . . 12.26 0.0024 0.00 Q . . . . 12.46 0.0025 0.00 Q . . . . 12.66 0.0026 0.00 Q . . . . 12.85 0.0026 0.00 Q . . . . 13.05 0.0027 0.00 Q . . . . 13.25 0.0028 0.01 Q . . . . 13.44 0.0029 0.01 Q . . . . 13.64 0.0030 0.01 Q . . . . 13.84 0.0031 0.01 Q . . . . 14.03 0.0032 0.01 Q . . . . 14.23 0.0033 0.01 Q . . . . 14.43 0.0034 0.01 Q . . . . 14.62 0.0036 0.01 Q . . . . 14.82 0.0037 0.01 Q . . . . 15.02 0.0039 0.01 Q . . . . 15.21 0.0041 0.01 Q . . . . 15.41 0.0043 0.01 Q . . . . 15.61 0.0046 0.02 Q . . . . 15.80 0.0049 0.03 Q . . . . 16.00 0.0054 0.03 Q . . . . 16.20 0.0084 0.33 .Q . . . . 16.39 0.0113 0.02 Q . . . . 16.59 0.0116 0.01 Q . . . . 16.79 0.0118 0.01 Q . . . . 16.98 0.0119 0.01 Q . . . . 17.18 0.0120 0.01 Q . . . . 17.38 0.0121 0.01 Q . . . . 17.57 0.0122 0.01 Q . . . . 17.77 0.0123 0.00 Q . . . . 17.97 0.0124 0.00 Q . . . . 18.16 0.0125 0.00 Q . . . . 18.36 0.0125 0.00 Q . . . . 18.56 0.0126 0.00 Q . . . . 18.75 0.0126 0.00 Q . . . . 18.95 0.0127 0.00 Q . . . . 19.15 0.0127 0.00 Q . . . . 19.34 0.0128 0.00 Q . . . . 19.54 0.0128 0.00 Q . . . . 19.74 0.0129 0.00 Q . . . . 19.93 0.0129 0.00 Q . . . . 20.13 0.0130 0.00 Q . . . . 20.33 0.0130 0.00 Q . . . . 20.52 0.0131 0.00 Q . . . . 20.72 0.0131 0.00 Q . . . . 20.92 0.0131 0.00 Q . . . . 21.11 0.0132 0.00 Q . . . . 21.31 0.0132 0.00 Q . . . . 21.51 0.0132 0.00 Q . . . . 21.70 0.0133 0.00 Q . . . . 21.90 0.0133 0.00 Q . . . . 22.10 0.0133 0.00 Q . . . . 22.29 0.0134 0.00 Q . . . . 22.49 0.0134 0.00 Q . . . . 22.69 0.0134 0.00 Q . . . . 22.88 0.0135 0.00 Q . . . . 23.08 0.0135 0.00 Q . . . . 23.28 0.0135 0.00 Q . . . . 23.47 0.0136 0.00 Q . . . . 23.67 0.0136 0.00 Q . . . . 23.87 0.0136 0.00 Q . . . . 24.06 0.0136 0.00 Q . . . . 24.26 0.0136 0.00 Q . . . . ---------------------------------------------------------------------------- -------------------------------------------------------------------------------- TIME DURATION(minutes) OF PERCENTILES OF ESTIMATED PEAK FLOW RATE: (Note: 100% of Peak Flow Rate estimate assumed to have an instantaneous time duration) Percentile of Estimated Duration Peak Flow Rate (minutes) ======================= ========= 0% 1451.4 10% 11.8 20% 11.8 30% 11.8 40% 11.8 50% 11.8 60% 11.8 70% 11.8 80% 11.8 90% 11.8 ____________________________________________________________________________ **************************************************************************** SMALL AREA UNIT HYDROGRAPH MODEL ============================================================================ (C) Copyright 1989-2016 Advanced Engineering Software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1334 Analysis prepared by: **************************************************************************** ---------------------------------------------------------------------------- Problem Descriptions: SE1246 - 1637 BRUNDAGE LANE, BAKERSFIELD EXISTING CONDITION 100-YEAR HYDROGRAPH NORTH PORTION OF SITE ---------------------------------------------------------------------------- RATIONAL METHOD CALIBRATION COEFFICIENT = 0.90 TOTAL CATCHMENT AREA(ACRES) = 0.30 SOIL-LOSS RATE, Fm,(INCH/HR) = 0.440 LOW LOSS FRACTION = 0.670 TIME OF CONCENTRATION(MIN.) = 10.20 SMALL AREA PEAK Q COMPUTED USING PEAK FLOW RATE FORMULA USER SPECIFIED RAINFALL VALUES ARE USED RETURN FREQUENCY(YEARS) = 100 5-MINUTE POINT RAINFALL VALUE(INCHES) = 0.26 30-MINUTE POINT RAINFALL VALUE(INCHES) = 0.62 1-HOUR POINT RAINFALL VALUE(INCHES) = 0.87 3-HOUR POINT RAINFALL VALUE(INCHES) = 1.28 6-HOUR POINT RAINFALL VALUE(INCHES) = 1.62 24-HOUR POINT RAINFALL VALUE(INCHES) = 2.77 ---------------------------------------------------------------------------- TOTAL CATCHMENT RUNOFF VOLUME(ACRE-FEET) = 0.02 TOTAL CATCHMENT SOIL-LOSS VOLUME(ACRE-FEET) = 0.04 **************************************************************************** TIME VOLUME Q 0. 2.5 5.0 7.5 10.0 (HOURS) (AF) (CFS) ---------------------------------------------------------------------------- 0.02 0.0000 0.00 Q . . . . 0.19 0.0000 0.00 Q . . . . 0.36 0.0001 0.00 Q . . . . 0.53 0.0001 0.00 Q . . . . 0.70 0.0002 0.00 Q . . . . 0.87 0.0003 0.00 Q . . . . 1.04 0.0003 0.00 Q . . . . 1.21 0.0004 0.00 Q . . . . 1.38 0.0004 0.00 Q . . . . 1.55 0.0005 0.00 Q . . . . 1.72 0.0005 0.00 Q . . . . 1.89 0.0006 0.00 Q . . . . 2.06 0.0007 0.00 Q . . . . 2.23 0.0007 0.00 Q . . . . 2.40 0.0008 0.00 Q . . . . 2.57 0.0009 0.00 Q . . . . 2.74 0.0009 0.00 Q . . . . 2.91 0.0010 0.00 Q . . . . 3.08 0.0010 0.00 Q . . . . 3.25 0.0011 0.00 Q . . . . 3.42 0.0012 0.00 Q . . . . 3.59 0.0012 0.00 Q . . . . 3.76 0.0013 0.00 Q . . . . 3.93 0.0014 0.00 Q . . . . 4.10 0.0014 0.00 Q . . . . 4.27 0.0015 0.00 Q . . . . 4.44 0.0016 0.00 Q . . . . 4.61 0.0016 0.00 Q . . . . 4.78 0.0017 0.00 Q . . . . 4.95 0.0018 0.00 Q . . . . 5.12 0.0018 0.00 Q . . . . 5.29 0.0019 0.01 Q . . . . 5.46 0.0020 0.01 Q . . . . 5.63 0.0021 0.01 Q . . . . 5.80 0.0021 0.01 Q . . . . 5.97 0.0022 0.01 Q . . . . 6.14 0.0023 0.01 Q . . . . 6.31 0.0023 0.01 Q . . . . 6.48 0.0024 0.01 Q . . . . 6.65 0.0025 0.01 Q . . . . 6.82 0.0026 0.01 Q . . . . 6.99 0.0027 0.01 Q . . . . 7.16 0.0027 0.01 Q . . . . 7.33 0.0028 0.01 Q . . . . 7.50 0.0029 0.01 Q . . . . 7.67 0.0030 0.01 Q . . . . 7.84 0.0031 0.01 Q . . . . 8.01 0.0031 0.01 Q . . . . 8.18 0.0032 0.01 Q . . . . 8.35 0.0033 0.01 Q . . . . 8.52 0.0034 0.01 Q . . . . 8.69 0.0035 0.01 Q . . . . 8.86 0.0036 0.01 Q . . . . 9.03 0.0037 0.01 Q . . . . 9.20 0.0038 0.01 Q . . . . 9.37 0.0039 0.01 Q . . . . 9.54 0.0040 0.01 Q . . . . 9.71 0.0041 0.01 Q . . . . 9.88 0.0042 0.01 Q . . . . 10.05 0.0043 0.01 Q . . . . 10.22 0.0044 0.01 Q . . . . 10.39 0.0045 0.01 Q . . . . 10.56 0.0046 0.01 Q . . . . 10.73 0.0047 0.01 Q . . . . 10.90 0.0048 0.01 Q . . . . 11.07 0.0049 0.01 Q . . . . 11.24 0.0050 0.01 Q . . . . 11.41 0.0051 0.01 Q . . . . 11.58 0.0052 0.01 Q . . . . 11.75 0.0054 0.01 Q . . . . 11.92 0.0055 0.01 Q . . . . 12.09 0.0056 0.01 Q . . . . 12.26 0.0057 0.01 Q . . . . 12.43 0.0059 0.01 Q . . . . 12.60 0.0060 0.01 Q . . . . 12.77 0.0061 0.01 Q . . . . 12.94 0.0062 0.01 Q . . . . 13.11 0.0064 0.01 Q . . . . 13.28 0.0065 0.01 Q . . . . 13.45 0.0067 0.01 Q . . . . 13.62 0.0068 0.01 Q . . . . 13.79 0.0070 0.01 Q . . . . 13.96 0.0071 0.01 Q . . . . 14.13 0.0073 0.01 Q . . . . 14.30 0.0075 0.01 Q . . . . 14.47 0.0077 0.02 Q . . . . 14.64 0.0079 0.02 Q . . . . 14.81 0.0082 0.02 Q . . . . 14.98 0.0084 0.02 Q . . . . 15.15 0.0087 0.02 Q . . . . 15.32 0.0090 0.02 Q . . . . 15.49 0.0094 0.04 Q . . . . 15.66 0.0100 0.04 Q . . . . 15.83 0.0107 0.06 Q . . . . 16.00 0.0120 0.11 Q . . . . 16.17 0.0160 0.47 .Q . . . . 16.34 0.0197 0.05 Q . . . . 16.51 0.0202 0.03 Q . . . . 16.68 0.0205 0.02 Q . . . . 16.85 0.0208 0.02 Q . . . . 17.02 0.0210 0.01 Q . . . . 17.19 0.0212 0.01 Q . . . . 17.36 0.0213 0.01 Q . . . . 17.53 0.0215 0.01 Q . . . . 17.70 0.0216 0.01 Q . . . . 17.87 0.0218 0.01 Q . . . . 18.04 0.0219 0.01 Q . . . . 18.21 0.0220 0.01 Q . . . . 18.38 0.0221 0.01 Q . . . . 18.55 0.0223 0.01 Q . . . . 18.72 0.0224 0.01 Q . . . . 18.89 0.0225 0.01 Q . . . . 19.06 0.0226 0.01 Q . . . . 19.23 0.0227 0.01 Q . . . . 19.40 0.0228 0.01 Q . . . . 19.57 0.0229 0.01 Q . . . . 19.74 0.0230 0.01 Q . . . . 19.91 0.0231 0.01 Q . . . . 20.08 0.0231 0.01 Q . . . . 20.25 0.0232 0.01 Q . . . . 20.42 0.0233 0.01 Q . . . . 20.59 0.0234 0.01 Q . . . . 20.76 0.0235 0.01 Q . . . . 20.93 0.0236 0.01 Q . . . . 21.10 0.0236 0.01 Q . . . . 21.27 0.0237 0.01 Q . . . . 21.44 0.0238 0.01 Q . . . . 21.61 0.0238 0.01 Q . . . . 21.78 0.0239 0.00 Q . . . . 21.95 0.0240 0.00 Q . . . . 22.12 0.0241 0.00 Q . . . . 22.29 0.0241 0.00 Q . . . . 22.46 0.0242 0.00 Q . . . . 22.63 0.0243 0.00 Q . . . . 22.80 0.0243 0.00 Q . . . . 22.97 0.0244 0.00 Q . . . . 23.14 0.0244 0.00 Q . . . . 23.31 0.0245 0.00 Q . . . . 23.48 0.0246 0.00 Q . . . . 23.65 0.0246 0.00 Q . . . . 23.82 0.0247 0.00 Q . . . . 23.99 0.0247 0.00 Q . . . . 24.16 0.0248 0.00 Q . . . . 24.33 0.0248 0.00 Q . . . . ---------------------------------------------------------------------------- -------------------------------------------------------------------------------- TIME DURATION(minutes) OF PERCENTILES OF ESTIMATED PEAK FLOW RATE: (Note: 100% of Peak Flow Rate estimate assumed to have an instantaneous time duration) Percentile of Estimated Duration Peak Flow Rate (minutes) ======================= ========= 0% 1448.4 10% 40.8 20% 20.4 30% 10.2 40% 10.2 50% 10.2 60% 10.2 70% 10.2 80% 10.2 90% 10.2 ____________________________________________________________________________ **************************************************************************** SMALL AREA UNIT HYDROGRAPH MODEL ============================================================================ (C) Copyright 1989-2016 Advanced Engineering Software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1334 Analysis prepared by: **************************************************************************** ---------------------------------------------------------------------------- Problem Descriptions: SE1246 - 1637 BRUNDAGE LANE, BAKERSFIELD EXISTING CONDITION 100-YEAR HYDROGRAPH SOUTH PORTION OF SITE ---------------------------------------------------------------------------- RATIONAL METHOD CALIBRATION COEFFICIENT = 0.90 TOTAL CATCHMENT AREA(ACRES) = 0.52 SOIL-LOSS RATE, Fm,(INCH/HR) = 0.440 LOW LOSS FRACTION = 0.670 TIME OF CONCENTRATION(MIN.) = 11.80 SMALL AREA PEAK Q COMPUTED USING PEAK FLOW RATE FORMULA USER SPECIFIED RAINFALL VALUES ARE USED RETURN FREQUENCY(YEARS) = 100 5-MINUTE POINT RAINFALL VALUE(INCHES) = 0.26 30-MINUTE POINT RAINFALL VALUE(INCHES) = 0.62 1-HOUR POINT RAINFALL VALUE(INCHES) = 0.87 3-HOUR POINT RAINFALL VALUE(INCHES) = 1.28 6-HOUR POINT RAINFALL VALUE(INCHES) = 1.62 24-HOUR POINT RAINFALL VALUE(INCHES) = 2.77 ---------------------------------------------------------------------------- TOTAL CATCHMENT RUNOFF VOLUME(ACRE-FEET) = 0.04 TOTAL CATCHMENT SOIL-LOSS VOLUME(ACRE-FEET) = 0.08 **************************************************************************** TIME VOLUME Q 0. 2.5 5.0 7.5 10.0 (HOURS) (AF) (CFS) ---------------------------------------------------------------------------- 0.07 0.0000 0.01 Q . . . . 0.27 0.0001 0.01 Q . . . . 0.46 0.0002 0.01 Q . . . . 0.66 0.0004 0.01 Q . . . . 0.86 0.0005 0.01 Q . . . . 1.05 0.0006 0.01 Q . . . . 1.25 0.0007 0.01 Q . . . . 1.45 0.0008 0.01 Q . . . . 1.64 0.0009 0.01 Q . . . . 1.84 0.0011 0.01 Q . . . . 2.04 0.0012 0.01 Q . . . . 2.23 0.0013 0.01 Q . . . . 2.43 0.0014 0.01 Q . . . . 2.63 0.0016 0.01 Q . . . . 2.82 0.0017 0.01 Q . . . . 3.02 0.0018 0.01 Q . . . . 3.22 0.0019 0.01 Q . . . . 3.41 0.0021 0.01 Q . . . . 3.61 0.0022 0.01 Q . . . . 3.81 0.0023 0.01 Q . . . . 4.00 0.0025 0.01 Q . . . . 4.20 0.0026 0.01 Q . . . . 4.40 0.0027 0.01 Q . . . . 4.59 0.0029 0.01 Q . . . . 4.79 0.0030 0.01 Q . . . . 4.99 0.0031 0.01 Q . . . . 5.18 0.0033 0.01 Q . . . . 5.38 0.0034 0.01 Q . . . . 5.58 0.0036 0.01 Q . . . . 5.77 0.0037 0.01 Q . . . . 5.97 0.0038 0.01 Q . . . . 6.17 0.0040 0.01 Q . . . . 6.36 0.0041 0.01 Q . . . . 