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Home My WebLink AboutJurupa Business Park Bldg CI I I I I PROPOSED HYDROLOGY AND HYDRAULICS REPORT FOR PHELAN BUSINESS PARK - BULDING C BOUNDEDBYJURuPAAVENUE(SOUTH), HEMLOCKAVE. (WEST) (EAST), BEECHAVENUE(EAST)AND SANTAANAAVENUE (FARTHER NORTH) CITY OF FONTANA SAN BERNARDINO COUNTY CALIFORNIA PREPARED FOR: SP U.S. OPPORTUNITY 5 JURUPA, L.P. 515 S. Flower Street Suite #3100 Los Angeles, CA 90071 (213) 683-4326 JANUARY 2006 APPROVED BY: ALBERT A. WEBB ASSOCIATES P0 / H MO. 044YB Scott R. HiTZ �t' Vice Presi ent PREPARED BY: Tesfaye Demissie Assistant Engineer SECTION I - SUMMARY INTRODUCTION METHODOLOGY PROPOSED DRAINAGE CONDITIONS HYDRAULIC CALCULATIONS FINDINGS SECTION 2 - PROPOSED HYDROLOGY- RATIONAL METHOD 10 -YEAR STORM 100 -YEAR STORM SECTION 3 - ONSITE PROPOSED HYDRAULICS WSPG FOR PROPOSED STORM DRAINS LINE C-1, LINE C-2 AND LINE C-3 CATCH BASIN AND INLET SIZING CALCULATIONS HYDRAULIC ROUTING FOR LINE C-2 SYSTEM SToRmTECH CHAMBER (LINE C-2) APPENDIX A - LOCATION MAP APPENDIX B - REFERENCES HYDROLOGIC SOILS GROUP MAP FOR SOUTHWEST -A AREA (C-5) SBFCD VALLEY AREA ISOHYETALS 10 YEAR I HOUR (B-3) SBFCD VALLEY AREA ISOHYETALS 100 YEAR I HOUR (B-4) SOIL PERCOLATION INVESTIGATION BACK POCKETS PROPOSED HYDROLOGY MAP ALBERT XWEBBASSOCIATES SECTION I - SUMMARY INTRODUCTION The following, hydrology study has been prepared for Building C of Phelan Business Park located in the City of Fontana in San Bernardino County, California. The project site is bounded by JurUpa Ave. in the south, Elm Avenue in the west and Poplar Avenue in the east as shown in Appendix A of this report. The approximate hydrologic area of the project site is 20.8 acres. This project site does not receive any oft'site runoff in the proposed condition (i.e. the drainage beyond the limits of the property line of this project is away from the project itself). There are two drainage zones for this project: subareas that drain towards the StormTech System (Cl, C2, C3 and C4) and those that drain away from the pr 'ect site along landscaped portion (C5, C6 and oj Z__ C7). The latter comprises a total of 1.02 acres that is densely vegetated with less runoff potential along the periphery of the project (west, south and east; see hydrology map). Subareas that drain toward the StormTech chambers consisted of roof drainage (10.19 acres), parking lots, landscaped area, etc. Treated BMP runoff water and/or runoff from higher storm events will be discharged to a 30" storm drain for ultimate discharge into an existing, 78" Storm Drain (see Onsite Drainage Plan or Hydrology Map) at approximate SD stations of 7+43± in Elm Avenue (JurUpa Industrial Park — Elm Avenue Storm Drain Plans, Drawing No. 1788). The objective of this report is to present the method used and encineering calculations carried out to size onsite storm drain systems for safe runoff conveyance without affecting the surrounding properties. METHODOLOGY For the proposed conditions, the 10 and 100 -year peak storm discharges of the sub -areas were calculated using Civil Design Computer Software, which incorporates the San Bernardino County Flood Control District (SBCFCD) Rational Method. Although the calculation included both 10 and 100 year storm events, it is the 100 -year peak storm runoff that was used to size storm drain system. The Los Angeles County Water Surface Pressure Gradient Program (WSPGW) was utilized to evaluate the water surface elevation of the proposed storm drain facilities. Unit Hydrograph (which is also incorporated SBCFCD methods) and routing calculations were carried out using Unit Hydrograph and Flood Hydrograph Routing Programs of the Civil Design Computer Software for SormTech Chamber Systems equipped with Rock Filtration System (Subsurface Stormwater Management System). PROPOSED DRAINAGE CONDITIONS The proposed Building C of Phelan Business Park has two drainage zones: subareas that drain towards the StormTech System (C 1, C2, C3 and C4) and those that drain away from the project site along landscaped portion. The latter comprises a total of 1.02 acres that is densely vegetated with less runoff potential along the periphery of the project (west, south and east; see hydrology map). Subareas that drain toward the StormTech chambers at the northwestern comer portion of the pr ject consisted of roof drainage, parkinc, lots, landscaped area, etc. The combined roof 01 tn drainage area is 10. 19 acres which generates relatively clean runoff water. Runoff generated from subareas C 1, C2, C3 and C4 is collected by means of catch basin or storm drain inlets and conveyed to the StormTech Chamber by means of proposed storm drain pipes. The runoff is further conveyed to the Underground Stormwater Management System (StormTech Chamber System equipped with F1 Itration/In filtration System) where the BMP design runoff treatment takes place. The centralized BMP treatment location is shown on the hydrology map or onsite drainage plans (northwest corner portion of the project site). ALBERT X WEBBASSOCIATES I H E H P I 1� P F, The 100 -year peak flow was utilized in the hydraulic analysis of the storm drain analysis including the StormTech chamber system. The output obtained from the Rational Method of SBCFCD is summarized in the table below for both 10 -year and 100 -year storm events under proposed conditions. All calculations can be found in Section 2 of this report. SUMMARY OF PEAK FLOw RATES FOR BUILDING C - PHELAN BUSINESS PARK (RATIONAL METHOD) Sub Area Area (Acres) Storm Runoff (cfs) Time of Concentration (Minutes) 10 -year 100 -year 10 -year 100 -year CI 0.91 2.3 3.5 8.4 8.4 C2 11.12 22.5 35.2 14.1 13.4 C3 1.84 5.2 7.9 7.1 7.1 C4 5.91 12.1 18.3 12.0 12.0 Drainage Zone 1 Subtotal 19.78 37.3 58.3 12.6 12.1 C5 0.94 0.3 0.8 33 33 C6 0.02 0.03 0.05 12.2 12.2 C7 0.06 0.14 0.23 7.4 7.0 Drainage Zone 2 Subtotal 1.02 0.47 1.08 Total 20.8 40-± 62-± HYDRAULIC CALCULATIONS As stated earlier, WSPGW Program is utilized to evaluate the water surface pressure gradient for the proposed storm drains. For storm drain Line C-2 system (Cl, C2, C3 and C4), a downstream water surface elevation (W.S.) of 965.7± was utilized for the hydraulic analysis as obtained from Jurupa Industrial Park - Elm Avenue Storm Drain Plans (Drawing Number 1788, Sheet 5 of 9 at approximate SD Station of 7+43±). The 100 year peak flow of 58.3 cfs was used to size the storm drains that discharge to and from the StormTech Chamber System. The maximum water surface elevation in the system obtained by this analysis during a 100 -year storm event is 984.3± which is below the elevation of any opening in the system. This indicates that the proposed storm drain system conveys the 100 -year storm event without inundating the surrounding or ponding. The routed peak outflow for this storm drain system is much less than the design 58.3 cfs due to peak flow attenuation and infiltration capacity of the StormTech Chamber System (see routing calculations for Line B system: RoutBldC.out). Hydrologic Routing for Conveyance (100 -year Storm) Flood hydrograph routing method based on unit hydrograph for the contributing tributary area was utilized to determine if the proposed stormdrain system (Line C-2 System) is capable of conveying 100 -year storm. The input data used in the analysis and outlet obtained from the analysis are included in Section 3. The input data for the StormTech Chamber System is shown 11 ALB�RT XWEBBASSOCIATES d U U H H U 1� U n the table below. The analysis was carried out using Civil Design Computer Software that incorporates SBCFCD methods. An average porosity of 50% was used in the determination of the volume of the filter rock media beneath the StormTech chambers. The routing indicated that the proposed BMPs are capable of conveying the 100 year storm without inundating the surrounding properties. The percolation test result obtained from Soil Percolation Investigation (see Reference Section) is utilized to determine the infiltration rate of the rock filter media for the proposed BMP site as shown at the end of this section. StormTech Chamber System at the northwest portion of Building C (Line C-2 Storm Drain System) Depth (feet) Volume (Ac.Ft.) Outflow (cfs) 0.00 0.00 0.0 1.00 0.08 0.8 2.00 0.17 0.9 3.00 0.25 0.9 4.00 0.33 1.0 5.00 0.42 1.1 6.00 0.42 2.5 7.50 0.42 40.0 FINDINGS The hydrology and hydraulic analyses prepared in this report are comprehensive and evaluate the drainage impacts associated with the development of this project. More impervious surface will cover the proposed site under proposed condition than the existing condition. Onsite proposed stormdrain systems will be constructed to convey the runoff generated after development of proposed project. The proposed Subsurface Stormwater Management System (StormTech Chambers with Rock Filter System) will be constructed to treat the first flush of runoff via. filtration/Infiltration system. At each location of the StormTech Chamber system, there is one row of StormTech Isolator which receives BMP runoff to intercept sediments, trashes, etc. prior to other rows of chambers. This row is provided with AASHTO Class I woven geotextile over the rock filter system to keep the trashes or sediments for required maintenance works. The sole purpose of the isolator row is for regular maintenance and regular inspection of trash, debris, sediments, etc. (See details of the StormTech System on onsite drainage plan). Higher storm events from the project site will be safely conveyed to the existing storm drains (78" RCP storm drain in Elm Avenue) for further conveyance. The calculations (hydrologic and hydraulic analyses) within this report substantiate that this project can be developed as proposed with no substantial effect to the surrounding properties. ALBERT A.WEBBASSOCIATES Building C Subrareas C1, C2, C3 and C4 BMP bottom area 0.167 Acre Infiltration rate 20 Inches/hr (see soil report dated January 9, 2007) Safety Factor 4.0 Qhfiltration 0.84 CIFS - Vinfiltration (24 hours) 1.66 Ac. Ft. Calculated BMP Design Volume BMP design volume = 1.92 Ac.Ft. Required BMP Volume = 0.26 Ac. Ft. Provided BMP Design Roch Filter Depth, D = 5.0 Feet Provided BMP Volume = 0.54 Ac. Ft. (which meets or exceeds BMP requirement) -Total BMP volume provided including filtration volume = 2.20 ac. ft. (which meets or exceeds BMP volume requirement) �1, I SECTION 2 - PROPOSED HYDROLOGY (RATIONAL METHOD) I10 -YEAR STORM N 0 � ti 7' H 11 d p j I 100 -YEAR STORM ALBERT A.WEBBASSOCIATES H IRATIONAL METHOD - 10 -YEAR STORm EVENT � H I Fm-'� N IBUILDING C (BUILDING, PARKING LOTS, LANDSCAPING, ETC.) E r� F H I cltoc4hydIO.out San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2005 Version 7.1 Rational Hydrology Study Date: 01/23/07 ------------------------------------------------------------------------ PROPOSED HYDROLOGY FOR JURUPA BUSINESS PARK - BUILDING C W.O. 06-0386 TD 17 JAN 2007 C1TOC4HYD10.OUT ------------------------------------------------------------------------ Program License Serial Number 4010 ------------------------------------------------------------------------ ********* Hydrology Study Control Information ------------------------------------------------------------------------ Rational hydrology study storm event year is 10.0 Computed rainfall intensity: Storm year = 10.00 1 hour rainfall 0.900 (In.)-' Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 2- ...................................................................... Process from Point/Station 40.000 to Point/Station 41.000 **** INITIAL AREA EVALUATION **** COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Initial subarea data: Initial area flow distance 285.000(Ft.) Top (of initial area) elevation = 93.600(Ft.) Bottom (of initial area) elevation 92.130(Ft.) Difference in elevation = 1.470(Ft.) Slope = 0.00516 s(%)= 0.52 TC = k(O.304)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 8.362 min. Rainfall intensity = 2.936(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.870 Subarea runoff = 2.324(CFS) Total initial stream area = 0.910(Ac.) Pervious area fraction 0.100 Initial area Fm value 0.098(In/Hr) ...................................................................... Process from Point/Station 41.000 to Point/Station 42.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) Upstream point/station elevation = 92.130(Ft.) Downstream point/station elevation 89.050(Ft.) Pipe length = 306.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 2.324(CFS) Nearest computed pipe diameter 12.00(In.) Calculated individual pipe flow 2.324(CFS) Normal flow depth in pipe 7.05(In.) Flow top width inside pipe 11.82(In.) Critical Depth = 7.83(In.) Pipe flow velocity 4.85(Ft/s) Travel time through pipe = 1.05 min. Time of concentration (TC) = 9.41 min. ...................................................................... Process from Point/Station 42.000 to Point/Station 43.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 89.050(Ft.) Downstream point elevation 84.560(Ft.) Channel length thru subarea 995.000(Ft.) Channel base width 4.000(Ft.) Slope or z, of left channel bank 3.000 Page 1 P- j Ll H Cltoc4hydlO. Slope or 'ZI of right channel bank 3.000 Estimated mean flow rate at midpoint of channel Manning's IN' = 0.015 Maximum depth of channel 1.000(Ft.) Flow(q) thru subarea = 12.450(CFS) Depth of flow = 0.574(Ft.), Average velocity Channel flow top width = 7.442(Ft.) Flow Velocity 3.79(Ft/s) Travel time 4.37 min. Time of concentration = 13.79 min. Critical depth = 0.578(Ft.) Adding area flow to channel COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm) Rainfall intensity = 2.175(In/Hr) for a 1 Effective runoff coefficient used for area,(total rational method)(Q=KCIA) is C = 0.860 Subarea runoff 20.165(CFS) for 11.120(Ac. Total runoff = 22.490(CFS) Effective area this stream = 12.03(Ac.) out 12.450(CFS) 3.793(Ft/s) 0.098(In/Hr) .0 year storm area with modified Total Study Area (Main Stream No. 1) = 12.03(Ac.) Area averaged Fm value = 0.098(In/Hr) Depth of flow 0.786(Ft.), Average velocity 4.504(Ft/s) Critical depth 0.805(Ft.) ...................................................................... Process from Point/Station 43.000 to Point/Station 44.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 65.680(Ft.) Downstream point/station elevation 62.250(Ft.) Pipe length = 183.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 22.490(CFS) Nearest computed pipe diameter 24.00(In.) Calculated individual pipe flow 22.490(CFS) Normal flow depth in pipe 15.16(In.) Flow top width inside pipe 23.15(In.) Critical Depth = 20.29(In.) Pipe flow velocity = 10.75(Ft/s) Travel time through pipe = 0.28 min. Time of concentration (TC) 14.07 min. ...................................................................... Process from Point/Station 44.000 to Point/Station 44.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 12.030(Ac.) Runoff from this stream 22.490(CFS) Time of concentration 14.07 min. Rainfall intensity = 2.149(In/Hr) Area averaged loss rate (Fm) = 0.0978(In/Hr) Area averaged Pervious ratio (Ap) = 0.1000 Program is now starting with Main Stream No. 2 ...................................................................... Process from Point/Station 50.000 to Point/Station 49.000 **** INITIAL AREA EVALUATION COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Initial subarea data: Initial area flow distance 995.000(Ft.) Top (of initial area) elevation = 93.780(Ft.) Bottom (of initial area) elevation 83.470(Ft.) Difference in elevation = 10.310(Ft.) Slope = 0.01036 s(%)= 1.04 TC = k(O.304)*[(length^3)/(elevation change)1'0.2 Page 2 I I I I I E r] I H I I I I I I I I I c1toc4hyd10.out Initial area time of concentration 11.993 min. Rainfall intensity = 2.365(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.863 Subarea runoff = 12.058( C FS) Total initial stream area = 5.910(Ac.) Pervious area fraction 0.100 Initial area Fm value 0.098(In/Hr) ...................................................................... P rocess from Point/Station 49.000 to Point/Station 48.000 �*** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 83.520(Ft.) Downstream point/station elevation 76.710(Ft.) Pipe length = 217.94(Ft.) Manning's N = 0.012 No. of pipes = I Required pipe flow = 12.058(CFS) Nearest computed pipe diameter 15.00(In.) Calculated individual pipe flow 12.058(CFS) Normal flow depth in pipe 11.98(In.) Flow top width inside pipe 12.04(In.) Critical depth could not be calculated. Pipe flow velocity 11.49(Ft/s) Travel time through pipe = 0.32 min. Time of concentration (TC) 12.31 min. ...................................................................... P rocess from Point/Station 48.000 to Point/Station 48.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number Stream flow area = 5.910(Ac.) Runoff from this stream 12.058(CFS) Time of concentration 12.31 min. Rainfall intensity = 2.328(In/Hr) Area averaged loss rate (Fm) = 0.0978(In/Hr) Area averaged Pervious ratio (Ap) = 0.1000 ...................................................................... P rocess from Point/Station 47.500 to Point/Station 47.000 ***. INITIAL AREA EVALUATION **** COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Initial subarea data: Initial area flow distance 275.000(Ft.) Top (of initial area) elevation = 86.000(Ft.) Bottom (of initial area) elevation 83.090(Ft.) Difference in elevation = 2.910(Ft.) Slope = 0.01058 s(%)= 1.06 TC = k(0.304)*((length'3)/(elevation change)1'0.2 Initial area time of concentration = 7.140 min. Rainfall intensity = 3.228(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C 0.873 Subarea runoff = 5.183(CFS) Total initial stream area = 1.840(Ac.) Pervious area fraction 0.100 Initial area Fm value 0.098(In/Hr) ...................................................................... Process from Point/Station 47.000 to Point/Station 48.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 78.590(Ft.) Downstream point/station elevation 77.210(Ft.) Pipe length = 8.38(Ft.) Manning's N = 0.012 No. of pipes = 1 Required pipe flow S.183(CFS) Nearest computed pipe diameter 9.00(In.) Calculated individual pipe flow 5.183(CFS) Normal flow depth in pipe 5.61(In.) Flow top width inside pipe 8.72(In.) Critical depth could not be calculated. Pipe flow velocity = 17.88(Ft/s) Travel time through pipe = 0.01 min, Page 3 C it �:c4hvdl 0 . oul- Time cf =nCentration T--) min. PZ3::eSS frcm Pcint: StaLlon Pcin-. Station 43 ***1 CONFLUENCE OF MINOR STREAMS Alcng Main Stream number: 2 in normal Stream riumber 2 Stream flow area = 1.840(Ac.) Runoff from Lhis stream 5.183(CFS� Time of concentration 7.15 min. Rainfall intensity = 3.226(In/Hr) Area averaged loss rate �Fm) = 0.0978(In/Hr) Area averaqed Pervious ratio (Ap) = 0.1000 Summary of stream data: Stream Flow rate Area TC Fm Rainfall Intensity No. (CPS) �Ac.) (min) (In/Hr) �"In/Hr) 1 12.06 5.910 12.31 0.098 2.328 2 5.18 1.840 7.15 0.098 3.226 Qmax(l) = Qmax�2) � 1.000 � 1.000 * 12.058) + 0.713 * 1.000 * 5.183) + 15.754 1.402 - 0.581 * 12.058) + 1.000 * 1.000 * 5.183) + 15.004 Total of 2 streams to confluence: Flow rates before confluence point 12 .058 5. 183 Maximum flow rates at confluence using above data: 15.754 15.004 Area of streams before confluence: 5 . 910 1 . 840 Effective area values after confluence: 7.750 5.272 Results of confluence: Total flow rate = 15.754(CFS) Time of concentration = 12.309 min. Effective stream area after confluence 7.750(Ac.) Study area average Pervious fraction(Ap) = 0.100 Study area average soil loss rate(Fm) 0.098(In/Hr) Study area total �this main stream) = 7.75(Ac.) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Process from Point/Station 48.000 to Point/Station 44.000 --* PIPEFLOW TRAVEL TIME (Program estimated size) ***- Upstream point/station elevation = 77.210(Ft.) Downstream point/station elevation 74.300(Ft.) Pipe length = 170.00(Ft.) Manning's N = 0.012 No. of pipes = I Required pipe flow = 15.754(CFS) Nearest computed pipe diameter 21.00(In.) Calculated individual pipe flow 15.754(CFS) Normal flow depth in pipe 12.96(ln.) Flow top width inside pipe 20.42(In.) Critical Depth = 17.59(ln.) Pipe flow velocity = 10.11(Ft/s) Travel time through pipe � 0.28 min. Time of concentration (TC) 12.S9 min. ...................................................................... Process from Point/Station 44.000 to Point/Station 44.000 —* CONFLUENCE OF MAIN STREAMS **** The following data inside main Stream is listec In Main Stream number: 2 Stream flow area = 7.750(Ac.) Runoff from this stream 15.754(CFS) Time of concentration 12.59 min. Rainfall intensity = 2.297(In/Hr) Area averaged loss rate (Fm) = 0.0978(In/Hr) Area averaged Pervious ratio (Ap) = 0.1000 Summary of stream data: Stream Flow rate Area TC Fm Rainfall Intensity No. (CFS) (Ac.) (min) (In/Hr) (In/Hr) Page 4 c1toc4hyd1O.out 1 22.49 12.030 14.07 0.098 2.149 2 15-75 7.750 12.59 0.098 2.297 Qmax(j) = 1.000 * 1.000 . 22.490) + 0.933 � 1.000 * 15.754) + 37.181 Qmax(2) = 1.072 - 0.895 * 22.490) + 1.000 * 1.000 * 15.754 + 37.331 Total of 2 main streams to confluence: Flow rates before confluence point: 23.490 16.754 Maximum flow rates at confluence using above data: 37.181 37.331 Area of streams before confluence: 12.030 7.750 Effective area values after confluence: 19.780 18.513 N H r j H I P I Page 5 Results of confluence: Total flow rate = 37.331(CFS) Time of concentration = 12.589 min. Effective stream area after confluence 18.513(Ac.) Study area average Pervious fraction(Ap) 0.100 Study area average soil loss rate(Fm) = 0.098(In/Hr) Study area total = 19.78(Ac.) End of computations, Total Study Area = 19.78 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 0.100 Area averaged SCS curve number = 32.0 N H r j H I P I Page 5 CSHYD10.out San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2005 Version 7.1 Rational Hydrology Study Date: 01/17/07 ------------------------------------------------------------------------ Program License Serial Number 4010 ------- ------- ------ ------ ---- ********* Hydrology Study Control Information -------- --------- ----- ----- ----- ---- -- ---- Rational hydrology study storm event year is 10.0 Computed rainfall intensity: Storm year = 10.00 1 hour rainfall 0.900 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 2 ...................................................................... Process from Point/Station 51.000 to Point/Station 52.000 **** INITIAL AREA EVALUATION **** L H 0 Page 1 UNDEVELOPED (dense cover) subarea Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 38.