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HomeMy WebLinkAboutPost OfficeDRAINAGE STUDY FOR INTERIM DETENTION BASIN FOR POST OFFICE SOUTHSIDE STATION SANTA ANA AND JUNIPER in THE CITY OF FONTANA Prepared by PENCO Engineering, Inc. One Technology Park, Building J-725 Irvine, CA 92618 (949) 753-8111 Under the Supervision of: Pineda divif Engineer No. 38639 Exp. 3-31-07 REVIEWED BY W ILLDAN THI C�� GENERAL coRI DOCUMENT HAS BEEN REMEWED December 2005 -ATANDARD8. ACCEPTANT CSE g ETW REWrM Ajj E v evised April 2006 ENTS OF THE ENGINEERING DOCUMENT DOES NOT NSMUTE A WARRANTY AND DOE8 NOT REDEYE THE APPLICANT OR APRESPOPLICANT'S CONSULTANTS OF FULI. 2 STANDARDS. SIBN.ITY FGR COMPLIANCE WITH CODES AND STANDARDS. SIGNATURE DATE j LIC.# C38639 -Y EXP. MAR 31, r WI CI\AL TABLE OF CONTENTS Report 1.0 Introduction 2.0 Hydrology 3.0 Hydraulics 4.0 Conclusion 5.0 References Appendices Appendix A: Rational Method Appendix A-1: Existing Condition (100 -year storm) Appendix A-2: Proposed Condition (100 -year storm) Appendix A-3: Hydrologic Reference Materials Appendix B: Small Area Hydrograph Appendix B-1: Non -Homogeneous Watershed Area -Averaged Loss Rate -- (Fm) and Low Loss Fraction Estimations Appendix B-2: Small Area Hydrograph Proposed Condition (100 -year storm) Appendix B-3: Emergency Spillway Calculation Appendix B-4: Basin Outflow Curve Calculation Appendix B-5: Detention Basin Routing Appendix B-6: Hydraulics — WSPG Runs Appendix B-7: Rip -Rap Calculations Hydrology Maps — Existing and Proposed 3 0 1.0 INTRODUCTION 1.1 SCOPE AND PURPOSE The purpose of this study is to determine the design flows for the interim detention basin serving the Postal Service at the corner of Santa Ana Ave. and Juniper Ave., in the City of Fontana, California. This report will show that the proposed interim detention basin is sufficient with regard to containing the 100 -year storm runoff volume to satisfy the City of Fontana's requirements. 1.2 SITE LOCATION AND DESCRIPTION The project is located in the City of Fontana, County of San Bernardino, California. The project is bound by Santa Ana Avenue to the north, the future proposed Home Depot site to the east, residential lots to the south and Juniper Avenue to the west. See location map in Figure 1. 8ot9e Ave-- f�tr AveAve_ - -- Y� m _ Lftc 9P Madrmw St trdettwwd Dr A ftchtaee St Slover Ave l=aw St Q Starer Ave Atiso Dt- - a. Z Tf at Gr ZZ D = s 7F 6t � n Santa Arm Ave ° Sari Apa Ave - I D R A cs y Jt lt11r! pp 1 a " aAve J7 Cole"n St g�Avemw Del Sol C $ o vawsyvale ®r -- ILr Ante Kerte In GoWenace Ave La Vey Rd� e 2M MADQuest ram. inc X2005 N70.VTEQ FIGURE 1 4 r Sauk St m _ Lftc 9P Madrmw St trdettwwd Dr Pew St ftchtaee St l=aw St ltd nra St cs y Jt lt11r! pp 1 a " aAve J7 Cole"n St g�Avemw Del Sol C $ o vawsyvale ®r -- ILr Ante Kerte In GoWenace Ave La Vey Rd� e 2M MADQuest ram. inc X2005 N70.VTEQ FIGURE 1 4 �— The existing subject property is rectangular in shape with mild terrain. The subject property ,. is a vacant lot. The proposed project, consist of a interim detention basin area that will hold the flows from the 100 -year storm for the post office at the corner of Santa Ana Avenue and Juniper Avenue without any outflow. A routing calculation for inflow 100 -year 24-hour storm with infiltration rate outflow determined the maximum water surface elevation for the 100 - year storm event. The proposed emergency spillway elevation is much higher than the maximum water surface elevation for the 100 -year storm event. Therefore, there is no peak outflow downstream of the interim detention basin. A future storm drain system, System DZ -4 per City of Fontana's Master Plan of Drainage will be designed along Juniper and the post office drainage will be intercepted. There are two drainage areas in this study, drainage area from the post office consists of approximately 2.3 acres and drainage from the temporary detention basin is approximately 0.55 acres. There is no off-site flow into this drainage tributary area. 2.0 HYDROLOGY The hydrology for the Drainage Study for the interim detention basin serving the Postal Service at the corner of Santa Ana Avenue and Juniper Avenue, in the City of Fontana, County of San Bernardino has been prepared in this Hydrology Report ` The hydrology is based upon the County of San Bernardino Hydrology Manual. Advanced Engineering Software (AES) program was utilized to calculate the peak discharge at sub -area drainage areas. Analysis of the site was done using the 100 -year storm frequencies. The 25 -year peak flow rates are to design the street storm capacity not to exceed the top of curb and must be contained within the street right-of-way for the 100 -year peak flow rate. The proposed project will be graded to provide storm water on-site detention basin. The drainage system will be designed to ensure that runoff resulting from 100 -year frequency duration under developed condition is capture in the proposed interim detention basin. The second outlet or emergency outlet for detention basin is the proposed spillway at 100 -year water surface elevation in the basin. A minimum 1 foot freeboard will be provided above the 100 -year water surface elevation. The design discharge in the drainage area considered in this study is listed in the table on the following page: �-- Summary Hydrology - Existing Condition - Rational Method (see Appendix A-1 for ., calculations): Drainage Area Area in Storm Q in cfs Acre Frequency Tc in min. A-1 2.30 100 9.34 A 2.52 1 100 6.35 12.55 Summary Hydrology - Proposed Condition - Rational Method (see Appendix A-2 for calculations): Drainage Area Area in Storm Q in cfs Qconfluence Acre Frequency in cfs A-1 2.30 100 9.34 A-2 0.55 1.92 11.17 3.0 HYDRAULICS Interim Detention Basin to capture 100 -year storm runoff: Summary Hydrology - Non -Homogeneous Watershed Area -Averaged Loss Rate (Fm) And Low Loss Fraction Estimations - (see Appendix B-1 for calculations): AREA -AVERAGED LOSS RATE, Fm (in./hr.) = 0.041 AREA -AVERAGED LOW LOSS FRACTION, Y = 0.046 Summary Hydrology — Small Area Hydrograph - (see Appendix B-2 for calculations): TOTAL CATCHMENT RUNOFF VOLUME(ACRE-FEET) = 1.66 TOTAL CATCHMENT SOIL -LOSS VOLUME(ACRE-FEET) = 0.26 The total storage required to intercept the 100 -year storm volume without any outlet is 1.66 Ac -ft. The total storage provided is more than 1.7 Ac-ft.....0. K. 1.1 M Detention Basin Outflow = Infiltration Infiltration data Location Infiltration Infiltration Infiltration (in/hr) (ft/hr) (ft/sec) P-1 15 1.25 0.0003 P-2 2.25 0.1875 0.0001 P-3 12 1 0.0003 Average = 0.0002 Average Infiltration Outflow = 0.0002 ft/sec per sf area See Appendix B-4 for tests performed by Ninyo and Moore 7 Post Office - Home Depot - City of Fontana DETENTION Basin Basin Outflow Calculations Elevation Volume Cumulati ve Average Area Infiltration Rate Infiltration Rate Basin Outflow E. Spillway Outflow Total Basin Outflow (ft) (acre -ft) (sq. ft.) (ft/sec per s (cfs) (1) (cfs) (2) (cfs) (3) (cfs) (4) 