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HomeMy WebLinkAboutTract 17317M ALLARD ENGINEERING dA mgmering land sum2ying land *nning TRACT 17317 HYDROLOGY & HYDRAULICS REPORT March 29, 2006 Revised: May 10, 2006 Revised: June 8, 2006 Prepared For: Stratham Homes 2201 Dupont Drive, Suite 300 Irvine, CA 92612 (949) 833-1554 Fax (949) 833-7853 Job Number 129.11.03 8253 Sierra Avenue Fontana, CA 92335 (909) 356-1815 * (909) 356-1795 �.J cl \ 04 3: ON I ffEra < M z w LU CZ* C);� w z S? 8 w O..0 WW M cc W Cl. w er Table of Contents Discussion Rational Method — 100 Year Stonn Event Street Capacity Calculations Catch Basin Sizing Calculations WSPGW Hydraulic Calculation Reference Material Hydrology Exhibit Discussion Introduction Tract 17317 is a proposed 17 -lot single-family subdivision at the southeast comer of Citrus Avenue and Walnut Avenue in the City of Fontana, California. The tract is bounded on the north by Walnut Avenue, on the west by Citrus Avenue, on the south by a vacant lot and on the east by a vacant lot. The site currently consists of undeveloped ground. Purpos The purpose of this study is to determine the peak flowrate of storm water runoff for the site and show that drainage systems, comprised of proposed streets, catch basin and storm drain are adequately sized. Methodology The "Rational Method", as outlined by the current San Bernardino County Hydrology Manual, is used herein to determine the 100 -year event peak rate storm water runoff. Computer programs including Civil Design, Advanced Engineering Software's (AES) "Hydrosoft" and Water Surface Pressure Gradient for Windows (WSPGW) are utilized to perform computations. Summar Results demonstrate that 11.4 cfs is generated by Tract 17317 for the onsite catch basin in a 100 - year storm event. Hydraulic calculations illustrate that onsite and offsite drainage systems are adequately sized. Street capacity calculations show Tract 17317 will have the ability to convey the 1 00 -year storm event below top of curb. A 10' sump basin will be necessary to intercept and convey 100% of the runoff produced by Tract 17317 during the 100 -year storm event for onsite conditions. In the event that onsite catch basin #1 should plug water will pond up to an elevation of 1448.3 ft and then overflow to Winter Night Avenue. Elevation 1448.3 ft is the highest flow line elevation on the southwest comer of Twinberry Court/Winter Night Avenue intersection. Since the lowest pad elevation of 1449.4 ft is 1.1 feet higher than the emergency overflow elevation, the City of Fontana's requirement of providing a minimum of 1.0 foot of "freeboard" is achieved. Lateral 6A of the Citrus Avenue Storm Drain Improvement Plans (City Drawing No. 3249) exists at the southeast comer of Citrus Ave. and Walnut Ave. The profile of the lateral indicates the design flow rate was 0. 1 efs. This is an error. The watershed for the catch basin extends east from the catch basin and includes the half width of Walnut Ave, a total of 1.1 acres. Since this tract will allow a portion of Walnut Avenue street flows to enter into the tract, the tributary area to Lateral 6A has been reduced to 0.45 acres. Since the watershed has been reduced, the lateral and its catch basin are over -sized and any further hydraulic analysis is not necessary. However, this report includes catch basin sizing calculations that confirm the adequacy of the basin opening. The catch basin needs to be at least 7.1 feet long. The catch basin is 14 feet wide. The flowrate generated at both nodes 2 and 13 will be outleted to vacant land. In the future, Winter Night Avenue will be extended to the south by others and the street runoff will be discharged to the Citrus Avenue Stonn Drain. A copy of a drainage acceptance letter is included herein indicating the adjacent property owner accepts the street runoff from Winter Night Avenue. The original wet signed letter is on file in the Fontana Building and Safety Division. Street capacity calculations show Winter Night Avenue will have the ability to convey the 100 - year storm event below top of curb and that the velocities (at 3 fps) are non-erosive. To further reduce velocities and decrease the possibility of erosion, small rip -rap pads will be included at the southerly project boundary at the end of Winter Night Avenue. Rational Method — 100 Year Storm Event RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-2003 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2003 License ID 1400 Analysis prepared by: Allard Engineering 8253 Sierra Avenue Fontana Ca. 92335 DESCRIPTION OF STUDY * TRACT 17317 * 100 YEAR STORM FILE NAME: 17317EH-DAT TIME/DATE OF STUDY: 10:41 04/03/2006 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) 100-00 SPECIFIED MINIMUM PIPE SIZE(INCH) 30.