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.934(In/Hr) Initial subarea data: Initial area flow distance 900.000(Ft.) Top (of initial area) elevation = 93.600(Ft.) Bottom (of initial area) elevation = 80.460(Ft.) Difference in elevation 13.140(Ft.) Slope = 0.01460 s(%)= 1.46 TC = k(O.935)*[(length^3)/(elevation change) ]A0 .2 Initial area time of concentration = 33.086 min. Rainfall intensity = 1.286(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C 0.246 Subarea runoff = 0.298(CFS) Total initial stream area = 0.940(Ac.) Pervious area fraction 1.000 Initial area Fm value 0.934(In/Hr) End of computations, Total Study Area 0.94 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 1.000 Area averaged SCS curve number = 38.0 L H 0 Page 1 C6HYD10.out San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2005 Version 7.1 Rational Hydrology Study Date: 01/17/07 ------------------------------------------------------------------------ Program License Serial Number 4010 ------- ------- ------ ------ ---- ********* Hydrology Study Control Information -------- --------- ----- ----- ----- ---- -- ---- Rational hydrology study storm event year is 10.0 Computed rainfall intensity: Storm year = 10.00 1 hour rainfall 0.900 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 2 D j Page 1 ...................................................................... Process from Point/Station 55.000 to Point/Station 56.000 **** INITIAL AREA EVALUATION **** UNDEVELOPED (dense cover) subarea Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 38.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.934(In/Hr) Initial subarea data: Initial area flow distance 100.000(Ft.) Top (of initial area) elevation = 86.000(Ft.) Bottom (of initial area) elevation = 83.400(Ft.) Difference in elevation = 2.600(Ft.) Slope = 0.02600 s(%)= 2.60 TC = k(0.935)*[(length'3)/(elevation change)]'0.2 Initial area time of concentration = 12.241 min. Rainfall intensity = 2.336(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C 0.540 Subarea runoff = 0.025(CFS) Total initial stream area = 0.020(Ac.) Pervious area fraction 1.000 Initial area Fm value 0.934(In/Hr) End of computations, Total Study Area 0.02 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 1.000 Area averaged SCS curve number = 38.0 D j Page 1 C7HYD10.out San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2005 Version 7.1 Rational Hydrology Study Date: 01/17/07 ------------------------------------------------------------------------ Program License Serial Number 4010 ------- ------- ------ ------ ---- ********* Hydrology Study Control Information -------- --------- ----- ----- ----- ---- -- ---- Rational hydrology study storm event year is 10.0 Computed rainfall intensity: Storm year = 10.00 1 hour rainfall 0.900 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 2 H I ' j d I Page 1 ...................................................................... Process from Point/Station 45.000 to Point/Station 46.000 **** INITIAL AREA EVALUATION AGRICULTURE ROW CROPS subarea Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 67.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.578(In/Hr) Initial subarea data: Initial area flow distance 100.000(Ft.) Top (of initial area) elevation = 99.600(Ft.) Bottom (of initial area) elevation = 97.300(Ft.) Difference in elevation = 2.300(Ft.) Slope = 0.02300 s(%)= 2.30 TC = k(O.525)*[(length^3)/(elevation change)]'0.2 Initial area time of concentration = 7.044 min. Rainfall intensity = 3.254(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C 0.740 Subarea runoff = 0.144(CFS) Total initial stream area = 0.060(Ac.) Pervious area fraction 1.000 Initial area Fm value 0.578(In/Hr) End of computations, Total Study Area 0.06 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 1.000 Area averaged SCS curve number = 67.0 H I ' j d I Page 1 E J j D H ull, H p pIr H n N RATIONAL METHOD - 100 -YEAR STORm EVENT BUILDING C (BUILDING, PARKING LOTS, LANDSCAPING, ETC.) c ltoc4hyd100.out San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2005 Version 7.1 Rational Hydrology Study Date: 01/23/07 ------------------------------------------------------------------------ PROPOSED HYDROLOGY FOR JURUPA BUSINESS PARK - BUILDING C W.O. 06-0386 TD 17 JAN 2007 C1TOC4HyD100.OUT ------------------------------------------------------------------------ Program License Serial Number 4010 ------------------------------------------------------------------------ ********* Hydrology Study Control Information ------------------------------------------------------------------------ Rational hydrology study storm event year is 100.0 Computed rainfall intensity: Storm year = 100.00 1 hour rainfall 1.350 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 2 ...................................................................... Process from Point/Station 40.000 to Point/Station 41.000 **** INITIAL AREA EVALUATION **** COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Initial subarea data: Initial area flow distance 285.000(Ft.) Top (of initial area) elevation = 93.600(Ft.) Bottom (of initial area) elevation = 92.130(Ft.) Difference in elevation 1.470(Ft.) Slope = 0.00516 s(%)= O.S2 TC = k(O.304)*[(length3)/(elevation change)]^0.2 Initial area time of concentration = 8.362 min. Rainfall intensity = 4.404(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C 0.880 Subarea runoff = 3.527(CFS) Total initial stream area = 0.910(Ac.) Pervious area fraction 0.100 Initial area Fm value 0.098(In/Hr) ...................................................................... Process from Point/Station 41.000 to Point/Station 42.000 **-- PIPEFLOW TRAVEL TIME (Program estimated size) Upstream point/station elevation = 92.130(Ft.) Downstream point/station elevation 89.050(Ft.) Pipe length = 306.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.527(CFS) Nearest computed pipe diameter 12.00(In.) Calculated individual pipe flow 3.527(CFS) Normal flow depth in pipe 9.70(In.) Flow top width inside pipe 9.44(In.) Critical Depth = 9.63(In.) Pipe flow velocity = 5.19(Ft/s) Travel time through pipe = 0.98 min. Time of concentration (TC) = 9.35 min. ...................................................................... Process from Point/Station 42.000 to Point/Station 43.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 89.050(Ft.) Downstream point elevation 84.560(Ft.) Channel length thru subarea 995.000(Ft.) Channel base width 4.000(Ft.) Slope or IZI of left channel bank 3.000 Page 1 �j j h, �1 �J, d H k cltoc4hydloo.out Slope or 'Z' of right channel bank 3.000 Estimated mean flow rate at midpoint of channel 19.404(CFS) Manning's 'N' = 0.015 Maximum depth of channel 1.000(Ft.) Flow(q) thru subarea = 19.404(CFS) Depth of flow = 0.727(Ft.), Average velocity 4.318(Ft/s) Channel flow top width = 8.362(Ft.) Flow Velocity 4.32(Ft/s) Travel time 3.84 min. Time of concentration = 13.19 min. Critical depth = 0.742(Ft.) Adding area flow to channel COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Rainfall intensity = 3.351(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.874 Subarea runoff 31.695(CFS) for 11.120(Ac.) Total runoff = 35.222(CFS) Effective area this stream = 12.03(Ac.) Total Study Area (Main Stream No. 1) = 12.03(Ac.) Area averaged Fm value = 0.098(In/Hr) Depth of flow 0.990(Ft.), Average velocity 5.107(Ft/s) Critical depth 1.031(Ft.) ...................................................................... Process from Point/Station 43.000 to Point/Station 44.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 65.680(Ft.) Downstream point/station elevation 62.250(Ft.) Pipe length = 183.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 35.222(CFS) Nearest computed pipe diameter 27.00(In.) Calculated individual pipe flow 35.222(CFS) Normal flow depth in pipe 18.80(In.) Flow top width inside pipe 24.83(In.) Critical Depth = 24.19(ln.) Pipe flow velocity = 11.93(Ft/s) Travel time through pipe = 0.26 min. Time of concentration (TC) 13.44 min. ...................................................................... Process from Point/Station 44.000 to Point/Station 44.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 12.030(Ac.) Runoff from this stream 35.222(CFS) Time of concentration 13.44 min. Rainfall intensity = 3.313(In/Hr) Area averaged loss rate (Fm) = 0.0978(In/Hr) Area averaged Pervious ratio (Ap) = 0.1000 Program is now starting with Main Stream No. 2 ...................................................................... Process from Point/Station 50.000 to Point/Station 49.000 **** INITIAL AREA EVALUATION **** COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Initial subarea data: Initial area flow distance 995.000(Ft.) Top (of initial area) elevation = 93.780(Ft.) Bottom (of initial area) elevation 83.470(Ft.) Difference in elevation = 10.310(Ft.) Slope = 0.01036 s(%,)= 1.04 TC = k(O.304)*[(length^3)/(elevation change)1^0.2 Page 2 d H U H J, P Ll I n 11 I c ltoc4hyd100.out Initial area time of concentration 11.993 min. Rainfall intensity = 3.547(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.875 Subarea runoff = 18.347(CFS) Total initial stream area = 5.910(Ac.) Pervious area fraction 0.100 Initial area Fm value 0.098(In/Hr) ...................................................................... Process from Point/Station 49.000 to Point/Station 48.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 83.520(Ft.) Downstream point/station elevation 76.710(Ft.) Pipe length = 217.94(Ft.) Manning's N = 0.012 No. of pipes = 1 Required pipe flow = 18.347(CFS) Nearest computed pipe diameter 18.00(In.) Calculated individual pipe flow 18.347(CFS) Normal flow depth in pipe 13.50(In.) Flow top width inside pipe 15.59(In.) Critical depth could not be calculated. Pipe flow velocity = 12.90(Ft/s) Travel time through pipe = 0.28 min. Time of concentration (TC) 12.27 min. ...................................................................... Process from Point/Station 48.000 to Point/Station 48.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number I Stream flow area = 5.910(Ac.) Runoff from this stream 18.347(CFS) Time of concentration 12.27 min. Rainfall intensity = 3.498(In/Hr) Area averaged loss rate (Fm) = 0.0978(In/Hr) Area averaged Pervious ratio (Ap) = 0.1000 ...................................................................... Process from Point/Station 47.500 to Point/Station 47.000 **** INITIAL AREA EVALUATION **** COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Initial subarea data: Initial area flow distance 275.000(Ft.) Top (of initial area) elevation = 86.000(Ft.) Bottom (of initial area) elevation 83.090(Ft.) Difference in elevation = 2.910(Ft.) Slope = 0.01058 s(%)= 1.06 TC = k(0.304)*[(length^3)/(elevation change)]'0.2 Initial area time of concentration = 7.140 min. Rainfall intensity = 4.842(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C 0.882 Subarea runoff = 7.856(CFS) Total initial stream area = 1.840(Ac.) Pervious area fraction 0.100 Initial area Fm value 0.098(In/Hr) ...................................................................... Process from Point/Station 47.000 to Point/Station 48.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) Upstream point/station elevation = 78.590(Ft.) Downstream point/station elevation 77.210(Ft.) Pipe length = 8.38(Ft.) Manning's N = 0.012 No. of pipes = 1 Required pipe flow = 7.856(CFS) Nearest computed pipe diameter 12.00(In.) Calculated individual pipe flow 7.856(CFS) Normal flow depth in pipe 6.01(In.) Flow top width inside pipe 12.00(In.) Critical depth could not be calculated. Pipe flow velocity = 19.96(Ft/s) Travel time through pipe = 0.01 min. Page 3 cltoc4hydlOO.out Time of concentration (TC) 7.15 min. ...................................................................... Process from Point/Station 48.000 to Point/Station 48.