6.56 0.0043 0.01 Q . . . . 6.76 0.0045 0.01 Q . . . . 6.95 0.0046 0.01 Q . . . . 7.15 0.0048 0.01 Q . . . . 7.35 0.0049 0.01 Q . . . . 7.54 0.0051 0.01 Q . . . . 7.74 0.0053 0.01 Q . . . . 7.94 0.0054 0.01 Q . . . . 8.13 0.0056 0.01 Q . . . . 8.33 0.0058 0.01 Q . . . . 8.53 0.0059 0.01 Q . . . . 8.72 0.0061 0.01 Q . . . . 8.92 0.0063 0.01 Q . . . . 9.12 0.0065 0.01 Q . . . . 9.31 0.0067 0.01 Q . . . . 9.51 0.0069 0.01 Q . . . . 9.71 0.0071 0.01 Q . . . . 9.90 0.0073 0.01 Q . . . . 10.10 0.0075 0.01 Q . . . . 10.30 0.0077 0.01 Q . . . . 10.49 0.0079 0.01 Q . . . . 10.69 0.0081 0.01 Q . . . . 10.89 0.0083 0.01 Q . . . . 11.08 0.0085 0.01 Q . . . . 11.28 0.0088 0.01 Q . . . . 11.48 0.0090 0.01 Q . . . . 11.67 0.0092 0.01 Q . . . . 11.87 0.0095 0.02 Q . . . . 12.07 0.0097 0.02 Q . . . . 12.26 0.0100 0.01 Q . . . . 12.46 0.0102 0.01 Q . . . . 12.66 0.0105 0.02 Q . . . . 12.85 0.0107 0.02 Q . . . . 13.05 0.0110 0.02 Q . . . . 13.25 0.0113 0.02 Q . . . . 13.44 0.0116 0.02 Q . . . . 13.64 0.0119 0.02 Q . . . . 13.84 0.0122 0.02 Q . . . . 14.03 0.0125 0.02 Q . . . . 14.23 0.0129 0.02 Q . . . . 14.43 0.0133 0.02 Q . . . . 14.62 0.0137 0.03 Q . . . . 14.82 0.0142 0.03 Q . . . . 15.02 0.0147 0.03 Q . . . . 15.21 0.0153 0.04 Q . . . . 15.41 0.0159 0.05 Q . . . . 15.61 0.0169 0.07 Q . . . . 15.80 0.0182 0.09 Q . . . . 16.00 0.0204 0.17 Q . . . . 16.20 0.0277 0.73 . Q . . . . 16.39 0.0343 0.08 Q . . . . 16.59 0.0353 0.04 Q . . . . 16.79 0.0359 0.03 Q . . . . 16.98 0.0364 0.03 Q . . . . 17.18 0.0367 0.02 Q . . . . 17.38 0.0371 0.02 Q . . . . 17.57 0.0374 0.02 Q . . . . 17.77 0.0377 0.02 Q . . . . 17.97 0.0379 0.02 Q . . . . 18.16 0.0382 0.02 Q . . . . 18.36 0.0384 0.02 Q . . . . 18.56 0.0387 0.01 Q . . . . 18.75 0.0389 0.01 Q . . . . 18.95 0.0391 0.01 Q . . . . 19.15 0.0393 0.01 Q . . . . 19.34 0.0395 0.01 Q . . . . 19.54 0.0397 0.01 Q . . . . 19.74 0.0399 0.01 Q . . . . 19.93 0.0401 0.01 Q . . . . 20.13 0.0403 0.01 Q . . . . 20.33 0.0404 0.01 Q . . . . 20.52 0.0406 0.01 Q . . . . 20.72 0.0408 0.01 Q . . . . 20.92 0.0409 0.01 Q . . . . 21.11 0.0411 0.01 Q . . . . 21.31 0.0412 0.01 Q . . . . 21.51 0.0414 0.01 Q . . . . 21.70 0.0415 0.01 Q . . . . 21.90 0.0416 0.01 Q . . . . 22.10 0.0418 0.01 Q . . . . 22.29 0.0419 0.01 Q . . . . 22.49 0.0420 0.01 Q . . . . 22.69 0.0422 0.01 Q . . . . 22.88 0.0423 0.01 Q . . . . 23.08 0.0424 0.01 Q . . . . 23.28 0.0425 0.01 Q . . . . 23.47 0.0427 0.01 Q . . . . 23.67 0.0428 0.01 Q . . . . 23.87 0.0429 0.01 Q . . . . 24.06 0.0430 0.01 Q . . . . 24.26 0.0431 0.00 Q . . . . ---------------------------------------------------------------------------- -------------------------------------------------------------------------------- TIME DURATION(minutes) OF PERCENTILES OF ESTIMATED PEAK FLOW RATE: (Note: 100% of Peak Flow Rate estimate assumed to have an instantaneous time duration) Percentile of Estimated Duration Peak Flow Rate (minutes) ======================= ========= 0% 1451.4 10% 47.2 20% 23.6 30% 11.8 40% 11.8 50% 11.8 60% 11.8 70% 11.8 80% 11.8 90% 11.8 7-Eleven, Inc. Bakersfield, California Hydrology Report by TAIT & Associates TAIT JOB # SE1246 Appendix D – Proposed Hydrology Map OF JOB NO: DATE: REVISION #: CHECKED: DATE: DRAWN: DATE: NO. DESCRIPTION BY DATE CHKREVISIONS701 N. Parkcenter DriveSanta Ana, CA 92705p: 714/560/8200 f: 714/560/8211www.tait.comSince 1964Los AngelesOntarioSacramentoSan DiegoSan FranciscoBoiseDallasDenverPhoenixPortland701 N. Parkcenter DriveSanta Ana, CA 92705p: 714/560/8200 f: 714/560/8211www.tait.comSince 1964Los AngelesOntarioSacramentoSan DiegoSan FranciscoBoiseDallasDenverPhoenixPortland17-ELEVEN STORE #10465891637 BRUNDAGE LANEBAKERSFIELD, CA 933047-ELEVEN, INC.3200 HACKBERRY ROADIRVING, TX 75063N PROPOSED HYDROLOGY MAP1 A1 X.XX LEGEND 24" CAL. 20' DIA. PALM TREE 12" CAL. 20' DIA. DECIDUOUS TREE 20" CAL. 24' DIA. DECIDUOUS TREE A1 0.15 RICHLAND STREET BRUNDAGE LANE "H" STREETA2 0.17 B1 0.50 7-Eleven, Inc. Bakersfield, California Hydrology Report by TAIT & Associates TAIT JOB # SE1246 Appendix E – Proposed Hydrology Calculations ____________________________________________________________________________ **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1991 KERN COUNTY HYDROLOGY CRITERION) (c) Copyright 1983-2016 Advanced Engineering Software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1334 Analysis prepared by: ************************** DESCRIPTION OF STUDY ************************** * SE1246 - 1637 BRUNDAGE LANE, BAKERSFIELD * * PROPOSED CONDITION 10-YEAR * * NORTH PORTION OF SITE * ************************************************************************** FILE NAME: C:\AES\SE1246\PR10A.DAT TIME/DATE OF STUDY: 13:24 07/30/2020 ============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ============================================================================ --*TIME-OF-CONCENTRATION MODEL*-- USER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 6.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER-DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* WATERSHED REGION: SAN JOAQUIN VALLEY LATITUDE (DECIMAL) AT THE WATERSHED CENTRIOD = 35.35 USER SPECIFIED RAINFALL VALUES: 2-YR 6-HR RAINFALL DEPTH(INCH) = 0.65 2-YR 24-HR RAINFALL DEPTH(INCH) = 0.97 100-YR 6-HR RAINFALL DEPTH(INCH) = 1.62 100-YR 24-HR RAINFALL DEPTH(INCH) = 2.77 RAINFALL INTENSITY DATA: STORM EVENT = 10.00 1-HOUR INTENSITY(INCH/HOUR) = 0.4700 SLOPE OF INTENSITY DURATION CURVE = 0.6500 *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 130.00 ELEVATION DATA: UPSTREAM(FEET) = 391.58 DOWNSTREAM(FEET) = 390.46 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.513 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.218 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL A 0.15 0.93 0.100 39 5.51 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.93 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA RUNOFF(CFS) = 0.29 TOTAL AREA(ACRES) = 0.15 PEAK FLOW RATE(CFS) = 0.29 ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.2 TC(MIN.) = 5.51 EFFECTIVE AREA(ACRES) = 0.15 AREA-AVERAGED Fm(INCH/HR)= 0.09 AREA-AVERAGED Fp(INCH/HR) = 0.93 AREA-AVERAGED Ap = 0.100 PEAK FLOW RATE(CFS) = 0.29 ============================================================================ ============================================================================ END OF RATIONAL METHOD ANALYSIS ____________________________________________________________________________ **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1991 KERN COUNTY HYDROLOGY CRITERION) (c) Copyright 1983-2016 Advanced Engineering Software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1334 Analysis prepared by: ************************** DESCRIPTION OF STUDY ************************** * SE1246 - 1637 BRUNDAGE LANE, BAKERSFIELD * * PROPOSED CONDITION 10-YEAR * * CENTER PORTION OF SITE * ************************************************************************** FILE NAME: C:\AES\SE1246\PR10B.DAT TIME/DATE OF STUDY: 13:21 07/30/2020 ============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ============================================================================ --*TIME-OF-CONCENTRATION MODEL*-- USER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 6.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER-DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* WATERSHED REGION: SAN JOAQUIN VALLEY LATITUDE (DECIMAL) AT THE WATERSHED CENTRIOD = 35.35 USER SPECIFIED RAINFALL VALUES: 2-YR 6-HR RAINFALL DEPTH(INCH) = 0.65 2-YR 24-HR RAINFALL DEPTH(INCH) = 0.97 100-YR 6-HR RAINFALL DEPTH(INCH) = 1.62 100-YR 24-HR RAINFALL DEPTH(INCH) = 2.77 RAINFALL INTENSITY DATA: STORM EVENT = 10.00 1-HOUR INTENSITY(INCH/HOUR) = 0.4700 SLOPE OF INTENSITY DURATION CURVE = 0.6500 *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 21.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 140.00 ELEVATION DATA: UPSTREAM(FEET) = 391.95 DOWNSTREAM(FEET) = 390.61 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.561 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.206 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL A 0.17 0.93 0.100 39 5.56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.93 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA RUNOFF(CFS) = 0.32 TOTAL AREA(ACRES) = 0.17 PEAK FLOW RATE(CFS) = 0.32 ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.2 TC(MIN.) = 5.56 EFFECTIVE AREA(ACRES) = 0.17 AREA-AVERAGED Fm(INCH/HR)= 0.09 AREA-AVERAGED Fp(INCH/HR) = 0.93 AREA-AVERAGED Ap = 0.100 PEAK FLOW RATE(CFS) = 0.32 ============================================================================ ============================================================================ END OF RATIONAL METHOD ANALYSIS ____________________________________________________________________________ **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1991 KERN COUNTY HYDROLOGY CRITERION) (c) Copyright 1983-2016 Advanced Engineering Software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1334 Analysis prepared by: ************************** DESCRIPTION OF STUDY ************************** * SE1246 - 1637 BRUNDAGE LANE, BAKERSFIELD * * PROPOSED CONDITION 10-YEAR * * SOUTH PORTION OF SITE * ************************************************************************** FILE NAME: C:\AES\SE1246\PR10C.DAT TIME/DATE OF STUDY: 11:28 07/30/2020 ============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ============================================================================ --*TIME-OF-CONCENTRATION MODEL*-- USER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 6.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER-DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* WATERSHED REGION: SAN JOAQUIN VALLEY LATITUDE (DECIMAL) AT THE WATERSHED CENTRIOD = 35.35 USER SPECIFIED RAINFALL VALUES: 2-YR 6-HR RAINFALL DEPTH(INCH) = 0.65 2-YR 24-HR RAINFALL DEPTH(INCH) = 0.97 100-YR 6-HR RAINFALL DEPTH(INCH) = 1.62 100-YR 24-HR RAINFALL DEPTH(INCH) = 2.77 RAINFALL INTENSITY DATA: STORM EVENT = 10.00 1-HOUR INTENSITY(INCH/HOUR) = 0.4700 SLOPE OF INTENSITY DURATION CURVE = 0.6500 *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 31.