SAN GORGONIO PASS CAMPUS - PHASE I
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1 SAN GORGONIO PASS CAMPUS - PHASE I Banning, CA DRAINAGE STUDY June 16, 2010 Reference PREPARED BY: Encompass Associates, Inc Cousins Place Rancho Cucamonga, CA Fax askeers@encompasscivil.com
2 SAN GORGONIO PASS CAMPUS - PHASE I Banning, CA DRAINAGE STUDY June 16, 2010 Reference PREPARED BY: Encompass Associates, Inc Cousins Place Rancho Cucamonga, CA Fax Aaron T. Skeers R.C.E Exp. 9/30/11 Date askeers@encompasscivil.com
3 CONTENTS SECTION TITLE A DISCUSSION Vicinity Map Index Map Q Q100 HYDROLOGY U UNIT HYDROGRAPH AND FLOOD ROUTING CALCULATIONS H STORM DRAIN HYDRAULICS R REFERENCES & MAPS Soils Map (from County Hydrology Manual) Isohyetal Map (from County Hydrology Manual) Hydrology Map
4 DISCUSSION The purpose of this drainage study is to determine the drainage facility requirements for San Gorgonio Pass Campus - Phase I in Banning. Specifically, the subject project is located south of Westward Avenue, west of vacant grassland, north of vacant grassland, and east of Sunset Avenue, in the City of Banning, County of San Bernardino, California. The subject site will consist of Phase I of a planned community college campus, including a parking lot, administration building, restroom building, and two classroom buildings, with an approximate area of 4 acres. Proposed drainage is overland and by sheet flow generally in a southerly direction.. The site is not subject to off-site runoff. The 100-year storm event was modeled in the rational method hydrology and synthetic unit hydrograph calculations in this study. Flood routing was conducted to assess the impact the project will have on downstream properties. Coincidental to 100-year runoff mitigation, the project must also address smaller storm impacts as part of the city and county water quality management program. The project WQMP identifies the facilities required to address those concerns, and the infiltration detention basin identified therein also fully captures the 100- year 3-hour storm modeled in this study. Therefore, the WQ infiltration detention basin will also provide adequate protection for downstream properties. The rational method and synthetic unit hydrologic models, as defined by Flood Control for Riverside County, were followed in the determination of storm runoff.
5 [project] Drainage Study RATIONAL METHOD HYDROLOGY Encompass Associates, Inc. Q-1 12/21/2011
6 Encompass Associates, Inc. Job San Gorgonio Pass Civil Engineers Sheet No. of 5699 Cousins Place Calculated by: Date 6/22/10 Rancho Cucamonga, CA Checked by: Date (909) Fax Scale Time of Concentration Calculation Sheet Initial Time of Concentration Area Upper EL Lower EL Length Slope Land Use Ap Tc (min) Com P:\ \Drainage\Drainage-UHinput-PhI.xls Printed: 3:48 PM-12/21/ of 1
7 Encompass Associates, Inc. Job San Gorgonio Pass Civil Engineers Sheet No. of 5699 Cousins Place Calculated by: Date 6/22/10 Rancho Cucamonga, CA Checked by: Date (909) Fax Scale RATIONAL METHOD CALCULATION FORM (Plate D-2 RCFC&WCD Manual) Drainage Soil & A I C DQ SQ Slope Section v L T ST Remarks Area Development Acres in/hr CFS CFS FPS FT. Min. Min. 1:Node 1->2 B-Com Initial area "1" Section: pipe size (inches) 2:Node 2->3 B-Ap60% : B-Ap60% Confluence at previous Tc P:\ \Drainage\Drainage-UHinput-PhI.xls Printed: 3:49 PM-12/21/ of 1