1047.0 1048.0 0.1 4,574 0.0002 0.9 0.5 - 0.5 1049.0 0.3 10,455 0.0002 2.1 1.0 - 1.0 1050.0 0.6 12,524 0.0002 2.5 1.3 - 1.3 1051.0 1.0 14,048 0.0002 2.8 1.4 - 1.4 1052.0 1.3 15,573 0.0002 3.1 1.6 - 1.6 1053.0 1.7 17,098 0.0002 3.4 1.7 - 1.7 1053.6 1.9 18, 513 0.0002 3.7 1.9 - 1.9 1054.0 2.0 19,731 0.0002 3.9 2.0 9.1 11.0 1055.0 2.0 20,038 0.0002 4.0 2.0 53.1 55.1 (1) - Average Area * Infiltration Rate (2) - Assume 50% of Infiltration Rate = Basin Outflow (3) - Emergency Spillway Outflow, see Appendix B-3 (4) - Total Basin Outflow = (2) + (3) - 1053.55 = Emergency Spillway Elevation Based on the Detention Basin Routing Calculations with the Detention Basin Outflow = 50% of the average Infiltration Rate, the maximum Water Surface Elevation for the Inflow of the 100 -year 24-hour storm is 1049.55 (depth of 2.55 feet) and the maximum outflow rate (infiltration rate) is 1.16 cfs. There is no outflow downstream of the project in the proposed condition. Therefore there is no increase in peak flow, but a decrease in the peak flow to the downstream of the Post Office project. An Emergency Spillway is provided in the design in case the detention basin will fill up. This Emergency Spillway, L = 20', for the 100 -year storm Q1000=1.35xQloo=1.35x11.17cfs =15.08 cfs The water depth over the spillway is 0.63 ft. 4.0 CONCLUSION The proposed project and interim detention basin are in conformance with existing drainage patterns. The proposed grading and the proposed interim detention basin will intercept the 100 -year runoff volume from proposed project. There is no outflow from the detention basin, therefore the outflow is less than an existing condition peak flow for the 2, 5, 10, 25, 50 and tom,, 100 -year storm. 8 A proposed emergency spillway with a minimum 1 foot will be provided for a secondary outlet. The future City's Master Plan of Drainage System DZ -4 will be constructed along Juniper Avenue in the near future and will intercept this drainage tributary area. Project impacts related to drainage and water quality runoff would be less than significant. 9 5.0 REFERENCES 1. County of San Bernardino Hydrology Manual. 2. Grading Plan for Interim Detention Basin by PENCO Engineering, Inc. 3. Advanced Engineering Software, A.E.S. Rational Method Hydrology Software package, 2000. 4. Hydraulic Calculations with Haestad Method, Inc., Flow Master V6.0 10 luo APPENDIX A: HYDROLOGY - RATIONAL. METHOD APPENDIX A-1: RATIONAL METHOD - EXISTING CONDITION - 100 YEAR STORM ® 12 POEX100(App A-1).OUT r frfrfrfrfrfrfrfrfrfrfrfrfrfr it*isfrfrfrfrfr irfr it irfr icfrfrfrirfrfrfrfrfrfrfrfrfrfrfrYrfrfrirfr*fr*frfrte Yrfr frfrfrfrfrfrfrfrir is irfricfr Y;frie iefrYr M.. RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) copyright 1983-2000 Advanced Engineering software (aes) Ver. 8.0 Release Date: 01/01/2000 frfrfrfrit frit*frfrfrfrfrfrirfr irfr {r irfr frirfrfrfr DESCRIPTION OF STUDY *******ir****frfr***frir irfr**frirfr * Post office - City of Fontana * Existing Condition * 100 year storm Yrfrfrfrfrfrir ir{r irfr it it irfrfrfrfrfrirfrfrir{rfrfrfrfrfrfrfrfrfrfrir irfrfr Yc irfrfr***irfrfrYrfrfrfrfrfrfrfrfrfr frirfrfr*ir frfrfrfrfrfricfrfrfr FILE NAME: POEX100.DAT TIME/DATE OF STUDY: 19:25 04/05/2006 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ____________________________________________________ --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) VS. LOG(TC;MIN)) = 0.6000 USER SPECIFIED 1 -HOUR INTENSITY(INCH/HOUR) = 1.3600 *ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD* frfrfrfrfrfr*frfrfrfrfrfr{rfrfrfrfrfrfrfrfrfrfr*fr it irfrfrfrfrfrir icfrfrfrirfr frfrfr frfrfrfrfr*irfr *fr ir*frfrfrfrir*icfrfrfrfrfrfrfrfrfrfrfrfrfrfr FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 390.00 ELEVATION DATA: UPSTREAM(FEET) = 1060.00 DOWNSTREAM(FEET) = 1055.00 t TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 12.554 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.477 SUBAREA TC AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS TC LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) PUBLIC PARK A 2.52 0.80 0.85 52 12.55 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.85 SUBAREA RUNOFF(CFS) = 6.35 TOTAL AREA(ACRES) = 2.52 PEAK FLOW RATE(CFS) = 6.35 -------------------------------------------------- END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 2.52 TC(MIN.) = 12.55 EFFECTIVE AREA(ACRES) = 2.52 AREA -AVERAGED Fm(INCH/HR)= 0.68 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.85 PEAK FLOW RATE(CFS) = 6.35 ------------------------------------------------------------- END OF RATIONAL METHOD ANALYSIS Ifto, Page 1 x APPENQIX A-2. RATIONAL METHOD - PROPOSED CONDITION - 100 YEAR STORM 13 P0100(App A-2).OUT /� irrt it is irrtrtrti<rtrtrtir rt it Yr irrtrtrtrtir i;rti<ir irrt Yr Y;i<rt rtir*rtrtirrtrtrtir it it it Yr Yr Yrrt Yrrtrtir irrtrtrtir it it irrt rtir it it it it irrtrtrtrtrtirrt �rr RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-2000 Advanced Engineering Software (aes) ver. 8.0 Release Date: 01/01/2000 irrtrtrtrtir rtir *Yr irrt Yrrt Yrrtrtrtirrt rtir fr it irrt DESCRIPTION OF STUDY * Post office - City of Fontana * Proposed Condition * 100 year storm it it rt Yr it it irrtrtrtir it it rtir it Yrrt rtYr it irrtrtrtrtir irrtrtrtrtir it irrt rtir it Yr rtir it i<irrt rtir it icrtrtrtrtrtirrtrtrtYr it it it irrt rtir Yrrtrtrtrtir Yr FILE NAME: P0100.DAT TIME/DATE OF STUDY: 19:24 04/05/2006 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) VS. LOG(TC;MIN)) = 0.6000 USER SPECIFIED 1 -HOUR INTENSITY(INCH/HOUR) = 1.3600 *ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD* *rtir irrtrtrtic it irrt rtir irrtrtrtrtrtirrtrtfr it irrt rtir it Yr*rtir*rtrtirrtrtrtYrrt irrtrtrtrtir irrtrtrtrtir rt irrtrt*rtir it irrtrtrtfe irrtrtrt*rtirrtrt FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 390.00 ELEVATION DATA: UPSTREAM(FEET) = 1060.00 DOWNSTREAM(FEET) = 1055.00 TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 7.902 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.590 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL A 2.30 0.80 0.10 52 7.90 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 9.34 TOTAL AREA(ACRES) = 2.30 PEAK FLOW RATE(CFS) = 9.34 is it it it it it irrt*ir it ir*rtrtfertrt*ir it irrt*rtirrt irrtrtirrt irrt*fr it rtir irrt it it ir*rtrtir it irrt Yr it irrtrtrtirrt is irrt rtir it it irrtrtrtir it irrtrtrt FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 1051.00 DOWNSTREAM(FEET) = 1048.00 FLOW LENGTH(FEET) = 80.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 11.05 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 9.34 PIPE TRAVEL TIME(MIN.) = 0.12 TC(MIN.) = 8.02 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 102.00 = 470.00 FEET. *ir irrt rtirrtrtrtrtirrtrtrtrtir*ir it rt it fr irrtrtrtir iYrrtrtrtir it irrt it it i; Yr rtir Yr irrtrtrtir irrt it fr irrt irrt rtir*ir it irrt it Yr Yr irrtrtrtrtir irrt rtir FLOW PROCESS FROM NODE 102.00 TO NODE 102.