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *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) = 1.5300 *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER -DEFINED STREET -SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER -GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT -/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 32.0 20.0 0.020/0.020/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.50 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED FLOW PROCESS FROM NODE 0.00 TO NODE 1.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBARE�,_FLOW-LENGTH(FEET) 775.00 ELEVATION DATA:: UPS=AM(FEET) 56.50 DOWNSTREAM(FEET) 52.20 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.296 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.960 SUBAREA Tc AND LOSS RATE DATA(AMC IV: DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL A 0.75 0.98 0.10 32 12.30 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) 2.61 TOTAL AREA(ACRES) = 0.75 PEAK FLOW RATE(CFS) 2.61 FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 62 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # I USED)<<<<< UPSTREAM ELEVATION(FEET) 52.20 DOWNSTREAM ELEVATION(FEET) 47.30 STREET LENGTH(FEET) = 400.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 32.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 "TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 3.7, STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.38 HALFSTREET FLOOD WIDTH(FEET) = 10.95 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.69 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 1.02 STREET FLOW TRAVEL TIME(MIN.) = 2.47 Tc(MIN.) = 14.77 * 100 YEAR RAINFALL INTENSITY(INCH/HR) 3.548 SUBAREA LOSS RATE DATA(AMC IV: DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.82 0.98 0.50 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREA(ACRES) = 0.82 SUBAREA RUNOFF(CFS) 2. EFFECTIVE AREA(ACRES) 1.57 AREA -AVERAGED Fm(INCH/HR) AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.31 TOTAL AREMACRES) = 1.57 PEAK FLOW RATE(CFS) = END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.40 HALFSTREET FLOOD WIDTH(FEET) = 11.96 SCS CN 32 26 0.30 4.59 FLOW VELOCITY(FEET/SEC.) = 2.83 DEPTH*VELOCITY(FT*FT/SEC.) = 1.13 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 2.00 = 1175.00 FEET. END OF STUDY SUMMARY: TOTAL AREMACRES) 1.57 TC(MIN.) 14.77 EFFECTIVE AREMACRES) 1.57 AREA -AVERAGED FM(INCH/HR)= 0.30 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.31 PEAK FLOW RATE(CFS) 4.59 END OF RATIONAL METHOD ANALYSIS RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-2003 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2003 License ID 1400 Analysis prepared by: Allard Engineering 8253 Sierra Avenue Fontana Ca. 92335 DESCRIPTION OF STUDY * TRACT 17317 * 100 YEAR STORM T\r4o-Asi-ta�*-A FILE NAME: 17317SBH.DAT TIME/DATE OF STUDY: 14:35 06/02/2006 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) 100-00 SPECIFIED MINIMUM PIPE SIZE(INCH) 30.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *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) = 1.5300 *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER -DEFINED STREET -SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER -GEOMETRIES: MANNING WIDTH CROSSFALL IN- OUT -/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 32.0 20.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.125 0.0150 2 30.0 20.