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 240.00 ELEVATION DATA: UPSTREAM(FEET) = 391.95 DOWNSTREAM(FEET) = 390.24 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.318 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.845 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL A 0.50 0.93 0.100 39 7.32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.93 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA RUNOFF(CFS) = 0.79 TOTAL AREA(ACRES) = 0.50 PEAK FLOW RATE(CFS) = 0.79 ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.5 TC(MIN.) = 7.32 EFFECTIVE AREA(ACRES) = 0.50 AREA-AVERAGED Fm(INCH/HR)= 0.09 AREA-AVERAGED Fp(INCH/HR) = 0.93 AREA-AVERAGED Ap = 0.100 PEAK FLOW RATE(CFS) = 0.79 ============================================================================ ============================================================================ END OF RATIONAL METHOD ANALYSIS ____________________________________________________________________________ **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1991 KERN COUNTY HYDROLOGY CRITERION) (c) Copyright 1983-2016 Advanced Engineering Software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1334 Analysis prepared by: ************************** DESCRIPTION OF STUDY ************************** * SE1246 - 1637 BRUNDAGE LANE, BAKERSFIELD * * PROPOSED CONDITION 100-YEAR * * NORTH PORTION OF SITE * ************************************************************************** FILE NAME: C:\AES\SE1246\PR100A.DAT TIME/DATE OF STUDY: 15:19 07/25/2020 ============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ============================================================================ --*TIME-OF-CONCENTRATION MODEL*-- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 6.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER-DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* WATERSHED REGION: SAN JOAQUIN VALLEY LATITUDE (DECIMAL) AT THE WATERSHED CENTRIOD = 35.35 USER SPECIFIED RAINFALL VALUES: 2-YR 6-HR RAINFALL DEPTH(INCH) = 0.65 2-YR 24-HR RAINFALL DEPTH(INCH) = 0.97 100-YR 6-HR RAINFALL DEPTH(INCH) = 1.62 100-YR 24-HR RAINFALL DEPTH(INCH) = 2.77 RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1-HOUR INTENSITY(INCH/HOUR) = 0.7000 SLOPE OF INTENSITY DURATION CURVE = 0.6500 *ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD* *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 130.00 ELEVATION DATA: UPSTREAM(FEET) = 391.58 DOWNSTREAM(FEET) = 390.46 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.513 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.304 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL A 0.15 0.64 0.100 59 5.51 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.64 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA RUNOFF(CFS) = 0.44 TOTAL AREA(ACRES) = 0.15 PEAK FLOW RATE(CFS) = 0.44 ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.2 TC(MIN.) = 5.51 EFFECTIVE AREA(ACRES) = 0.15 AREA-AVERAGED Fm(INCH/HR)= 0.06 AREA-AVERAGED Fp(INCH/HR) = 0.64 AREA-AVERAGED Ap = 0.100 PEAK FLOW RATE(CFS) = 0.44 ============================================================================ ============================================================================ END OF RATIONAL METHOD ANALYSIS ____________________________________________________________________________ **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1991 KERN COUNTY HYDROLOGY CRITERION) (c) Copyright 1983-2016 Advanced Engineering Software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1334 Analysis prepared by: ************************** DESCRIPTION OF STUDY ************************** * SE1246 - 1637 BRUNDAGE LANE, BAKERSFIELD * * PROPOSED CONDITION 100-YEAR * * CENTER PORTION OF SITE * ************************************************************************** FILE NAME: C:\AES\SE1246\PR100B.DAT TIME/DATE OF STUDY: 15:25 07/25/2020 ============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ============================================================================ --*TIME-OF-CONCENTRATION MODEL*-- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 6.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER-DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* WATERSHED REGION: SAN JOAQUIN VALLEY LATITUDE (DECIMAL) AT THE WATERSHED CENTRIOD = 35.35 USER SPECIFIED RAINFALL VALUES: 2-YR 6-HR RAINFALL DEPTH(INCH) = 0.65 2-YR 24-HR RAINFALL DEPTH(INCH) = 0.97 100-YR 6-HR RAINFALL DEPTH(INCH) = 1.62 100-YR 24-HR RAINFALL DEPTH(INCH) = 2.77 RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1-HOUR INTENSITY(INCH/HOUR) = 0.7000 SLOPE OF INTENSITY DURATION CURVE = 0.6500 *ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD* *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 21.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 140.00 ELEVATION DATA: UPSTREAM(FEET) = 391.95 DOWNSTREAM(FEET) = 390.61 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.561 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.285 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL A 0.17 0.64 0.100 59 5.56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.64 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA RUNOFF(CFS) = 0.49 TOTAL AREA(ACRES) = 0.17 PEAK FLOW RATE(CFS) = 0.49 ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.2 TC(MIN.) = 5.56 EFFECTIVE AREA(ACRES) = 0.17 AREA-AVERAGED Fm(INCH/HR)= 0.06 AREA-AVERAGED Fp(INCH/HR) = 0.64 AREA-AVERAGED Ap = 0.100 PEAK FLOW RATE(CFS) = 0.49 ============================================================================ ============================================================================ END OF RATIONAL METHOD ANALYSIS ____________________________________________________________________________ **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1991 KERN COUNTY HYDROLOGY CRITERION) (c) Copyright 1983-2016 Advanced Engineering Software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1334 Analysis prepared by: ************************** DESCRIPTION OF STUDY ************************** * SE1246 - 1637 BRUNDAGE LANE, BAKERSFIELD * * PROPOSED CONDITION 100-YEAR * * SOUTH PORTION OF SITE * ************************************************************************** FILE NAME: C:\AES\SE1246\PR100C.DAT TIME/DATE OF STUDY: 15:15 07/25/2020 ============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ============================================================================ --*TIME-OF-CONCENTRATION MODEL*-- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 6.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER-DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* WATERSHED REGION: SAN JOAQUIN VALLEY LATITUDE (DECIMAL) AT THE WATERSHED CENTRIOD = 35.35 USER SPECIFIED RAINFALL VALUES: 2-YR 6-HR RAINFALL DEPTH(INCH) = 0.65 2-YR 24-HR RAINFALL DEPTH(INCH) = 0.97 100-YR 6-HR RAINFALL DEPTH(INCH) = 1.62 100-YR 24-HR RAINFALL DEPTH(INCH) = 2.77 RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1-HOUR INTENSITY(INCH/HOUR) = 0.7000 SLOPE OF INTENSITY DURATION CURVE = 0.6500 *ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD* *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 31.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 240.00 ELEVATION DATA: UPSTREAM(FEET) = 391.95 DOWNSTREAM(FEET) = 390.24 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.318 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.748 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL A 0.50 0.64 0.100 59 7.32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.64 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA RUNOFF(CFS) = 1.21 TOTAL AREA(ACRES) = 0.50 PEAK FLOW RATE(CFS) = 1.21 ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.5 TC(MIN.) = 7.32 EFFECTIVE AREA(ACRES) = 0.50 AREA-AVERAGED Fm(INCH/HR)= 0.06 AREA-AVERAGED Fp(INCH/HR) = 0.64 AREA-AVERAGED Ap = 0.100 PEAK FLOW RATE(CFS) = 1.21 ============================================================================ ============================================================================ END OF RATIONAL METHOD ANALYSIS SOIL TYPE A - COMMERCIAL LANDSCAPING CN=39 Fp=0.93 IN/HR IMPERVIOUSCOMMERCIAL CN=98Fp=0.00 IN/HR LOSS RATE (Fm) Fm = ap x Fp Where ap = Pervious Area Fraction = 0.10 Fp = Infiltration Rate = 0.93 in/hr Fm = 0.10 x 0.93 = 0.093 LOW LOSS FRACTION (Y-BAR) Y-Bar = 1 – Y Y = (P24 – Ia)2 / [ (P24 – Ia – S) x P24 ] Where P24 = 24-Hour Rainfall = 1.59 in/hr (10-Year), 2.77 in/hr (100-Year) S = (1000/CN) – 10 with CN = Curve Number Ia = 0.2 S Note: If Ia > P24, then Y = 0 Impervious Commercial (90% of all areas): S = 1000/98 – 10 = 0.2041 Ia = 0.2 x 0.2041 = 0.0408 Y(10-Year) = (1.59 – 0.0408)2 / [ (1.59 – 0.0408 + 0.2041) x 1.59 ] = 0.8609 Y-Bar(10-Year) = 1 – 0.8609 = 0.1391 Y(100-Year) = (2.77 – 0.0408)2 / [ (2.77 – 0.0408 + 0.2041) x 2.77 ] = 0.9167 Y-Bar(100-Year) = 1 – 0.9167 = 0.0833 Landscape (10% of all areas): S = 1000/39 – 10 = 15.6410 Ia = 0.2 x 15.6410 = 3.1282 Ia > P24(10-Year), thus Y(10-Year) = 0 Ia > P24(100-Year), thus Y(100-Year) = 0 Y-Bar(10-Year) = Y-Bar(100-Year) = 1 – 0 = 1 Weighted Y-Bar (1.05 acres): Y-Bar(10-Year) = [ (1 x 0.10) + (0.1391 x 0.90) ] / 1.00 = 0.2252 Y-Bar(100-Year) = [ (1 x 0.10) + (0.0833 x 0.90) ] / 1.00 = 0.1750 ____________________________________________________________________________ **************************************************************************** SMALL AREA UNIT HYDROGRAPH MODEL ============================================================================ (C) Copyright 1989-2016 Advanced Engineering Software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1334 Analysis prepared by: **************************************************************************** ---------------------------------------------------------------------------- Problem Descriptions: SE1246 - 1637 BRUNDAGE LAND, BAKERSFIELD PROPOSED CONDITION 10-YEAR HYDROGRAPH NORTH PORTION OF SITE ---------------------------------------------------------------------------- RATIONAL METHOD CALIBRATION COEFFICIENT = 0.90 TOTAL CATCHMENT AREA(ACRES) = 0.15 SOIL-LOSS RATE, Fm,(INCH/HR) = 0.093 LOW LOSS FRACTION = 0.225 TIME OF CONCENTRATION(MIN.) = 5.51 SMALL AREA PEAK Q COMPUTED USING PEAK FLOW RATE FORMULA USER SPECIFIED RAINFALL VALUES ARE USED RETURN FREQUENCY(YEARS) = 10 5-MINUTE POINT RAINFALL VALUE(INCHES) = 0.15 30-MINUTE POINT RAINFALL VALUE(INCHES) = 0.35 1-HOUR POINT RAINFALL VALUE(INCHES) = 0.50 3-HOUR POINT RAINFALL VALUE(INCHES) = 0.79 6-HOUR POINT RAINFALL VALUE(INCHES) = 1.00 24-HOUR POINT RAINFALL VALUE(INCHES) = 1.59 ---------------------------------------------------------------------------- TOTAL CATCHMENT RUNOFF VOLUME(ACRE-FEET) = 0.01 TOTAL CATCHMENT SOIL-LOSS VOLUME(ACRE-FEET) = 0.01 **************************************************************************** TIME VOLUME Q 0. 2.5 5.0 7.5 10.0 (HOURS) (AF) (CFS) ---------------------------------------------------------------------------- 0.02 0.0000 0.00 Q . . . . 0.11 0.0000 0.00 Q . . . . 0.20 0.0000 0.00 Q . . . . 0.30 0.0000 0.00 Q . . . . 0.39 0.0001 0.00 Q . . . . 0.48 0.0001 0.00 Q . . . . 0.57 0.0001 0.00 Q . . . . 0.66 0.0001 0.00 Q . . . . 0.76 0.0001 0.00 Q . . . . 0.85 0.0002 0.00 Q . . . . 0.94 0.0002 0.00 Q . . . . 1.03 0.0002 0.00 Q . . . . 1.12 0.0002 0.00 Q . . . . 1.21 0.0002 0.00 Q . . . . 1.31 0.0002 0.00 Q . . . . 1.40 0.0003 0.00 Q . . . . 1.49 0.0003 0.00 Q . . . . 1.58 0.0003 0.00 Q . . . . 1.67 0.0003 0.00 Q . . . . 1.77 0.0003 0.00 Q . . . . 1.86 0.0004 0.00 Q . . . . 1.95 0.0004 0.00 Q . . . . 2.04 0.0004 0.00 Q . . . . 2.13 0.0004 0.00 Q . . . . 2.22 0.0004 0.00 Q . . . . 2.32 0.0005 0.00 Q . . . . 2.41 0.0005 0.00 Q . . . . 2.50 0.0005 0.00 Q . . . . 2.59 0.0005 0.00 Q . . . . 2.68 0.0005 0.00 Q . . . . 2.78 0.0006 0.00 Q . . . . 2.87 0.0006 0.00 Q . . . . 2.96 0.0006 0.00 Q . . . . 