8 San Gorgonio Pass Campus Drainage Study SYNTHETIC UNIT HYDROGRAPH CALCULATIONS AND DETENTION BASIN FLOOD ROUTING ANALYSIS Encompass Associates, Inc. U-1 12/21/2011
9 Encompass Associates, Inc. Job San Gorgonio Pass Civil Engineers Sheet No. of 5699 Cousins Place Calculated by: Date 6/22/10 Rancho Cucamonga, CA Checked by: Date (909) Fax Scale nts Rainfall Intensity Data Slope of Intensity/Duration curve 0.53 Duration Return Period (year) hr slope Area Reduction Factor 0.99 =values taken from Isohyetals, County Hydrology Manual All other values "interpolated" using logarithmic equations as follows: --> Exp( +/- Slope x Ln(T des) + Ln(ref I) -/+ Slope x Ln(ref T)) --> I100 - I10 / Ln(100/10) x Ln(des Period / 10) + I10
10 Encompass Associates, Inc. Job Civil Engineers Sheet No. of 5699 Cousins Place Calculated by: Date Rancho Cucamonga, CA Checked by: Date (909) Fax Scale Unit Hydrograph and Effective Rainfall - Calculation Form (Plate E-2.2 RCFC&WCD Manual) 1 Concentration Point 3 2 Area Designation A 3 Drainage Area (Acres) 4 4 Ultimate Discharge n/a 5 Unit Time (Minutes) 15 6 Lag Time (Minutes) 5 7 Unit Time (% of Lag) n/a 8 S-Curve n/a 9 Storm Frequency/Duration (Yr/Hr) Total Adjusted Storm Rain Variable Loss Rate-Avg (In/hr) n/a 12 Minimum Loss Rate (Var. Ln/a 13 Constant Loss Rate (In/hr) Low Loss Rate (%) 90 Flood Effective Loss Effective Hydrograph Rain Storm Rate Rain Flow Pattern Rain in/hr in/hr cfs % in/hr Max Low n/a Summary Total Eff Effective Rain 8.38 in/hr Effective Rain = 2.10 inches Flood Volume = 0.70 ac-ft P:\ \Drainage\Drainage-UHinput-PhI.xls Printed: 3:50 PM-12/21/ of 1
11 San Gorgonio Pass MJSC/Banning 6/22/2010 Low Loss Fraction & Maximum Loss RaPhase I Set # Cover Area % Soil Area % CN-II CN-III Ap % S Ia Y Y (wt) Y Y (wt) Y Y (wt) Y Y (wt) Fp(C-6) Fm Fm (wt) School B (AutoCalc: Impervious) (1.6) (0.4) Fm= 0.27 P-24= 6.00 in Low Loss Fraction,Y-bar = Return Period 100 AMC Type III (I,II or III) Est Vol = 1 ac-ft Lag Time 24-hr Rainfall (other than 100 yr) T I (yr) (in) Tc = 7.6 min from Rational Method Study Lag = 6.1 min Run: Lag = 0.1 hr Tributary area Drainage-UHinput-PhI.xls 12/21/2011
12 Detention Basin Geometry San Gorgonio Pass Campus /22/2010 side slopes 3 :1 Bottom Footprint~ 0.29 ac Max depth ft Wetted Footprint~ 0.43 ac Total Footprint ~ 0.67 ac Basis EL LenA LenB 2409 SA Base SB 160 Depth Base B1 B2 BaseT PondedA A1 A2 AT PondedB B1 B2 BT Area Del V Volume ft ft ft ft ft ft ft ft ft ft ft ft ft sf cf cf ac-ft P:\ \Drainage\FloodRouting-Ph1.xls 12/21/2011
13 Detention Basin Outlet Hydraulics San Gorgonio Pass Campus /22/2010 Weir (Overflow) Standpipe C 3.3 weir C 3.3 weir C (orifice) C 0.6 (orifice) C= L (eff) 5 ft Dia 1.5 ft H (eff) ft " spacing Bottom EL 3.00 ft Rim EL 999 ft (n/a) Lower Orifice Standpipe Summary Standpipe Total Elevation Head Orifice Weir Head Weir Orifice Control Elevation Outflow Outflow Volume ft ft cfs cfs ft cfs cfs cfs ft cfs ac-ft n/a n/a n/a n/a n/a n/a n/a n/a n/a P:\ \Drainage\FloodRouting-Ph1.xls 12/21/2011
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16 REFERENCES & MAPS 12/21/11 R-1
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