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< -------------------------------------------------------- MAINLINE TC(MIN) = 8.02 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.548 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN PUBLIC PARK A 0.55 0.80 0.85 52 �r.er Page 1 P0100(App A-2).OUT SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, AP = 0.85 SUBAREA AREA(ACRES) = 0.55 SUBAREA RUNOFF(CFS) = 1.92 EFFECTIVE AREA(ACRES) = 2.85 AREA -AVERAGED FM(INCH/HR) = 0.19 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED AP = 0.24 TOTAL AREA(ACRES) = 2.85 PEAK FLOW RATE(CFS) = 11.17 -- ------------------------------- END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 2.85 TC(MIN.) = 8.02 EFFECTIVE AREA(ACRES) = 2.85 AREA -AVERAGED FM(INCH/HR)= 0.19 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.24 PEAK FLOW RATE(CFS) = 11.17 ------------------------------------------------ END OF RATIONAL METHOD ANALYSIS Page 2 APPENDIX A-3: a HYDROLOGIC -REFERENCE MATERIALS 14 SAN BERNARDINO COUNTY HYDROLOGY MANUAL A INDEX MAP I -, D� J�tL , 0-;�,( 'T.-. yl 1. -tea, C-1 C-2 SAN BERNARD NO COUNTY oc-ER, C-4 INDEX MAP I -, D� J�tL , 0-;�,( 'T.-. yl i A Y Whody MAP 427r. 9 Im t 411 `7 x J� Ai A nf 4 '7f A wry. T c OUGA. uu. W;A W! ;z.A A B 9: _T 06. A A TA -1 Lz A J w,4, _j F Ir .27 -1- 21!!! V .4 LIEGENO SOIL GROUP BOUNDARY A SOIL GROUP DESIGNATION SCALE 1:48,000 BOUNDARY OF INDICATED SOURCE SCALE REDUCED BY 1/2 C-26 1pft-wvr 1 HYDROLOGIC SOILS GROUP MAP FOR SOUTHWEST -A AREA FIGURE C-13 -tea, -------- 'K i A Y Whody MAP 427r. 9 Im t 411 `7 x J� Ai A nf 4 '7f A wry. T c OUGA. uu. W;A W! ;z.A A B 9: _T 06. A A TA -1 Lz A J w,4, _j F Ir .27 -1- 21!!! V .4 LIEGENO SOIL GROUP BOUNDARY A SOIL GROUP DESIGNATION SCALE 1:48,000 BOUNDARY OF INDICATED SOURCE SCALE REDUCED BY 1/2 C-26 1pft-wvr 1 HYDROLOGIC SOILS GROUP MAP FOR SOUTHWEST -A AREA FIGURE C-13 LUCERNE X1.1 .I - � + - - �- T4N — W I _ _ I R W I R15W R5W I I 4W X�ANI 3015 '; 4 y R2W RIW •'r' RIE I. °°•� R2E r I o ry id ••+rq 93' IHESPERII - — \rte--; --- — — - - -- �-- _ L"'.—i - — '— -- - — •— 1— IT4N - E +-. 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VER•• ♦. - - � �j' � _ -_ _ ___ __i _ '� - _ ItO:.Y 4e • • • • '� - - ___ PaP--� _- - + - - - - ' - I - - - - 'c - - - _ a - oil •s • "• " ;I , NSP" R 4W R3 R 2 W '' o RI + — —I _ 1 `i - ' ', ° — — - FAN SERNAR LOOO OLowy C STRICT - - R 5 VALLEY AREA ADO �R1 �v iE D DNTRDL _ REDUCED DRAWING WOMYETALS T3S — -•' la - A r3 SCALE II' = 4 MILES YRIO-100 YEAR I HOUR j . ;- -- ---1`�3°, COUNTYtA9tDoNutDC,MGAAtWt+lt►3 SAN BERNARDINO CO Y — - -- - •'�- ' -- - - - - - - - 1 wworeo w I,T�Ay• - - - - - - -�- 'NEFA • e w w HYDROLOGY MANUAL .. om 9GFvt s N& L 191 • 1. 1 8 ISOLINES PRECIPITATION (INCHES)lowf[t9a 911101 4 M It C m Al APPENDIX B: SMALL AREA HYDROGRAPH 15 APPENDIX B-1: 1�ogeneous Watershed Area -Averaged Lose Rate (Fm) And Low Loss Fraction Estimations 16 pohydy(App B-1).OUt �fr frrtrtrtrtrtrtrtic irrt rtit it irrtrtrtrtrtitrt it irrt irrtrtrtirrt rtfr irrtrt*rtrtirrtrtrtrtrtrtrtrtrtrtrtrtrtfertrtrtrtrtrtrtrtrtrtrti<irrt rtirrt rtic it it �✓ NON-HOMOGENEOUS WATERSHED AREA -AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS (C) copyright 1989-2000 Advanced Engineering software (aes) ver. 8.0 Release Date: 01/01/2000 rtrtrtrtirrtrtrtrtrtrtir i<irrtrtrtrtrtrtf<rtrtrtrtir DESCRIPTION OF STUDY * Post office - City of Fontana * Proposed condition * * 100 year storm rtrtrtirrtrtrtir ie**ir*rtrtir irrt*ir irrt rtir irrt rtir irrt rtir irrt rtir it irrt*rtrtrtrtir it it rtir it irrt it ir*rtrtir frrtrtrtir irrt rtir itrt rtir rtir* *** NON-HOMOGENEOUS WATERSHED AREA -AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS FOR AMC III: TOTAL 24-HOUR DURATION RAINFALL DEPTH = 8.10 (inches) SOIL -COVER AREA PERCENT OF SCS CURVE LOSS RATE TYPE (Acres) PERVIOUS AREA NUMBER Fp(in./hr.) YIELD 1 2.30 10.00 86.( 69.) 0.272 0.953 2 0.55 85.00 97.( 85.) 0.115 0.958 TOTAL AREA (Acres) = 2.85 AREA -AVERAGED LOSS RATE, Fm (in./hr.) = 0.041 AREA -AVERAGED LOW LOSS FRACTION, Y = 0.046 1 "rwrr �,. Page 1 APPENDIX B-2: SMALL AREA HYDROGRAPH- PROPOSED CONDITION ® 17 pohydro(App B-2).out rtrtrtrtrtrtrtrtrtrtir is i�rtrtrtrtrtrtrtitrtrtrtirrtrti�rtirrt it it itrt it it it tertrtrtirrt itrtrtrtrtrtrtirrt itrt rtit rt itrt rtirrt itrtrtrtrtrtrtrtirrt it irrt aw+ SMALL AREA UNIT HYDROGRAPH MODEL (c) copyright 1989-2000 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2000 Post office - City of Fontana (Home Depot Project) 100 -year storm RATIONAL METHOD CALIBRATION COEFFICIENT = 0.90 TOTAL CATCHMENT AREA(ACRES) = 2.85 SOIL -LOSS RATE, Fm,(INCH/HR) = 0.041 LOW LOSS FRACTION = 0.046 TIME OF CONCENTRATION(MIN.) = 8.02 RATIONAL METHOD PEAK FLOW RATE (DEFINED BY USER) IS USED FOR SMALL AREA PEAK Q USER SPECIFIED RAINFALL VALUES ARE USED RETURN FREQUENCY(YEARS) = 100 5 -MINUTE POINT RAINFALL VALUE(INCHES) = 0.42 30 -MINUTE POINT RAINFALL VALUE(INCHES) = 0.85 1 -HOUR POINT RAINFALL VALUE(INCHES) = 1.36 3 -HOUR POINT RAINFALL VALUE(INCHES) = 2.10 6 -HOUR POINT RAINFALL VALUE(INCHES) = 3.65 24-HOUR POINT RAINFALL VALUE(INCHES) = 8.10 ---------------------------------------------------------------------------- TOTAL CATCHMENT RUNOFF VOLUME(ACRE-FEET) = 1.66 TOTAL CATCHMENT SOIL -LOSS VOLUME(ACRE-FEET) = 0.26 it it irrti it it it irrtir it it it irrt it is it it irrt rtrtir irrt rtir it tr it irrt it it it it it it it it fr it irrt rtirrtrtrtir it at it it irrtrtrtrtir trrtrtirrt it it it rtirrtrtrtrt TIME VOLUME Q 0. 5.0 10.0 15.0 20.0 (HOURS) (AF) (CFS) ---------------------------------------------------------------------------- 0.09 0.0018 0.48 Q 0.23 0.0071 0.48 Q 0.36 0.0124 0.48 Q 0.49 0.0177 0.48 Q 0.63 0.0230 0.48 Q 0.76 0.0283 0.48 Q 0.90 0.0336 0.49 Q 1.03 0.0390 0.49 Q 1.16 0.0444 0.49 Q 1.30 0.0498 0.49 Q 1.43 0.0552 0.49 Q 1.56 0.0607 0.49 Q 1.70 0.0662 0.50 Q 1.83 0.0717 0.50 Q 1.96 0.0772 0.50 Q 2.10 0.0827 0.50 Q 2•.23 0.0883 0.50 Q 2.37 0.0939 0.51 Q 2.50 0.0995 0.51 Q 2.63 0.1051 0.51 Q 2.77 0.1108 0.51 Q 2.90 0.1164 0.51 Q 3.03 0.1221 0.52 Q 3.17 0.1279 0.52 Q 3.30 0.1336 0.52 Q 3.44 0.1394 0.52 Q 3.57 0.1452 0.53 Q 3.70 0.1510 0.53 Q 3.84 0.1569 0.53 Q 3.97 0.1628 0.53 Q 4.10 0.1687 0.54 Q 4.24 0.1746 0.54 Q 4.37 0.1806 0.54 Q 4.50 0.1866 0.54 Q 4.64 0.1926 0.55 Q 4.77 0.1987 0.55 Q 4.91 0.2048 0.55 Q 5.04 0.2109 0.55 Q 5.17 0.2170 0.56 Q 5.31 0.2232 0.56 Q 5.44 0.2294 0.56 Q 5.57 0.2357 0.57 Q �,. Page 1 5.71 0.2420 0.57 .Q 5.84 0.2483 0.57 Q 5.97 0.2546 0.58 Q 6.11 0.2610 0.58 Q 6.24 0.2674 0.58 Q 6.38 0.2739 0.59 Q 6.51 0.2804 0.59 Q 6.64 0.2869 0.59 Q 6.78 0.2935 0.60 Q 6.91 0.3001 0.60 Q 7.04 0.3068 0.61 Q 7.18 0.3135 0.61 Q 7.31 0.3202 0.61 Q 7.45 0.3270 0.62 Q 7.58 0.3339 0.62 Q 7.71 0.3407 0.62 Q 7.85 0.3477 0.63 Q 7.98• 0.3546 0.63 Q 8.11 0.3616 0.64 Q 8.25 0.3687 0.64 Q 8.38 0.3758 0.65 Q 8.51 0.3830 0.65 Q 8.65 0.3902 0.66 Q 8.78 0.3975 0.66 Q 8.92• 0.4049 0.67 Q 9.05 0.4122 0.67 Q 9.18 0.4197 0.68 Q 9.32 0.4272 0.68 Q 9.45 0.4348 0.69 Q 9.58 0.4424 0.69 Q 9.72 0.4502 0.70 Q 9.85 0.4579 0.71 Q 9.98 0.4658 0.72 Q 10.12 0.4737 0.72 Q 10.25 0.4817 0.73 Q 10.39 0.4898 0.73 Q 10.52 0.4980 0.74 Q 10.65 0.5062 0.75 Q ,.,. 