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.125 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.50 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) 160.00 ELEVATION DATA: UPSTREAM(FEET) = 53.70 DOWNSTREAM(FEET) 48.50 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 5.000 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 6.795 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL A 0.14 0.98 0.10 32 5.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) 0.84 TOTAL AREA(ACRES) = 0.14 PEAK FLOW RATE(CFS) 0.84 FLOW PROCESS FROM NODE 11.00 TO NODE 31.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 2 USED)<<<<< UPSTREAM ELEVATION(FEET) 48.50 DOWNSTREAM ELEVATION(FEET) 47.60 STREET LENGTH(FEET) = 160.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 1.7: STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 9.63 AVERAGE FLOW VELOCITY(FEET/SEC.) 1.65 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 0.53 STREET FLOW TRAVEL TIME(MIN.) = 1.62 Tc(MIN.) 6.62 * 100 YEAR RAINFALL INTENSITY(INCH/HR) 5.742 SU13AREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) RESIDENTIAL 115-7 DWELLINGS/ACRE" A 0.37 0.98 0.50 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREMACRES) = 0.37 SUBAREA RUNOFF(CFS) EFFECTIVE AREA(ACRES) = 0.51 AREA -AVERAGED Fm(INCH/HR) AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.39 TOTAL AREA(ACRES) = 0.51 PEAK FLOW RATE(CFS) = END OF SUBAREA STREET FLOW HYDRAULICS: SCS CN 32 75 0.38 2.46 DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 11.21 FLOW VELOCITY(FEET/SEC.) = 1.79 DEPTH*VELOCITY(FT*FT/SEC.) 0.63 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 31.00 = 320.00 FEET. FLOW PROCESS FROM NODE 31.00 TO NODE 32.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 2 USED)<<<<< UPSTREAM ELEVATION(FEET) 47.60 DOWNSTREAM ELEVATION(FEET) 45.90 STREET LENGTH(FEET) = 300.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 "TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 4.65 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.42 HALFSTREET FLOOD WIDTH(FEET) = 14.49 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.10 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 0.87 STREET FLOW TRAVEL TIME(MIN.) = 2.38 Tc(MIN.) 9.00 * 100 YEAR RAINFALL INTENSITY(INCH/HR) 4.774 SUBAREA LOSS RATE DATA(AMC IV: DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL 115-7 DWELLINGS/ACRE" A 1.13 0.98 0.50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SU13AREA AREA(ACRES) = 1.13 SUBAREA RUNOFF(CFS) 4.36 EFFECTIVE AREMACRES) 1.64 AREA -AVERAGED Fm(INCH/HR) = 0.45 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.47 TOTAL AREMACRES) = 1.64 PEAK FLOW RATE(CFS) = 6.38 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.46 HALFSTREET FLOOD WIDTH(FEET) = 16.45 FLOW VELOCITY(FEET/SEC-) = 2.26 DEPTH*VELOCITY(FT*FT/SEC.) 1.03 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 32.00 = 620.00 FEET. FLOW PROCESS FROM NODE 32.00 TO NODE 32.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) 9.00 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.774 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 1.31 0.98 0.50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, FP(INCH/HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREMACRES) = 1.31 SUBAREA RUNOFF(CFS) 5.05 EFFECTIVE AREMACRES) = 2.95 AREA -AVERAGED Fm(INCH/HR) = 0.47 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.48 TOTAL AREA(ACRES) 2.95 PEAK FLOW RATE(CFS) 11.43 END OF STUDY SUMMARY: TOTAL AREMACRES) 2.95 TC(MIN.) 9.00 EFFECTIVE AREMACRES) 2.95 AREA -AVERAGED FM(INCH/HR)= 0.47 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.48 PEAK FLOW RATE(CFS) 11.43 END OF RATIONAL METHOD ANALYSIS RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-2003 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2003 License ID 1400 Analysis prepared by: Allard Engineering 8253 Sierra Avenue Fontana Ca. 92335 DESCRIPTION OF STUDY • TRACT 17317 \-Ae�:q S06 -z- c3v-- A,)-41tAL r-41�-Wr pa—t_- • loo YEAR STORM FILE NAME: 17317H -DAT TIME/DATE OF STUDY: 10:54 04/03/2006 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) 100-00 SPECIFIED MINIMUM PIPE SIZE(INCH) 24.