3.05 0.0006 0.00 Q . . . . 3.14 0.0006 0.00 Q . . . . 3.24 0.0007 0.00 Q . . . . 3.33 0.0007 0.00 Q . . . . 3.42 0.0007 0.00 Q . . . . 3.51 0.0007 0.00 Q . . . . 3.60 0.0007 0.00 Q . . . . 3.69 0.0008 0.00 Q . . . . 3.79 0.0008 0.00 Q . . . . 3.88 0.0008 0.00 Q . . . . 3.97 0.0008 0.00 Q . . . . 4.06 0.0008 0.00 Q . . . . 4.15 0.0009 0.00 Q . . . . 4.25 0.0009 0.00 Q . . . . 4.34 0.0009 0.00 Q . . . . 4.43 0.0009 0.00 Q . . . . 4.52 0.0009 0.00 Q . . . . 4.61 0.0010 0.00 Q . . . . 4.70 0.0010 0.00 Q . . . . 4.80 0.0010 0.00 Q . . . . 4.89 0.0010 0.00 Q . . . . 4.98 0.0011 0.00 Q . . . . 5.07 0.0011 0.00 Q . . . . 5.16 0.0011 0.00 Q . . . . 5.26 0.0011 0.00 Q . . . . 5.35 0.0012 0.00 Q . . . . 5.44 0.0012 0.00 Q . . . . 5.53 0.0012 0.00 Q . . . . 5.62 0.0012 0.00 Q . . . . 5.71 0.0012 0.00 Q . . . . 5.81 0.0013 0.00 Q . . . . 5.90 0.0013 0.00 Q . . . . 5.99 0.0013 0.00 Q . . . . 6.08 0.0013 0.00 Q . . . . 6.17 0.0014 0.00 Q . . . . 6.27 0.0014 0.00 Q . . . . 6.36 0.0014 0.00 Q . . . . 6.45 0.0014 0.00 Q . . . . 6.54 0.0015 0.00 Q . . . . 6.63 0.0015 0.00 Q . . . . 6.72 0.0015 0.00 Q . . . . 6.82 0.0015 0.00 Q . . . . 6.91 0.0016 0.00 Q . . . . 7.00 0.0016 0.00 Q . . . . 7.09 0.0016 0.00 Q . . . . 7.18 0.0016 0.00 Q . . . . 7.28 0.0017 0.00 Q . . . . 7.37 0.0017 0.00 Q . . . . 7.46 0.0017 0.00 Q . . . . 7.55 0.0017 0.00 Q . . . . 7.64 0.0018 0.00 Q . . . . 7.73 0.0018 0.00 Q . . . . 7.83 0.0018 0.00 Q . . . . 7.92 0.0019 0.00 Q . . . . 8.01 0.0019 0.00 Q . . . . 8.10 0.0019 0.00 Q . . . . 8.19 0.0019 0.00 Q . . . . 8.29 0.0020 0.00 Q . . . . 8.38 0.0020 0.00 Q . . . . 8.47 0.0020 0.00 Q . . . . 8.56 0.0021 0.00 Q . . . . 8.65 0.0021 0.00 Q . . . . 8.75 0.0021 0.00 Q . . . . 8.84 0.0021 0.00 Q . . . . 8.93 0.0022 0.00 Q . . . . 9.02 0.0022 0.00 Q . . . . 9.11 0.0022 0.00 Q . . . . 9.20 0.0023 0.00 Q . . . . 9.30 0.0023 0.00 Q . . . . 9.39 0.0023 0.00 Q . . . . 9.48 0.0024 0.00 Q . . . . 9.57 0.0024 0.00 Q . . . . 9.66 0.0024 0.00 Q . . . . 9.76 0.0025 0.00 Q . . . . 9.85 0.0025 0.00 Q . . . . 9.94 0.0025 0.00 Q . . . . 10.03 0.0026 0.00 Q . . . . 10.12 0.0026 0.00 Q . . . . 10.21 0.0026 0.00 Q . . . . 10.31 0.0027 0.00 Q . . . . 10.40 0.0027 0.00 Q . . . . 10.49 0.0027 0.00 Q . . . . 10.58 0.0028 0.00 Q . . . . 10.67 0.0028 0.00 Q . . . . 10.77 0.0028 0.00 Q . . . . 10.86 0.0029 0.00 Q . . . . 10.95 0.0029 0.00 Q . . . . 11.04 0.0029 0.00 Q . . . . 11.13 0.0030 0.01 Q . . . . 11.22 0.0030 0.01 Q . . . . 11.32 0.0031 0.01 Q . . . . 11.41 0.0031 0.01 Q . . . . 11.50 0.0031 0.01 Q . . . . 11.59 0.0032 0.01 Q . . . . 11.68 0.0032 0.01 Q . . . . 11.78 0.0033 0.01 Q . . . . 11.87 0.0033 0.01 Q . . . . 11.96 0.0034 0.01 Q . . . . 12.05 0.0034 0.01 Q . . . . 12.14 0.0034 0.01 Q . . . . 12.23 0.0035 0.01 Q . . . . 12.33 0.0035 0.01 Q . . . . 12.42 0.0036 0.01 Q . . . . 12.51 0.0036 0.01 Q . . . . 12.60 0.0037 0.01 Q . . . . 12.69 0.0037 0.01 Q . . . . 12.79 0.0038 0.01 Q . . . . 12.88 0.0038 0.01 Q . . . . 12.97 0.0039 0.01 Q . . . . 13.06 0.0039 0.01 Q . . . . 13.15 0.0040 0.01 Q . . . . 13.24 0.0041 0.01 Q . . . . 13.34 0.0041 0.01 Q . . . . 13.43 0.0042 0.01 Q . . . . 13.52 0.0042 0.01 Q . . . . 13.61 0.0043 0.01 Q . . . . 13.70 0.0044 0.01 Q . . . . 13.80 0.0044 0.01 Q . . . . 13.89 0.0045 0.01 Q . . . . 13.98 0.0046 0.01 Q . . . . 14.07 0.0046 0.01 Q . . . . 14.16 0.0047 0.01 Q . . . . 14.26 0.0048 0.01 Q . . . . 14.35 0.0049 0.01 Q . . . . 14.44 0.0050 0.01 Q . . . . 14.53 0.0051 0.01 Q . . . . 14.62 0.0052 0.01 Q . . . . 14.71 0.0053 0.01 Q . . . . 14.81 0.0054 0.01 Q . . . . 14.90 0.0055 0.02 Q . . . . 14.99 0.0056 0.02 Q . . . . 15.08 0.0058 0.02 Q . . . . 15.17 0.0059 0.02 Q . . . . 15.27 0.0061 0.02 Q . . . . 15.36 0.0062 0.02 Q . . . . 15.45 0.0064 0.03 Q . . . . 15.54 0.0066 0.03 Q . . . . 15.63 0.0068 0.03 Q . . . . 15.72 0.0071 0.04 Q . . . . 15.82 0.0074 0.04 Q . . . . 15.91 0.0077 0.06 Q . . . . 16.00 0.0082 0.08 Q . . . . 16.09 0.0094 0.22 Q . . . . 16.18 0.0104 0.05 Q . . . . 16.28 0.0107 0.03 Q . . . . 16.37 0.0109 0.03 Q . . . . 16.46 0.0111 0.02 Q . . . . 16.55 0.0112 0.02 Q . . . . 16.64 0.0113 0.02 Q . . . . 16.73 0.0115 0.01 Q . . . . 16.83 0.0116 0.01 Q . . . . 16.92 0.0117 0.01 Q . . . . 17.01 0.0118 0.01 Q . . . . 17.10 0.0118 0.01 Q . . . . 17.19 0.0119 0.01 Q . . . . 17.29 0.0120 0.01 Q . . . . 17.38 0.0120 0.01 Q . . . . 17.47 0.0121 0.01 Q . . . . 17.56 0.0121 0.01 Q . . . . 17.65 0.0122 0.01 Q . . . . 17.74 0.0123 0.01 Q . . . . 17.84 0.0123 0.01 Q . . . . 17.93 0.0124 0.01 Q . . . . 18.02 0.0124 0.01 Q . . . . 18.11 0.0124 0.01 Q . . . . 18.20 0.0125 0.01 Q . . . . 18.30 0.0125 0.01 Q . . . . 18.39 0.0126 0.01 Q . . . . 18.48 0.0126 0.01 Q . . . . 18.57 0.0127 0.01 Q . . . . 18.66 0.0127 0.00 Q . . . . 18.76 0.0127 0.00 Q . . . . 18.85 0.0128 0.00 Q . . . . 18.94 0.0128 0.00 Q . . . . 19.03 0.0128 0.00 Q . . . . 19.12 0.0129 0.00 Q . . . . 19.21 0.0129 0.00 Q . . . . 19.31 0.0129 0.00 Q . . . . 19.40 0.0130 0.00 Q . . . . 19.49 0.0130 0.00 Q . . . . 19.58 0.0130 0.00 Q . . . . 19.67 0.0131 0.00 Q . . . . 19.77 0.0131 0.00 Q . . . . 19.86 0.0131 0.00 Q . . . . 19.95 0.0131 0.00 Q . . . . 20.04 0.0132 0.00 Q . . . . 20.13 0.0132 0.00 Q . . . . 20.22 0.0132 0.00 Q . . . . 20.32 0.0133 0.00 Q . . . . 20.41 0.0133 0.00 Q . . . . 20.50 0.0133 0.00 Q . . . . 20.59 0.0133 0.00 Q . . . . 20.68 0.0134 0.00 Q . . . . 20.78 0.0134 0.00 Q . . . . 20.87 0.0134 0.00 Q . . . . 20.96 0.0134 0.00 Q . . . . 21.05 0.0135 0.00 Q . . . . 21.14 0.0135 0.00 Q . . . . 21.23 0.0135 0.00 Q . . . . 21.33 0.0135 0.00 Q . . . . 21.42 0.0136 0.00 Q . . . . 21.51 0.0136 0.00 Q . . . . 21.60 0.0136 0.00 Q . . . . 21.69 0.0136 0.00 Q . . . . 21.79 0.0136 0.00 Q . . . . 21.88 0.0137 0.00 Q . . . . 21.97 0.0137 0.00 Q . . . . 22.06 0.0137 0.00 Q . . . . 22.15 0.0137 0.00 Q . . . . 22.24 0.0138 0.00 Q . . . . 22.34 0.0138 0.00 Q . . . . 22.43 0.0138 0.00 Q . . . . 22.52 0.0138 0.00 Q . . . . 22.61 0.0138 0.00 Q . . . . 22.70 0.0139 0.00 Q . . . . 22.80 0.0139 0.00 Q . . . . 22.89 0.0139 0.00 Q . . . . 22.98 0.0139 0.00 Q . . . . 23.07 0.0139 0.00 Q . . . . 23.16 0.0140 0.00 Q . . . . 23.25 0.0140 0.00 Q . . . . 23.35 0.0140 0.00 Q . . . . 23.44 0.0140 0.00 Q . . . . 23.53 0.0140 0.00 Q . . . . 23.62 0.0140 0.00 Q . . . . 23.71 0.0141 0.00 Q . . . . 23.81 0.0141 0.00 Q . . . . 23.90 0.0141 0.00 Q . . . . 23.99 0.0141 0.00 Q . . . . 24.08 0.0141 0.00 Q . . . . 24.17 0.0141 0.00 Q . . . . ---------------------------------------------------------------------------- -------------------------------------------------------------------------------- TIME DURATION(minutes) OF PERCENTILES OF ESTIMATED PEAK FLOW RATE: (Note: 100% of Peak Flow Rate estimate assumed to have an instantaneous time duration) Percentile of Estimated Duration Peak Flow Rate (minutes) ======================= ========= 0% 1443.6 10% 60.6 20% 22.0 30% 11.0 40% 5.5 50% 5.5 60% 5.5 70% 5.5 80% 5.5 90% 5.5 ____________________________________________________________________________ **************************************************************************** SMALL AREA UNIT HYDROGRAPH MODEL ============================================================================ (C) Copyright 1989-2016 Advanced Engineering Software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1334 Analysis prepared by: **************************************************************************** ---------------------------------------------------------------------------- Problem Descriptions: SE1246 - 1637 BRUNDAGE LANE, BAKERSFIELD PROPOSED CONDITION 10-YEAR HYDROGRAPH CENTER PORTION OF SITE ---------------------------------------------------------------------------- RATIONAL METHOD CALIBRATION COEFFICIENT = 0.90 TOTAL CATCHMENT AREA(ACRES) = 0.17 SOIL-LOSS RATE, Fm,(INCH/HR) = 0.093 LOW LOSS FRACTION = 0.225 TIME OF CONCENTRATION(MIN.) = 5.56 SMALL AREA PEAK Q COMPUTED USING PEAK FLOW RATE FORMULA USER SPECIFIED RAINFALL VALUES ARE USED RETURN FREQUENCY(YEARS) = 10 5-MINUTE POINT RAINFALL VALUE(INCHES) = 0.15 30-MINUTE POINT RAINFALL VALUE(INCHES) = 0.35 1-HOUR POINT RAINFALL VALUE(INCHES) = 0.50 3-HOUR POINT RAINFALL VALUE(INCHES) = 0.79 6-HOUR POINT RAINFALL VALUE(INCHES) = 1.00 24-HOUR POINT RAINFALL VALUE(INCHES) = 1.59 ---------------------------------------------------------------------------- TOTAL CATCHMENT RUNOFF VOLUME(ACRE-FEET) = 0.02 TOTAL CATCHMENT SOIL-LOSS VOLUME(ACRE-FEET) = 0.01 **************************************************************************** TIME VOLUME Q 0. 2.5 5.0 7.5 10.0 (HOURS) (AF) (CFS) ---------------------------------------------------------------------------- 0.06 0.0000 0.00 Q . . . . 0.15 0.0000 0.00 Q . . . . 0.25 0.0000 0.00 Q . . . . 0.34 0.0001 0.00 Q . . . . 0.43 0.0001 0.00 Q . . . . 0.52 0.0001 0.00 Q . . . . 0.62 0.0001 0.00 Q . . . . 0.71 0.0001 0.00 Q . . . . 0.80 0.0002 0.00 Q . . . . 0.90 0.0002 0.00 Q . . . . 0.99 0.0002 0.00 Q . . . . 1.08 0.0002 0.00 Q . . . . 1.17 0.0002 0.00 Q . . . . 1.27 0.0003 0.00 Q . . . . 1.36 0.0003 0.00 Q . . . . 1.45 0.0003 0.00 Q . . . . 1.54 0.0003 0.00 Q . . . . 1.64 0.0003 0.00 Q . . . . 1.73 0.0004 0.00 Q . . . . 1.82 0.0004 0.00 Q . . . . 1.91 0.0004 0.00 Q . . . . 2.01 0.0004 0.00 Q . . . . 2.10 0.0005 0.00 Q . . . . 2.19 0.0005 0.00 Q . . . . 2.29 0.0005 0.00 Q . . . . 2.38 0.0005 0.00 Q . . . . 2.47 0.0005 0.00 Q . . . . 2.56 0.0006 0.00 Q . . . . 2.66 0.0006 0.00 Q . . . . 2.75 0.0006 0.00 Q . . . . 2.84 0.0006 0.00 Q . . . . 2.93 0.0007 0.00 Q . . . . 3.03 0.0007 0.00 Q . . . . 3.12 0.0007 0.00 Q . . . . 3.21 0.0007 0.00 Q . . . . 3.30 0.0007 0.00 Q . . . . 3.40 0.0008 0.00 Q . . . . 3.49 0.0008 0.00 Q . . . . 3.58 0.0008 0.00 Q . . . . 3.68 0.0008 0.00 Q . . . . 3.77 0.0009 0.00 Q . . . . 3.86 0.0009 0.00 Q . . . . 3.95 0.0009 0.00 Q . . . . 4.05 0.0009 0.00 Q . . . . 4.14 0.0010 0.00 Q . . . . 4.23 0.0010 0.00 Q . . . . 4.32 0.0010 0.00 Q . . . . 4.42 0.0010 0.00 Q . . . . 4.51 0.0011 0.00 Q . . . . 4.60 0.0011 0.00 Q . . . . 4.69 0.0011 0.00 Q . . . . 4.79 0.0011 0.00 Q . . . . 4.88 0.0012 0.00 Q . . . . 4.97 0.0012 0.00 Q . . . . 5.07 0.0012 0.00 Q . . . . 5.16 0.0012 0.00 Q . . . . 5.25 0.0013 0.00 Q . . . . 5.34 0.0013 0.00 Q . . . . 5.44 0.0013 0.00 Q . . . . 5.53 0.0013 0.00 Q . . . . 5.62 0.0014 0.00 Q . . . . 5.71 0.0014 0.00 Q . . . . 5.81 0.0014 0.00 Q . . . . 5.90 0.0015 0.00 Q . . . . 5.99 0.0015 0.00 Q . . . . 6.08 0.0015 0.00 Q . . . . 6.18 0.0015 0.00 Q . . . . 6.27 0.0016 0.00 Q . . . . 6.36 0.0016 0.00 Q . . . . 6.46 0.0016 0.00 Q . . . . 6.55 0.0016 0.00 Q . . . . 6.64 0.0017 0.00 Q . . . . 6.73 0.0017 0.00 Q . . . . 6.83 0.0017 0.00 Q . . . . 6.92 0.0018 0.00 Q . . . . 7.01 0.0018 0.00 Q . . . . 7.10 0.0018 0.00 Q . . . . 7.20 0.0019 0.00 Q . . . . 7.29 0.0019 0.00 Q . . . . 7.38 0.0019 0.00 Q . . . . 7.47 0.0019 0.00 Q . . . . 7.57 0.0020 0.00 Q . . . . 7.66 0.0020 0.00 Q . . . . 7.75 0.0020 0.00 Q . . . . 7.85 0.0021 0.00 Q . . . . 7.94 0.0021 0.00 Q . . . . 8.03 0.0021 0.00 Q . . . . 8.12 0.0022 0.00 Q . . . . 8.22 0.0022 0.00 Q . . . . 8.31 0.0022 0.00 Q . . . . 