10.79 0.5145 0.76 Q 10.92 0.5230 0.76 Q • 11.05 0.5315 0.78 Q 11.19 0.5401 0.78 Q 11.32 0.5488 0.79 Q 11.46 0.5576 0.80 Q 11.59 0.5665 0.81 Q 11.72 0.5755 0.82 Q 11.86 0.5847 0.84 Q 11.99 0.5940 0.84 Q 12.12 0.6050 1.15 Q 12.26 0.6180 1.19 Q 12.39 0.6312 1.21 Q 12.52 0.6446 1.21 Q 12.66 0.6580 1.22 Q 12.79 0.6716 1.23 Q 12.93. 0.6853 1.24 Q 13.06 0.6991 1.25 Q 13.19 0.7130 1.27 Q 13.33 0.7270 1.28 Q 13.46' 0.7412 1.29 Q 13.59 0.7555 1.30 Q 13.73 0.7700 1.32 Q 13.86 0.7847 1.33 Q 13.99 0.7995 1.35 Q 14.13 0.8128 1.06 Q 14.26 0.8226 0.72 Q 14.40 0.8307 0.74 Q 14.53 0.8391 0.79 Q 14.66 0.8480 0.82 Q 14.80• 0.8573 0.88 Q 14.93 0.8673 0.92 Q 15.06 0.8780 1.02 Q 15.20 0.8895 1.07 Q 15.33 0.9022 1.22 Q 15.47 0.9187 1.77 Q 15.60 0.9423 2.51 Q 15.73 0.9710 2.68 Q 15.87 0.9974 2.10 Q �. 16.00 1.0252 2.94 Q 16.13 1.1032 11.17 pohydro(App B-2).out . Q Page 2 .r Page 3 pohydro(app a-2).out 16.27 1.1760 2.02 Q 16.40 1.2002 2.37 Q .► 16.53 1.2196 1.14 Q 16.67 1.2313 0.97 Q 16.80 1.2413 0.85 Q 16.94 1.2502 0.76 Q 17.07 1.2582 0.70 Q 17.20 1.2695 1.34 Q 17.34 1.2841 1.31 Q 17.47 1.2984 1.28 Q 17.60 1.3125 1.26 Q 17.74 1.3263 1.24 Q 17.87 1.3399 1.22 Q 18.01 1.3532 1.20 Q 18.14 1.3645 0.85 Q 18.27 1.3738 0.83 Q 18.41 1.3829 0.81 Q 18.54 1.3917 0.79 Q 18.67 1.4003 0.77 Q 18.81 1.4087 0.75 Q 18.94 1.4169 0.74 Q 19.07 1.4250 0.72 Q 19.21 1.4329 0.71 Q 19.34 1.4407 0.70 Q 19.48 1.4484 0.69 Q 19.61 1.4559 0.68 Q 19.74 1.4633 0.66 Q 19.88 1.4706 0.65 Q 20.01 1.4778 0.64 Q 20.14 1.4848 0.64 Q 20.28 1.4918 0.63 Q 20.41 1.4987 0.62 Q 20.54 1.5055 0.61 Q 20.68 1.5122 0.60 Q 20.81 1.5188 0.60 Q 20.95 1.5253 0.59 Q 21.08 1.5318 0.58 Q 21.21 1.5382 0.57 Q 21.35 1.5445 0.57 Q 21.48 1.5507 0.56 Q t� �""" 21.61 1.5569 0.56 Q 21.75 1.5630 0.55 Q 21.88 1.5691 0.55 Q 22.02 1.5751 0.54 Q 22.15 1.5810 0.54 Q 22.28 1.5869 0.53 Q 22.42 1.5927 0.53 Q 22.55 1.5985 0.52 Q 22.68 1.6042 0.52 Q 22.82 1.6099 0.51 Q 22.95 1.6156 0.51 Q 23.08 1.6211 0.50 Q 23.22 1.6267 0.50 Q 23.35 1.6322 0.50 Q 23.49 1.6376 0.49 Q 23.62 1.6430 0.49 Q 23.75 1.6484 0.48 Q 23.89 1.6537 0.48 Q 24.02 1.6590 0.48 Q 24.15 1.6617 0.00 Q ---------------------------------------------------------------------------- 1 .r Page 3 Eon APPENDIX B-3: EMERGENCY SPILLWAY CALCULATIONS ® 18 INTERIM DETENTION BASIN FOR POST OFFICE SOUTHSIDE STATION SANTA ANA AND JUNIPER Worksheet for Broad Crested Weir Project Description Worksheet Weir - Emergency Spillway, L = 20' Type Broad Crested Weir Solve For Headwater Elevation Input Data Discharge 11.17 cfs Crest Elevation 0.00 ft Tailwater Elevation 0.00 ft Crest Surface Type Paved Crest Breadth 20.00 ft Crest Length 10.00 ft Results Headwater Elevation 0.52 ft Headwater Height Above Crest 0.52 ft Tailwater Height Above Crest 0.00 ft Discharge Coefficient 3.01 US Submergence Factor 1.00 Adjusted Discharge Coefficient Flow Area 3.01 US 5.2 ftZ Velocity 2.16 ft/s Wetted Perimeter 11.03 ft Top Width 10.00 ft Emergency Spillway, L = 20', for 100 -year storm Q proposed = 11.17 cfs, the water depth over the spillway is 0.52 ft ....... O.K. Project Engineer: JY c:\haestad\fmw\homed.fm2 FlowMaster v6.0 [614b] 4/12/2006 8:37 AM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 e Emergency Spillway, L = 20', for 1000 -year storm Q proposed =1.35 x 11.17 cfs = 15.08 cfs, the water depth over the spillway is 0.63 ft ....... O.K. Project Engineer: JY c:\haestad\fmw\homed.fm2 FlowMaster v6.0 [614bj 4/12/2006 8:37 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 2 INTERIM DETENTION BASIN FOR POST OFFICE �.� SOUTHSIDE STATION SANTA ANA AND JUNIPER Worksheet for Broad Crested Weir Project Description Worksheet Weir - Emergency Spillway, L = 20' Type Broad Crested Weir Solve For Headwater Elevation Input Data Discharge 15.08 cfs Crest Elevation 0.00 ft Tailwater Elevation 0.00 ft Crest Surface Type Paved Crest Breadth 20.00 ft Crest Length 10.00 ft Results Headwater Elevation 0.63 ft Headwater Height Above Crest 0.63 ft Tailwater Height Above Crest 0.00 ft Discharge Coefficient 3.02 US "— Submergence Factor 1.00 `ow, Adjusted Discharge Coefficient Flow Area 3.02 US 6.3 ft2 Velocity 2.40 ft/s Wetted Perimeter 11.26 ft Toa Width 10.00 ft e Emergency Spillway, L = 20', for 1000 -year storm Q proposed =1.35 x 11.17 cfs = 15.08 cfs, the water depth over the spillway is 0.63 ft ....... O.K. Project Engineer: JY c:\haestad\fmw\homed.fm2 FlowMaster v6.0 [614bj 4/12/2006 8:37 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 2 N Headwater INTERIM DETENTION BASIN Velocity (ft/s) FOR POST OFFICE SOUTHSIDE STATION 0.45 SANTA ANA AND JUNIPER 2.01 Worksheet for Broad Crested Weir Project Description 3.66 Worksheet Weir - Emergency Spillway, L = 20' Type Broad Crested Weir Solve For Discharge Input Data Crest Elevation 0.00 ft Tailwater Elevation 0.00 ft Crest Surface Type Paved Crest Breadth 20.00 ft Crest Length 10.00 ft Attribute Minimum Maximum Increment Headwater Elevation (ft) 0.45 3.45 1.00 N Headwater Discharge (cfs) Velocity (ft/s) Elevation (ft) 0.45 9.06 2.01 1.45 53.08 3.66 2.45 116.58 4.76 3.45 195.98 5.68 Project Engineer: JY c:\haestad\fmw\homed.fm2 FlowMaster v6.0 [614b] 4/12/2006 8:37 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 3 APPENDIX B-4: INTERIM DETENTION BASIN OUTFLOW CURVE CALCULATIONS, 19 T Post Office - Home Depot - City of Fontana DETENTION Basin Outflow Calculations Infiltration data Average = 0.00023 Average Outflow = 0.00023 cfs per sf area Infiltration data Prop. Basin Location Infiltration Infiltration Infiltration Location Infiltration Infiltration Bottom (avg) Outflow Outflow P-3 12 1 (in/hr) (ft/hr) (sf) (cf/hr) (cfs) P-1 15 1.25 1 1.25 0.00035 P-2 2.25 0.1875 1 0.1875 0.00005 P-3 12 1 1 1 0.00028 Average = 0.00023 Average Outflow = 0.00023 cfs per sf area Infiltration data Location Infiltration Infiltration Infiltration (in/hr) (ft/hr) (ft/sec) P-1 15 1.25 0.0003 P-2 2.25 0.1875 0.0001 P-3 12 1 0.0003 Average = 0.0002 Average Infiltration Outflow = 0.0002 ft/sec per sf area IN Home Depot - Fontana PERCOLATION TESTING Boring: Depth: Date: By: Notes. IN Ibu(If I—; y,raL Time Depth to Water (ft and in) Thickness of Water (T.D. minus Reading) (ft and in) Change in time (min) Fall (in) •� �u � I a" ---� I D I 14 I ,l y�u«� tLI y2. b: 32�w, �,tl tLl E) IfILI It .... ri F,tt ILI' L �0.'olava N iq 16"1/ 3 Y „ b , I1 ' NIq " 14 ` tl tl J Project No. 105645001 r..�..�..,....w r7 1 N I V Y�"� 1 ✓L fY51 .•� IY\ N1,#7yO& Hoose Home Depot - Fontana PERCOLATION TESTING Boring Date: By: Notes: Depth Time Depth to Water (ft and in) Thickness of Water (T.D. minus Reading) (ft and in) Change in time (min) Fall (in) 0'.33 awe lo" y'Ip'1 IV io r f_cgA 10 Q',s �'('IU° f o to " 11;} , /534 � � " 30 3 b IS/ 3t2 3 34 IJI- 4 11 4 } q, Project No. 105645001 f,4e r%o\ or 1�_ = O. O 3 3-Tiv\ 750 7.