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *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) = 1.5300 *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER -DEFINED STREET -SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER -GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT -/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 32.0 20.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.125 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.50 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) 135-00 ELEVATION DATA: UPSTREAM(FEET) = 48.30 DOWNSTREAM(FEET) 47.30 TC = K*[(LENGTH** 3-00MELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.769 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 6.236 SUBAREA Tc AND LOSS RATE DATA(AMC II): Ap scs Tc DEVELOPMENT TYPE/ SCS SOIL AREA Fp CN (MIN.) LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) COMMERCIAL A 0.12 0.98 0.10 32 5.77 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) 0.66 (CFS) 0.66 TOTAL AREA(ACRES) 0.12 PEAK FLOW RATE END OF STUDY SUMMARY: = 0.12 TC(MIN.) 5.77 TOTAL AREMACRES) /HR)= 0.10 EFFECTIVE AREMACRES) = 0.12 AREA -AVERAGED Fm(INCH AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.10 PEAK FLOW RATE(CFS) 0.66 END OF RATIONAL METHOD ANALYSIS RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-2003 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2003 License ID 1400 Analysis prepared by: Allard Engineering 8253 Sierra Avenue Fontana Ca. 92335 DESCRIPTION OF STUDY ********* * * TRACT 17317 CN!s'Tlk�%4 Lr— * 100 YEAR STORM FILE NAME: 17317WH.DAT TIME/DATE OF STUDY: 14:40 06/02/2006 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: __*TIME -OF -CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) 100-00 SPECIFIED MINIMUM PIPE SIZE(INCH) 30.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *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) = 1.5300 *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER -DEFINED STREET -SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER -GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT -/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 32.0 20.0 0.020/0.020/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.50 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED FLOW PROCESS FROM NODE 20.00 TO NODE 21.00 Is CODE = 21 --------- -------------------------------------------------------- --------- :,,�,>>>RATIoNAL METHOD INITIAL SUBAREA ANALYSIS<<<<-:` >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) 440.00 ELEVATION DATA: UPSTREAM(FEET) = 53.40 DOWNSTREAM(FEET) 51.20 Tc = K*[(LENGTH** 3-00MELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.011 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.480 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap scs Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL A 0.45 0.98 0.10 32 10.01 SUBAREA AVERAGE PERVIOUS LOSS RATE, FP(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) 1.78 TOTAL AREMACRES) 0.45 PEAK FLOW RATE (CFS) 1.78 END OF STUDY SUMMARY: TOTAL AREMACRES) = 0.45 TC(MIN.) 10.01 EFFECTIVE AREMACRES) = 0.45 AREA -AVERAGED Fm(INCH /HR)= 0.10 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.10 PEAK FLOW RATE(CFS) 1.78 END OF RATIONAL METHOD ANALYSIS Street Capacity Calculations Tract 17317 In- Tract Street Capacity Calculation (ZT 100 Year Storm Event >>>>STREETFLOW MODEL INPUT INFORMATION<<<< CONSTANT STREET GRADE(FEET/FEET) = 0.005000 CONSTANT STREET FLOW(CFS) = 11.40 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) 0.0 15000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 9.00 INTERIOR STREET CROSSFALL(DECIMAL) 0.020000 OUTSIDE STREET CROSSFALL(DECIMAL) 0.020000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.50 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 1.50 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0. 12500 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS ***STREET FLOW SPLITS OVER STREET-CROV�N*** FULL DEPTH(FEET) = 0.49 FLOOD WIDTH(FEET) = 18.00 FULL HALF -STREET FLOW(CFS) = 7.53 FULL HALF -STREET VELOCITY(FEET/SEC.) = 2.24 SPLIT DEPTH(FEET) = 0.40 SPLIT FLOOD WIDTH(FEET) = 13.62 SPLIT FLOW(CFS) = 3.87 SPLIT VELOCITY(FEET/SEC.) = 1.96 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = 0.49 HALFSTREET FLOOD WIDTH(FEET) = 18.