8.40 0.0023 0.00 Q . . . . 8.49 0.0023 0.00 Q . . . . 8.59 0.0023 0.00 Q . . . . 8.68 0.0024 0.00 Q . . . . 8.77 0.0024 0.00 Q . . . . 8.86 0.0024 0.00 Q . . . . 8.96 0.0025 0.00 Q . . . . 9.05 0.0025 0.00 Q . . . . 9.14 0.0025 0.00 Q . . . . 9.24 0.0026 0.00 Q . . . . 9.33 0.0026 0.00 Q . . . . 9.42 0.0026 0.00 Q . . . . 9.51 0.0027 0.00 Q . . . . 9.61 0.0027 0.00 Q . . . . 9.70 0.0027 0.00 Q . . . . 9.79 0.0028 0.00 Q . . . . 9.88 0.0028 0.00 Q . . . . 9.98 0.0029 0.01 Q . . . . 10.07 0.0029 0.01 Q . . . . 10.16 0.0029 0.01 Q . . . . 10.25 0.0030 0.01 Q . . . . 10.35 0.0030 0.01 Q . . . . 10.44 0.0031 0.01 Q . . . . 10.53 0.0031 0.01 Q . . . . 10.63 0.0031 0.01 Q . . . . 10.72 0.0032 0.01 Q . . . . 10.81 0.0032 0.01 Q . . . . 10.90 0.0033 0.01 Q . . . . 11.00 0.0033 0.01 Q . . . . 11.09 0.0034 0.01 Q . . . . 11.18 0.0034 0.01 Q . . . . 11.27 0.0034 0.01 Q . . . . 11.37 0.0035 0.01 Q . . . . 11.46 0.0035 0.01 Q . . . . 11.55 0.0036 0.01 Q . . . . 11.64 0.0036 0.01 Q . . . . 11.74 0.0037 0.01 Q . . . . 11.83 0.0037 0.01 Q . . . . 11.92 0.0038 0.01 Q . . . . 12.02 0.0038 0.01 Q . . . . 12.11 0.0039 0.01 Q . . . . 12.20 0.0039 0.01 Q . . . . 12.29 0.0040 0.01 Q . . . . 12.39 0.0040 0.01 Q . . . . 12.48 0.0041 0.01 Q . . . . 12.57 0.0041 0.01 Q . . . . 12.66 0.0042 0.01 Q . . . . 12.76 0.0043 0.01 Q . . . . 12.85 0.0043 0.01 Q . . . . 12.94 0.0044 0.01 Q . . . . 13.03 0.0044 0.01 Q . . . . 13.13 0.0045 0.01 Q . . . . 13.22 0.0046 0.01 Q . . . . 13.31 0.0046 0.01 Q . . . . 13.41 0.0047 0.01 Q . . . . 13.50 0.0048 0.01 Q . . . . 13.59 0.0048 0.01 Q . . . . 13.68 0.0049 0.01 Q . . . . 13.78 0.0050 0.01 Q . . . . 13.87 0.0051 0.01 Q . . . . 13.96 0.0051 0.01 Q . . . . 14.05 0.0052 0.01 Q . . . . 14.15 0.0053 0.01 Q . . . . 14.24 0.0054 0.01 Q . . . . 14.33 0.0055 0.01 Q . . . . 14.42 0.0056 0.01 Q . . . . 14.52 0.0057 0.01 Q . . . . 14.61 0.0059 0.02 Q . . . . 14.70 0.0060 0.02 Q . . . . 14.80 0.0061 0.02 Q . . . . 14.89 0.0062 0.02 Q . . . . 14.98 0.0064 0.02 Q . . . . 15.07 0.0065 0.02 Q . . . . 15.17 0.0067 0.02 Q . . . . 15.26 0.0068 0.02 Q . . . . 15.35 0.0070 0.02 Q . . . . 15.44 0.0072 0.03 Q . . . . 15.54 0.0074 0.03 Q . . . . 15.63 0.0077 0.03 Q . . . . 15.72 0.0080 0.04 Q . . . . 15.81 0.0083 0.04 Q . . . . 15.91 0.0087 0.06 Q . . . . 16.00 0.0093 0.09 Q . . . . 16.09 0.0106 0.25 Q . . . . 16.19 0.0117 0.05 Q . . . . 16.28 0.0121 0.04 Q . . . . 16.37 0.0123 0.03 Q . . . . 16.46 0.0125 0.02 Q . . . . 16.56 0.0127 0.02 Q . . . . 16.65 0.0129 0.02 Q . . . . 16.74 0.0130 0.02 Q . . . . 16.83 0.0131 0.02 Q . . . . 16.93 0.0132 0.01 Q . . . . 17.02 0.0133 0.01 Q . . . . 17.11 0.0134 0.01 Q . . . . 17.20 0.0135 0.01 Q . . . . 17.30 0.0136 0.01 Q . . . . 17.39 0.0136 0.01 Q . . . . 17.48 0.0137 0.01 Q . . . . 17.58 0.0138 0.01 Q . . . . 17.67 0.0138 0.01 Q . . . . 17.76 0.0139 0.01 Q . . . . 17.85 0.0139 0.01 Q . . . . 17.95 0.0140 0.01 Q . . . . 18.04 0.0141 0.01 Q . . . . 18.13 0.0141 0.01 Q . . . . 18.22 0.0142 0.01 Q . . . . 18.32 0.0142 0.01 Q . . . . 18.41 0.0143 0.01 Q . . . . 18.50 0.0143 0.01 Q . . . . 18.59 0.0143 0.01 Q . . . . 18.69 0.0144 0.01 Q . . . . 18.78 0.0144 0.01 Q . . . . 18.87 0.0145 0.01 Q . . . . 18.97 0.0145 0.01 Q . . . . 19.06 0.0145 0.01 Q . . . . 19.15 0.0146 0.00 Q . . . . 19.24 0.0146 0.00 Q . . . . 19.34 0.0147 0.00 Q . . . . 19.43 0.0147 0.00 Q . . . . 19.52 0.0147 0.00 Q . . . . 19.61 0.0148 0.00 Q . . . . 19.71 0.0148 0.00 Q . . . . 19.80 0.0148 0.00 Q . . . . 19.89 0.0149 0.00 Q . . . . 19.98 0.0149 0.00 Q . . . . 20.08 0.0149 0.00 Q . . . . 20.17 0.0150 0.00 Q . . . . 20.26 0.0150 0.00 Q . . . . 20.36 0.0150 0.00 Q . . . . 20.45 0.0151 0.00 Q . . . . 20.54 0.0151 0.00 Q . . . . 20.63 0.0151 0.00 Q . . . . 20.73 0.0151 0.00 Q . . . . 20.82 0.0152 0.00 Q . . . . 20.91 0.0152 0.00 Q . . . . 21.00 0.0152 0.00 Q . . . . 21.10 0.0153 0.00 Q . . . . 21.19 0.0153 0.00 Q . . . . 21.28 0.0153 0.00 Q . . . . 21.37 0.0153 0.00 Q . . . . 21.47 0.0154 0.00 Q . . . . 21.56 0.0154 0.00 Q . . . . 21.65 0.0154 0.00 Q . . . . 21.75 0.0154 0.00 Q . . . . 21.84 0.0155 0.00 Q . . . . 21.93 0.0155 0.00 Q . . . . 22.02 0.0155 0.00 Q . . . . 22.12 0.0155 0.00 Q . . . . 22.21 0.0156 0.00 Q . . . . 22.30 0.0156 0.00 Q . . . . 22.39 0.0156 0.00 Q . . . . 22.49 0.0156 0.00 Q . . . . 22.58 0.0157 0.00 Q . . . . 22.67 0.0157 0.00 Q . . . . 22.76 0.0157 0.00 Q . . . . 22.86 0.0157 0.00 Q . . . . 22.95 0.0158 0.00 Q . . . . 23.04 0.0158 0.00 Q . . . . 23.14 0.0158 0.00 Q . . . . 23.23 0.0158 0.00 Q . . . . 23.32 0.0158 0.00 Q . . . . 23.41 0.0159 0.00 Q . . . . 23.51 0.0159 0.00 Q . . . . 23.60 0.0159 0.00 Q . . . . 23.69 0.0159 0.00 Q . . . . 23.78 0.0159 0.00 Q . . . . 23.88 0.0160 0.00 Q . . . . 23.97 0.0160 0.00 Q . . . . 24.06 0.0160 0.00 Q . . . . 24.15 0.0160 0.00 Q . . . . ---------------------------------------------------------------------------- -------------------------------------------------------------------------------- TIME DURATION(minutes) OF PERCENTILES OF ESTIMATED PEAK FLOW RATE: (Note: 100% of Peak Flow Rate estimate assumed to have an instantaneous time duration) Percentile of Estimated Duration Peak Flow Rate (minutes) ======================= ========= 0% 1440.0 10% 61.2 20% 22.2 30% 11.1 40% 5.6 50% 5.6 60% 5.6 70% 5.6 80% 5.6 90% 5.6 ____________________________________________________________________________ **************************************************************************** SMALL AREA UNIT HYDROGRAPH MODEL ============================================================================ (C) Copyright 1989-2016 Advanced Engineering Software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1334 Analysis prepared by: **************************************************************************** ---------------------------------------------------------------------------- Problem Descriptions: SE1246 - 1637 BRUNDAGE LANE, BAKERSFIELD PROPOSED CONDITION 10-YEAR HYDROGRAPH SOUTH PORTION OF SITE ---------------------------------------------------------------------------- RATIONAL METHOD CALIBRATION COEFFICIENT = 0.90 TOTAL CATCHMENT AREA(ACRES) = 0.50 SOIL-LOSS RATE, Fm,(INCH/HR) = 0.093 LOW LOSS FRACTION = 0.225 TIME OF CONCENTRATION(MIN.) = 7.32 SMALL AREA PEAK Q COMPUTED USING PEAK FLOW RATE FORMULA USER SPECIFIED RAINFALL VALUES ARE USED RETURN FREQUENCY(YEARS) = 10 5-MINUTE POINT RAINFALL VALUE(INCHES) = 0.15 30-MINUTE POINT RAINFALL VALUE(INCHES) = 0.35 1-HOUR POINT RAINFALL VALUE(INCHES) = 0.50 3-HOUR POINT RAINFALL VALUE(INCHES) = 0.79 6-HOUR POINT RAINFALL VALUE(INCHES) = 1.00 24-HOUR POINT RAINFALL VALUE(INCHES) = 1.59 ---------------------------------------------------------------------------- TOTAL CATCHMENT RUNOFF VOLUME(ACRE-FEET) = 0.05 TOTAL CATCHMENT SOIL-LOSS VOLUME(ACRE-FEET) = 0.02 **************************************************************************** TIME VOLUME Q 0. 2.5 5.0 7.5 10.0 (HOURS) (AF) (CFS) ---------------------------------------------------------------------------- 0.02 0.0000 0.00 Q . . . . 0.14 0.0000 0.01 Q . . . . 0.26 0.0001 0.01 Q . . . . 0.38 0.0002 0.01 Q . . . . 0.51 0.0003 0.01 Q . . . . 0.63 0.0004 0.01 Q . . . . 0.75 0.0004 0.01 Q . . . . 0.87 0.0005 0.01 Q . . . . 0.99 0.0006 0.01 Q . . . . 1.12 0.0007 0.01 Q . . . . 1.24 0.0008 0.01 Q . . . . 1.36 0.0008 0.01 Q . . . . 1.48 0.0009 0.01 Q . . . . 1.60 0.0010 0.01 Q . . . . 1.73 0.0011 0.01 Q . . . . 1.85 0.0012 0.01 Q . . . . 1.97 0.0013 0.01 Q . . . . 2.09 0.0013 0.01 Q . . . . 2.21 0.0014 0.01 Q . . . . 2.34 0.0015 0.01 Q . . . . 2.46 0.0016 0.01 Q . . . . 2.58 0.0017 0.01 Q . . . . 2.70 0.0018 0.01 Q . . . . 2.82 0.0019 0.01 Q . . . . 2.95 0.0020 0.01 Q . . . . 3.07 0.0020 0.01 Q . . . . 3.19 0.0021 0.01 Q . . . . 3.31 0.0022 0.01 Q . . . . 3.43 0.0023 0.01 Q . . . . 3.56 0.0024 0.01 Q . . . . 3.68 0.0025 0.01 Q . . . . 3.80 0.0026 0.01 Q . . . . 3.92 0.0027 0.01 Q . . . . 4.04 0.0028 0.01 Q . . . . 4.17 0.0029 0.01 Q . . . . 4.29 0.0030 0.01 Q . . . . 4.41 0.0031 0.01 Q . . . . 4.53 0.0032 0.01 Q . . . . 4.65 0.0033 0.01 Q . . . . 4.78 0.0034 0.01 Q . . . . 4.90 0.0035 0.01 Q . . . . 5.02 0.0036 0.01 Q . . . . 5.14 0.0037 0.01 Q . . . . 5.26 0.0038 0.01 Q . . . . 5.39 0.0039 0.01 Q . . . . 5.51 0.0040 0.01 Q . . . . 5.63 0.0041 0.01 Q . . . . 5.75 0.0042 0.01 Q . . . . 5.87 0.0043 0.01 Q . . . . 6.00 0.0044 0.01 Q . . . . 6.12 0.0045 0.01 Q . . . . 6.24 0.0046 0.01 Q . . . . 6.36 0.0047 0.01 Q . . . . 6.48 0.0048 0.01 Q . . . . 6.61 0.0049 0.01 Q . . . . 6.73 0.0050 0.01 Q . . . . 6.85 0.0051 0.01 Q . . . . 6.97 0.0053 0.01 Q . . . . 7.09 0.0054 0.01 Q . . . . 7.22 0.0055 0.01 Q . . . . 7.34 0.0056 0.01 Q . . . . 7.46 0.0057 0.01 Q . . . . 7.58 0.0058 0.01 Q . . . . 7.70 0.0060 0.01 Q . . . . 7.83 0.0061 0.01 Q . . . . 7.95 0.0062 0.01 Q . . . . 8.07 0.0063 0.01 Q . . . . 8.19 0.0064 0.01 Q . . . . 8.31 0.0066 0.01 Q . . . . 8.44 0.0067 0.01 Q . . . . 8.56 0.0068 0.01 Q . . . . 8.68 0.0069 0.01 Q . . . . 8.80 0.0071 0.01 Q . . . . 8.92 0.0072 0.01 Q . . . . 9.05 0.0073 0.01 Q . . . . 9.17 0.0075 0.01 Q . . . . 9.29 0.0076 0.01 Q . . . . 9.41 0.0078 0.01 Q . . . . 9.53 0.0079 0.01 Q . . . . 9.66 0.0080 0.01 Q . . . . 9.78 0.0082 0.01 Q . . . . 9.90 0.0083 0.01 Q . . . . 10.02 0.0085 0.01 Q . . . . 10.14 0.0086 0.01 Q . . . . 10.27 0.0088 0.02 Q . . . . 10.39 0.0089 0.02 Q . . . . 10.51 0.0091 0.02 Q . . . . 10.63 0.0092 0.02 Q . . . . 10.75 0.0094 0.02 Q . . . . 10.88 0.0096 0.02 Q . . . . 11.00 0.0097 0.02 Q . . . . 11.12 0.0099 0.02 Q . . . . 11.24 0.0101 0.02 Q . . . . 11.36 0.0102 0.02 Q . . . . 11.49 0.0104 0.02 Q . . . . 11.61 0.0106 0.02 Q . . . . 11.73 0.0108 0.02 Q . . . . 11.85 0.0110 0.02 Q . . . . 11.97 0.0112 0.02 Q . . . . 12.10 0.0114 0.02 Q . . . . 12.22 0.0116 0.02 Q . . . . 12.34 0.0118 0.02 Q . . . . 12.46 0.0120 0.02 Q . . . . 12.58 0.0122 0.02 Q . . . . 12.71 0.0124 0.02 Q . . . . 12.83 0.0127 0.02 Q . . . . 12.95 0.0129 0.02 Q . . . . 13.07 0.0131 0.02 Q . . . . 13.19 0.0134 0.02 Q . . . . 13.32 0.0136 0.03 Q . . . . 13.44 0.0139 0.03 Q . . . . 13.56 0.0142 0.03 Q . . . . 13.68 0.0144 0.03 Q . . . . 13.80 0.0147 0.03 Q . . . . 13.93 0.0150 0.03 Q . . . . 14.05 0.0153 0.03 Q . . . . 14.17 0.0157 0.04 Q . . . . 14.29 0.0161 0.04 Q . . . . 14.41 0.0165 0.04 Q . . . . 14.54 0.0169 0.04 Q . . . . 14.66 0.0174 0.05 Q . . . . 14.78 0.0178 0.05 Q . . . . 14.90 0.0183 0.05 Q . . . . 15.02 0.0189 0.05 Q . . . . 15.15 0.0194 0.06 Q . . . . 15.27 0.0200 0.06 Q . . . . 15.39 0.0207 0.07 Q . . . . 15.51 0.0215 0.09 Q . . . . 15.63 0.0225 0.10 Q . . . . 15.76 0.0236 0.12 Q . . . . 15.88 0.0250 0.16 Q . . . . 16.00 0.0269 0.22 Q . . . . 16.12 0.0312 0.62 . Q . . . . 16.24 0.0350 0.13 Q . . . . 16.37 0.0361 0.10 Q . . . . 16.49 0.0369 0.07 Q . . . . 16.61 0.0375 0.06 Q . . . . 16.73 0.0381 0.05 Q . . . . 16.85 0.0386 0.04 Q . . . . 16.98 0.0390 0.04 Q . . . . 17.10 0.0394 0.04 Q . . . . 17.22 0.0397 0.03 Q . . . . 17.34 0.0400 0.03 Q . . . . 17.46 0.0403 0.03 Q . . . . 17.59 0.0405 0.02 Q . . . . 17.71 0.0407 0.02 Q . . . . 17.83 0.0410 0.02 Q . . . . 