�5,h Tr E IVInyo&*our e a Home Depot - Fontana PERCOLATION TESTING Boring: P-3 Date: :744/05— By: /b/D5— By: _YIX - Notes: Depth: 19)0,f 6 ' -- �?.,2. r ',Ave J Time Depth to Water (ft and in) Thickness of Water (T.D. minus Reading) (ft and in) Change in time (min) Fall (in) 1'• 01 14'w" -� ,r R 1 , H ' ISI' ID IO" 14 ' q � 30 5 '/y ' e�.11 1,1, q rr 6 y — .it ly'ti.r n 3 a/ 1t Iy r 4 u �� �l IiI/ L Ih- " z� ,r Qe�,ll Ill ' 4 '' 2c 3li `I 14'L ' '/g + 10 ,• 41 r b" 4 )b r,•, Project No. 105645001 �A+1; 10w,�� _ 5 dr JV1,7yO&*QU re Post Office - Home Depot - City of Fontana DETENTION Basin Volume Calculations Elevation Area Average Differential Area Depth Differential Volume Cumulative Volume Depth o pondin (ft) (sq. ft.) (sq. ft.) ft.) (cu. Ft) (cu. Yds) (cu.ft) cu. ds) acre -ft) ft 1047.01 0.00 1048.0 9,148 4,574 1.0 4,574 169 4,574 169 0.1 1.00 1049.0 11,761 10,455 1.0 10,455 387 15,029 557 0.3 2.00 1050.0 13,286 12,524 1.0 12,524 464 27,552 1,020 0.6 3.00 1051.0 14,810 14,048 1.0 14,048 520 41,600 1,541 1.0 4.00 1052.01 16,335 15,573 1.0 15,573 577 57,173 2,118 1.3 5.00 1053.0 17,860 17,098 1.0 17,098 633 74,270 2,751 1.7 6.00 1053.6 36,186 18,513 0.5 10,182 377 84,452 3,128 1.9 6.55 1054.0 40,933 19,731 0.5 8,879 1 329 93,331 3,457 2.1 7.00 1055.0 43,414 20,038 1.0 20,038 742 113,369 4,199 2.6 8.00 3/9/2006po-outflow-curve(App B-4).xls Post Office - Home Depot - City of Fontana DETENTION Basin Infiltration Outflow Calculations Elevation Volume Cumulative Average Area Infiltration Rate Infiltration Rate Basin Outflow (ft) (acre -ft) (sq. ft. ft/sec per sf) (cfs) (1 (cfs) (2) 1047.0 8.2 5.1 10.2 6.0 12.1 1048.0 0.1 4,574 0.0002 0.9 0.5 1049.0 0.3 10,455 0.0002 2.1 1.0 1050.0 0.6 12,524 0.0002 2.5 1.3 1051.0 1.0 14,048 0.0002 2.8 1.4 1052.0 1.3 15,573 0.0002 3.1 1.6 1053.0 1.7 17,098 0.0002 3.4 1.7 1053.6 1.9 18,513 0.0002 3.7 1.9- 1054.0 2.1 19,731 0.0002 3.9 2.0 1055.01 2.6 1 20,038 1 0.0002 4.0 2.0 (1) - Average Area " Infiltration Rate (2) - Assume 50% of Infiltration Rate = Basin Outflow (3) - Empty Time based on Average Infiltration Rate Outflow (4) - Empty Time based on 50% of Average Infiltration Rate Outflow WSE100 = 1049.34, to empty the basin after 100 -year storm = approximately 3 hours 3/9/2006po-outflow-curve(App B-4).xls Empty Time Empty Time (hr) (3) (hr) (4) 1.4 2.8 2.0 4.0 3.1 6.1 4.1 8.2 5.1 10.2 6.0 12.1 6.3 12.7 6.6 13.1 7.9 15.7 t Post Office - Home Depot - City of Fontana DETENTION Basin Basin Outflow Calculations Elevation Volume Cumulative Average Area Infiltration Rate Infiltration Rate Basin Outflow E. Spillway Outflow Total Basin Outflow ft (acre -ft) ((sq. ft.) ft/sec per sf) (cfs) (1) (cfs) (2) cfs (3) ((cfs) 4 1047.0 1048.01 0.1 4,574 0.0002 0.9 0.5 - 0.5 1049.0 0.3 10,455 0.0002 2.1 1.0 - 1.0 1050.0 0.6 12,524 0.0002 2.5 1.3 - 1.3 1051.0 1.0 14,048 0.0002 2.8 1.4 - 1.4 1052.0 1.3 15,573 0.0002 3.1 1.6 - 1.6 1053.0 1.7 17,098 0.0002 3.4 1.7 - 1.7 1053.6 1.9 18,513 0.0002 3.7 1.9 - 1.9 1054.0 2.0 19,731 0.0002 3.9 2.0 9.1 11.0 1055.0 2.0 1 20,038 1 0.00021 4.0 2.0 53.1 55.1 (1) - Average Area * Infiltration Rate (2) - Assume 50% of Infiltration Rate = Basin Outflow (3) - Emergency Spillway Outflow, see Appendix B-3 (4) - Total Basin Outflow = (2) + (3) - 1053.55 = Emergency Spillway Elevation x APPENDIX B-5: INTERIM DETENTION BASIN ROUTING ® 20 porout2(App B-5).out rt rtrtrtrtrtrtrtrtrtrticrticrticrt Yrrtrtrtis it irrt rtf;rtrtrt*rtrtYtrtrtrtirrtrtrtic is fertrtrtrtrtrtit icrtrtrtit irrt rti<rtrtrtrtrtrtrtirrtrtrtYrrtrtrtis SMALL AREA UNIT HYDROGRAPH MODEL (c) copyright 1989-2000 Advanced Engineering Software (aes) ver. 8.0 Release Date: 01/01/2000 *rtrtrtrtrtrtrtrt****rtrtrt***rtrtrtrtrtrt* DESCRIPTION OF STUDY * Post office - City of Fontana rt * Proposed condition * 100 year storm rtrtrtit itrt ic*rtrtrti<irrtrtrtiertrticicicrt*itrtrtrtrtitrt rtisrt rtit icrtrtit it it irrtrtrtrtir it iertrtrtic irrtrticrtrtft it irrt icrtfr it irrtrtrtit it RATIONAL METHOD CALIBRATION COEFFICIENT = 0.90 TOTAL CATCHMENT AREA(ACRES) = 2.85 SOIL -LOSS RATE, FM,(INCH/HR) = 0.041 LOW LOSS FRACTION = 0.046 TIME OF CONCENTRATION(MIN.) = 8.02 RATIONAL METHOD PEAK FLOW RATE (DEFINED BY USER) IS USED FOR SMALL AREA PEAK Q USER SPECIFIED RAINFALL VALUES ARE USED RETURN FREQUENCY(YEARS) = 100 5 -MINUTE POINT RAINFALL VALUE(INCHES) = 0.42 30 -MINUTE POINT RAINFALL VALUE(INCHES) = 0.85 1 -HOUR POINT RAINFALL VALUE(INCHES) = 1.36 3 -HOUR POINT RAINFALL VALUE(INCHES) = 2.14 6 -HOUR POINT RAINFALL VALUE(INCHES) = 3.65 24-HOUR POINT RAINFALL VALUE(INCHES) = 8.10 ---------------------------------------------------------------------------- TOTAL CATCHMENT RUNOFF VOLUME(ACRE-FEET) = 1.66 TOTAL CATCHMENT SOIL -LOSS VOLUME(ACRE-FEET) = 0.26 it it*rtrtrtrtrtir it icrtrtrt*ir irrt*rtit it it irrtrtrtir it is ir*rtit it fr irrt rtic it itrtrtit it it is it itrtrt*rtit it it it it it it it rtit it itrt rtit it itrtrtrtrtfr TIME VOLUME Q 0. 5.0 10.0 15.0 20.0 (HOURS) (AF) (CFS) ---------------------------------------------------------------------------- 0.09 0.0018 0.48 Q 0.23 0.0071 0.48 Q 0.36 0.0124 0.48 Q 0.49 0.0177 0.48 Q 0.63 0.0230 0.48 Q 0.76 0.0283 0.48 Q 0.90 0.0336 0.49 Q 1.03 0.0390 0.49 Q 1.16 0.0444 0.49 Q 1.30 0.0498 0.49 Q 1.43 0.0552 0.49 Q 1.56 0.0607 0.49 Q 1.70 0.0662 0.50 Q 1.83 0.0717 0.50 Q -1.96 0.0772 0.50 Q 2.10 0.0827 0.50 Q 2.23 0.0883 0.50 Q 2.37 0.0939 0.51 Q 2.50 0.0995 0.51 Q 2.63 0.1051 0.51 Q 2.77 0.1108 0.51 Q 2.90 0.1164 0.51 Q 3.03 0.1221 0.52 Q 3.17 0.1279 0.52 Q 3.30 0.1336 0.52 Q 3.44 0.1394 0.52 Q 3.57 0.1452 0.53 Q 3.70 0.1510 0.53 Q 3.84 0.1569 0.53 Q 3.97 0.1628 0.53 Q 4.10 0.1687 0.54 Q 4.24 0.1746 0.54 Q 4.37 0.1806 0.54 Q 4.50 0.1866 0.54 Q 4.64 0.1926 0.55 Q 4.77 0.1987 0.55 Q 4.91 0.2048 0.55 Q 5.04 0.2109 0.55 Q 5.17 0.2170 0.56 Q 5.31 0.2232 0.56 Q Page 1 ,,, Page 2 porout2(App a-5).OUt 5.44 0.2294 0.56 Q 5.57 0.2357 0.57 Q 5.71 0.2420 0.57 Q 5.84 0.2483 0.57 Q 5.97 0.2546 0.58 Q 6.11 0.2610 0.58 Q 6.24 0.2674 0.58 Q 6.38 0.2739 0.59 Q 6.51 0.2804 0.59 Q 6.64 0.2869 0.59 Q 6.78 0.2935 0.60 Q 6.91 0.3001 0.60 .Q 7.04 0.3068 0.61 .Q 7.18 0.3135 0.61 .Q 7.31 0.3202 0.61 .Q 7.45 0.3270 0.62 Q 7.58 0.3339 0.62 .Q 7.71 0.3407 0.62 .Q 7.85 0.3477 0.63 Q 7.98 0.3546 0.63 Q 8.11 0.3616 0.64 Q 8.25 0.3687 0.64 .Q 8.38 0.3758 0.65 .Q 8.51 0.3830 0.65 Q 8.65 0.3902 0.66 Q 8.78 0.3975 0.66 Q 8.92 0.4049 0.67 Q 9.05 0.4122 0.67 Q 9.18 0.4197 0.68 Q 9.32 0.4272 0.68 Q 9.45 0.4348 0.69 .Q 9.58 0.4424 0.69 .Q 9.72 0.4502 0.70 Q 9.85 0.4579 0.71 Q 9.98 0.4658 0.72 Q 10.12 0.4737 0.72 Q 10.25 0.4817 0.73 .Q 10.39 0.4898 0.73 Q 10.52 0.74 Q 10.65 0.50620 0.75 Q 10.79 0.5145 0.76 Q 10.92 0.5230 0.76 Q 11.05 0.5315 0.78 Q 11.19 0.5401 0.78 Q 11.32 0.5488 0.79 Q 11.46 0.5576 0.80 Q 11.59 0.5665 0.81 Q 11.72 0.5755 0.82 Q 11.86 0.5847 0.84 Q 11.99 0.5940 0.84 Q 12.12 0.6050 1.15 Q 12.26 0.6180 1.19 Q 12.39 0.6312 1.21 Q 12.52 0.6446 1.21 Q 12.66 0.6580 1.22. Q 12.79 0.6716 1.23 Q 12.93 0.6853 1.24 Q 13.06 0.6991 1.25 Q 13.19 0.7130 1.27' Q 13.33 0.7270 1.28 Q 13.46 0.7412 1.29 Q 13.59 0.7555 1.30 Q 13.73 0.7700 1.32 Q 13.86 0.7847 1.33 Q 13.99 0.7995 1.35 Q 14.13 0.8128 1.06 Q 14.26 0.8226 0.72 Q 14.40 0.8307 0.74 Q 14.53 0.8391 0.79• .Q 14.66 0.8480 0.82 Q 14.80 0.8573 0.88 Q 14.93 0.8673 0.92 Q 15.06 0.8780 1.02 Q 15.20 0.8895 1.07 Q 15.33 0.9022 1.22 Q 15.47 0.9187 1.77 Q 15.60 0.9423 2.51 Q 15.73 0.9710 2.68 Q 15.87 0.9974 2.10 Q ,,, Page 2 ---------------------------------------------------- FLOW-THROUGH DETENTION BASIN MODEL SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: CONSTANT HYDROGRAPH TIME UNIT(MINUTES) = 8.020 DEAD STORAGE(AF) = 0.00 SPECIFIED DEAD STORAGE(AF) FILLED = 0.00 ASSUMED INITIAL DEPTH(FEET) IN STORAGE BASIN = 0.00 INFLOW Page 3 porout2(App B-5).OUt 16.00 1.0252 2.94 Q 16.13 1.1032 11.17 Q �... 