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.24 PRODUCT OF DEPTH&VELOCITY = 1.09 The street capacity calculations demonstrate that 0.49' flow depth is generated by Tract 17317 in a 100 -year storm event. Since the flow depth is less than 0.5', the 100 -year storm event is flowing below top of curb. Because the 100 -year storrn event is flowing below top of curb so is the 25 -year storm event. Tract 17317 — Winter Night Avenue In- Tract Street Capacity Calculation 100 Year Storm Event >>>>STREETFLOW MODEL INPUT INFORMATION<<<< CONSTANT STREET GRADE(FEET/FEET) = 0.012600 -+- (c., -+ CONSTANT STREET FLOW(CFS) = 5.30-�,---- AVERAGE STREETFLOW FRICTION FACTOR(MANNING) 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) INTERIOR STREET CROSSFALL(DECIMAL) 0.020000 OUTSIDE STREET CROSSFALL(DECIMAL) 0.020000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.50 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 1.50 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0. 12500 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET)= 0.38 HALFSTREET FLOOD WIDTH(FEET) = 12.77 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.03 PRODUCT OFDEPTH&VELOCITY= 1.16 M The street capacity calculations demonstrate that 0.38' flow depth is generated by Winter Night Avenue in a 100 -year storm event. Since the flow depth is less than 0.5', the 100 - year storm event is flowing below top of curb. Because the 1 00 -year storm event is flowing below top of curb so is the 25 -year storm event. Tract 17317 Off -Tract Street Capacity Calculation 100 Year Storm Event >>>>STREETFLOW MODEL INPUT INFORMATION<<<< CONSTANT STREET GRADE(FEET/FEET) = 0.020000 CONSTANT STREET FLOW(CFS) = 1.80 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) 0.0 15000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) 25.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 9.00 INTERIOR STREET CROSSFALL(DECIMAL) 0.020000 OUTSIDE STREET CROSSFALL(DECIMAL) 0.020000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.50 - CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 1.50 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0. 12500 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = 0.27 HALFSTREET FLOOD WIDTH(FEET) = 7.01 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.95 PRODUCT OF DEPTH&VELOCITY = 0.79 The street capacity calculations demonstrate that 0.27' flow depth is generated by Tract 17317 in a 100 -year storm event. Since the flow depth is less than 0.5', the 100 -year storm event is flowing below top of curb. Because the I 00 -year storm event is flowing below top of curb so is the 25 -year storm event. Catch Basin Sizing Calculations Tract 17317 in -Tract Sump Basin Capacity Calculation 100 Year Storm Event >>>>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) = 11.40 BASIN OPENING(FEET) = 0.46 DEPTH OF WATER(FEET) = 1.07 >>>>CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 5.65 Suggested width = 7' Recommended Width = 10' Tract 17317 Off -Tract Flowby Basin Capacity Calculation 100 Year Storm Event >>>>FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION<<<< ---------------------------------------------------------------------------- Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 1.80 GUTTER FLOWDEPTH(FEET) = 0.27 BASIN LOCAL DEPRESSION(FEET) = 0.33 ------------------------- FLOWBY BASIN ANALYSIS RESULTS: BASIN WIDTH FLOW INTERCEPTION 0.71 0.25 1.00 0.34 1.50 0.51 2.00 0.67 2.50 0.83 3.00 0.96 3.50 1.09 4.00 1.21 4.50 1.33 5.00 1.42 5.50 1.52 6.00 1.61 6.50 1.69 7.00 1.78 7.12 1.80 WSPGW Hydraulic Calculation Tl TRACT 17317 0 T2 24" RCP T3 100 YEAR STORM EVENT so 1003.220 1433.170 2 1434.983 R 1035.000 1438.640 2 .013 .000 .000 0 R 1050-000 1441.222 2 .013 .000 .000 0 R 1132.730 1441.970 2 .013 .000 .000 0 R 1156.490 1442.180 2 .013 .000 .000 0 WE 1156.490 1442.180 3 .500 SH 1156.490 1442.180 3 1442.180 CD 2 4 1 .000 2.000 .000 .000 .000 .00 CD 3 2 0 .000 4.500 10.000 .000 .000 .00 Q 11.400 .0 FILE: 17317.WSW W S P G W - CIVILDESIGN Version 14.03 PAGE 1 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 6- 