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 1.840(Ac.) Runoff from this stream = 7.856(CFS) Time of concentration 7.15 min. Rainfall intensity = 4.839(In/Hr) Area averaged loss rate (Fm) = 0.0978(In/Hr) Area averaged Pervious ratio (Ap) = 0.1000 Summary of stream data: Stream Flow rate Area TC Fm Rainfall Intensity No. (CFS) (Ac.) (min) (In/Hr) (In/Hr) 1 18.35 5.910 12.27 0.098 3.498 2 7.86 1.840 7.15 0.098 4.839 Qmax(l) = 1.000 * 1.000 * 18.347) + 0.717 * 1.000 * 7.856) + = 23.981 Qmax(2) = 1.394 * 0.582 * 18.347) + 1.000 * 1.000 * 7.856) + = 22.752 Total of 2 streams to confluence: Flow rates before confluence point: 18.347 7.856 maximum flow rates at confluence using above data: 23.981 22.752 Area of streams before confluence: 5.910 1.840 Effective area values after confluence: 7.750 5.281 Results of confluence: Total flow rate = 23.981(CFS) Time of concentration = 12.274 min. Effective stream area after confluence 7.750(Ac.) Study area average Pervious fraction(Ap) = 0.100 Study area average soil loss rate(Fm) 0.098(In/Hr) Study area total (this main stream) = 7.75(Ac.) ...................................................................... Process from Point/Station 48.000 to Point/Station 44.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) upstream point/station elevation = 77.210(Ft.) Downstream point/station elevation = 74.300(Ft.) Pipe length = 170.00(Ft.) Manning's N = 0.012 No. of pipes = 1 Required pipe flow = 23.981(CFS) Nearest computed pipe diameter 24.00(In.) Calculated individual pipe flow 23.981(CFS) Normal flow depth in pipe 15.47(In.) Flow top width inside pipe 22.98(In.) Critical Depth = 20.81(In.) Pipe flow velocity = 11.19(Ft/s) Travel time through pipe = 0.25 min. Time of concentration (TC) 12.53 min. ...................................................................... Process from Point/Station 44.000 to Point/Station 44.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 7.750(Ac.) Runoff from this stream 23.981(CFS) Time of concentration 12.53 min. Rainfall intensity = 3.455(In/Hr) Area averaged loss rate (Fm) = 0.0978(In/Hr) Area averaged Pervious ratio (Ap) = 0.1000 Summary of stream data: Stream Flow rate Area TC Fm Rainfall Intensity No. (CFS) (Ac.) (min) (In/Hr) (In/Hr) Page 4 Ic1tOC4hyd1OO.out H n� Page 5 1 35.22 12.030 13.44 0.098 3.313 2 23.98 7.750 12.53 0.098 Qmax (1) = 3.4SS 1.000 . 1.000 . 35.222) + 0.957 * 1.000 * 23.981) + = 58.182 Qmax(2) = 1.044 * 0.932 * 35.222) + 1.000 - 1.000 * 23.981) + = 58.268 Total of 2 main streams to confluence: Flow rates before confluence point: 36.222 24.981 Maximum flow rates at confluence using above data: 58.182 58.268 Area of streams before confluence: 12.030 7.750 Effective area values after confluence: 19.780 18.962 Results of confluence: Total flow rate = 58.268(CFS) Time of concentration = 12.527 min. Effective stream area after confluence 18.962(Ac.) Study area average Pervious fraction(Ap) 0.100 Study area average soil loss rate(Fm) = 0.098(In/Hr) Study area total = 19.78(Ac.) End of computations, Total Study Area = 19.78 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 0.100 Area averaged SCS curve number = 32.0 H n� Page 5 F H H H H H H H CSHYD10O.out San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2005 Version 7.1 Rational Hydrology Study Date: 01/17/07 ------------------------------------------------------------------------ Program License Serial Number 4010 ------------------------------------------------------------------------ ********* Hydrology Study Control Information - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - Rational hydrology study storm event year is 100.0 Computed rainfall intensity: Storm year = 100.00 1 hour rainfall 1.350 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 2 ...................................................................... Process from Point/Station 51.000 to Point/Station 52.000 **** INITIAL AREA EVALUATION **** UNDEVELOPED (dense cover) subarea Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 38.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.934(In/Hr) Initial subarea data: Initial area flow distance 900.000(Ft.) Top (of initial area) elevation = 93.600(Ft.) Bottom (of initial area) elevation 80.460(Ft.) Difference in elevation = 13.140(Ft.) Slope = 0.01460 s(%)= 1.46 TC = k(O.935)*[(length^3)/(elevation change)1'0.2 Initial area time of concentration = 33.086 min. Rainfall intensity = 1.929(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C 0.464 Subarea runoff = 0.842(CFS) Total initial stream area = 0.940(Ac.) Pervious area fraction 1.000 Initial area Fm value 0.934(In/Hr) End of computations, Total Study Area 0.94 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 1.000 Area averaged SCS curve number = 38.0 Page 1 H H H n Il E F H C6HYD10O.out San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2005 Version 7.1 Rational Hydrology Study Date: 01/17/07 ------------------------------------------------------------------------ Program License Serial Number 4010 ------------------------------------------------------------------------ ********* Hydrology Study Control Information - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - Rational hydrology study storm event year is 100.0 Computed rainfall intensity: Storm year = 100.00 1 hour rainfall 1.350 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 2 ...................................................................... Process from Point/Station 55.000 to Point/Station 56.000 **** INITIAL AREA EVALUATION **** UNDEVELOPED (dense cover) subarea Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 38.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.934(In/Hr) Initial subarea data: Initial area flow distance 100.000(Ft.) Top (of initial area) elevation = 86.000(Ft.) Bottom (of initial area) elevation 83.400(Ft.) Difference in elevation = 2.600(Ft.) Slope = 0.02600 s(%)= 2.60 TC = k(O.935)*[(length^3)/(elevation change)1^0.2 Initial area time of concentration = 12.241 min. Rainfall intensity = 3.504(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C 0.660 Subarea runoff = 0.046(CFS) Total initial stream area = 0.020(Ac.) Pervious area fraction 1.000 Initial area Fm value 0.934(In/Hr) End of computations, Total Study Area 0.02 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 1.000 Area averaged SCS curve number = 38.0 Page 1 H U 11 E H III F� Fi C7HYD10O.out San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2005 Version 7.1 Rational Hydrology Study Date: 01/17/07 ------------------------------------------------------------------------ Program License Serial Number 4010 ------------------------------------------------------------------------ ********* Hydrology Study Control Information ------------------------------------------------------------------------ Rational hydrology study storm event year is 100.0 Computed rainfall intensity: Storm year = 100.00 1 hour rainfall 1.350 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 2 ...................................................................... Process from Point/Station 45.000 to Point/Station 46.000 **** INITIAL AREA EVALUATION **** AGRICULTURE ROW CROPS subarea Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 67.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.578(In/Hr) Initial subarea data: Initial area flow distance 100.000(Ft.) Top (of initial area) elevation = 99.600(Ft.) Bottom (of initial area) elevation 97.300(Ft.) Difference in elevation = 2.300(Ft.) Slope = 0.02300 s(%)= 2.30 TC = k(0.525)*[(length'3)/(elevation change)1'0.2 Initial area time of concentration = 7.044 min. Rainfall intensity = 4.881(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C 0.793 Subarea runoff = 0.232(CFS) Total initial stream area = 0.060(Ac.) Pervious area fraction 1.000 Initial area Fm value 0.578(In/Hr) End of computations, Total Study Area 0.06 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 1.000 Area averaged SCS curve number = 67.0 Page 1 SECTION 3 - ONSITE PROPOSED HYDRAULICS WSPG FOR PROPOSED STORM DRAINS LINE C- 1, LINE C-2 AND LINE C-3 CATCH BASIN AND INLET SIZING CALCULATIONS HYDRAULIC ROUTING FOR LINE C-2 STORmTECH CHAMBER (LINE C-2) ALBERT A.WEBBASSOCIATES I WSPG FOR PROPOSED STORM DRAINS I LINE C- 1, LINE C-2 AND LINE C-3 H H k I H H L L 7 L ALBERT A.WEBBASSOCIATES I Tl HYDRAULIC ANALYSIS FOR STORM DRAIN IN THE NORTH EASTERN PORTION T2 BUILDING C, JURUPA BUSINESS PARK, W.O. 06-0386 T3 LINE C-1.OUT; 01/18/07; TD so 100.000 989.100 1 990.350 R 205.330 989.311 1 .012 R 260.030 989.420 1 .012 R 408.030 989.716 1 .013 R 417.930 989.736 1 .012 SH 417.930 989.736 1 992.000 CD 1 4 1 .000 1.250 .000 .000 .000 .00 Q 3.500 .0 0 000 45.000 0 000 45.000 0 000 45.000 0 000 45.000 0 FILE: LINE-C-1.WSW W S P G W - EDIT LISTING - Version 14.06 Date: 1-18-2007 Time: 8: 9:11 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(l) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 1.250 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO I IS - HYDRAULIC ANALYSIS FOR STORM DRAIN IN THE NORTH EASTERN PORTION HEADING LINE NO 2 IS - BUILDING C, JURUPA BUSINESS PARK, W.O. 06-0386 HEADING LINE NO 3 IS - LINE-C-1.OUT; 01/18/07; TI) W S P G W PAGE NO 2 WATER SURFACE PROFILE ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV 100.000 989.100 1 990.350 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 205.330 989.311 1 .012 .000 .000 45.000 0 ELEMENT NO 3 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 260.030 989.420 1 .012 .000 .000 45.000 0 ELEMENT NO 4 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 408.030 989.716 1 .013 .000 .000 45.000 0 ELEMENT NO 5 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 417.930 989.736 1 .012 .000 .000 45.000 0 ELEMENT NO 6 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 417.930 989.736 1 992.000 FILE: LINE-C-1.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1585 WATER SURFACE PROFILE LISTING Date: 1-18-2007 Time: 8: 9:14 HYDRAULIC ANALYSIS FOR STORM DRAIN IN THE NORTH EASTERN PORTION BUILDING C, JURUPA BUSINESS PARK, W.O. 06-0386 LINE-C-1.OUT; 01/18/07; TD Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/lBase Wtj INo Wth Station I Elev (FT) Elev (CFS) (FPS) Head I Grd.El.I Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I SF Avel HF ISE DpthlFroude NINorm Dp I 'IN" I X-Fallj ZR IType Ch 100.000 989.100 1.250 990.350 3.50 2.85 .13 990.48 .00 .76 .00 1.250 .000 .00 1 .0 105.330 .0020 .0025 .26 1.25 .00 1.25 .012 .00 .00 PIPE 205.330 989.311 1.321 990.632 3.50 2.85 .13 990.76 .00 .76 .00 1.250 .000 .00 1 .0 54.700 .0020 .0025 .14 1.32 .00 1.25 .012 .00 .00 PIPE 260.030 989.420 1.368 990.788 3.50 2.85 .13 990.91 .00 .76 .00 1.250 .000 .00 1 .0 148.000 .0020 .0029 .43 1.37 .00 1.25 .013 .00 .00 PIPE 408.030 989.716 1.525 991.241 3.50 2.85 .13 991.37 .00 .76 .00 1.250 .000 .00 1 .0 9.900 .0020 .0025 .02 1.53 .00 1.25 .012 .00 .00 PIPE 417.930 989.736 1.549 991.285 3.50 2.85 .13 991.41 .00 .76 .00 1.250 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- M MMM M M MM m Mon un M MmM Tl HYDRAULIC ANALYSIS FOR STORM DRAIN IN THE NORTH EASTERN PORTION 0 T2 BUILDING C, JURUPA BUSINESS PARK, W.O. 06-0386 T3 01/24/07; LINE C-2 (NW CORNER); TD; LINE-C-2.OUT so 100.000 972.420 5 979.170 * 138.120 973.600 5 .012 .000 30.000 0 * 170.420 974.250 5 .012 .000 30.000 0 TS 176.420 974.300 2 .015 .000 R 297.420 974.305 2 .015 .000 45.000 0 TS 303.420 974.000 5 .012 .000 R 307.420 975.800 5 .012 .000 .000 0 ix 312.420 975.930 5 3 .013 23.100 975.800 90.0 .000 * 338.080 976.600 1 .012 .000 45.000 0 * 366.360 977.320 1 .012 .000 45.000 0 * 440.480 980.060 1 .012 .000 -90.000 