17.95 0.0412 0.02 Q . . . . 18.07 0.0414 0.02 Q . . . . 18.20 0.0416 0.02 Q . . . . 18.32 0.0418 0.02 Q . . . . 18.44 0.0420 0.02 Q . . . . 18.56 0.0421 0.02 Q . . . . 18.68 0.0423 0.02 Q . . . . 18.81 0.0425 0.02 Q . . . . 18.93 0.0426 0.02 Q . . . . 19.05 0.0428 0.02 Q . . . . 19.17 0.0429 0.01 Q . . . . 19.29 0.0431 0.01 Q . . . . 19.42 0.0432 0.01 Q . . . . 19.54 0.0434 0.01 Q . . . . 19.66 0.0435 0.01 Q . . . . 19.78 0.0436 0.01 Q . . . . 19.90 0.0438 0.01 Q . . . . 20.03 0.0439 0.01 Q . . . . 20.15 0.0440 0.01 Q . . . . 20.27 0.0441 0.01 Q . . . . 20.39 0.0442 0.01 Q . . . . 20.51 0.0444 0.01 Q . . . . 20.64 0.0445 0.01 Q . . . . 20.76 0.0446 0.01 Q . . . . 20.88 0.0447 0.01 Q . . . . 21.00 0.0448 0.01 Q . . . . 21.12 0.0449 0.01 Q . . . . 21.25 0.0450 0.01 Q . . . . 21.37 0.0451 0.01 Q . . . . 21.49 0.0452 0.01 Q . . . . 21.61 0.0453 0.01 Q . . . . 21.73 0.0454 0.01 Q . . . . 21.86 0.0455 0.01 Q . . . . 21.98 0.0456 0.01 Q . . . . 22.10 0.0457 0.01 Q . . . . 22.22 0.0458 0.01 Q . . . . 22.34 0.0459 0.01 Q . . . . 22.47 0.0460 0.01 Q . . . . 22.59 0.0461 0.01 Q . . . . 22.71 0.0462 0.01 Q . . . . 22.83 0.0463 0.01 Q . . . . 22.95 0.0464 0.01 Q . . . . 23.08 0.0464 0.01 Q . . . . 23.20 0.0465 0.01 Q . . . . 23.32 0.0466 0.01 Q . . . . 23.44 0.0467 0.01 Q . . . . 23.56 0.0468 0.01 Q . . . . 23.69 0.0469 0.01 Q . . . . 23.81 0.0469 0.01 Q . . . . 23.93 0.0470 0.01 Q . . . . 24.05 0.0471 0.01 Q . . . . 24.17 0.0471 0.00 Q . . . . ---------------------------------------------------------------------------- -------------------------------------------------------------------------------- TIME DURATION(minutes) OF PERCENTILES OF ESTIMATED PEAK FLOW RATE: (Note: 100% of Peak Flow Rate estimate assumed to have an instantaneous time duration) Percentile of Estimated Duration Peak Flow Rate (minutes) ======================= ========= 0% 1442.0 10% 73.2 20% 29.3 30% 14.6 40% 7.3 50% 7.3 60% 7.3 70% 7.3 80% 7.3 90% 7.3 ____________________________________________________________________________ **************************************************************************** SMALL AREA UNIT HYDROGRAPH MODEL ============================================================================ (C) Copyright 1989-2016 Advanced Engineering Software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1334 Analysis prepared by: **************************************************************************** ---------------------------------------------------------------------------- Problem Descriptions: SE1246 - 1637 BRUNDAGE LANE, BAKERSFIELD PROPOSED CONDITION 100-YEAR HYDROGRAPH NORTH PORTION OF SITE ---------------------------------------------------------------------------- RATIONAL METHOD CALIBRATION COEFFICIENT = 0.90 TOTAL CATCHMENT AREA(ACRES) = 0.15 SOIL-LOSS RATE, Fm,(INCH/HR) = 0.093 LOW LOSS FRACTION = 0.175 TIME OF CONCENTRATION(MIN.) = 5.51 SMALL AREA PEAK Q COMPUTED USING PEAK FLOW RATE FORMULA USER SPECIFIED RAINFALL VALUES ARE USED RETURN FREQUENCY(YEARS) = 100 5-MINUTE POINT RAINFALL VALUE(INCHES) = 0.26 30-MINUTE POINT RAINFALL VALUE(INCHES) = 0.62 1-HOUR POINT RAINFALL VALUE(INCHES) = 0.87 3-HOUR POINT RAINFALL VALUE(INCHES) = 1.28 6-HOUR POINT RAINFALL VALUE(INCHES) = 1.62 24-HOUR POINT RAINFALL VALUE(INCHES) = 2.77 ---------------------------------------------------------------------------- TOTAL CATCHMENT RUNOFF VOLUME(ACRE-FEET) = 0.03 TOTAL CATCHMENT SOIL-LOSS VOLUME(ACRE-FEET) = 0.01 **************************************************************************** TIME VOLUME Q 0. 2.5 5.0 7.5 10.0 (HOURS) (AF) (CFS) ---------------------------------------------------------------------------- 0.02 0.0000 0.00 Q . . . . 0.11 0.0000 0.00 Q . . . . 0.20 0.0001 0.00 Q . . . . 0.30 0.0001 0.01 Q . . . . 0.39 0.0001 0.01 Q . . . . 0.48 0.0002 0.01 Q . . . . 0.57 0.0002 0.01 Q . . . . 0.66 0.0002 0.01 Q . . . . 0.76 0.0003 0.01 Q . . . . 0.85 0.0003 0.01 Q . . . . 0.94 0.0004 0.01 Q . . . . 1.03 0.0004 0.01 Q . . . . 1.12 0.0004 0.01 Q . . . . 1.21 0.0005 0.01 Q . . . . 1.31 0.0005 0.01 Q . . . . 1.40 0.0006 0.01 Q . . . . 1.49 0.0006 0.01 Q . . . . 1.58 0.0006 0.01 Q . . . . 1.67 0.0007 0.01 Q . . . . 1.77 0.0007 0.01 Q . . . . 1.86 0.0008 0.01 Q . . . . 1.95 0.0008 0.01 Q . . . . 2.04 0.0008 0.01 Q . . . . 2.13 0.0009 0.01 Q . . . . 2.22 0.0009 0.01 Q . . . . 2.32 0.0010 0.01 Q . . . . 2.41 0.0010 0.01 Q . . . . 2.50 0.0011 0.01 Q . . . . 2.59 0.0011 0.01 Q . . . . 2.68 0.0011 0.01 Q . . . . 2.78 0.0012 0.01 Q . . . . 2.87 0.0012 0.01 Q . . . . 2.96 0.0013 0.01 Q . . . . 3.05 0.0013 0.01 Q . . . . 3.14 0.0013 0.01 Q . . . . 3.24 0.0014 0.01 Q . . . . 3.33 0.0014 0.01 Q . . . . 3.42 0.0015 0.01 Q . . . . 3.51 0.0015 0.01 Q . . . . 3.60 0.0016 0.01 Q . . . . 3.69 0.0016 0.01 Q . . . . 3.79 0.0017 0.01 Q . . . . 3.88 0.0017 0.01 Q . . . . 3.97 0.0017 0.01 Q . . . . 4.06 0.0018 0.01 Q . . . . 4.15 0.0018 0.01 Q . . . . 4.25 0.0019 0.01 Q . . . . 4.34 0.0019 0.01 Q . . . . 4.43 0.0020 0.01 Q . . . . 4.52 0.0020 0.01 Q . . . . 4.61 0.0021 0.01 Q . . . . 4.70 0.0021 0.01 Q . . . . 4.80 0.0022 0.01 Q . . . . 4.89 0.0022 0.01 Q . . . . 4.98 0.0022 0.01 Q . . . . 5.07 0.0023 0.01 Q . . . . 5.16 0.0023 0.01 Q . . . . 5.26 0.0024 0.01 Q . . . . 5.35 0.0024 0.01 Q . . . . 5.44 0.0025 0.01 Q . . . . 5.53 0.0025 0.01 Q . . . . 5.62 0.0026 0.01 Q . . . . 5.71 0.0026 0.01 Q . . . . 5.81 0.0027 0.01 Q . . . . 5.90 0.0027 0.01 Q . . . . 5.99 0.0028 0.01 Q . . . . 6.08 0.0028 0.01 Q . . . . 6.17 0.0029 0.01 Q . . . . 6.27 0.0029 0.01 Q . . . . 6.36 0.0030 0.01 Q . . . . 6.45 0.0030 0.01 Q . . . . 6.54 0.0031 0.01 Q . . . . 6.63 0.0031 0.01 Q . . . . 6.72 0.0032 0.01 Q . . . . 6.82 0.0032 0.01 Q . . . . 6.91 0.0033 0.01 Q . . . . 7.00 0.0034 0.01 Q . . . . 7.09 0.0034 0.01 Q . . . . 7.18 0.0035 0.01 Q . . . . 7.28 0.0035 0.01 Q . . . . 7.37 0.0036 0.01 Q . . . . 7.46 0.0036 0.01 Q . . . . 7.55 0.0037 0.01 Q . . . . 7.64 0.0037 0.01 Q . . . . 7.73 0.0038 0.01 Q . . . . 7.83 0.0038 0.01 Q . . . . 7.92 0.0039 0.01 Q . . . . 8.01 0.0040 0.01 Q . . . . 8.10 0.0040 0.01 Q . . . . 8.19 0.0041 0.01 Q . . . . 8.29 0.0041 0.01 Q . . . . 8.38 0.0042 0.01 Q . . . . 8.47 0.0043 0.01 Q . . . . 8.56 0.0043 0.01 Q . . . . 8.65 0.0044 0.01 Q . . . . 8.75 0.0044 0.01 Q . . . . 8.84 0.0045 0.01 Q . . . . 8.93 0.0046 0.01 Q . . . . 9.02 0.0046 0.01 Q . . . . 9.11 0.0047 0.01 Q . . . . 9.20 0.0047 0.01 Q . . . . 9.30 0.0048 0.01 Q . . . . 9.39 0.0049 0.01 Q . . . . 9.48 0.0049 0.01 Q . . . . 9.57 0.0050 0.01 Q . . . . 9.66 0.0051 0.01 Q . . . . 9.76 0.0051 0.01 Q . . . . 9.85 0.0052 0.01 Q . . . . 9.94 0.0053 0.01 Q . . . . 10.03 0.0053 0.01 Q . . . . 10.12 0.0054 0.01 Q . . . . 10.21 0.0055 0.01 Q . . . . 10.31 0.0055 0.01 Q . . . . 10.40 0.0056 0.01 Q . . . . 10.49 0.0057 0.01 Q . . . . 10.58 0.0058 0.01 Q . . . . 10.67 0.0058 0.01 Q . . . . 10.77 0.0059 0.01 Q . . . . 10.86 0.0060 0.01 Q . . . . 10.95 0.0061 0.01 Q . . . . 11.04 0.0061 0.01 Q . . . . 11.13 0.0062 0.01 Q . . . . 11.22 0.0063 0.01 Q . . . . 11.32 0.0064 0.01 Q . . . . 11.41 0.0064 0.01 Q . . . . 11.50 0.0065 0.01 Q . . . . 11.59 0.0066 0.01 Q . . . . 11.68 0.0067 0.01 Q . . . . 11.78 0.0068 0.01 Q . . . . 11.87 0.0069 0.01 Q . . . . 11.96 0.0069 0.01 Q . . . . 12.05 0.0070 0.01 Q . . . . 12.14 0.0071 0.01 Q . . . . 12.23 0.0072 0.01 Q . . . . 12.33 0.0073 0.01 Q . . . . 12.42 0.0074 0.01 Q . . . . 12.51 0.0074 0.01 Q . . . . 12.60 0.0075 0.01 Q . . . . 12.69 0.0076 0.01 Q . . . . 12.79 0.0077 0.01 Q . . . . 12.88 0.0078 0.01 Q . . . . 12.97 0.0079 0.01 Q . . . . 13.06 0.0080 0.01 Q . . . . 13.15 0.0081 0.01 Q . . . . 13.24 0.0082 0.01 Q . . . . 13.34 0.0083 0.01 Q . . . . 13.43 0.0084 0.01 Q . . . . 13.52 0.0085 0.01 Q . . . . 13.61 0.0086 0.01 Q . . . . 13.70 0.0087 0.01 Q . . . . 13.80 0.0088 0.01 Q . . . . 13.89 0.0089 0.02 Q . . . . 13.98 0.0090 0.02 Q . . . . 14.07 0.0091 0.02 Q . . . . 14.16 0.0093 0.02 Q . . . . 14.26 0.0094 0.02 Q . . . . 14.35 0.0095 0.02 Q . . . . 14.44 0.0097 0.02 Q . . . . 14.53 0.0098 0.02 Q . . . . 14.62 0.0100 0.02 Q . . . . 14.71 0.0101 0.02 Q . . . . 14.81 0.0103 0.02 Q . . . . 14.90 0.0105 0.02 Q . . . . 14.99 0.0107 0.02 Q . . . . 15.08 0.0108 0.03 Q . . . . 15.17 0.0111 0.03 Q . . . . 15.27 0.0113 0.03 Q . . . . 15.36 0.0115 0.03 Q . . . . 15.45 0.0118 0.05 Q . . . . 15.54 0.0122 0.05 Q . . . . 15.63 0.0126 0.06 Q . . . . 15.72 0.0131 0.07 Q . . . . 15.82 0.0137 0.08 Q . . . . 15.91 0.0144 0.11 Q . . . . 16.00 0.0153 0.15 Q . . . . 16.09 0.0174 0.39 .Q . . . . 16.18 0.0192 0.09 Q . . . . 16.28 0.0198 0.06 Q . . . . 16.37 0.0202 0.05 Q . . . . 16.46 0.0205 0.03 Q . . . . 16.55 0.0207 0.03 Q . . . . 16.64 0.0209 0.02 Q . . . . 16.73 0.0211 0.02 Q . . . . 16.83 0.0213 0.02 Q . . . . 16.92 0.0214 0.02 Q . . . . 17.01 0.0215 0.02 Q . . . . 17.10 0.0217 0.02 Q . . . . 17.19 0.0218 0.02 Q . . . . 17.29 0.0219 0.01 Q . . . . 17.38 0.0220 0.01 Q . . . . 17.47 0.0221 0.01 Q . . . . 17.56 0.0222 0.01 Q . . . . 17.65 0.0223 0.01 Q . . . . 17.74 0.0224 0.01 Q . . . . 17.84 0.0225 0.01 Q . . . . 17.93 0.0225 0.01 Q . . . . 18.02 0.0226 0.01 Q . . . . 18.11 0.0227 0.01 Q . . . . 18.20 0.0228 0.01 Q . . . . 18.30 0.0229 0.01 Q . . . . 18.39 0.0230 0.01 Q . . . . 18.48 0.0230 0.01 Q . . . . 18.57 0.0231 0.01 Q . . . . 18.66 0.0232 0.01 Q . . . . 18.76 0.0233 0.01 Q . . . . 18.85 0.0233 0.01 Q . . . . 18.94 0.0234 0.01 Q . . . . 19.03 0.0235 0.01 Q . . . . 19.12 0.0236 0.01 Q . . . . 19.21 0.0236 0.01 Q . . . . 19.31 0.0237 0.01 Q . . . . 19.40 0.0238 0.01 Q . . . . 19.49 0.0238 0.01 Q . . . . 19.58 0.0239 0.01 Q . . . . 19.67 0.0239 0.01 Q . . . . 19.77 0.0240 0.01 Q . . . . 19.86 0.0241 0.01 Q . . . . 19.95 0.0241 0.01 Q . . . . 20.04 0.0242 0.01 Q . . . . 20.13 0.0242 0.01 Q . . . . 20.22 0.0243 0.01 Q . . . . 20.32 0.0244 0.01 Q . . . . 20.41 0.0244 0.01 Q . . . . 20.50 0.0245 0.01 Q . . . . 20.59 0.0245 0.01 Q . . . . 20.68 0.0246 0.01 Q . . . . 20.78 0.0246 0.01 Q . . . . 20.87 0.0247 0.01 Q . . . . 20.96 0.0247 0.01 Q . . . . 21.05 0.0248 0.01 Q . . . . 21.14 0.0248 0.01 Q . . . . 21.23 0.0249 0.01 Q . . . . 21.33 0.0249 0.01 Q . . . . 21.42 0.0250 0.01 Q . . . . 21.51 0.0250 0.01 Q . . . . 21.60 0.0251 0.01 Q . . . . 21.69 0.0251 0.01 Q . . . . 21.79 0.0252 0.01 Q . . . . 21.88 0.0252 0.01 Q . . . . 21.97 0.0253 0.01 Q . . . . 22.06 0.0253 0.01 Q . . . . 22.15 0.0253 0.01 Q . . . . 22.24 0.0254 0.01 Q . . . . 22.34 0.0254 0.01 Q . . . . 22.43 0.0255 0.01 Q . . . . 22.52 0.0255 0.01 Q . . . . 22.61 0.0256 0.01 Q . . . . 22.70 0.0256 0.01 Q . . . . 22.80 0.0256 0.01 Q . . . . 22.89 0.0257 0.01 Q . . . . 22.98 0.0257 0.01 Q . . . . 23.07 0.0258 0.01 Q . . . . 23.16 0.0258 0.01 Q . . . . 23.25 0.0259 0.01 Q . . . . 23.35 0.0259 0.01 Q . . . . 23.44 0.0259 0.01 Q . . . . 23.53 0.0260 0.01 Q . . . . 23.62 0.0260 0.01 Q . . . . 23.71 0.0261 0.01 Q . . . . 23.81 0.0261 0.01 Q . . . . 23.90 0.0261 0.01 Q . . . . 23.99 0.0262 0.01 Q . . . . 24.08 0.0262 0.00 Q . . . . 