5-2006 Time: 1:55:43 TRACT 17317 2411 RCP 100 YEAR STORM EVENT 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 IDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I I SF Avel HF ISE DpthIFroude NINorm Dp I I -N-1 I X-Fallj ZR IType Ch 1003.220 1433.170 .499 1433.669 11.40 18.61 5.38 1439.05 .00 1.21 1.73 2.000 .000 .00 1 .0 5.995 .1721 .1321 .79 .50 5.51 .47 .013 .00 .00 PIPE 1009.215 1434.202 .507 1434.709 11.40 18.20 5.14 1439.85 .00 1.21 1.74 2.000 .000 .00 1 .0 8.625 .1721 .1199 1.03 .51 5.34 .47 .013 .00 .00 PIPE 1017.840 1435.686 .524 1436.210 11.40 17.35 4.67 1440.88 .00 1.21 1.76 2.000 .000 .00 1 .0 6.048 .1721 .1048 .63 .52 5.00 .47 .013 .00 .00 PIPE 1023-888 1436,727 .542 1437.269 11.40 16.54 4.25 1441.52 .00 1.21 1.78 2.000 .000 .00 1 .0 4.569 .1721 .0917 .42 .54 4.68 .47 .013 .00 .00 PIPE 1028.456 1437.514 .561 1438.075 11.40 15.77 3.86 1441.94 .00 1.21 1.80 2.000 .000 .00 1 .0 3.607 .1721 .0803 .29 .56 4.38 .47 .013 .00 .00 PIPE 1032.063 1438.135 .581 1438.716 11.40 15.04 3.51 1442.23 .00 1.21 1.82 2.000 .000 .00 1 .0 2.937 .1721 .0703 .21 .58 4.10 .47 .013 .00 .00 PIPE 1035.000 1438.640 .601 1439.241 11.40 14.34 3.19 1442.43 .00 1.21 1.83 2.000 .000 .00 1 .0 .479 .1721 .0647 .03 .60 3.84 .47 .013 .00 .00 PIPE 1035.479 1438.722 .605 1439.328 11.40 14.20 3.13 1442.46 .00 1.21 1.84 2.000 .000 .00 1 .0 2.348 .1721 .0599 .14 .61 3.79 .47 .013 .00 .00 PIPE 1037.827 1439.127 .626 1439.753 11.40 13.54 2.85 1442.60 .00 1.21 1.85 2.000 .000 .00 1 .0 1.977 .1721 .0524 .10 .63 3.54 .47 .013 .00 .00 PIPE FILE: 17317.WSW W S P G W - CIVILDESIGN Version 14.03 PAGE 2 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 6- 5-2006 Time: 1:55:43 TRACT 17317 2411 RCP 100 YEAR STORM EVENT 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.j Elev I Depth I Width jDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem Ich slope I SF Avel HF ISE DpthIFroude NINorm Dp I 'IN" I X-Fallj ZR IType Ch 1039.804 1439.467 .648 1440.115 11.40 12.91 2.59 1442.70 .00 1.21 1.87 2.000 .000 .00 1 .0 1.681 .1721 .0459 .08 .65 3.31 .47 .013 .00 .00 PIPE 1041.485 1439.756 .671 1440.427 11.40 12.31 2.35 1442.78 .00 1.21 1.89 2.000 .000 .00 1 .0 1.439 .1721 .0402 .06 .67 3.10 .47 .013 .00 .00 PIPE 1042.924 1440.004 .695 1440.699 11.40 11.73 2.14 1442.84 .00 1.21 1.90 2.000 .000 .00 1 .0 1.238 .1721 .0353 .04 .70 2.90 .47 .013 .00 .00 PIPE 1044.162 1440.217 .720 1440.937 11.40 11.19 1.94 1442.88 .00 1.21 1.92 2.000 .000 .00 1 .0 1.067 .1721 .0309 .03 .72 2.71 .47 .013 .00 .00 PIPE 1045.229 1440.401 .746 1441.147 11.40 10.67 1.77 1442.91 .00 1.21 1.93 2.000 .000 .00 1 .0 .922 .1721 .0271 .03 .75 2.53 .47 .013 .00 .00 PIPE 1046.151 1440.559 .773 1441.333 11.40 10.17 1.61 1442.94 1.21 1.95 2.000 .000 .00 1 .0 .796 .1721 .0238 .02 .77 2.36 .47 .013 .00 .00 PIPE 1046.946 1440.696 .801 1441.498 11.40 9.70 1.46 1442.96 .00 1.21 1.96 2.000 .000 .00 1 .0 .686 .1721 .0209 .01 .80 2.21 .47 .013 .00 .00 PIPE 1047.632 1440.814 .830 1441.645 11.40 9.25 1.33 1442.97 .00 1.21 1.97 2.000 .000 .00 1 .0 .590 .1721 .0183 .01 .83 2.06 .47 .013 .00 00 PIPE 1048.222 1440.916 .860 1441.776 11.40 8.82 1.21 1442.98 .00 1.21 1.98 2.000 .000 .00 1 0 .498 .1721 .0161 .01 .86 1.92 .47 .013 .00 .00 PIPE FILE: 17317.WSW W S P G W - CIVILDESIGN Version 14.03 PAGE 3 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 6- 5-2006 Time: 1:55:43 TRACT 17317 2411 RCP 100 YEAR STORM EVENT 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 jDia.-FTjor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I I SF Avel HF ISE DpthIFroude NINorm Dp I 'IN" I X-Fallj ZR IType Ch 1048.720 1441.002 .892 1441.894 11.40 8.41 1.10 1442.99 .00 1.21 1.99 2.000 .000 .00 1 .0 .422 .1721 .0142 .01 .89 1.79 .47 .013 .00 .00 PIPE 1049.142 1441.074 .925 1441.999 11.40 8.01 1.00 1443.00 .00 1.21 1.99 2.000 .000 .00 1 .0 .349 .1721 .0125 .00 .93 1.67 .47 .013 .00 .00 PIPE 1049.491 1441.134 .960 1442.094 11.40 7.64 .91 1443.00 .00 1.21 2.00 2.000 .000 .00 1 .0 .288 .1721 .0110 .00 .96 1.56 .47 .013 .00 .00 PIPE 1049,779 1441.184 .996 1442.180 11.40 7.29 .82 1443.00 .00 1.21 2.00 2.000 .000 .00 1 .0 .221 .1721 .0096 .00 1.00 1.45 .47 .013 .00 .00 PIPE 1050.000 1441.222 1.035 