16.27 1.1760 2.02 Q 16.40 1.2002 2.37 Q 16.53 1.2196 1.14 Q 16.67 1.2313 0.97 Q 16.80 1.2413 0.85 Q 16.94 1.2502 0.76 Q 17.07 1.2582 0.70 Q 17.20 1.2695 1.34 Q 17.34 1.2841 1.31 Q 17.47 1.2984 1.28 Q 17.60 1.3125 1.26 Q 17.74 1.3263 1.24 Q 17.87 1.3399 1.22 Q 18.01 1.3532 1.20 Q 18.14 1.3645 0.85 Q 18.27 1:3738 0.83 Q 18.41 1.3829 0.81 Q 18.54 1.3917 0.79 Q 18.67 1.4003 0.77 Q 18.81 1.4087 0.75 Q 18.94 1.4169 0.74 Q 19.07 1.4250 0.72 Q 19.21 1.4329 0.71 .Q 19.34 1.4407 0.70 Q 19.48 1.4484 0.69 Q 19.61 1.4559 0.68 Q 19.74 1.4633 0.66 Q 19.88 1.4706 0.65 Q 20.01 1.4778 0.64 Q 20.14 1.4848 0.64 Q 20.28 1.4918 0.63 Q 20.41 1.4987 0.62 Q 20.54 1.5055 0.61 Q 20.68 1.5122 0.60 Q 20.81 1.5188 0.60 Q 20.95 1.5253 0.59 Q 21.08 1.5318 0.58 Q " 21.21 1.5382 0.57 Q 21.35 1.5445 0.57 Q 21.48 1.5507 0.56 Q 21.61 1.5569 0.56 Q 21.75 1.5630 0.55 Q 21.88 1.5691 0.55 Q 22.02 1.5751 0.54 Q 22.15 1.5810 0.54 Q 22.28 1.5869 0.53 Q 22.42 1.5927 0.53 Q 22.55 1.5985 0.52 Q 22.68 1.6042 0.52 Q 22.82 1.6099 0.51 Q 22.95 1.6156 0.51 Q 23.08 1.6211 0.50 Q 23.22 1..6267 0.50 Q 23.35 1.6322 0.50 Q 23.49 1.6376 0.49 Q 23.62 1.6430 0.49 Q 23.75 1.6484 0.48 Q 23.89 1.6537 0.48 Q 24.02 1.6590 0.48 Q 24.15 ---------------------------------------------------------------------------- 1.6617 0.00 Q ---------------------------------------------------- FLOW-THROUGH DETENTION BASIN MODEL SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: CONSTANT HYDROGRAPH TIME UNIT(MINUTES) = 8.020 DEAD STORAGE(AF) = 0.00 SPECIFIED DEAD STORAGE(AF) FILLED = 0.00 ASSUMED INITIAL DEPTH(FEET) IN STORAGE BASIN = 0.00 INFLOW Page 3 porout2(App B -5) -out _effective depth ------ ------ 1 (and volume) I 1 detention I I I 1....V I ............. 1 basin 1<-->I outflow I I i.........1 \ I I storage 1 basin outlet V----------- OUTFLOW DEPTH -VS. -STORAGE AND DEPTH -VS. -DISCHARGE INFORMATION: TOTAL NUMBER OF BASIN DEPTH INFORMATION ENTRIES = 10 *BASIN -DEPTH STORAGE OUTFLOW **BASIN -DEPTH STORAGE OUTFLOW * (FEET) (ACRE-FEET) (CFS) ** (FEET) (ACRE-FEET) (CFS) * 0.000 0.000 0.000** 1.000 0.100 0.500* * 2.000 0.300 1.000* *3.000 0.600 1.300* * 4.000 1.000 1.400**5.000 1.300 1.600* * 7.000 1.700 1.700**7.550 1.900 1.900* * 8.000 2.100 11.000** 9.000 2.600 55.100* ---------------------------------------------------------------------------- BASIN STORAGE, OUTFLOW AND DEPTH ROUTING VALUES: INTERVAL DEPTH {S-O*DT/21 {S+0*DT/21 NUMBER (FEET) (ACRE-FEET) (ACRE-FEET) 1 0.00 0.00000 0.00000 2 1.00 0.09724 0.10276 3 2.00 0.29448 0.30552 4 3.00 0.59282 0.60718 5 4.00 0.99227 1.00773 6 5.00 1.29116 1.30884 7 7.00 1.69061 1.70939 8 7.55 1.88951 1.91049 9 8.00 2.03924 2.16076 10 9.00 2.29566 2.90434 WHERE S=STORAGE(AF);O=OUTFLOW(AF/MIN.);DT=UNIT INTERVAL(MIN.) ---------------------------------------------------------------------------- DETENTION BASIN ROUTING RESULTS: NOTE: COMPUTED BASIN DEPTH, OUTFLOW, AND STORAGE QUANTITIES OCCUR AT THE GIVEN TIME. BASIN INFLOW VALUES REPRESENT THE AVERAGE INFLOW DURING THE RECENT HYDROGRAPH UNIT INTERVAL. TIME DEAD -STORAGE INFLOW EFFECTIVE OUTFLOW EFFECTIVE (HRS) FILLED(AF) (CFS) DEPTH(FT) (CFS) VOLUME(AF) ---------------------------------------------------------------------------- 0.094 0.000 0.48 0.05 0.01 0.005 0.227 0.000 0.48 0.10 0.04 0.010 0.361 0.000 0.48 0.15 0.06 0.015 0.495 0.000 0.48 0.19 0.08 0.019 0.628 0.000 0.48 0.23 0.11 0.023 0.762 0.000 0.48 0.27 0.13 0.027 0.896 0.000 0.49 0.31 0.14 0.031 1.029 0.000 0.49 0.34 0.16 0.034 1.163 0.000 0.49 0.38 0.18 0.038 1.297 0.000 0.49 0.41 0.20 0.041 1.430 0.000 0.49 0.44 0.21 0.044 1.564 0.000 0.49 0.47 0.23 0.047 1.698 0.000 0.50 0.50 0.24 0.050 1.831 0.000 0.50 0.53 0.26 0.053 1.965 0.000 0.50 0.55 0.27 0.055 2.099 0.000 0.50 0.58 0.28 0.058 2.232 0.000 0.50 0.60 0.29 0.060 2.366 0.000 0.51 0.62 0.30 0.062 2.500 0.000 0.51 0.64 0.32 0.064 2.633 0.000 0.51 0.66 0.33 0.066 2.767 0.000 0.51 0.68 0.34 0.068 2.901 0.000 0.51 0.70 0.35 0.070 3.034 0.000 0.52 0.72 0.35 0.072 3.168 0.000 0.52 0.74 0.36 0.074 3.302 0.000 0.52 0.75 0.37 0.075 3.435 0.000 0.52 0.77 0.38 0.077 3.569 0.000 0.53 0.78 0.39 0.078 3.703 0.000 0.53 0.80 0.40 0.080 3.836 0.000 0.53 0.81 0.40 0.081 3.970 0.000 0.53 0.83 0.41 0.083 4.104 0.000 0.54 0.84 0.42 0.084 4.237 0.000 0.54 0.85 0.42 0.085 4.371 0.000 0.54 0.87 0.43 0.087 ,- Page 4 porout2(App B -5) -Out 4.505 0.000 0.54 0.88 0.44 0.088 4.638 0.000 0.55 0.89 0.44 0.089 ` 4.772 0.000 0.55 0.90 0.45 0.090 4.906 0.000 0.55 0.91 0.45 0.091 5.039 0.000 0.55 0.92 0.46 0.092 5.173 0.000 0.56 0.93 0.46 0.093 5.307 0.000 0.56 0.94 0.47 0.094 5.440 0.000 0.56 0.95 0.47 0.095 5.574 0.000 0.57 0.96 0.48 0.096 5.708 0.000 0.57 0.97 0.48 0.097 5.841 0.000 0.57 0.98 0.49 0.098 5.975 0.000 0.58 0.99 0.49 0.099 6.109 0.000 0.58 1.00 0.50 0.100 6.242 0.000 0.58 1.00 0.50 0.101 6.376 0.000 0.59 1.01 0.50 0.102 6.510 0.000 0.59 1.01 0.51 0.103 6.643 0.000 0.59 1.02 0.51 0.104 6.777 0.000 0.60 1.02 0.51 0.105 6.911 0.000 0.60 1.03 0.51 0.106 7.044 0.000 0.61 1.03 0.52 0.107 7.178 0.000 0.61 1.04 0.52 0.108 7.312 0.000 0.61 1.04 0.52 0.109 7.445 0.000 0.62 1.05 0.52 0.110 7.579 0.000 0.62 1.05 0.53 0.111 7.713 0.000 0.62 1.06 0.53 0.112 7.846 0.000 0.63 1.06 0.53 0.113 7.980 0.000 0.63 1.07 0.53 0.114 8.114 0.000 0.64 1.08 0.54 0.115 8.247 0.000 0.64 1.08 0.54 0.116 8.381 0.000 0.65 1.09 0.54 0.117 8.515 0.000 0.65 1.09 0.54 0.119 8.648 0.000 0.66 1.10 0.55 0.120 8.782 0.000 0.66 1.10 0.55 0.121 8.916 0.000 0.67 1.11 0.55 0.122 9.049 0.000 0.67 1.12 0.56 0.123 9.183 0.000 0.68 1.12 0.56 0.125 9.317 0.000 0.68 1.13 0.56 0.126 9.450 0.000 0.69 1.14 0.57 0.127 9.584 0.000 0.69 1.14 0.57 0.129 9.718 0.000 0.70 1.15 0.57 0.130 9.851 0.000 0.71 1.16 0.58 0.132 9.985 0.000 0.72 1.17 0.58 0.133 10.119 0.000 0.72 1.17 0.58 0.135 10.252 0.000 0.73 1.18 0.59 0.136 10.386 0.000 0.73 1.19 0.59 0.138 10.520 0.000 0.74 1.20 0.60 0.139 10.653 0.000 0.75 1.21 0.60 0.141 10.787 0.000 0.76 1.21 0.60 0.143 10.921 0.000 0.76 1.22 0.61 0.144 11.054 0.000 0.78 1.23 0.61 0.146 11.188 0.000 0.78 1.24 0.62 0.148 11.322 0.000 0.79 1.25 0.62 0.150 11.455 0.000 0.80 1.26 0.63 0.152 11.589 0.000 0.81 1.27 0.63 0.154 11.723 0.000 0.82 1.28 0.64 0.156 11.856 0.000 0.84 1.29 0.64 0.158 11.990 0.000 0.84 1.30 0.65 0.160 12.124 0.000 1.15 1.33 0.66 0.166 12.257 0.000 1.19 