24.17 0.0262 0.00 Q . . . . ---------------------------------------------------------------------------- -------------------------------------------------------------------------------- TIME DURATION(minutes) OF PERCENTILES OF ESTIMATED PEAK FLOW RATE: (Note: 100% of Peak Flow Rate estimate assumed to have an instantaneous time duration) Percentile of Estimated Duration Peak Flow Rate (minutes) ======================= ========= 0% 1443.6 10% 60.6 20% 22.0 30% 11.0 40% 5.5 50% 5.5 60% 5.5 70% 5.5 80% 5.5 90% 5.5 ____________________________________________________________________________ **************************************************************************** SMALL AREA UNIT HYDROGRAPH MODEL ============================================================================ (C) Copyright 1989-2016 Advanced Engineering Software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1334 Analysis prepared by: **************************************************************************** ---------------------------------------------------------------------------- Problem Descriptions: SE1246 - 1637 BRUNDAGE LANE, BAKERSFIELD PROPOSED CONDITION 100-YEAR HYDROGRAPH CENTER PORTION OF SITE ---------------------------------------------------------------------------- RATIONAL METHOD CALIBRATION COEFFICIENT = 0.90 TOTAL CATCHMENT AREA(ACRES) = 0.17 SOIL-LOSS RATE, Fm,(INCH/HR) = 0.093 LOW LOSS FRACTION = 0.175 TIME OF CONCENTRATION(MIN.) = 5.56 SMALL AREA PEAK Q COMPUTED USING PEAK FLOW RATE FORMULA USER SPECIFIED RAINFALL VALUES ARE USED RETURN FREQUENCY(YEARS) = 100 5-MINUTE POINT RAINFALL VALUE(INCHES) = 0.26 30-MINUTE POINT RAINFALL VALUE(INCHES) = 0.62 1-HOUR POINT RAINFALL VALUE(INCHES) = 0.87 3-HOUR POINT RAINFALL VALUE(INCHES) = 1.28 6-HOUR POINT RAINFALL VALUE(INCHES) = 1.62 24-HOUR POINT RAINFALL VALUE(INCHES) = 2.77 ---------------------------------------------------------------------------- TOTAL CATCHMENT RUNOFF VOLUME(ACRE-FEET) = 0.03 TOTAL CATCHMENT SOIL-LOSS VOLUME(ACRE-FEET) = 0.01 **************************************************************************** TIME VOLUME Q 0. 2.5 5.0 7.5 10.0 (HOURS) (AF) (CFS) ---------------------------------------------------------------------------- 0.06 0.0000 0.00 Q . . . . 0.15 0.0000 0.01 Q . . . . 0.25 0.0001 0.01 Q . . . . 0.34 0.0001 0.01 Q . . . . 0.43 0.0002 0.01 Q . . . . 0.52 0.0002 0.01 Q . . . . 0.62 0.0002 0.01 Q . . . . 0.71 0.0003 0.01 Q . . . . 0.80 0.0003 0.01 Q . . . . 0.90 0.0004 0.01 Q . . . . 0.99 0.0004 0.01 Q . . . . 1.08 0.0005 0.01 Q . . . . 1.17 0.0005 0.01 Q . . . . 1.27 0.0006 0.01 Q . . . . 1.36 0.0006 0.01 Q . . . . 1.45 0.0006 0.01 Q . . . . 1.54 0.0007 0.01 Q . . . . 1.64 0.0007 0.01 Q . . . . 1.73 0.0008 0.01 Q . . . . 1.82 0.0008 0.01 Q . . . . 1.91 0.0009 0.01 Q . . . . 2.01 0.0009 0.01 Q . . . . 2.10 0.0010 0.01 Q . . . . 2.19 0.0010 0.01 Q . . . . 2.29 0.0011 0.01 Q . . . . 2.38 0.0011 0.01 Q . . . . 2.47 0.0012 0.01 Q . . . . 2.56 0.0012 0.01 Q . . . . 2.66 0.0013 0.01 Q . . . . 2.75 0.0013 0.01 Q . . . . 2.84 0.0013 0.01 Q . . . . 2.93 0.0014 0.01 Q . . . . 3.03 0.0014 0.01 Q . . . . 3.12 0.0015 0.01 Q . . . . 3.21 0.0015 0.01 Q . . . . 3.30 0.0016 0.01 Q . . . . 3.40 0.0016 0.01 Q . . . . 3.49 0.0017 0.01 Q . . . . 3.58 0.0017 0.01 Q . . . . 3.68 0.0018 0.01 Q . . . . 3.77 0.0018 0.01 Q . . . . 3.86 0.0019 0.01 Q . . . . 3.95 0.0019 0.01 Q . . . . 4.05 0.0020 0.01 Q . . . . 4.14 0.0020 0.01 Q . . . . 4.23 0.0021 0.01 Q . . . . 4.32 0.0022 0.01 Q . . . . 4.42 0.0022 0.01 Q . . . . 4.51 0.0023 0.01 Q . . . . 4.60 0.0023 0.01 Q . . . . 4.69 0.0024 0.01 Q . . . . 4.79 0.0024 0.01 Q . . . . 4.88 0.0025 0.01 Q . . . . 4.97 0.0025 0.01 Q . . . . 5.07 0.0026 0.01 Q . . . . 5.16 0.0026 0.01 Q . . . . 5.25 0.0027 0.01 Q . . . . 5.34 0.0027 0.01 Q . . . . 5.44 0.0028 0.01 Q . . . . 5.53 0.0029 0.01 Q . . . . 5.62 0.0029 0.01 Q . . . . 5.71 0.0030 0.01 Q . . . . 5.81 0.0030 0.01 Q . . . . 5.90 0.0031 0.01 Q . . . . 5.99 0.0031 0.01 Q . . . . 6.08 0.0032 0.01 Q . . . . 6.18 0.0033 0.01 Q . . . . 6.27 0.0033 0.01 Q . . . . 6.36 0.0034 0.01 Q . . . . 6.46 0.0034 0.01 Q . . . . 6.55 0.0035 0.01 Q . . . . 6.64 0.0035 0.01 Q . . . . 6.73 0.0036 0.01 Q . . . . 6.83 0.0037 0.01 Q . . . . 6.92 0.0037 0.01 Q . . . . 7.01 0.0038 0.01 Q . . . . 7.10 0.0038 0.01 Q . . . . 7.20 0.0039 0.01 Q . . . . 7.29 0.0040 0.01 Q . . . . 7.38 0.0040 0.01 Q . . . . 7.47 0.0041 0.01 Q . . . . 7.57 0.0042 0.01 Q . . . . 7.66 0.0042 0.01 Q . . . . 7.75 0.0043 0.01 Q . . . . 7.85 0.0044 0.01 Q . . . . 7.94 0.0044 0.01 Q . . . . 8.03 0.0045 0.01 Q . . . . 8.12 0.0046 0.01 Q . . . . 8.22 0.0046 0.01 Q . . . . 8.31 0.0047 0.01 Q . . . . 8.40 0.0048 0.01 Q . . . . 8.49 0.0048 0.01 Q . . . . 8.59 0.0049 0.01 Q . . . . 8.68 0.0050 0.01 Q . . . . 8.77 0.0050 0.01 Q . . . . 8.86 0.0051 0.01 Q . . . . 8.96 0.0052 0.01 Q . . . . 9.05 0.0052 0.01 Q . . . . 9.14 0.0053 0.01 Q . . . . 9.24 0.0054 0.01 Q . . . . 9.33 0.0055 0.01 Q . . . . 9.42 0.0055 0.01 Q . . . . 9.51 0.0056 0.01 Q . . . . 9.61 0.0057 0.01 Q . . . . 9.70 0.0058 0.01 Q . . . . 9.79 0.0058 0.01 Q . . . . 9.88 0.0059 0.01 Q . . . . 9.98 0.0060 0.01 Q . . . . 10.07 0.0061 0.01 Q . . . . 10.16 0.0061 0.01 Q . . . . 10.25 0.0062 0.01 Q . . . . 10.35 0.0063 0.01 Q . . . . 10.44 0.0064 0.01 Q . . . . 10.53 0.0065 0.01 Q . . . . 10.63 0.0065 0.01 Q . . . . 10.72 0.0066 0.01 Q . . . . 10.81 0.0067 0.01 Q . . . . 10.90 0.0068 0.01 Q . . . . 11.00 0.0069 0.01 Q . . . . 11.09 0.0070 0.01 Q . . . . 11.18 0.0071 0.01 Q . . . . 11.27 0.0072 0.01 Q . . . . 11.37 0.0072 0.01 Q . . . . 11.46 0.0073 0.01 Q . . . . 11.55 0.0074 0.01 Q . . . . 11.64 0.0075 0.01 Q . . . . 11.74 0.0076 0.01 Q . . . . 11.83 0.0077 0.01 Q . . . . 11.92 0.0078 0.01 Q . . . . 12.02 0.0079 0.01 Q . . . . 12.11 0.0080 0.01 Q . . . . 12.20 0.0081 0.01 Q . . . . 12.29 0.0082 0.01 Q . . . . 12.39 0.0083 0.01 Q . . . . 12.48 0.0084 0.01 Q . . . . 12.57 0.0085 0.01 Q . . . . 12.66 0.0086 0.01 Q . . . . 12.76 0.0087 0.01 Q . . . . 12.85 0.0088 0.01 Q . . . . 12.94 0.0089 0.01 Q . . . . 13.03 0.0090 0.01 Q . . . . 13.13 0.0091 0.01 Q . . . . 13.22 0.0092 0.01 Q . . . . 13.31 0.0093 0.01 Q . . . . 13.41 0.0094 0.02 Q . . . . 13.50 0.0095 0.02 Q . . . . 13.59 0.0097 0.02 Q . . . . 13.68 0.0098 0.02 Q . . . . 13.78 0.0099 0.02 Q . . . . 13.87 0.0100 0.02 Q . . . . 13.96 0.0102 0.02 Q . . . . 14.05 0.0103 0.02 Q . . . . 14.15 0.0105 0.02 Q . . . . 14.24 0.0106 0.02 Q . . . . 14.33 0.0108 0.02 Q . . . . 14.42 0.0109 0.02 Q . . . . 14.52 0.0111 0.02 Q . . . . 14.61 0.0113 0.02 Q . . . . 14.70 0.0114 0.02 Q . . . . 14.80 0.0116 0.03 Q . . . . 14.89 0.0118 0.03 Q . . . . 14.98 0.0120 0.03 Q . . . . 15.07 0.0123 0.03 Q . . . . 15.17 0.0125 0.03 Q . . . . 15.26 0.0127 0.03 Q . . . . 15.35 0.0130 0.04 Q . . . . 15.44 0.0133 0.05 Q . . . . 15.54 0.0138 0.06 Q . . . . 15.63 0.0143 0.07 Q . . . . 15.72 0.0148 0.08 Q . . . . 15.81 0.0154 0.09 Q . . . . 15.91 0.0162 0.12 Q . . . . 16.00 0.0173 0.17 Q . . . . 16.09 0.0197 0.44 .Q . . . . 16.19 0.0217 0.10 Q . . . . 16.28 0.0224 0.07 Q . . . . 16.37 0.0229 0.06 Q . . . . 16.46 0.0232 0.03 Q . . . . 16.56 0.0235 0.03 Q . . . . 16.65 0.0237 0.03 Q . . . . 16.74 0.0239 0.02 Q . . . . 16.83 0.0241 0.02 Q . . . . 16.93 0.0243 0.02 Q . . . . 17.02 0.0244 0.02 Q . . . . 17.11 0.0245 0.02 Q . . . . 17.20 0.0247 0.02 Q . . . . 17.30 0.0248 0.02 Q . . . . 17.39 0.0249 0.02 Q . . . . 17.48 0.0250 0.01 Q . . . . 17.58 0.0252 0.01 Q . . . . 17.67 0.0253 0.01 Q . . . . 17.76 0.0254 0.01 Q . . . . 17.85 0.0255 0.01 Q . . . . 17.95 0.0256 0.01 Q . . . . 18.04 0.0256 0.01 Q . . . . 18.13 0.0257 0.01 Q . . . . 18.22 0.0258 0.01 Q . . . . 18.32 0.0259 0.01 Q . . . . 18.41 0.0260 0.01 Q . . . . 18.50 0.0261 0.01 Q . . . . 18.59 0.0262 0.01 Q . . . . 18.69 0.0263 0.01 Q . . . . 18.78 0.0264 0.01 Q . . . . 18.87 0.0265 0.01 Q . . . . 18.97 0.0265 0.01 Q . . . . 19.06 0.0266 0.01 Q . . . . 19.15 0.0267 0.01 Q . . . . 19.24 0.0268 0.01 Q . . . . 19.34 0.0269 0.01 Q . . . . 19.43 0.0269 0.01 Q . . . . 19.52 0.0270 0.01 Q . . . . 19.61 0.0271 0.01 Q . . . . 19.71 0.0271 0.01 Q . . . . 19.80 0.0272 0.01 Q . . . . 19.89 0.0273 0.01 Q . . . . 19.98 0.0273 0.01 Q . . . . 20.08 0.0274 0.01 Q . . . . 20.17 0.0275 0.01 Q . . . . 20.26 0.0275 0.01 Q . . . . 20.36 0.0276 0.01 Q . . . . 20.45 0.0277 0.01 Q . . . . 20.54 0.0277 0.01 Q . . . . 20.63 0.0278 0.01 Q . . . . 20.73 0.0279 0.01 Q . . . . 20.82 0.0279 0.01 Q . . . . 20.91 0.0280 0.01 Q . . . . 21.00 0.0280 0.01 Q . . . . 21.10 0.0281 0.01 Q . . . . 21.19 0.0281 0.01 Q . . . . 21.28 0.0282 0.01 Q . . . . 21.37 0.0283 0.01 Q . . . . 21.47 0.0283 0.01 Q . . . . 21.56 0.0284 0.01 Q . . . . 21.65 0.0284 0.01 Q . . . . 21.75 0.0285 0.01 Q . . . . 21.84 0.0285 0.01 Q . . . . 21.93 0.0286 0.01 Q . . . . 22.02 0.0286 0.01 Q . . . . 22.12 0.0287 0.01 Q . . . . 22.21 0.0287 0.01 Q . . . . 22.30 0.0288 0.01 Q . . . . 22.39 0.0288 0.01 Q . . . . 22.49 0.0289 0.01 Q . . . . 22.58 0.0289 0.01 Q . . . . 22.67 0.0290 0.01 Q . . . . 22.76 0.0290 0.01 Q . . . . 22.86 0.0291 0.01 Q . . . . 22.95 0.0291 0.01 Q . . . . 23.04 0.0292 0.01 Q . . . . 23.14 0.0292 0.01 Q . . . . 23.23 0.0293 0.01 Q . . . . 23.32 0.0293 0.01 Q . . . . 23.41 0.0294 0.01 Q . . . . 23.51 0.0294 0.01 Q . . . . 23.60 0.0295 0.01 Q . . . . 23.69 0.0295 0.01 Q . . . . 23.78 0.0295 0.01 Q . . . . 23.88 0.0296 0.01 Q . . . . 23.97 0.0296 0.01 Q . . . . 24.06 0.0297 0.01 Q . . . . 24.15 0.0297 0.00 Q . . . . ---------------------------------------------------------------------------- -------------------------------------------------------------------------------- TIME DURATION(minutes) OF PERCENTILES OF ESTIMATED PEAK FLOW RATE: (Note: 100% of Peak Flow Rate estimate assumed to have an instantaneous time duration) Percentile of Estimated Duration Peak Flow Rate (minutes) ======================= ========= 0% 1440.0 10% 61.2 20% 22.2 30% 11.1 40% 5.6 50% 5.6 60% 5.6 70% 5.6 80% 5.6 90% 5.6 ____________________________________________________________________________ **************************************************************************** SMALL AREA UNIT HYDROGRAPH MODEL ============================================================================ (C) Copyright 1989-2016 Advanced Engineering Software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1334 Analysis prepared by: **************************************************************************** ---------------------------------------------------------------------------- Problem Descriptions: SE1246 - 1637 BRUNDAGE LANE, BAKERSFIELD PROPOSED CONDITION 100-YEAR HYDROGRAPH SOUTH PORTION OF SITE ---------------------------------------------------------------------------- RATIONAL METHOD CALIBRATION COEFFICIENT = 0.90 TOTAL CATCHMENT AREA(ACRES) = 0.50 SOIL-LOSS RATE, Fm,(INCH/HR) = 0.093 LOW LOSS FRACTION = 0.175 TIME OF CONCENTRATION(MIN.) = 7.32 SMALL AREA PEAK Q COMPUTED USING PEAK FLOW RATE FORMULA USER SPECIFIED RAINFALL VALUES ARE USED RETURN FREQUENCY(YEARS) = 100 5-MINUTE POINT RAINFALL VALUE(INCHES) = 0.26 30-MINUTE POINT RAINFALL VALUE(INCHES) = 0.62 1-HOUR POINT RAINFALL VALUE(INCHES) = 0.87 3-HOUR POINT RAINFALL VALUE(INCHES) = 1.28 6-HOUR POINT RAINFALL VALUE(INCHES) = 1.62 24-HOUR POINT RAINFALL VALUE(INCHES) = 2.77 ---------------------------------------------------------------------------- TOTAL CATCHMENT RUNOFF VOLUME(ACRE-FEET) = 0.09 TOTAL CATCHMENT SOIL-LOSS VOLUME(ACRE-FEET) = 0.03 **************************************************************************** TIME VOLUME Q 0. 