1442.257 11.40 6.95 .75 1443.01 .00 1.21 2.00 2.000 .000 .00 1 .0 29.806 .0090 .0090 .27 1.04 1.35 1.04 .013 .00 .00 PIPE 1079.806 1441.491 1.035 1442 .527 11.40 6.95 .75 1443.28 .00 1.21 2.00 2.000 .000 .00 1 .0 52.924 .0090 .0086 .45 1.04 1.35 1.04 .013 .00 .00 PIPE 1132.730 1441.970 1.072 1443.042 11.40 6.65 .69 1443.73 .00 1.21 1.99 2.000 .000 .00 1 .0 3.201 .0088 .0080 .03 1.07 1.26 1.04 .013 .00 .00 PIPE 1135.931 1441.998 1.076 1443.074 11.40 6.61 .68 1443.75 .00 1.21 1.99 2.000 .000 .00 1 .0 14.399 .0088 .0075 .11 1.08 1.25 1.04 .013 .00 .00 PIPE 1150.330 1442.126 1.118 1443.244 11.40 6.31 .62 1443.86 .00 1.21 1.99 2.000 .000 .00 1 .0 4.958 .0088 .0066 .03 1.12 1.16 1.04 .013 .00 .00 PIPE FILE: 17317.WSW W S P G W - CIVILDESIGN Version 14.03 PAGE 4 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 6- 5-2006 Time: 1:55:43 TRACT 17317 2411 RCP 100 YEAR STORM EVENT 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.I Elev I Depth I Width IDia.-FTjor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I 'IN" I X-Fallj ZR IType Ch 1155.288 1442.169 1.163 1443.333 11.40 6.01 .56 1443.89 .00 1.21 1.97 2.000 .000 .00 1 .0 1.202 .0088 .0058 .01 1.16 1.08 1.04 .013 .00 .00 PIPE 1156.490 1442.180 1.212 1443.392 11.40 5.73 .51 1443.90 .00 1.21 1.95 2.000 .000 .00 1 .0 WALL ENTRANCE 1156.490 1442.180 1.968 1444.148 11.40 .58 .01 1444.15 .00 .34 10.00 4.500 10.000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- Reference Material From: unknown page 314 Date: 5/1/2006 3:42:23 PM -7 j MM i F"'If IN I �2RW�) I P, DRAINAGE ACCEPTANCE COVENANT APN 240-021-19 WO at* ft OwneO 9f dw property dc9cribca ill &Mbft "'A" th'X is sdjuxw ad South arthe ProPosed Tract No. 17317, all iin the City of poa=&, C&Ujxni,,. WC have revielwed the Tenftfive Tract Map for tb, U -8M which is hirtber 4cpicted in r=xhibit "B-. We hcMbY 80CqA dft sun"ace waW 9w AV mter our propelty from Trwt NO. 17317 and we affee 10 allow web Fading within our prapaty as nocemy to support the XWaW Stfoo "yr, Mthin N area d*cWd on 1x1dbit'13-. We hcreby at= f0r OMMIM. OW heim Memson, and assilma to iademnity, defeW aid aw batwkss Oe City of FWtaug, itS 49co% officers, and emloyces fivM and aping any aad aU liability abd expense, inchWinr, but not fimiftd to bod"i"llury, 46294 PersooW w1ury, or property dawaSe miging &= of colmected wilb said &&mtjon- ohn LUM (Owt% 5" - I - 0!�' . DMbe e - Dift ALL-PURPOSE ACKNOWLEDGF .MjgNT State of 2ALL A �14� CMAty ar—&-' A. lz�� 01 Wore me, 7-1. X-0, TITLE dj—FDFY�ICMM-t� PATE penonally appcsw NAMM) Of =NnM f ) PeMoAW1Y JWOWn to r130 -OP,- [ I PM,md to mo omt the 6W"' ofut"fact0l., elidcz= to be dn peuc*s) whom U1UN*X) iWare Sub$&bed to the %viain buUMCM and wimWiedgad 10 Me *at bpjsholdwy executod the sanle in WACT)th� au&xizad sisna"s) caPaciiXiMs). $ad that by his&cmeir "be PM*SN Or the emtY upon WWOf Whift th. "WL executed Me immmalt. "Y ham dh'"f ~41� &MIWU COMWASIM 2 130697111 M"Y Reft - ccoo� Comfy 54TM" op RY T—J .,=Jan28.2M7 - - - - - --t This fax was receiyed by GF1 FAXmaker fax server For more information, visit: http:ltwww.gfi.com From: unknown Page: 214 Date: 5/112006 3:42:23 PM AW e-cKja Lr--Q-f 3 1 RM F PS4-V 1 r4 I ep.%&s I ot�etlutfjblss p P -8"d ]DRAINAGE. ACCEPTANCE COVENANT EXMIT "A" APN 240-021qq LEGAL mcwnorf.- THE MMIMST QUARM OF LOT 5 OF ORANW " 'Ir ,UTS ACp 'ES AS Rr MCC"ED IN ]BOOK 19 OF MAPS, PAGE 73 IN TM CITY OF FONTANA. C01UNTY OF SM BMWARDINO, STATE OF CAMPORNLIj. 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CIVILDESIGN Version 14.03 PAGE 2 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date:11- 2-2005 Time: 8:58:19 Citrus Avenue Storm Drain 100 year storm 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 IDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem jCh Slope I I SF Avel HF ISE DpthIFroude NINorm Dp, I 'IN" I X-Fallj ZR IType Ch 1636.670 1396.964 12.757 1409.721 641.58 19.33 5.80 1415.53 .00 6.20 .00 6,500 .000 .00 1 .0 236.620 .0187 .0150 3.54 12.76 .00 4.80 .013 .00 .00 PIPE 1873.290 1401.390 11.875 1413.265 641.58 19.33 5.80 1419.07 .00 6.20 .00 6.500 .000 .00 1 .0 JUNCT STR .0172 .0150 .07 11.87 .00 .013 .00 .00 PIPE 1877.950 1401.470 