1.36 0.67 0.171 12.391 0.000 1.21 1.39 0.69 0.177 12.525 0.000 1.21 1.41 0.70 0.183 12.658 0.000 1.22 1.44 0.71 0.189 12.792 0.000 1.23 1.47 0.73 0.194 12.926 0.000 1.24 1.50 0.74 0.200 13.059 0.000 1.25 1.53 0.76 0.205 13.193 0.000 1.27 1.55 0.77 0.211 13.327 0.000 1.28 1.58 0.78 0.216 13.460 0.000 1.29 1.61 0.80 0.222 13.594 0.000 1.30 1.63 0.81 0.227 13.728 0.000 1.32 1.66 0.82 0.232 13.861 0.000 1.33 1.69 0.84 0.238 13.995 0.000 1.35 1.72 0.85 0.243 14.129 0.000 1.06 1.73 0.86 0.246 14.262 0.000 0.72 1.72 0.86 0.244 14.396 0.000 0.74 1.71 0.86 0.243 14.530 0.000 0.79 1.71 0.86 0.242 14.663 0.000 0.82 1.71 0.85 0.241 14.797 0.000 0.88 1.71 0.85 0.242 14.931 0.000 0.92 1.71 0.86 0.243 Page 5 Allowable value are between 0.11 to 24.3 hours (see copy of print screen of program) we can not extend the run, however at the end of hydrograph (peak inflow = 0.00 cfs), the remaining runoff volume is 0.233 Ac -ft. The average infiltration is 0.75 cfs. Time to empty the basin after rain is 0.233 Ac-ft/0.75 cfs = 13,358 seconds = 223 minutes = 3.7 hours.(less than 24 hrs... O.K.) Page 6 porout2(App a-5).out 15.064 0.000 1.02 1.72 0.86 0.244 15.198 0.000 1.07 1.73 0.86 0.247 15.332 0.000 1.22 1.75 0.87 0.250 15.465 0.000 1.77 1.80 0.89 0.260 15.599 0.000 2.51 1.89 0.92 0.278 15.733 0.000 2.68 1.98 0.97 0.297 15.866 0.000 2.10 2.03 1.00 0.309 16.000 0.000 2.94 2.10 1.02 0.330 16.134 0.000 11.17 2.47 1.09 0.441 16.267 0.000 2.02 2.50 1.15 0.451 16.401 0.000 2.37 2.55 1.16 0.464 16.535 0.000 1.14 2.55 1.16 0.464 16.668 0.000 0.97 2.54 1.16 0.462 16.802 0.000 0.85 2.53 1.16 0.458 16.936 0.000 0.76 2.51 1.16 0.454 17.069 0.000 0.70 2.50 1.15 0.449 17.203 0.000 1.34 2.50 1.15 0.451 17.337 0.000 1.31 2.51 1.15 0.453 17.470 0.000 1.28 2.51 1.15 0.454 17.604 0.000 1.26 2.52 1.15 0.456 17.738 0.000 1.24 2.52 1.16 0.456 17.871 0.000 1.22 2.52 1.16 0.457 18.005 0.000 1.20 2.53 1.16 0.458 18.139 0.000 0.85 2.51 1.16 0.454 18.272 0.000 0.83 2.50 1.15 0.451 18.406 0.000 0.81 2.49 1.15 0.447 18.540 0.000 0.79 2.48 1.14 0.443 18.673 0.000 0.77 2.46 1.14 0.439 18.807 0.000 0.75 2.45 1.14 0.435 18.941 0.000 0.74 2.43 1.13 0.430 19.074 0.000 0.72 2.42 1.13 0.426 19.208 0.000 0.71 2.40 1.12 0.421 19.342 0.000 0.70 2.39 1.12 0.417 19.475 0.000 0.69 2.37 . 1.11 0.412 19.609 0.000 0.68 2.36 1.11 0.407 19.743 0.000 0.66 2.34 1.10 0.402 19.876 0.000 0.65 2.32 1.10 0.397 20.010 0.000 0.64 2.31 1.09 0.392 20.144 0.000 0.64 2.29 1.09 0.387 ,. 20.277 0.000 0.63 2.27 1.08 0.382 20.411 0.000 0.62 2.26 1.08 0.377 20.545 0.000 0.61 2.24 1.07 0.372 20.678 0.000 0.60 2.22 1.07 0.367 20.812 0.000 0.60 2.21 1.06 0.362 20.946 0.000 0.59 2.19 1.06 0.356 21.079 0.000 0.58 2.17 1.05 0.351 21.213 0.000 0.57 2.15 1.05 0.346 21.347 0.000 0.57 2.14 1.04 0.341 21.480 0.000 0.56 2.12 1.04 0.336 21.614 0.000 0.56 2.10 1.03 0.330 21.748 0.000 0.55 2.08 1.03 0.325 21.881 0.000 0.55 2.07 1.02 0.320 22.015 0.000 0.54 2.05 1.02 0.314 22.149 0.000 0.54 2.03 1.01 0.309 22.282 0.000 0.53 2.01 1.01 0.304 22.416 0.000 0.53 1.99 1.00 0.299 22.550 0.000 0.52 1.97 0.99 0.294 22.683 0.000 0.52 1.94 0.98 0.288 22.817 0.000 0.51 1.92 0.96 0.283 22.951 0.000 0.51 1.89 0.95 0.278 23.084 0.000 0.50 1.87 0.94 0.274 23.218 0.000 0.50 1.84 0.93 0.269 23.352 0.000 0.50 1.82 0.92 0.264 23.485 0.000 0.49 1.80 0.91 0.260 23.619 0.000 0.49 1.78 0.89 0.255 23.753 0.000 0.48 1.75 0.88 0.251 23.886 0.000 0.48 1.73 0.87 0.247 24.020 0.000 0.48 1.71 0.86 0.242 24.154 ---------------------------------------------------------------------------- 0.000 0.00 1.66 0.84 0.233 Allowable value are between 0.11 to 24.3 hours (see copy of print screen of program) we can not extend the run, however at the end of hydrograph (peak inflow = 0.00 cfs), the remaining runoff volume is 0.233 Ac -ft. The average infiltration is 0.75 cfs. Time to empty the basin after rain is 0.233 Ac-ft/0.75 cfs = 13,358 seconds = 223 minutes = 3.7 hours.(less than 24 hrs... O.K.) Page 6 We] i. .APPENDIX B-6: HYDRAULICS - WSPG R pol00a.dat 7D 0 0 1 T1 Post office Southside station - Fontana T2 Detention Basin inflow Lateral - assume basin empty ; T3 File: po100a.DAT so 0.00 1048.57 2 .013 1048.57 R 68.70 1049.26 2 .013 SH 2 CD 1 4 2.00 CD 2 4 1.50 CD 3 4 1.00 CD 4 4 0.67 CD 5 4 0.50 Q 9.34 0 Page 1 11 v POl00A.OUT STORM DRAIN ANALYSIS PLUS original version by Los Angeles county Public works Portions Copyrighted by CIVILSOFT, 1986, 1987, 1989 version Serial Number Apr 13, 2006 9:29: 9 input file : po100a.dat Output file: pol00a.out INPUT FILE LISTING T1 Post office Southside Station - Fontana T2 Detention Basin Inflow Lateral - assume basin empty T3 File: po100a.DAT so 0.00 1048.57 2 .013 1048.57 R 68.70 1049.26 2 .013 SH 2 1 SP WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 0 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD 1 4 2.00 CD 2 4 1.50 CD 3 4 1.00 CD 4 4 .67 CD 5 4 .50 1 PAGE NO 1 0 WATER SURFACE PROFILE - TITLE CARD LISTING OHEADING LINE NO 1 IS - 0 Post office Southside station - Fontana OHEADING LINE NO 2 IS - 0 Detention Basin inflow Lateral - assume basin empty OHEADING LINE NO 3 Is - 0 File: po100a.DAT 1 PAGE NO 2 0 WATER SURFACE PROFILE - ELEMENT CARD LISTING 0 ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION *INVERT SECT W S ELEV .00 1048.57 2 1048.57 0 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 68.70 1049.26 2 .013 .00 .00 .00 0 0 ELEMENT NO 3 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W s ELEV 68.70 1049.26 2 .00 NO EDIT ERRORS ENCOUNTERED -COMPUTATION IS NOW BEGINNING ** WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC ERROR MESSAGE NO. 2 - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN OTLTUS, W.S.ELEV = INV + DC 1 1 PAGE 1 WATER SURFACE PROFILE LISTING Post office southside station - Fontana Detention Basin Inflow Lateral - assume basin empty Page 1 Page 2 PO100A.OUT File: po100a.DAT 0 STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER 0 L/ELEM SO SF AVE HF NORM DEPTH ZR 0 .00 1048.57 1.10 1049.67 9.3 6.70 .70 1050.37 .00 1.18 1.50 .00 .00 0 .00 0 .00 1048.57 1.10 1049.67 9.3 6.70 .70 1050.37 .00 1.18 1.50 .00 .00 0 .00 0 44.58 01005 .00994 44 1.10 .00 0 44.58 1049.02 1.10 1050.12 9.3 6.70 .70 1050.81 .00 1.18 1.50 .00 .00 0 .00 0 19.04 01005 .00968 18 1.10 .00 0 63.62 1049.21 1.13 1050.33 9.3 6.54 .66 1051.00 .00 1.18 1.50 .00 .00 0 .00 0 5.08 .01005 .00895 05 1.10 .00 0 68.70 1049.26 1.18 1050.44 9.3 6.23 .60 1051.04 .00 1.18 1.50 .00 .00 0 .00 1 Page 2 pol00b.dat JD 0 0 1 T1 Post office Southside station - Fontana T2 Detention Basin inflow Lat - assume basin at WSE=1049.55+0.6=1050.05 T3 File: polOOb.DAT - 100 -yr without infiltration so 0.00 1048.57 2 .013 1050.05 R 68.70 1049.26 2 .013 SH 2 CD 1 4 2.00 CD 2 4 1.50 CD 3 4 1.00 CD 4 4 0.67 CD 5 4 0.50 Q 9.34 0 Page 1 P0100B.OUT STORM DRAIN ANALYSIS PLUS original version by Los Angeles county Public works Portions Copyrighted by CIVILSOFT, 1986, 1987, 1989 version Serial Number Apr 13, 2006 9:29:47 Input file : po100b.dat output file: po100b.out INPUT FILE