0 ix 443.480 980.663 4 4 .012 17.600 980.660 90.0 -90.000 R 446.480 980.700 4 .012 .000 -90.000 0 SH 446.480 980.700 4 980.700 CD 1 4 1 .000 2.500 .000 .000 .000 .00 CD 2 3 8 2.000 2.500 58.250 .000 .000 .00 CD 3 4 1 .000 2.000 .000 .000 .000 .00 CD 4 4 1 .000 1.500 .000 .000 .000 .00 CD 5 4 1 .000 3.000 .000 .000 .000 .00 CD 6 4 1 .000 2.000 .000 .000 .000 .00 Q 17.600 .0 FILE: LINE-C-2.WSW W S P G W - EDIT LISTING - Version 14.06 Date: 1-25-2007 Time: 9:11:37 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(l) Y(2) Y(3) Y(4) Y(5) Y(6) YM Y(8) Y(9) Y(10) CODE NO TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 2.500 CD 2 3 8 2.000 2.500 58.250 .000 .000 .00 CD 3 4 1 2.000 CD 4 4 1 1.500 CD 5 4 1 3.000 CD 6 4 1 2.000 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - HYDRAULIC ANALYSIS FOR STORM DRAIN IN THE NORTH EASTERN PORTION HEADING LINE NO 2 IS - BUILDING C, JURUPA BUSINESS PARK, W.O. 06-0386 HEADING LINE NO 3 IS - 01/24/07; LINE C-2 (NW CORNER); TD; LINE-C-2.OUT W S P G W PAGE NO 2 WATER SURFACE PROFILE ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV 100.000 972.420 5 979.170 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 138.120 973.600 5 .012 .000 .000 30.000 0 ELEMENT NO 3 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 170.420 974.250 5 .012 .000 .000 30.000 0 ELEMENT NO 4 IS A TRANSITION U/S DATA STATION INVERT SECT N RADIUS ANGLE 176.420 974.300 2 .015 .000 .000 ELEMENT NO 5 IS A REACH UIS DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 297.420 974.305 2 .015 .000 .000 45.000 0 ELEMENT NO 6 IS A TRANSITION U/S DATA STATION INVERT SECT N RADIUS ANGLE 303.420 974.500 5 .012 .000 .000 ELEMENT NO 7 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 307.420 975.800 5 .012 .000 .000 .000 0 ELEMENT NO 8 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 312.420 975.930 5 3 0 .013 23.100 .000 975.800 .000 90.000 .000 RADIUS ANGLE .000 .000 WARNING - ADJACENT SECTIONS ARE NOT IDENTICAL - SEE SECTION NUMBERS AND CHANNEL DEFINITIONS ELEMENT NO 9 IS A REACH iiiir- = -* = -..o j0r77;jEff-o = , rm-171077�� _jm=llm - it � q; U/S DATA STATION INVERT SECT N 338.080 976.600 1 .012 ELEMENT NO 10 IS A REACH U/S DATA STATION INVERT SECT N 366.360 977.320 1 .012 ELEMENT NO 11 IS A REACH U/S DATA STATION INVERT SECT N 440.480 980.060 1 .012 ELEMENT NO 12 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 443.480 980.663 4 4 0 .012 17.600 W S P G W WATER SURFACE PROFILE ELEMENT CARD LISTING ELEMENT NO 13 IS A REACH U/S DATA STATION INVERT SECT N 446.480 980.700 4 .012 ELEMENT NO 14 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT 446.480 980.700 4 RADIUS ANGLE ANG PT MAN H .000 .000 45.000 0 RADIUS ANGLE ANG PT MAN H .000 .000 45.000 0 RADIUS ANGLE ANG PT MAN H .000 .000 -90.000 0 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 .000 980.660 .000 90.000 .000 RADIUS ANGLE 1.910 -90.000 PAGE NO 3 RADIUS ANGLE ANG PT MAN H .000 .000 -90.000 0 W S ELEV 980.700 -73 FILE: LINE-C-2.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1585 WATER SURFACE PROFILE LISTING Date: 1-25-2007 Time: 9:11:39 HYDRAULIC ANALYSIS FOR STORM DRAIN IN THE NORTH EASTERN PORTION BUILDING C, JURUPA BUSINESS PARK, W.O. 06-0386 01/24/07; LINE C-2 (NW CORNER); TD; LINE C-2.OUT invert Depth water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/lBase wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width I'Dia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I I I SF Avel HF ISE DpthIFroude NINorm, Dp I 'IN" I X-Fallj ZR IType Ch 100.000 972.420 6.750 979.170 58.30 8.25 1.06 980.23 .00 2.47 .00 3.000 .000 .00 1 .0 38.120 .0310 .0065 .25 6.75 .00 1.43 .012 .00 .00 PIPE 138.120 973.600 5.923 979.523 58.30 8.25 1.06 980.58 .00 2.47 .00 3.000 .000 .00 1 .0 32.300 .0201 .0065 .21 5.92 .00 1.62 .012 .00 .00 PIPE 170.420 974.250 5.588 979.838 58.30 8.25 1.06 980.89 .00 2.47 .00 3.000 .000 .00 1 .0 TRANS STR .0083 .0000 .00 5.59 .00 .015 .00 .00 PIPE 176.420 974.300 6.883 981.183 58.30 .55 .00 981.19 .00 .39 58.25 2.500 58.250 .00 8 2.0 121.000 .0000 .0000 .00 6.88 .07 2.04 .015 .00 .00 BOX 297.420 974.305 6.883 981.188 58.30 .55 .00 981.19 .00 .39 58.25 2.500 58.250 .00 8 2.0 TRANS STR .0325 .0033 .02 6.88 .07 .012 .00 .00 BOX 303.420 974.500 6.182 980.682 58.30 8.25 1.06 981.74 .00 2.47 .00 3.000 .000 .00 1 .0 4.000 .3250 .0065 .03 6.18 .00 .76 .012 .00 .00 PIPE 307.420 975.800 4.908 980.708 58.30 8.25 1.06 981.76 .00 2.47 .00 3.000 .000 .00 1 .0 JUNCT STR .0260 .0052 .03 4.91 .00 .013 .00 .00 PIPE 312.420 975.930 6.147 982.077 35.20 7.17 .80 982.88 .00 2.01 .00 2.500 .000 .00 1 .0 25.660 .0261 .0063 .16 6.15 .00 1.24 .012 .00 .00 PIPE 338.080 976.600 5.756 982.356 35.20 7.17 .80 983.15 .00 2.01 .00 2.500 .000 .00 1 .0 28.280 .0255 .0063 .18 5.76 .00 1.24 .012 .00 .00 PIPE FILE: LINE-C-2.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 2 Program Package Serial Number: 1585 WATER SURFACE PROFILE LISTING Date: 1-25-2007 Time: 9:11:39 HYDRAULIC ANALYSIS FOR STORM DRAIN IN THE NORTH EASTERN PORTION BUILDING C, JURUPA BUSINESS PARK, W.O. 06-0386 01/24/07; LINE C-2 (NW CORNER); TD; LINE C-2.OUT Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/lBase Wtj INO Wth Station I Elev (FT) Elev (CFS) (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL jPrs/Pip L/Elem ICh Slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X-Fallj ZR IType Ch 366.360 977.320 5.332 982.652 35.20 7.17 .80 983.45 .00 2.01 .00 2.500 .000 .00 1 .0 74.120 .0370 .0063 .47 5.33 00 1.12 012 00 00 PIPE 440.480 980.060 3.295 983.355 35.20 7.17 .80 984.15 .00 2.01 .00 2.500 .000 .00 1 .0 JUNCT STR .2010 .0151 .05 00 00 012 .00 00 PIPE 443.480 980.663 3.454 984.117 17.60 9.96 1.54 985.66 .00 1.45 .00 1.500 .000 .00 1 .0 3.000 .0123 .0239 .07 3.45 00 1.50 012 00 00 PIPE 446.480 980.700 3.947 984.647 17.60 9.96 1.54 986.19 .00 1.45 .00 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- ............ ff All ......... .... III! Tl HYDRAULIC ANALYSIS FOR STORM DRAIN IN THE NORTH EASTERN PORTION T2 BUILDING C, JURbPA. BUSINESS PARK, W.O. 06-0386 T3 01/24/07; LINE C-3 (NW CORNER) ; TD; LINE C-3.OUT so 307.420 974.300 1 975.930 R 361.540 975.060 1 .012 R 481.640 976.710 1 .012 ix 485.640 977.260 2 3 .012 5.700 977.210 R 531.030 977.860 2 .012 R 680.680 979.800 2 .012 R 690.580 979.970 2 .012 SH 699.580 980.020 2 980.020 CD 1 4 1 .000 2.500 .000 .000 .000 .00 CD 2 4 1 .000 2.000 .000 .000 .000 .00 CD 3 4 1 .000 1.500 .000 .000 .000 .00 Q 18.300 .0 0 000 45.000 0 000 45.000 0 90.0 .000 000 -45.000 0 000 -45.000 0 000 .000 0 ........... FILE: LINE-C-3.WSW W S P G W - EDIT LISTING - Version 14.06 Date: 1-25-2007 Time: 9:28:38 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT I BASE ZL ZR INV Y(l) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 2.500 CD 2 4 1 2.000 CD 3 4 1 1.500 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - HYDRAULIC ANALYSIS FOR STORM DRAIN IN THE NORTH EASTERN PORTION HEADING LINE NO 2 IS - BUILDING C, JURUPA BUSINESS PARK, W.O. 06-0386 HEADING LINE NO 3 IS - 01/24/07; LINE C-3 (NW CORNER); TD; LINE-C-3.OUT W S P G W PAGE NO 2 WATER SURFACE PROFILE ELEMENT CARD LISTING ELEMENT NO I IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV 307.420 974.300 1 975.930 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 361.540 975.060 1 .012 .000 .000 45.000 0 ELEMENT NO 3 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 481.640 976.710 1 .012 .000 .000 45.000 0 ELEMENT NO 4 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 485.640 977.260 2 3 0 .012 5.700 .000 977.210 .000 90.000 .000 RADIUS ANGLE .000 .000 ELEMENT NO 5 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 531.030 977.860 2 .012 .000 .000 -45.000 0 ELEMENT NO 6 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 680.680 979.800 2 .012 .000 .000 -45.000 0 ELEMENT NO 7 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 690.580 979.970 2 .012 .000 .000 .000 0 ELEMENT NO 8 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 699.580 980.020 2 980.020 MMMM=IIMw=IMMMM III"- mmmmm FILE: LINE-C-3.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1585 WATER SURFACE PROFILE LISTING Date: 1-25-2007 Time: 9:28:40 HYDRAULIC ANALYSIS FOR STORM DRAIN IN THE NORTH EASTERN PORTION BUILDING C, JURUPA BUSINESS PARK, W.O. 06-0386 01/24/07; LINE C-3 (NW CORNER); TD; LINE-C-3.OUT Invert Depth Water Q Vel Vel Energy I Super ICriticalIFlow ToplHeight/lBase Wtj INo Wth Station I Elev (FT) Elev (CFS) (FPS) Head Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I SF Avel HF ISE DpthlFroude NINorm Dp I 'IN" I X-Fallj ZR IType Ch 307.420 974.300 1.197 975.497 24.00 10.34 1.66 977.16 .00 1.67 2.50 2.500 .000 .00 1 .0 54.120 .0140 .0132 .71 1.20 1.89 1.18 .012 .00 .00 PIPE 361.540 975.060 1.215 976.275 24.00 10.14 1.60 977.87 .00 1.67 2.50 2.500 .000 .00 1 .0 10.552 .0137 .0128 .13 1.22 1.84 1.19 .012 .00 .00 PIPE 372.092 975.205 1.219 976.424 24.00 10.09 1.58 978.00 .00 1.67 2.50 2.500 .000 .00 1 .0 53.195 .0137 .0119 .63 1.22 1.82 1.19 .012 .00 .00 PIPE 425.287 975.936 1.266 977.202 24.00 9.62 1.44 978.64 .00 1.67 2.50 2.500 .000 .00 1 .0 25.232 .0137 .0105 .27 1.27 1.70 1.19 .012 .00 .00 PIPE 450.520 976.282 1.315 977.598 24.00 9.17 1.31 978.90 .00 1.67 2.50 2.500 .000 .00 1 .0 15.128 .0137 .0093 .14 1.32 1.58 1.19 .012 .00 .00 PIPE 465.647 976.490 1.366 977.856 24.00 8.74 1.19 979.04 .00 1.67 2.49 2.500 .000 .00 1 .0 9.690 .0137 .0082 .08 1.37 1.47 1.19 .012 .00 .00 PIPE 475.337 976.623 1.420 978.044 24.00 8.34 1.08 979.12 .00 1.67 2.48 2.500 .000 .00 1 .0 6.303 .0137 .0072 .05 1.42 1.36 1.19 .012 .00 .00 PIPE 481.640 976.710 1.477 978.187 24.00 7.95 .98 979.17 .00 1.67 2.46 2.500 .000 .00 1 .0 JUNCT STR .1375 .0099 .04 1.48 1.26 .012 .00 .00 PIPE 485.640 977.260 1.178 978.438 18.30 9.51 1.40 979.84 .00 1.54 1.97 2.000 .000 .00 1 .0 45.390 .0132 .0130 .59 1.18 1.69 1.17 .012 .00 .00 PIPE M M M M M M M M M M IM M M =11 M M M M M FILE: LINE-C-3.