2.5 5.0 7.5 10.0 (HOURS) (AF) (CFS) ---------------------------------------------------------------------------- 0.02 0.0000 0.00 Q . . . . 0.14 0.0001 0.02 Q . . . . 0.26 0.0003 0.02 Q . . . . 0.38 0.0004 0.02 Q . . . . 0.51 0.0006 0.02 Q . . . . 0.63 0.0008 0.02 Q . . . . 0.75 0.0009 0.02 Q . . . . 0.87 0.0011 0.02 Q . . . . 0.99 0.0013 0.02 Q . . . . 1.12 0.0014 0.02 Q . . . . 1.24 0.0016 0.02 Q . . . . 1.36 0.0018 0.02 Q . . . . 1.48 0.0020 0.02 Q . . . . 1.60 0.0022 0.02 Q . . . . 1.73 0.0023 0.02 Q . . . . 1.85 0.0025 0.02 Q . . . . 1.97 0.0027 0.02 Q . . . . 2.09 0.0029 0.02 Q . . . . 2.21 0.0031 0.02 Q . . . . 2.34 0.0032 0.02 Q . . . . 2.46 0.0034 0.02 Q . . . . 2.58 0.0036 0.02 Q . . . . 2.70 0.0038 0.02 Q . . . . 2.82 0.0040 0.02 Q . . . . 2.95 0.0042 0.02 Q . . . . 3.07 0.0044 0.02 Q . . . . 3.19 0.0045 0.02 Q . . . . 3.31 0.0047 0.02 Q . . . . 3.43 0.0049 0.02 Q . . . . 3.56 0.0051 0.02 Q . . . . 3.68 0.0053 0.02 Q . . . . 3.80 0.0055 0.02 Q . . . . 3.92 0.0057 0.02 Q . . . . 4.04 0.0059 0.02 Q . . . . 4.17 0.0061 0.02 Q . . . . 4.29 0.0063 0.02 Q . . . . 4.41 0.0065 0.02 Q . . . . 4.53 0.0067 0.02 Q . . . . 4.65 0.0069 0.02 Q . . . . 4.78 0.0071 0.02 Q . . . . 4.90 0.0073 0.02 Q . . . . 5.02 0.0075 0.02 Q . . . . 5.14 0.0077 0.02 Q . . . . 5.26 0.0080 0.02 Q . . . . 5.39 0.0082 0.02 Q . . . . 5.51 0.0084 0.02 Q . . . . 5.63 0.0086 0.02 Q . . . . 5.75 0.0088 0.02 Q . . . . 5.87 0.0090 0.02 Q . . . . 6.00 0.0093 0.02 Q . . . . 6.12 0.0095 0.02 Q . . . . 6.24 0.0097 0.02 Q . . . . 6.36 0.0099 0.02 Q . . . . 6.48 0.0102 0.02 Q . . . . 6.61 0.0104 0.02 Q . . . . 6.73 0.0106 0.02 Q . . . . 6.85 0.0109 0.02 Q . . . . 6.97 0.0111 0.02 Q . . . . 7.09 0.0113 0.02 Q . . . . 7.22 0.0116 0.02 Q . . . . 7.34 0.0118 0.02 Q . . . . 7.46 0.0120 0.02 Q . . . . 7.58 0.0123 0.02 Q . . . . 7.70 0.0125 0.02 Q . . . . 7.83 0.0128 0.02 Q . . . . 7.95 0.0130 0.03 Q . . . . 8.07 0.0133 0.03 Q . . . . 8.19 0.0136 0.03 Q . . . . 8.31 0.0138 0.03 Q . . . . 8.44 0.0141 0.03 Q . . . . 8.56 0.0143 0.03 Q . . . . 8.68 0.0146 0.03 Q . . . . 8.80 0.0149 0.03 Q . . . . 8.92 0.0151 0.03 Q . . . . 9.05 0.0154 0.03 Q . . . . 9.17 0.0157 0.03 Q . . . . 9.29 0.0160 0.03 Q . . . . 9.41 0.0163 0.03 Q . . . . 9.53 0.0165 0.03 Q . . . . 9.66 0.0168 0.03 Q . . . . 9.78 0.0171 0.03 Q . . . . 9.90 0.0174 0.03 Q . . . . 10.02 0.0177 0.03 Q . . . . 10.14 0.0180 0.03 Q . . . . 10.27 0.0183 0.03 Q . . . . 10.39 0.0187 0.03 Q . . . . 10.51 0.0190 0.03 Q . . . . 10.63 0.0193 0.03 Q . . . . 10.75 0.0196 0.03 Q . . . . 10.88 0.0199 0.03 Q . . . . 11.00 0.0203 0.03 Q . . . . 11.12 0.0206 0.03 Q . . . . 11.24 0.0210 0.03 Q . . . . 11.36 0.0213 0.03 Q . . . . 11.49 0.0217 0.04 Q . . . . 11.61 0.0220 0.04 Q . . . . 11.73 0.0224 0.04 Q . . . . 11.85 0.0228 0.04 Q . . . . 11.97 0.0231 0.04 Q . . . . 12.10 0.0235 0.04 Q . . . . 12.22 0.0239 0.03 Q . . . . 12.34 0.0243 0.04 Q . . . . 12.46 0.0246 0.04 Q . . . . 12.58 0.0250 0.04 Q . . . . 12.71 0.0254 0.04 Q . . . . 12.83 0.0257 0.04 Q . . . . 12.95 0.0261 0.04 Q . . . . 13.07 0.0266 0.04 Q . . . . 13.19 0.0270 0.04 Q . . . . 13.32 0.0274 0.04 Q . . . . 13.44 0.0278 0.04 Q . . . . 13.56 0.0283 0.05 Q . . . . 13.68 0.0288 0.05 Q . . . . 13.80 0.0293 0.05 Q . . . . 13.93 0.0298 0.05 Q . . . . 14.05 0.0303 0.05 Q . . . . 14.17 0.0308 0.06 Q . . . . 14.29 0.0314 0.06 Q . . . . 14.41 0.0320 0.06 Q . . . . 14.54 0.0327 0.06 Q . . . . 14.66 0.0333 0.07 Q . . . . 14.78 0.0341 0.07 Q . . . . 14.90 0.0348 0.08 Q . . . . 15.02 0.0356 0.08 Q . . . . 15.15 0.0365 0.09 Q . . . . 15.27 0.0374 0.10 Q . . . . 15.39 0.0385 0.12 Q . . . . 15.51 0.0400 0.17 Q . . . . 15.63 0.0418 0.20 Q . . . . 15.76 0.0439 0.22 Q . . . . 15.88 0.0465 0.31 .Q . . . . 16.00 0.0502 0.42 .Q . . . . 16.12 0.0579 1.12 . Q . . . . 16.24 0.0648 0.25 .Q . . . . 16.37 0.0670 0.18 Q . . . . 16.49 0.0684 0.10 Q . . . . 16.61 0.0694 0.09 Q . . . . 16.73 0.0702 0.07 Q . . . . 16.85 0.0709 0.07 Q . . . . 16.98 0.0715 0.06 Q . . . . 17.10 0.0721 0.05 Q . . . . 17.22 0.0726 0.05 Q . . . . 17.34 0.0731 0.05 Q . . . . 17.46 0.0736 0.04 Q . . . . 17.59 0.0740 0.04 Q . . . . 17.71 0.0744 0.04 Q . . . . 17.83 0.0748 0.04 Q . . . . 17.95 0.0752 0.04 Q . . . . 18.07 0.0755 0.03 Q . . . . 18.20 0.0759 0.04 Q . . . . 18.32 0.0763 0.04 Q . . . . 18.44 0.0766 0.04 Q . . . . 18.56 0.0770 0.03 Q . . . . 18.68 0.0773 0.03 Q . . . . 18.81 0.0776 0.03 Q . . . . 18.93 0.0780 0.03 Q . . . . 19.05 0.0783 0.03 Q . . . . 19.17 0.0786 0.03 Q . . . . 19.29 0.0789 0.03 Q . . . . 19.42 0.0792 0.03 Q . . . . 19.54 0.0795 0.03 Q . . . . 19.66 0.0797 0.03 Q . . . . 19.78 0.0800 0.03 Q . . . . 19.90 0.0803 0.03 Q . . . . 20.03 0.0805 0.03 Q . . . . 20.15 0.0808 0.03 Q . . . . 20.27 0.0810 0.02 Q . . . . 20.39 0.0813 0.02 Q . . . . 20.51 0.0815 0.02 Q . . . . 20.64 0.0818 0.02 Q . . . . 20.76 0.0820 0.02 Q . . . . 20.88 0.0822 0.02 Q . . . . 21.00 0.0825 0.02 Q . . . . 21.12 0.0827 0.02 Q . . . . 21.25 0.0829 0.02 Q . . . . 21.37 0.0831 0.02 Q . . . . 21.49 0.0833 0.02 Q . . . . 21.61 0.0836 0.02 Q . . . . 21.73 0.0838 0.02 Q . . . . 21.86 0.0840 0.02 Q . . . . 21.98 0.0842 0.02 Q . . . . 22.10 0.0844 0.02 Q . . . . 22.22 0.0846 0.02 Q . . . . 22.34 0.0848 0.02 Q . . . . 22.47 0.0850 0.02 Q . . . . 22.59 0.0852 0.02 Q . . . . 22.71 0.0853 0.02 Q . . . . 22.83 0.0855 0.02 Q . . . . 22.95 0.0857 0.02 Q . . . . 23.08 0.0859 0.02 Q . . . . 23.20 0.0861 0.02 Q . . . . 23.32 0.0863 0.02 Q . . . . 23.44 0.0864 0.02 Q . . . . 23.56 0.0866 0.02 Q . . . . 23.69 0.0868 0.02 Q . . . . 23.81 0.0870 0.02 Q . . . . 23.93 0.0871 0.02 Q . . . . 24.05 0.0873 0.02 Q . . . . 24.17 0.0874 0.00 Q . . . . ---------------------------------------------------------------------------- -------------------------------------------------------------------------------- TIME DURATION(minutes) OF PERCENTILES OF ESTIMATED PEAK FLOW RATE: (Note: 100% of Peak Flow Rate estimate assumed to have an instantaneous time duration) Percentile of Estimated Duration Peak Flow Rate (minutes) ======================= ========= 0% 1442.0 10% 65.9 20% 29.3 30% 14.6 40% 7.3 50% 7.3 60% 7.3 70% 7.3 80% 7.3 90% 7.3 7-Eleven, Inc. Bakersfield, California Hydrology Report by TAIT & Associates TAIT JOB # SE1246 Appendix F – Water Quality Design 85th Percentile Flowrate Calculation Subarea A1 QReq. = C x I x A (I) = Rainfall Intensity (in/hr) = 0.33 in/hr (C) = Average Percentage of Impervious Area = 0.90 (A) = Drainage Area = 0.30 ac QReq. = (0.33 in/hr) (.90) (0.15 ac) = 0.045 cfs FGP-24F8 = QReq. = 0.045 cfs Subarea A2 QReq. = C x I x A (I) = Rainfall Intensity (in/hr) = 0.33 in/hr (C) = Average Percentage of Impervious Area = 0.90 (A) = Drainage Area = 0.17 ac QReq. = (0.33 in/hr) (.90) (0.17 ac) = 0.050 cfs FGP-24F8 = QReq. = 0.050 cfs Subarea B1 QReq. = C x I x A (I) = Rainfall Intensity (in/hr) = 0.33 in/hr (C) = Average Percentage of Impervious Area = 0.90 (A) = Drainage Area = 0.50 ac QReq. = (0.33 in/hr) (.90) (0.50 ac) = 0.149 cfs FGP-24F8 = QReq. = 0.149 cfs PLAN VIEW B-BNOT TO SCALEFIBERGLASS SEPARATIONCYLINDER AND INLETCENTER OF CDS STRUCTURE, SCREEN ANDSUMP OPENINGPVC HYDRAULIC SHEARPLATE1'-8" [507](2'-0" [610])1'-4" [406](4'-2" [1269])ELEVATION A-ANOT TO SCALEFIBERGLASS SEPARATIONCYLINDER AND INLETSOLIDS STORAGE SUMPSEPARATIONSCREENINLET PIPE(MULTIPLE INLET PIPESMAY BE ACCOMMODATED)OUTLET PIPEPVC HYDRAULICSHEAR PLATE(4'-0" [1219])MAY VARY FLOWOIL BAFFLE SKIRTCONTRACTOR TO GROUTTO FINISHED GRADEGRADERINGS/RISERSAA36" [914] I.D. MANHOLESTRUCTURETOP SLAB ACCESS(SEE FRAME AND COVERDETAIL)VARIES +/-135°MAX.FLOW+/-65°MAX.BBPERMANENT POOLELEV.FRAME AND COVER(DIAMETER VARIES)NOT TO SCALE FOR MAINTENANCE CALL 1.800.33 8.1122 www.contechES.comTMC l ean water starts here®800-338-1122 513-645-7000 513-645-7993 FAX9025 Centre Pointe Dr., Suite 400, West Chester, OH 45069CDS1515-3-C ONLINE CDSSTANDARD DETAILI:\COMMON\CAD\TREATMENT\22 CDS\40 STANDARD DRAWINGS\ONLINE (CDS-C)\DWG\CDS1515-3-C-DTL.DWG 5/7/2020 2:51 PMTHIS PRODUCT MAY BE PROTECTED BY ONE OR MORE OF THEFOLLOWING U.S. PATENTS: 5,788,848; 6,641,720; 6,511,595; 6,581,783;RELATED FOREIGN PATENTS, OR OTHER PATENTS PENDING.STRUCTURE IDWATER QUALITY FLOW RATE (CFS OR L/s)PEAK FLOW RATE (CFS OR L/s)RETURN PERIOD OF PEAK FLOW (YRS)SCREEN APERTURE (2400 OR 4700)PIPE DATA:I.E.MATERIALDIAMETERINLET PIPE 1INLET PIPE 2OUTLET PIPESITE SPECIFICDATA REQUIREMENTSWIDTHHEIGHTANTI-FLOTATION BALLASTNOTES/SPECIAL REQUIREMENTS:RIM ELEVATION* PER ENGINEER OF RECORD****************CDS1515-3-C DESIGN NOTESCDS1515-3-C RATED TREATMENT CAPACITY IS 0.50 [14.16 L/s] CFS, OR PER LOCAL REGULATIONS. MAXIMUM HYDRAULIC INTERNAL BYPASS CAPACITYIS 6.0 [170 L/s] CFS. IF THE SITE CONDITIONS EXCEED 6.0 [170 L/s] CFS, AN UPSTREAM BYPASS STRUCTURE IS REQUIRED.THE STANDARD CDS1515-3-C CONFIGURATION IS SHOWN. ALTERNATE CONFIGURATIONS ARE AVAILABLE AND ARE LISTED BELOW.GENERAL NOTES1.CONTECH TO PROVIDE ALL MATERIALS UNLESS NOTED OTHERWISE.2.FOR SITE SPECIFIC DRAWINGS WITH DETAILED STRUCTURE DIMENSIONS AND WEIGHT, PLEASE CONTACT YOUR CONTECH ENGINEEREDSOLUTIONS LLC REPRESENTATIVE. www.ContechES.com3.CDS WATER QUALITY STRUCTURE SHALL BE IN ACCORDANCE WITH ALL DESIGN DATA AND INFORMATION CONTAINED IN THIS DRAWING.CONTRACTOR TO CONFIRM STRUCTURE MEETS REQUIREMENTS OF PROJECT.4.STRUCTURE SHALL MEET AASHTO HS20 LOAD RATING, ASSUMING EARTH COVER OF 0' - 2', AND GROUNDWATER ELEVATION AT, OR BELOW,THE OUTLET PIPE INVERT ELEVATION. ENGINEER OF RECORD TO CONFIRM ACTUAL GROUNDWATER ELEVATION. CASTINGS SHALL MEETAASHTO M306 AND BE CAST WITH THE CONTECH LOGO..5.IF REQUIRED, PVC HYDRAULIC SHEAR PLATE IS PLACED ON SHELF AT BOTTOM OF SCREEN CYLINDER. REMOVE AND REPLACE ASNECESSARY DURING MAINTENANCE CLEANING.6.CDS STRUCTURE SHALL BE PRECAST CONCRETE CONFORMING TO ASTM C-478 AND AASHTO LOAD FACTOR DESIGN METHOD.INSTALLATION NOTESA.ANY SUB-BASE, BACKFILL DEPTH, AND/OR ANTI-FLOTATION PROVISIONS ARE SITE-SPECIFIC DESIGN CONSIDERATIONS AND SHALL BESPECIFIED BY ENGINEER OF RECORD.B.CONTRACTOR TO PROVIDE EQUIPMENT WITH SUFFICIENT LIFTING AND REACH CAPACITY TO LIFT AND SET THE CDS MANHOLE STRUCTURE.C.CONTRACTOR TO INSTALL JOINT SEALANT BETWEEN ALL STRUCTURE SECTIONS AND ASSEMBLE STRUCTURE.D.CONTRACTOR TO PROVIDE, INSTALL, AND GROUT INLET AND OUTLET PIPE(S). MATCH PIPE INVERTS WITH ELEVATIONS SHOWN. ALL PIPECENTERLINES TO MATCH PIPE OPENING CENTERLINES.E.CONTRACTOR TO TAKE APPROPRIATE MEASURES TO ASSURE UNIT IS WATER TIGHT, HOLDING WATER TO FLOWLINE INVERT MINIMUM. IT ISSUGGESTED THAT ALL JOINTS BELOW PIPE INVERTS ARE GROUTED.www.contechES.comGRATED INLET ONLY (NO INLET PIPE)GRATED INLET WITH INLET PIPE OR PIPESCONFIGURATION DESCRIPTION