LISTING k T1 Post office Southside station - Fontana T2 Detention Basin Inflow Lat - assume basin at WSE=1049.55+0.6=1050.05 T3 File: po1O0b.DAT - 100 -yr without infiltration So 0.00 1048.57 2 .013 1050.05 R 68.70 1049.26 2 .013 SH 2 1 SP WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 0 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD 1 4 2.00 CD 2 4 1.50 CD 3 4 1.00 CD 4 4 .67 CD 5 4 .50 1 PAGE NO 1 0 WATER SURFACE PROFILE - TITLE CARD LISTING OHEADING LINE NO 1 IS - 0 Post Office Southside Station - Fontana OHEADING LINE NO 2 IS - 0 Detention Basin Inflow Lat - assume basin at WSE=1049.55+0.6=1050.05 OHEADING LINE NO 3 IS - 0 File: po100b.DAT - 100 -yr without infiltration 1 PAGE NO 2 0 WATER SURFACE PROFILE - ELEMENT CARD LISTING 0 ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV .00 1048.57 2 1050.05 0 ELEMENT NO 2 IS A REACH U/5 DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 68.70 1049.26 2 .013 .00 .00 .00 0 0 ELEMENT NO 3 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 68.70 1049.26 2 .00 NO EDIT ERRORS ENCOUNTERED -COMPUTATION IS NOW BEGINNING ** WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC PAGE 1 WATER SURFACE PROFILE LISTING Post office Southside station - Fontana Detention Basin Inflow Lat - assume basin at WSE=1049.55+0.6=1050.05 File: po100b.DAT - 100 -yr without infiltration Page 1 L Page 2 POl00B.OUT 0 STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER 0 L/ELEM SO SF AVE HF NORM DEPTH ZR 0 .00 1048.57 1.48 1050.05 9.3 5.28 .43 1050.48 .00 1.18 1.50 .00 .00 0 .00 0 26.59 .01005 .00701 .19 1.10 .00 0 26.59 1048.84 1.36 1050.19 9.3 5.53 .48 1050.67 .00 1.18 1.50 .00 .00 0 .00 0 11.09 .01005 .00712 .08 1.10 .00 0 37.69 1048.95 1.28 1050.22 9.3 5.80 .52 1050.75 .00 1.18 1.50 .00 .00 0 .00 0 1.74 .01005 .00746 .01 1.10 .00 0 39.42 1048.97 1.26 1050.22• 9.3 5.88 .54 1050.76 .00 1.18 1•.50 .00 .00 0 .00 OHYDRAULIC JUMP .00 0 39.42 1048.97 1.10 1050.07 9.3 6.70 .70 1050.76 .00 1.18 1.50 .00 .00 0 .00 0 5.16 .01005 .00994 .05 1.10 .00 0 44.58 1049.02 1.10 1050.12 9.3 6.70 .70 1050.81 .00 1.18 1.50 .00 .00 0 .00 0 19.04 .01005 .00968 .18 1.10 .00 0 63.62 1049.21 1.13 1050.33 9.3 6.54 66 1051.00 .00 1.18 1.50 .00 .00 0 .00 0 5.08 .01005 t .00895 .05 1.10 .00 0 68.70 1049.26 1.18 1050.44 9.3 6.23 .60 1051.04 .00 1.18 1.50 .00 .00 0 .00 1 L Page 2 JD 0 0 1 pol00c.dat T1 Post office Southside station - Fontana . T2 Detention Basin Inflow gat - WSE control basin at wSE 100yr = 1049.55 T3 File: p0100c.DAT - 100 -yr without infiltration So 0.00 1048.57 2 .013 1049.55 R 68.70 1049.26 2 .013 SH 2 CD 1 4 2.00 CD 2 4 1.50 CD 3 4 1.00 CD 4 4 0.67 CD 5 4 0.50 Q 9.34 o Page 1 s POl00C.OUT STORM DRAIN ANALYSIS PLUS original version by LOS Angeles County Public works Portions Copyrighted by CIVILSOFT, 1986, 1987, 1989 version serial Number Apr 13, 2006 9:30:18 Input file : pol00c.dat output file: pol00c.out INPUT FILE LISTING T1 Post office southside station - Fontana T2 Detention Basin Inflow Lat - WSE control basin at W5E 100yr = 1049.55 T3 File: pO100c.DAT - 100 -yr without infiltration so 0.00 1048.57 2 .013 1049.55 R 68.70 1049.26 2 .013 SH 2 1 SP WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 0 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD 1 4 2.00 CD 2 4 1.50 CD 3 4 1.00 CD 4 4 .67 CD 5 4 .50 1 PAGE NO 1 0 WATER SURFACE PROFILE - TITLE CARD LISTING OHEADING LINE NO 1 IS - 0 Post office Southside station - Fontana OHEADING LINE NO 2 Is - 0 Detention Basin Inflow Lat - WSE control basin at WSE 100yr = 1049.55 OHEADING LINE NO 3 IS - 0 File: p0100c.DAT - 100 -yr without infiltration 1 PAGE NO 2 0 WATER SURFACE PROFILE - ELEMENT CARD LISTING 0 ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV .00 1048.57 2 1049.55 0 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 68.70 1049.26 2 .013 .00 .00 .00 0 0 ELEMENT NO 3 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W 5 ELEV 68.70 1049.26 2 .00 NO EDIT ERRORS ENCOUNTERED -COMPUTATION IS NOW BEGINNING ** WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC 1 PAGE 1 WATER SURFACE PROFILE LISTING Post office southside station - Fontana Detention Basin inflow Lat - WsE control basin at WSE 100yr = 1049.55 File: po100c..DAT - 100 -yr without infiltration Page 1 m a Page 2 POl00C.OUT 0 STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER 0 L/ELEM SO SF AVE HF NORM DEPTH ZR 0 .00 1048.57 1.10 1049.67 9.3 6.70 .70 1050.37 .00 1.18 1.50 .00 .00 0 .00 0 .00 1048.57 1.10 1049.67 9.3 6.70 .70 1050.37 .00 1.18 1.50 .00 .00 0 .00 0 44.58 .01005 .00994 .44 1.10 .00 0 44.58 1049.02 1.10 1050.12 9.3 6.70 .70 1050.81 .00 1.18 1.50 .00 .00 0 .00 0 19.04 .01005 .00968 .18 1.10 .00 0 63.62 1049.21 1.13 1050.33 9.3 6.54 .66 1051.00 .00 1.18 1.50 .00 .00 0 .00 0 5.08 .01005 .00895 .05 1.10 .00 0 68.70 1049.26 1.18 1050.44 9.3 6.23 .60 1051.04 .00 1.18 1.50 .00 .00 0 .00 1 a Page 2 rl APPENDIX B -T: RIP4W CALCULATIONS 22 Riprap Design per HEC -1 D50 riprap size equation: D50 =0.001 V3/(d.,9 0.5`K1 1.5)) (See HEC -1: Conversion to a velocity based procedure, page 148) V = average section velocity in the main flow channel (ft/s) da„9 = the average cross section depth in the main flow channel (ft) K1 = the bank slope correction term From WSPG, V = 6.7 fps da„9 = 1.2 ft K1 = 0.7 Use result from WSPG with WSE control = basin empty to get larger velocity D50 =0.001 [6.70]3/([1.2] 0.5(0.7 1.5)) D50 = 0.16 ft Layer thickness required = T = 2*D50 T = 0.32 ft Use 2 ft thickness of riprap, or D50 = 1 ft and D100 = 2 ft Or average riprap size diameter of 1 ft and maximum size diameter is 2 ft. Use Riprap Class "FACING', rock size: D100 = 1.30 ft, D50 = 0.95 ft, D10 = 0.40 ft rock size: D100 = 200 lbs, D50 = 75 lbs, D10 = 5 lbs M A O 23 -T i SANTA ANA AVENUE ■ 100.0 EL1060 I / ■ ■ W / • I jI Tc=12.55 min ■ EL 1055 101.0 r�"� ■ QI00=6.35 ch I 47 — 114 "opoewwrm DETENTICIN BASIN / *55 / • \ -55 — � —'fin( INTERIM DETENTION BASIN POST OFFICE, SOUTHSIDE STATION FF=1057.50 PAD=1056.83 LEGEND DRAINAGE BOUNDARY — x-105 --- FLOW LENGTH Al SUBAREA 2.59—AREA (Ii ACRES) NUMBER 4Owo-4.5 cfs —100 -YEAR DISCHARGE Tc 7.5 min 10.0 — TIME OF CONCENTRATION EL 151.0 — ELEVATION (IN F'EE'T) GRAPHIC SCALE 40 0 20 40 80 120 ( IN FEET ) 1 Inch • 40 1L EXISTING CONDITION FONTANA, CA PREPARE° BY: HYDROLOGY MAP lwPENCO ENGINEERING, INC. PROPOSED CONDITION Civil Engineering One Technology Park Planning Building J-725 Surveying IMne, CA 92618 Construction Manogemenl (949) 753-8111 04 f SANTA ANA AVENUE INTERIM DETENTION BASIN POST OFFICE, SOUTHSIDE STATION LEGEND DRAINAGE BOUNDARY ■� �� —=io5 FLOW LENGTH Al SUBAREA 2.5 AREA (IN ACRES) NODE NUMBER �T-7455,,:I*. 100-YEAR DISCHARGE 10.011ME OF CONCENTRATION .— ELEVATION (IN FEET) I GRAPHIC SCALE - i 40 20 40 BO 120 - IN FEET 1 Inch - 40 R PROPOSED CONDITION FONTANA CA PREPARED BY: HYDROLOGY MAP PENCO ENGINEERING, INC. PROPOSED CONDITION Civil Engineering One Technology Park Planning Building J-725 Surveying Irvine. CA 92818 Construction Monagemenl (949) 753-8111