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 2 Program Package Serial Number: 1585 WATER SURFACE PROFILE LISTING Date: 1-25-2007 Time: 9:28:40 HYDRAULIC ANALYSIS FOR STORM DRAIN IN THE NORTH EASTERN PORTION BUILDING C, JURUPA BUSINESS PARK, W.O. 06-0386 01/24/07; LINE C-3 (NW CORNER); TD; LINE C-3.OUT Invert Depth water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/lBase wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I width I'Dia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X-Fallj ZR IType Ch 531.030 977.860 1.184 979.044 18.30 9.45 1.39 980.43 .00 1.54 1.97 2.000 .000 .00 1 .0 88.820 .0130 .0124 1.10 1.18 1.68 1.18 012 00 00 PIPE 619.850 979.011 1.211 980.222 18.30 9.19 1.31 981.53 .00 1.54 1.95 2.000 .000 .00 1 .0 42.056 .0130 .0113 .48 1.21 1.61 1.18 012 00 00 PIPE 661.906 979.557 1.261 980.818 18.30 8.77 1.19 982.01 .00 1.54 1.93 2.000 .000 .00 1 .0 18.774 .0130 .0100 .19 1.26 1.49 1.18 012 00 00 PIPE 680.680 979.800 1.315 981.115 18.30 8.36 1.08 982.20 .00 1.54 1.90 2.000 .000 .00 1 .0 3.145 .0172 .0091 .03 1.31 1.37 1.08 012 00 00 PIPE 683.825 979.854 1.346 981.200 18.30 8.14 1.03 982.23 .00 1.54 1.88 2.000 .000 .00 1 .0 3.913 .0172 .0084 .03 1.35 1.31 1.08 012 00 00 PIPE 687.738 979.921 1.405 981.326 18.30 7.76 .93 982.26 .00 1.54 1.83 2.000 .000 .00 1 .0 2.161 .0172 .0075 .02 1.41 1.20 1.08 012 00 00 PIPE 689.898 979.958 1.469 981.427 18.30 7.40 .85 982.28 .00 1.54 1.77 2.000 .000 .00 1 .0 .682 .0172 .0067 .00 1.47 1.10 1.08 012 00 00 PIPE 690.580 979.970 1.540 981.510 18.30 7.05 .77 982.28 .00 1.54 1.68 2.000 .000 .00 1 .0 699.580 -I- 980.020 -I- 1.540 -I- 981.560 -I- 18.30 -I- 7.05 -I- .77 -I- 982.33 -I- .00 -I- 1.54 -I- 1.68 -I- 2.000 -I- .000 -I- .00 1 .0 I- I ICATCH BASIN AND INLET SIZING CALCULATIONS I I I I u I I I I rl I I I ALBERT XWEBBASSOCIATES P j - BLDC@47.RES HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1238 Analysis prepared by: Albert A. Webb Associates 3788 McCray Street Riverside, CA 92506 Phone (951) 686-1070 Fax (951) 788-1256 -------- ------ -------------------------------------------------------- TIME/DATE OF STUDY: 09:20 01/18/2007 DESCRIPTION OF STUDY JURUPA BUSINESS CENTER - BUILDING C; CATCH BASIN @ NODE 47 • TD 01/18/07 • W.O. 06-0386 >>>>SUMP TYPE BASIN INPUT INFORMATION<<<< ---------------------------------------------------------------------------- Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. BASIN INFLOW(CFS) = 7.90 BASIN OPENING(FEET) 0.50 DEPTH OF WATER(FEET) 0.60 >>>>CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) 5.96 A=C=A=TCH BASIN OF WIDTH, W = 7' IS PROPOSED. I Page 1 H HYDRAULIC ROUTING FOR LINE C-2 SYSTEM I STORmTECH CHAMBER (LINE C-2) h� H7 k u 11 H- iALBERT A.WEBBASSOCIATES I I I I I I I I I I I I I I I d ROUTBLDC.out FLOOD HYDROGRAPH ROUTING PROGRAM Copyright (c) CIVILCADD/CIVILDESIGU, 1989 - 2004 Study date: 01/18/07 HYDRAULIC ROUTING OF PROPOSED STORMTECH CHAMBERS DURING A 100 -YEAR STORM EVENT FOR DEVELOPED CONDITION JURUPA BUSINESS PARK W.O. 06-0386 01/18/07 TD -------------------------------------------------------------------- Program License Serial Number 4010 -------------------------------------------------------------------- HYDROGRAPH INFORMATION From study/file name: BLDC.rte ****************************HYDROGRAPH DATA**************************** Number of intervals = 101 Time interval = 15.0 (Min.) Maximum/Peak flow rate = 35.438 (CFS) Total volume = 12.008 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 ...................................................................... Process from Point/Station 14.000 to Point/Station 15.000 **** RETARDING BASIN ROUTING **** User entry of depth -outflow -storage data -------------------------------------------------------------------- Total number of inflow hydrograph intervals = 101 Hydrograph time unit = 15.000 (Min.) Initial depth in storage basin = 0.00(Ft.) -------------------------------------------------------------------- -------------------------------------------------------------------- Initial basin depth = 0.00 (Ft.) Initial basin storage = 0.00 (Ac.Ft) Initial --------------------------------------------------------------------- basin outflow = 0.00 (CFS) -------------------------------------------------------------------- Depth vs. Storage and Depth vs. Discharge data: Basin Depth Storage Outflow (S-O*dt/2) (S+O*dt/2) (Ft.) (Ac.Ft) (CFS) (Ac.Ft) (Ac.Ft) --------------------------------------------------------------------- 0.000 0.000 0.000 0.000 0.000 1.000 0.080 0.840 0.071 0.089 2.000 0.170 0.850 0.161 0.179 3.000 0.250 0.900 0.241 0.259 4.000 0.330 0.950 0.320 0.340 5.000 0.420 1.100 0.409 0.431 6.000 0.421 2.500 0.395 0.447 7.500 0.422 40.000 0.009 0.835 -------------------------------------------------------------------- --------------------------------------------------------------------- Hydrograph Detention Basin Routing Graph values: III= unit inflow; 101=outflow at time shown Time --------------------------------------------------------------------- Inflow Outflow Storage Depth (Hours) (CFS) (CFS) (Ac.Ft) .0 8.9 17.72 26.58 35.44 (Ft.) 0.250 1.26 0.12 0.012 01 0.15 0.500 3.29 0.54 0.052 0 1 0.65 0.750 3.47 0.84 0.107 0 1 1.30 1.000 3.51 0.85 0.162 0 1 1.91 1.250 3.54 0.88 0.217 0 1 2.59 1.500 3.57 0.91 0.272 0 1 3.27 1.750 3.60 0.95 0.327 0 1 3.96 2.000 3.63 1.03 0.381 0 1 4.57 2.250 3.65 2.37 0.421 01 5.91 2.500 3.68 4.95 0.421 10 6.10 Page 1 ROU-BLDC cut - 2 . 750 3 .71 2 .45 0 .421 CI 7 3.000 3.74 4�98 ID.421 ic 3 .250 3 . - - 2 . 53 .421 CI 3 . 5 �, C 3 . 3 a 5 . C 3 D 3.750 3.83 2.60 0.421 01- 4-000 3.86 5.08 0.421 10 6.10 4 .250 3 . 90 2 .68 0 .421 oi 6 . 01 4 . 500 3 . 93 5 . 14 0 .421 10 6 11 4.750 3.97 2.77 0.421 oi 6.01 5.000 4.00 5.20 0.421 10 6.11 5.2SO 4.04 2.85 0.421 Oi 6 . 01 5.500 4.08 5.27 0.421 10 6.11 5.750 4.12 2.95 0.421 01 6.02 6.000 4.17 5-34 0.421 IC 6.11 6.250 4.21 3.04 0.421 01 6.02 6.500 4.25 5.41 0.421 10 6.12 6.750 4.30 3.15 0.421 01 6.03 7.000 4.35 5.50 0.421 iO 6.12 7.250 4.40 3.26 0.421 oi 6.03 7.500 4.45 5.59 0.421 10 6.12 7.750 4.51 3.38 0.421 01 6.04 8 .000 4 . 56 5 .69 0 .421 10 6 . 13 8.250 4.62 3.50 0.421 oi 6.04 8 . 500 4 .68 5 . 80 0 .421 10 6 . 13 8.750 4.75 3.64 0.421 01 6.05 9. 000 4 . 82 5 . 92 0 .421 10 6 . 14 9.250 4.89 3.79 0.421 01 6.05 9.500 4.96 6.05 0.421 10 6.14 9 . '750 5 .04 3 . 96 0 .421 01 6 . 06 10.000 S.13 6.21 0.421 10 6.15 10.250 5.22 4.14 0.421 01 6.07 10.500 5.31 6.38 0.421 10 6.16 10.750 5.41 4.35 0.421 01 6.07 11.000 5.52 6.57 0.421 10 6.16 11.250 5.63 4.58 0.421 CI 6.08 11.500 5.75 6.80 0.421 io 6.17 11.750 5.88 4.84 0.421 01 6.09 12.000 6.02 7.06 0.421 io 6.18 12.250 6.07 5.04 0.421 01 6.10 12.500 6.06 7.08 0.421 io 6.18 12.750 6.23 5.21 0.421 01 6.11 13.000 6.44 7.45 0.421 io 6.20 13 .250 6 .67 5 .66 0.421 01 6.13 13.500 6.93 7.93 0.421 iol 6.22 13.750 7.23 6.23 0.421 oi 1 6.15 14.000 7.57 8.56 0.421 iol 6.24 14.250 7.98 6.99 0.421 oil 6.18 14.500 8.47 9.45 0.421 io 6.28 14.750 9.05 8.08 0.421 oi 6.22 15.000 9.80 10.78 0.421 io 6.33 15.250 10.80 9.83 0.421 oi 6.29 15.500 11.36 12.33 0.421 1 io 6.39 15.750 11.94 10.98 0.421 101 6.34 16.000 18.19 19.12 0.421 io 6.66 16.250 34.84 33.86 0.422 oil 7.25 16.500 35.44 36.41 0.422 0 7.36 16.7SO 13.30 12-39 0.421 01 6.40 17.000 10.04 10.9s 0.421 10 6.34 17.250 8.60 7.70 0.421 oil 6.21 17.500 7.63 8.53 0.421 iol 6.24 17.7SO 6.94 6.OS 0.421 oi 6.14 18.000 6.44 7.33 0.421 io 6.19 18.250 6.16 5.27 0.421 01 6.11 18.500 6.01 6.89 0.421 io 6.18 18.750 5.75 4.87 0.421 01 6.09 19.000 5.51 6.39 0.421 10 6.16 19.250 5.31 4.44 0.421 0 6.08 19.500 5.13 5.99 0.421 10 6.14 19.750 4.96 4.10 0.421 01 6.06 20.000 4.82 5.67 0.421 10 6.13 20.250 4.68 3.83 0.421 01 6.05 20.500 4.56 5.41 0.421 0 6.12 20.750 4.45 3.61 0.421 01 6.04 21.000 4.35 5.18 0.421 10 6.11 21.2SO 4.25 3.42 0.421 0 6.04 21.500 4.16 4.99 0.421 10 6.10 21.750 4.08 3.26 0.421 01 6.03 22.000 4.00 4.82 0.421 10 6.09 22.250 3.93 3.12 0.421 01 6.02 22.500 3.86 4.67 0.421 10 6.09 22.750 3.80 2.99 0.421 01 6.02 23.000 3.74 4.54 0.421 10 6.08 Page 2 Remaining water in basin = 0.01 (Ac.Ft) **��***********�*�**-*-*****HYDROGP,APH DATA****-*********************** Number of intervals = 126 Time interval = 15.0 (Min.) Maximum/Peak flow rate = 36.408 (CFS) Total volume = 12.000 (Ac.Ft) Status of hydrographs being held in storage Stream I Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft� 0.000 0.000 0.000 0.000 0.000 -------------------------------------------------------------------- Page 3 ROUTBLDC.out- 23.250 3.68 2.88 0.421 01 -3.32 23.500 3.62 4.42 0.421 0 23.750 3.57 2.79 0.421 31 24.000 3.52 4.31 24 .250 2 .23 1 . 51 0 .420 GI 5 . 30 24.500 0.19 1.10 0.418 0 4.98 24.750 0.03 1.06 0.398 0 4.76 25.000 0.01 1.03 0.377 0 4.52 25.250 0.00 0.99 0.356 0 4.29 25.500 0.00 0.96 0.336 0 4.07 25 .750 0 .00 0 . 94 0 . 317 0 3 . 83 26.000 0.00 0.93 0.297 0 3.59 26.250 0.00 0.92 0.278 0 3.35 26 . 500 0 . 00 0. 91 0.259 0 3 . 12 26.750 0.00 0.89 0.241 0 2.88 27.000 0.00 0.88 0.222 0 2.65 27.250 0.00 0.87 0.204 0 2.43 27.500 0.00 0.86 0.186 0 2.20 27 .750 0 . 00 0 .85 0 . 169 0 1 . 98 28.000 0.00 0.85 0.151 0 1.79 28 .250 0 . 00 0 . 85 0 . 134 0 1 .60 28.500 0.00 0.84 0.116 0 1.40 28.750 0.00 0.84 0.099 0 1.21 29.000 0.00 0.84 0.081 a 1.01 29.250 0.00 0.69 0.066 0 0.82 29.500 0.00 0.55 0.053 0 0.66 29.750 0.00 0.45 0.042 0 0.53 30.000 0.00 0.36 0.034 0 0.43 30.250 0.00 0.29 0.027 0 0.34 30.500 0.00 0.23 0.022 0 0.28 30.750 0.00 0.19 0.018 0 0.22 31.000 0.00 0.15 0.014 0 0.18 31.250 0.00 0.12 0.011 0 0.14 31.500 0.00 0.10 0.009 0 0.12 Remaining water in basin = 0.01 (Ac.Ft) **��***********�*�**-*-*****HYDROGP,APH DATA****-*********************** Number of intervals = 126 Time interval = 15.0 (Min.) Maximum/Peak flow rate = 36.408 (CFS) Total volume = 12.000 (Ac.Ft) Status of hydrographs being held in storage Stream I Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft� 0.000 0.000 0.000 0.000 0.000 -------------------------------------------------------------------- Page 3 BLDC.out U n i t H y d r o g r a p h A n a 1 y s i s Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2004, Version 7.0 Study date 01/18/07 ........................................................................ ------------------------------------------------------------------------ San Bernardino County Synthetic Unit Hydrology Method Manual date - August 1986 Program License Serial Number 4010 ---- ---------- -------- --- --------- --------- UNIT HYDROGRAPH ANALYSIS FOR DEVELOPED CONDITION BUILDING C - FOR SUBAREAS THAT DRAIN TO STORMTECH CHM&BER 01/18/07 W.O. 06-0386 TD -------------------------------------------------------------------- Storm Event Year = 100 Antecedent Moisture Condition = 3 English (in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format Area averaged rainfall intensity isohyetal data: Sub -Area Duration Isohyetal (Ac.) (hours) (In) Rainfall data for year 100 19.78 1.35 Rainfall data for year 100 19.78 6 3.60 -------------------------------------------------------------------- Rainfall data for year 100 19.78 24 8.00 -------------------------------------------------------------------- .................................................................... ******** Area -averaged max loss rate, Fm ******** SCS curve SCS curve Area Area Fp(Fig C6) Ap Fm No.(AMCII) NO.(AMC 3) (Ac.) Fraction (In/Hr) (dec.) (In/Hr) 32.0 52.0 19.78 1.000 0.785 0.100 0.079 Area -averaged adjusted loss rate Fm (In/Hr) = 0.079 Area -Averaged low loss rate fraction, Yb Area Area SCS CN SCS CN S Pervious (Ac.) Fract (AMC2) (AMC3) Yield Fr 1.98 0.100 32.0 52.0 9.23 0.308 17.80 0.900 98.0 98.0 0.20 0.970 Area -averaged catchment yield fraction, Y = 0.904 Area -averaged low loss fraction, Yb 0.096 User entry of time of concentration 0.200 (hours) .................................................................... Watershed area = 19.78(Ac.) Catchment Lag time 0.160 hours Unit interval = 15.000 minutes Unit interval percentage of lag time = 156.2500 Hydrograph baseflow = 0.00(CFS) Average maximum watershed loss rate(Fm) = 0.079(In/Hr) Average low loss rate fraction (Yb) = 0.096 (decimal) VALLEY DEVELOPED S -Graph proportion = 0.900 VALLEY UNDEVELOPED S -Graph proportion = 0.100 FOOTHILL S -Graph proportion = 0.000 MOUNTAIN S -Graph proportion = 0.000 Page 1 IBLDC.out DESERT S -Graph proportion = -0.000 I I I I F 1� I I I I I I I I Computed peak 5 -minute rainfall 0.500(In) Computed peak 30 -minute rainfall 1.023�In) Specified peak 1 -hour rainfall = 1.350(In) Computed peak 3 -hour rainfall = 2.463(In) Specified peak 6 -hour rainfall = 3.600(In) Specified peak 24-hour rainfall 8.000(In) Rainfall depth area reduction factors: Using a total area of 19.78(Ac.) (Ref: fig. E-4) 5 -minute factor 0.999 Adjusted rainfall = 0.499(In) 30 -minute factor 0.999 Adjusted rainfall = 1.022(In) 1 -hour factor = 0.999 Adjusted rainfall = 1.349(In) 3 -hour factor = 1.000 Adjusted rainfall = 2.463(In) 6 -hour factor = 1.000 Adjusted rainfall = 3.600(In) 24-hour factor = --------------------------------------------------------------------- 1.000 Adjusted rainfall = 8.000(In) U n i t H y d r o g r a p h ..................................................................... Interval , S' Graph Unit Hydrograph Number Mean values ((CFS)) Page 2 (K = 79.74 (CFSH 1 36.201 28.866 2 94.531 46.511 3 99.203 3.726 4 99.673 0.374 5 99.902 0.183 6 100.000 0.078 --------------------------------------------------------------------- Peak Unit Adjusted mass rainfall Unit rainfall Number (In) (In) 1 0.7747 0.1160 2 1.0222 0.0719 3 1.2021 0.0553 4 1.3487 0.0461 5 1.5242 0.0566 6 1.6844 0.0520 7 1.8330 0.0484 8 1.9722 0.0455 9 2.1037 0.0431 10 2.2287 0.0410 11 2.3483 0.0393 12 2.4630 0.0377 13 2.5733 0.0363 14 2.6799 0.0351 15 2.7831 0.0340 16 2.8831 0.0330 17 2.9805 0.0321 18 3.0752 0.0313 19 3.1676 0.0305 20 3.2578 0.0298 21 3.3460 0.0292 22 3.4323 0.0286 23 3.5169 0.0280 24 3.5998 0.0275 25 3.6854 0.0284 26 3.7696 0.0279 27 3.8525 0.0275 28 3.9340 0.0270 29 4.0144 0.0266 30 4.0935 0.0263 31 4.1716 0.0259 32 4.2486 0.0255 33 4.3246 0.0252 34 4.3996 0.0249 35 4.4736 0.0246 36 4.5468 0.0243 37 4.6192 0.0240 38 4.6907 0.0237 39 4.7614 0.0235 40 4.8313 0.0232 41 4.9005 0.0230 42 4.9690 0.0228 43 5.0368 0.0225 44 5.1040 0.0223 45 5.1705 0.0221 Page 2 BLDC.out 413 5 2364 0219 47 5 3016 3 C217 48 2663 2 1 ts ;9 �.43'J4 _.__13 50 '75.4940 3 j211 S1 5.5570 0.0210 52 5.6195 0.0208 53 5.6815 -0.0206 S4 S.7431 0.0204 55 S.8041 0.0203 56 5.8646 0.0201 57 5.9247 0.0200 58 5.9844 0.0198 59 6.0436 0.0197 60 6.1024 0.0196 61 6.1608 0.0194 62 6.2188 0.0193 63 6.2763 0.0192 64 6.3335 0.0190 65 6.3903 0.0189 66 6.4468 0.0188 67 6.5029 0.0187 68 6.5586 0.0185 69 6.6140 0.0184 70 6.6690 0.0183 71 6.7238 0.0182 72 6.7781 0.0181 73 6.8322 0.0180 74 6.8860 0.0179 75 6.9394 0.0178 76 6.9926 0.0177 77 7.0454 0.0176 78 7.0980 0.0175 79 7.1503 0.0174 80 7.2023 0.0173 81 7.2540 0.0172 82 7.3054 0.0171 83 7.3566 0.0170 84 7.4075 0.0169 85 7.4582 0.0169 86 7.5086 0.0168 87 7.5588 0.0167 88 7.6087 0.0166 89 7.6584 0.0165 90 7.7079 0.0165 91 7.7571 0.0164 92 7.8061 0.0163 93 7.8548 0.0162 94 7.9034 0.0162 95 7.9517 0.0161 96 7.9998 0.0160 --------------------------------------------------------------------- unit Unit Unit Effective Period Rainfall Soil -Loss Rainfall (number) --------------------------------------------------------------------- (In) (In) (In) 1 0.0481 0.0046 0.043S 2 0.0484 0.0047 0.0438 3 0.0488 0.0047 0.0441 4 0.0491 0.0047 0.0444 S 0.0495 0.0048 0.0447 6 0.0498 0.0048 0.0450 7 0.0502 0.0048 0.0454 8 0.0506 0.0049 0.0457 9 0.0510 0.0049 0.0461 10 0.0513 0.0049 0.0464 11 0.0518 0.0050 0.0468 12 0.0522 0.0050 0.0471 13 0.0526 0.0051 0.0475 14 O.OS30 0.0051 0.0479 15 0.0535 0.0051 0.0483 16 0.0539 0.0052 0.0487 17 0.0544 0.0052 0.0492 18 0.0549 0.0053 0.0496 19 0.0554 O.00S3 0.0501 20 0.0559 0.0054 0.0505 21 0.0565 0.0054 0.0511 22 0.0570 0.0055 0.0515 23 0.0576 0.0055 0.0521 24 0.0582 0.0056 0.0526 25 O.OS88 0.0057 0.0532 26 0.0595 0.0057 0.0537 Page 3 d I I I I 11 I I I I I I I I I -------------------------------------------------------------------- Total soil rain loss = 0.71(In) Total effective rainfall 7.29(In) Peak flow rate in flood hydrograph = 35.44(CFS) --------------------------------------------------------------------- .................................................................... 24 - H 0 U R S T 0 R M --------------- R - u - n - o - f - f ------ H - y - d - r - o - g - r - a - p - h ----------------- - - - - - - - - - - - - - - - - Hydrograph in 15 Minute intervals ((CFS)) Page 4 BLDC.out 27 0.0601 0.0058 0.0544 28 0.0608 0.0059 0.0550 29 0.0616 0.0059 0.0556 30 0.0623 0.0060 0.0563 31 0.0631 0.0061 0.0570 32 0.0639 0.0061 0.0577 33 0.0648 0.0062 0.0585 34 0.0656 0.0063 0.0593 35 0.0666 0.0064 0.0602 36 0.0675 0.0065 0.0610 37 0.0686 0.0066 0.0620 38 0.0696 0.0067 0.0629 39 0.0708 0.0068 0.0640 40 0.0720 0.0069 0.0650 41 0.0733 0.0071 0.0662 42 0.0746 0.0072 0.0674 43 0.0761 0.0073 0.0688 44 0.0776 0.0075 0.0701 45 0.0793 0.0076 0.0717 46 0.0810 0.0078 0.0732 47 0.0830 0.0080 0.0750 48 0.0850 0.0082 0.0768 49 0.0831 0.0080 0.0751 50 0.0855 0.0082 0.0773 51 0.0884 0.0085 0.0799 52 0.0914 0.0088 0.0826 53 0.0950 0.0091 0.0859 54 0.0988 0.0095 0.0893 S5 0.1035 0.0100 0.0936 56 0.1086 0.0105 0.0982 57 0.1152 0.0111 0.1042 58 0.1225 0.0118 0.1108 59 0.1324 0.0127 0.1196 60 0.1442 0.0139 0.1304 61 0.1619 0.0156 0.1463 62 0.1533 0.0147 0.1385 63 0.1869 0.0180 0.1689 64 0.3566 0.0196 0.3370 6S 0.6587 0.0196 0.6390 66 0.1671 0.0161 0.1510 67 0.1426 0.0137 0.1289 68 0.1215 0.0117 0.1098 69 0.1079 0.0104 0.0975 70 0.0983 0.0095 0.0888 71 0.0910 0.0088 0.0822 72 0.0852 0.0082 0.0770 73 0.0847 0.0081 0.0766 74 0.0808 0.0078 0.0730 75 0.0774 0.0074 0.0699 76 0.0744 0.0072 0.0672 77 0.0718 0.0069 0.0649 78 0.0695 0.0067 0.0628 79 0.0674 0.0065 0.0609 80 0.0655 0.0063 0.0592 81 0.0638 0.0061 0.0576 82 0.0622 0.0060 0.0562 83 0.0607 0.0058 0.0549 84 0.0594 0.0057 0.0537 85 0.0581 0.0056 0.0525 86 0.0569 0.0055 0.0515 87 0.0559 0.0054 0.0505 88 0.0548 0.0053 0.0496 89 0.0539 0.0052 0.0487 90 0.0530 0.0051 0.0479 91 0.0521 0.0050 0.0471 92 0.0513 0.0049 0.0463 93 0.0505 0.0049 0.0456 94 0.0498 0.0048 0.0450 95 0.0491 0.0047 0.0443 96 0.0484 0.0047 0.0437 -------------------------------------------------------------------- Total soil rain loss = 0.71(In) Total effective rainfall 7.29(In) Peak flow rate in flood hydrograph = 35.44(CFS) --------------------------------------------------------------------- .................................................................... 24 - H 0 U R S T 0 R M --------------- R - u - n - o - f - f ------ H - y - d - r - o - g - r - a - p - h ----------------- - - - - - - - - - - - - - - - - Hydrograph in 15 Minute intervals ((CFS)) Page 4 0. LZI r7l 0 BLDC.out -------------------------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 10.0 20.0 30.0 40.0 0+15 0.0259 1.26 VQ 0+30 0.0939 3.29 V Q 0+45 0.1656 3.47 V Q 1+ 0 0.2381 3.51 V Q 1+15 0.3114 3.54 V Q 1+30 0.3852 3.57 IV Q 1+45 0.459S 3.60 IV Q 2+ 0 0.5344 3.63 IV Q 2+15 0.6099 3.65 VQ 2+30 0.6859 3.68 VQ 2+45 0.762S 3.71 VQ 3+ 0 0.8398 3.74 VQ 3+15 0.9176 3.77 Q 3+30 0.9961 3.80 Q 3+45 1.0753 3.83 Q 4+ 0 1.1551 3.86 Q 4+15 1.2356 3.90 QV 4+30 1.3169 3.93 QV 4+45 1.3988 3.97 QV 5+ 0 1.4816 4.00 Q 5+15 1.5651 4.04 QV 5+30 1.6495 4.08 QV 5+45 1.7346 4.12 QV 6+ 0 1.8207 4.17 Q V 6+15 1.9076 4.21 Q V 6+30 1.9955 4.25 Q V 6+45 2.0844 4.30 Q V 7+ 0 2.1742 4.35 Q V 7+15 2.2651 4.40 Q V 7+30 2.3571 4.45 Q V 7+45 2.4502 4.51 Q V I 8+ 0 2.5445 4.56 Q V I 8+15 2.6400 4.62 Q V I 8+30 2.7368 4.68 Q VI 8+45 2.8349 4.75 Q VI 9+ 0 2.9344 4.82 1 Q VI 9+15 3.0354 4.89 Q V 9+30 3.1380 4.96 Q V 9+45 3.2422 5.04 Q V 10+ 0 3.3481 5.13 Q V 10+15 3.4559 5.22 Q IV 10+30 3.5656 5.31 Q IV 10+45 3.6773 5.41 Q I v 11+ 0 3.7913 5.52 Q I v 11+15 3.9076 5.63 Q I V 11+30 4.0264 5.75 Q I V 11+45 4.1479 5.88 Q I V 12+ 0 4.2724 6.02 Q I V 12+15 4.3977 6.07 Q I V 12+30 4.5229 6.06 Q I V 12+45 4.6516 6.23 Q I V 13+ 0 4.7846 6.44 Q I V 13+15 4.9224 6.67 Q I V I 13+30 5.0656 6.93 Q I V I 13+45 5.2149 7.23 Q I V I 14+ 0 5.3713 7.57 Q I v I 14+1S 5.5362 7.98 Q I V I 14+30 5.7111 8.47 Q I VI 14+45 5.8981 9.05 Q1 VI 15+ 0 6.1007 9.80 Q1 V 15+15 6.3239 10.80 Q V 15+30 6.5586 11.36 IQ IV 15+45 6.8054 11.94 IQ I V 16+ 0 7.1811 18.19 1 Q I V 16+15 7.9009 34.84 V I Q 16+30 8.6331 35.44 V I Q 16+45 8.9078 13.30 Q I VI 17+ 0 9.1153 10.04 Q I V 17+15 9.2931 8.60 Q I I V 17+30 9.4508 7.63 Q I I IV 17+45 9.5943 6.94 Q I I IV 18+ 0 9.7274 6.44 Q V 18+15 9.8546 6.16 Q V 18+30 9.9787 6.01 Q V 18+45 10.0975 5.75 Q V 19+ 0 10.2114 5.51 Q V 19+15 10.3211 5.31 Q V 19+30 10.4270 5.13 Q V 19+45 10.5295 4.96 Q V Page 5 h H d p H F1 L I I Page 6 BLDC.out 20+ 0 10.6291 4.82 Q v 20+15 10*7258 4,68 Q V 20+30 10.8201 4.56 Q v 20+45 10.9120 4.45 Q v 21+ 0 11.0018 4.35 Q v 21+15 11.0897 4.25 Q v 21+30 11*1757 4*16 Q V 21+45 11.2600 4.08 Q v 22+ 0 11.3428 4.00 Q v 22+15 11.4240 3.93 Q v 22+30 11.5038 3.86 Q v 22+45 11.5823 3.80 Q v 23+ 0 11.6595 3.74 Q v 23+15 11.7355 3.68 Q v 23+30 11.8104 3.62 Q v 23+45 11.8842 3.57 Q v 24+ 0 11.9569 3.52 Q v 24+15 12.0030 2.23 Q v 24+30 12.0069 0.19 Q v 24+45 12.0075 0.03 Q v 25+ 0 12,0077 0.01 Q V 25+15 ----------------------------------------------------------------------- 12.0078 0.00 Q v h H d p H F1 L I I Page 6 H I APPENDIX A - LOCATION MAP fl H' IF", H H F D 11 11 IALBERT A.WEBBASSOCIATES H H H F d F H H H n H VICINITY MAP NOT TO SCALE SECTION 25, Tl S, R6W, SBMAO SAN BERNARDINO AVE. M� VALLEY BLVD. Lli SLOVER AVE. UP RAILROAD < 0 Li Li Li bi Li > < ry ui m < Of Li Li SANTA ANA AVE. :!s < 0 a_ 0 => -1 n < m < :D > Lli A B C < JURUPA AVE. SITE n H VICINITY MAP NOT TO SCALE SECTION 25, Tl S, R6W, SBMAO H I APPENDIX B - REFERENCES p F p H u u E ll� HYDROLOGIC SOILS GROUP MAP FOR SOUTHWEST -A AREA (C-5) SBFCD VALLEY AREA ISOHYETALS 10 YEAR 1 HOUR (B-3) SBFCD VALLEY AREA ISOHYETALS 100 YEAR 1 HOUR (B-4) SOIL PERCOLATION INVESTIGATION I IALBERT A.WEBBASSOCIATES w T D 4", 1 z 'N -AN (7. W-1 e X 7 _j --- �io W_m , t f I IL N A' L 11 C) "b -Y X�: X f.,4 4h ff. 6 A a eat 146Q �o' A—A 7 A �M5 A A A t CIL A B Aqv 1 � I t -_ - It ' - I - , a 17 ------------------ - 1k 11 A ol t re, A z 47 B '4Z 4 1 L A SAN BERNARDINO COUNTY HYDROLOGY MANUAL LEGM SOIL GROUP BOUNDARY cz.� A A SOIL GROUP DESIGNATION SCALE 1 48,000 BOUNDARY OF INDICATED SOURCE SCALE REDUCED By 1/2 HYDROLOGIC SOILS GROUP MAP FOR INDEX MAP SOUTHWEST -A AREA C -L SAN BERNARDINO COUNTY C_ 3f— C-4 LEGM SOIL GROUP BOUNDARY cz.� A A SOIL GROUP DESIGNATION SCALE 1 48,000 BOUNDARY OF INDICATED SOURCE SCALE REDUCED By 1/2 HYDROLOGIC SOILS GROUP MAP FOR INDEX MAP SOUTHWEST -A AREA LLCERNE VALLE Y R R6W w �/F R2E w R5 P4W _J�2 RiW RIE T4N 4 9 T N -T.3 I t CST IT 9 4 1 2 4 + L 4— 'j S'p Is 15 TI —1. lk� T 3N T_ 16 1.4 3N� 4— el 4 9L 0 1 3 IV L A- E.0 -L D. 'N I bt AR I Z T 2) N E N 5T2 N .10 LANE ILLW 4L - 14 7`4 /vs 4 SUUARL 0- T fff 3"INGS I I tN -4 - F 00, 7 ;4 T T I N C", T N I GH7 ALT� J P L 5.1 N D VV I— N DI 0 �L�.I T7 1 T R I A 'CICAW FOP F, S TON T -If S ...... cr, CRES71W E o" IN QAAN@ TEMPI CHINO 7 '7 BERNA001ko 1 R I E R E 31� RIV403'DE COUNTvl�� 3.100 T2S ------- 7 _T I RSIDE 0 -4. ROOF- + Z- a R4W 3 R2W SAN BERNARDINO COUNTY FLOOD CONTROL DISTRICT R 5W. REDUCED DRAM NG VALLEY AREA ISOHYETALS T3S "=4 MILES To — 10 YEAR I HOUR SCALE I "$ED ON USOC, kOAA ATLAS 2,1973 SAN BERNARDINO COUNTY 10 A API BY LE G E N 0 '1_4c U N I Iq U L Z t N U I IV t t M R7W R6 HYDROLOGY MANUAL ISOLINES PRECIPITATION (INCHES) DATE I SCALE I __F_ R BW I FILE NO -- NO . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1982 1 .. .!mi. I WRO-I 1 3 -f 12 N MA I k �Mq ME lom IL I A P.1 M. 1p - WAIN BMW Nook"" UCED DRAWING VALLEY AREA ISOMYETALS SCALE 1" 4 NILES Yw-100 YEAR I HOUR BASM ON U-SJD.r- KOAA AFLAS t, ws 1771 C. H. J. Incorporated 1355 E. Cooley Drive, Colton, CA 92324 * Phone (909) 824-7210 * Fax (909) 824-7209 15345 Anacapa Road, Suite D, Victorville, CA 92392 * Phone (760) 243-0506 * Fax (760) 243-1225 January 9. 2007 Mr. Dennis Bean Job No. 061101 -21 3204 Broad Street Newport Beach.. California 92663 Subject: Soil Percolation Investigation Jurupa Business Park Fontana, California Reference: Geotechnical Investigation WW Proposed Jurupa Business Park Jurupa Avenue Fontana, California Report Prepared by C.H.J., Incorporated Dated June 10, 2005, Job No. 05446-3 1771 Dear Mr. Bean: As requested, we have performed percolation/infiltration testing at the subject site in order to evaluate SIN the infiltration potential of the soils on the site for storm "later disposal. It is our understanding that stonn water runoff is proposed to be collected within indi-vidual trench drain systems located on the northwest comer of each of the three blocks and also in the southwest comer of the westerly block. The approxi- inate location of the Jurupa Business Park is indicated on the attached Index Map (Enclosure "A- I It is our understanding that the proposed storm water disposal system being considered consists of open - bottom polyproplylene corrugated wall storn, water collection chambers. Based on the manufacturer's (Stormtech) inforination provided to our firni by Albert A. Webb Associates, we understand that the open bottom storm water chambers are typically 30± inches in height and installed with 18 to 96 inches of cover. Beneath and around the chambers. the manufacturer reconiniends the placement of crushed rock. —I GEOTECHNICAL ENGINEERING * MATERIALS TESTING * CONSTRUCTION INSPECTION * ENVIRONMENTAL CONSULTING www.chjinc.com I !-,:Lj 4ss� Pape No. 2 Job No. 061101-2 Our percolation tests -,vere perfon-ned at depths of approximately 4 to 5 and 6 to 7 feet below the existing I — ground surface. Based on the uniformity of soils encountered duning the referenced geotechnical conditions and percolation rates at depths of 2 to 40 feet below the investigation, we anticipate simi I I I existing ground surface. Our report is not intended to specify the design or manufacturer of the storrn water collection chambers. We do recommend that the installation of chambers be in accordance with the manufacturer's latest design recommendations. MW FIELD INVESTIGATION AND SUBSURFACE SOIL CONDITIONS Subsurface soils conditions underlying the site were explored during the referenced geotechnical investi- gation performed by our firin. Information obtained from the previous geotechnical investigation indicated that the upper soils, consisting of silty sand and sandy silt, extended to depths of 5 to 6 feet. Beneath these upper soils, soils consisting of silty sands and poorly gaded sands, some with appreciable concentrations of gravel to 3 inches in size, were encountered to the maximum depths attained. Soils encountered in the percolation test pits are classified as poorly graded sands and are generally consistent with the soils encountered during the referenced investigation. do "M Neither bedrock nor groundwater was encountered nor was refusal experienced within the geotechnical An borlings to depths of 50± feet or within the percolation test pits. I TEST PROCEDURES Four test pits were excavated within the subject site on January 2, 2007. The locations of the test pits are indicated on the attached Plat (Enclosure "A-2"). Poorly graded sands were encountered within all of our do test pits. M Following excavation, percolation testing was performed within each of the test pits. qM dw AW 1AW OW ON do 4�s� Pa2e No. 3 Job No. 061101-2 Test holes, approximately 6 inches in diameter and 12 inches in depth, were excavated in the bottom of each pit. A perforated 6 -inch diameter plastic container was inserted into each test hole. In order to prepare the soils for testing, pre-soaking was perfonned by inverting a full 5 -gallon water bottle over the top of the perforated plastic container. The time for the water bottle to empty and for the hole to drain was recorded. Due to the relatively short time for the test holes to accept the water, perco- lation testing was performed immediately following the pre-soak. The tests were performed by measur- ing the time required for the water level inside the container to drop I inch. The measurement was repeated four times for each of the tests. Based upon the time required for a I -inch drop, an infiltration rate was calculated. The infiltration rates obtained are presented in the following table. Test Location/ Depth (ft.) Int-iltration Rate Soil Type (in./min.) (in./hr.) TP- 1/6.0 0.3 17 SP TP -2/4.0 0.2 14 SP TP -3/6.0 0.5 30 SP TP -4/4.0 0.4 24 SP Testing indicated infiltration rates ranging from 17 to 30 inches per hour, with an average rate of 21 inches per hour. It is our opinion that an infiltration rate of 20 inches per hour could be used as the infiltration rate in the design of the storin water retention systems, provided that proper maintenance is perforined. It should be cautioned that the rates were obtained in native soils, and rates for compacted soils would be anticipated to have lesser values. It should be noted that infiltration rates measured are ultimate rates based on short -duration field test results utilizing clear water. Infiltration rates can be affected by silt build-up, debris, degree of soil I n I ign to saturation, and other factors. An appropriate safety factor should be applied p ior to use in des' 4ss� Page No. 4 Z:� Job No. 061101-2 account for subsoil inconsistencies, possible compaction related to site grading, and potential silting of the percolating soils. The safety factor should also be deten-nined with consideration given to other factors in the storm water retention system design, particularly ston-n water volume estimates and the M safety factors associated with those design components. LIMITATIONS OW C.H.J., Incorporated has striven to perform our services within the limits prescribed by our client, and in a manner consistent with the usual thoroughness and competence of reputable geotechnical engineers and engineering geologists practicing under similar circumstances. No other representation, express or implied, and no warranty or guarantee is included or intended by virtue of the services performed or reports, opinion, documents, or otherwise supplied. This report reflects the testing conducted on the site as the site existed during the investigation, which is the subject of this report. However, changes in the conditions of a property can occur with the passage of time, due to natural processes or the works of man on this or adjacent properties. Changes in applicable or appropriate standards may also occur whether as a result of legislation, application, or the broadening of knowledge. Therefore, this report is indicative of only those conditions tested at the time of the subject investigation, and the findings of this report maybe invalidated fully or partially by changes outside of the control of C.H.J., Incorporated. This report is therefore subject to review and should not be relied upon after a period of one year. The conclusions and recommendations in this report are based upon observations performed and data collected at separate locations.. and interpolation between these locations, carried out for the project and M the scope of services described. It is assumed and expected that the conditions between locations M observed and/or sampled are similar to those encountered at the individual locations where observation go and sampling were perfori-ned. However, conditions between these locations may vary significantly. MR Should conditions be encountered in the field, by the client or any firm performing services for the client a or the client's assign, that appears different from those described herein. this firm should be contacted immediately in order that we might evaluate their effect. If this report or portions thereof are provided OW -0 440 do 0 0 N aw 0 0 0 0 0 0 N Ow 4�s� Paae No. 5 Job No. 061101-2 to contractors or included in specifications, it should be understood by all parties that they are provided for information only and should be used as such. The report and its contents resulting from this investigation are not intended or represented to be suitable for reuse on extensions or modifications of the pr 'ect, or for use on any other pr ' 01 01 ect. CLOSURE I We appreciate this opportunity to be of service and trust this letter provides the infori-nation desired at this time. Should you have any questions or corm-nents, please do not hesitate to contact this firm at your convenience. V /4 rn Exp �-31-2007 BW/ADE:tl",/sra Enclosures: "A- I" - Index Map "A-2" - Plat "A-3" - Gradation Curves Respectfully submitted, C.H.J., INCORPORATED Ben Williams, P.G. Senior Staff Geologist Allen D. Evans, G.E. 2060 Vice President Distribution: Mr. Dennis Bean 0) Albert A. Webb Associates (3) Z i4 L va -147 M 53 � i V Ago v-4, &jz- i.,1;A L A VE, South Fqn 41, T. ........... 'W4 ------ Cur '26 Ity. 'A �AN f Al SITE jJ0t--_ I -V -P- A 4 Wo IWO I Za ge, X A VE po t.; 36 6,rd Pek, 77 7. IWO MfTrAs INDEX MAP -N- FW: MR. DENNIS BEAN SOIL PERCOLATION INVESTIGATION Ewcumm bAv-- JURUPA BUSINESS PARK A-1 - im tsimam JANUARY 2007 FONTANA, CALIFORNIA 061101-2 SCALE: 1"= 2,0W 10� C.H.J. incorpmated Sieve Sizes - U.S.A. Standard Series (ASTIM C136) 3" 2" 1- 5': 3/4" 3/8" 4 10 20 40 60 100 200 100 IT 1. 90 80 70 >- 60 Co W 50 Z LL Z 40 W C) Of 30 W I 20 10 0 1000 100 10 1 0.1 001 0001 GRAIN SIZE IN MILLIMETRES F_Cobble�& Boulders Gravel Sand Silt Clav coarse Fine Coarse MLdi.. Fine Symbol Boring No Depth (ft) Classification 1310 (mm) D30 (mm) D50 (mm) D60 (mm) C� C, SE 1 6 (SP) Sand, fine to coarse with gravel to 3/4" 0.2205 0467 0.882 1 235 5599 0.800 0 2 4 (SP) Sand, fine to medium with coarse 0.1601 0.288 0.419 0.563 3514 0.919 A 3 6 (SP) Sand, fine to coarse with gravel to 3/4" 0.1857 0435 1.058 2.223 11 972 0.459 n 4 4 (SP) Sand, fine to coarse; Gravel to 1 1/2" 0.2312 0.678 1.873 2981 12889 0667 GRADATION CURVES Project: Jurupa Business Park Location: Jurupa Avenue, Fontana Job Number: 061101-2 Enclosure LabSuite ver2.15 Programmed by Dr Fred Yi CopynghtC C H J Incorporated 2005 - 2007 All right reserved t -N- I SCALE: 1 "= 240' Q - 7j(j+ Fo, n�. % �;�75Mm AQ ww, :J 1w, -77Z 44 ll'�, 71' t -N- I SCALE: 1 "= 240' Q - 7j(j+ Fo, n�. % �;�75Mm AQ ww, CL fo_ If 0 Z 0 1c) z z -x 0 x 00 00 a-0 x- 0 w Ix a. oul. LL_ L6. L0 tr) o a cy cy: l2i I -L) Lri 03 L co co Lo 04 E.) co 00 co PROPOSED HYDROLOGY MAP FOR FG 84.1 83.26 \84.07 V82.� Tc Tc TC TC "Lo -RUNOFF ALCULATIONS -TROPOSYD- -PEEIK-E W--"!'A-NDBMP'_�-R'ESrGN DRAINAGE SUBAREA TRIEBUTARAY AREA WITH ROOF DRAINAGE* SUBAREA .100 -YEAR Q (CFS) REQUIRED BMP DESIGN PROPOSED BMP DESIGN (STORM TECH CHAMBERS WITH ROCK FILTERS)" FLOW (CFS) VOLUME (AC. FT.) BMPs VOLUME (AC.FT.) ROCK FILTER LENGTH (FT) WIDTH (FT) DEPTH (FT) Cl 0.91 3.5 STORMTECH C2 11.12 31.7 4.43 1.92 CHAMBERS W/ 2.20 125 58.3± 5.0 VALLEY BLVD. C3 1.84 7.9 FILTRATION SYSTEM C4 5.91 18.3 C5 0.94 0.8 0.01 0.01 VEGETATED AND/OR LANDSCAPED SUBAREAS SLOVER AVE. -UP RAILROAD C6 0.02 0.05 0.00 0.00 UNDER PROPOSED CONDITION (INSIGNIFICANT BMP RUNOFF AS SHOWN) < C7 0.06 0.23 0.00 0.00 1 1 ROOF DRAINAGE FOR BUILDING C IS 10.19 ACRES WHICH %r.#'ONTRIBUTES RELATIVELY CLEAN RUNOFF WATER. LENGTH, WDITH AND DEPTH ARE AVERAGED VALUES. SUBAREAS C5, C6 AND C7 ARE VEGETATED UNDER PROPOSED CONDITION. PROPOSED VOLUME INCLUDES FILTRATION VOLUME OF 1.66 ACRE FEET (REFER TO APPENDIX F IN THE WQMP REPORT). PHELAN BUSINESS PARK (BUILDING C) 0 F- C -09 - s v- 0 11 JL:j VICINITY MAP, NOT TO SCALE - mom SECTION 25, Tl S, R6W, SBIVI LEGEND 01 00= 35.2 CFS 010 = 22.5 CFS 43 84.56 C r2- 1-1"'. 12 995 100 YEAR PEAK FLOW IN CFS 10 YEAR PEAK FLOW IN CFS NODE ELEVATION .SUBAREA -ACREAGE FLOW DISTANCE FLOW DIRECTION DRAINAGE AREA HYDROLOGIC BOUNDARY GRAPHIC SCALE i " =50' m 0 50 100 150 SAN BERNARDINO AVE. VALLEY BLVD. SLOVER AVE. -UP RAILROAD < W9 SANTA -ANA AVE. x 0- CL a_ 0 cl- W w 3: N Ni N JURUPA AVE. C'iTrinT-.1 L: L: s v- 0 11 JL:j VICINITY MAP, NOT TO SCALE - mom SECTION 25, Tl S, R6W, SBIVI LEGEND 01 00= 35.2 CFS 010 = 22.5 CFS 43 84.56 C r2- 1-1"'. 12 995 100 YEAR PEAK FLOW IN CFS 10 YEAR PEAK FLOW IN CFS NODE ELEVATION .SUBAREA -ACREAGE FLOW DISTANCE FLOW DIRECTION DRAINAGE AREA HYDROLOGIC BOUNDARY GRAPHIC SCALE i " =50' m 0 50 100 150