11.864 1413.334 641.58 19.33 5.80 1419.14 .00 6.20 .00 6.500 .000 .00 1 .0 424.720 .0194 .0150 6.36 11.86 .00 4.73 .013 .00 .00 PIPE 2302.670 1409.710 9,985 1419,695 641.58 19.33 5.80 1425.50 .00 6.20 .00 6.500 .000 .00 1 .0 JUNCT STR .0195 .0141 .12 9.98 .00 .013 .00 .00 PIPE 2311.390 1409.880 10.991 1420.871 602.28 18.15 5.12 1425.99 .00 6.13 .00 6.500 .000 .00 1 .0 407.338 .0198 .0132 5.38 10.99 .00 4.46 .013 .00 .00 PIPE 2718.728 1417.962 8.283 1426.245 602.2B 18.15 5.12 1431.36 .00 6.13 .00 6.500 .000 .00 1 .0 HYDRAULIC JUMP 2718.728 1417.962 4.517 1422.479 602.2B 24.47 9.30 1431.78 .00 6.13 5.99 6.500 .000 .00 1 .0 70.452 .0198 .0191 1.35 4.52 2.13 4.46 .013 .00 .00 PIPE 2789.180 1419.360 4.528 1423.888 602.28 24.40 9.25 1433.14 .00 6.13 5.98 6,500 .000 .00 1 .0 JUNCT STR .0215 .0190 .09 4.53 2.12 .013 .00 .00 PIPE 2793.840 1419.460 4.532 1423.992 602.28 24.38 9.23 1433.22 .00 6.13 5.97 6.500 .000 .00 1 .0 219.335 .0200 .0185 4.05 4.53 2.11 4.44 .013 .00 .00 PIPE FILE: walnutf.WSW W S P G W - CIVILDESIGN Version 14.03 PAGE 3 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date:11- 2-2005 Time: 8:58:19 Citrus Avenue Storm Drain 100 year storm Invert Depth Water Q Vel Vel I Energy I super ICriticalIFlow ToplHeight/lBase WtI INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.j Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I SF Avel HF ISE DpthIFroude NINorm, Dp I 'IN" I X-Fallj ZR IType Ch 3013.175 1423.856 4.636 1428.492 602.28 23.78 8.78 1437.28 .00 6.13 5.88 6.500 .000 .00 1 .0 191.255 .0200 .0170 3.25 4.64 2.02 4.44 .013 .00 .00 PIPE 3204.430 1427.690 4.851 1432.541 602.28 22.68 7.98 1440.53 .00 6.13 5.66 6.500 .000 .00 1 .0 JUNCT STR .0215 .0160 .07 5.02 1.84 .013 .00 .00 PIPE 3209.090 1427.790 4.862 1432.652 602.28 22.62 7.95 1440.60 .17 6.13 5.64 6.500 .000 .00 1 .0 37.520 .0177 .0159 .59 5.03 1.84 4.66 .013 .00 .00 PIPE 3246.610 1428.456 4.892 1433.348 602.28 22.48 7.85 1441.19 .16 6.13 5.61 6.500 .000 .00 1 .0 170.861 .0177 .0150 2.56 5.06 1.81 4.66 .013 .00 .00 PIPE 3417.471 1431.486 5.131 1436.617 602.28 21.43 7.13 1443.75 .14 6.13 5.30 6.500 .000 .00 1 .0 90.037 .0177 .0135 1.22 5.27 1.64 4.66 .013 .00 .00 PIPE 3507.508 1433.083 5.401 1438.484 602.28 20.44 6.48 1444.97 .12 6.13 4.87 6.500 .000 .00 1 .0 51.470 .0177 .0124 .64 5.52 1.46 4.66 .013 .00 .00 PIPE 3558.979 1433.996 5.715 1439.711 602.28 19.48 5.90 1445.61 .09 6.13 4.24 6.500 .000 .00 1 .0 20.521 .0177 .0116 .24 5.81 1.27 4.66 .013 .00 .00 PIPE 3579.500 1434.360 6.127 1440.487 602.2B 18.58 5.36 1445.85 6.50 6.13 3.02 6.500 .000 .00 1 .0 JUNCT STR .0156 .0087 .14 6.50 1.00 .013 .00 .00 PIPE 3595.500 1434.610 10.285 1444.895 407.82 12.29 2.35 1447.24 .00 5.38 .00 6.500 .000 .00 1 .0 56.000 .0100 .0061 .34 .00 .00 4.31 .013 .00 .00 PIPE FILE: walnutf.WSW W S P G W - CIVILDESIGN Version 14.03 PAGE 4 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date:11- 2-2005 Time: 8:58:19 Citrus Avenue Storm Drain 100 year storm 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.j Elev I Depth I width jDia.-FTIor I.D.1 ZL jPrs/Pip L/Elem ICh Slope I I I SF Avel HF ISE DpthIFroude NINorm Dp I 'IN" I X-Fallj ZR IType Ch 3651.500 1435.170 10.373 1445.543 407.82 12.29 2.35 1447.89 .00 5.38 .00 6.500 .000 .00 1 .0 JUNCT STR .0086 .0060 .03 10.37 .00 .013 .00 .00 PIPE 3656.160 1435.210 10.366 1445.576 407.62 12.28 2.34 1447.92 .00 5.38 .00 6.500 .000 .00 1 .0 1184.440 .0057 .0060 7.16 10.37 .00 5.49 .013 .00 PIPE 4840.600 1442.010 10.725 1452.735 407.62 12.28 2.34 1455.08 .00 5.38 .00 6.500 .000 .00 1 .0 28.370 .0081 .0060 .17 .00 .00 4.66 .013 .00 .00 PIPE 4868.970 1442.240 10.814 1453.054 407.62 12.28 2.34 1455.40 .00 5.38 .00 6.500 .000 .00 1 .0 55.330 .0083 .0060 .33 .00 .00 4.61 .013 .00 .00 PIPE 4924.300 1442.700 10.959 1453.659 407.62 12.28 2.34 1456.00 .00 5.38 .00 6.500 .000 .00 1 .0 JUNCT STR .0448 .0059 .08 .00 .00 .013 .00 .00 PIPE 4938.130 1443.320 10.870 1454.190 319.62 11.30 1.98 1456.17 .00 4.87 .00 6.000 .000 .00 1 .0 25.460 .0083 .0057 .15 .00 .00 4.18 .013 .00 .00 PIPE 4963-590 1443.530 10.924 1454.453 319.62 11.30 1.98 1456.44 .00 4.87 .00 6.000 .000 .00 1 .0 26.480 .0083 .0057 .15 .00 .00 4.16 .013 .00 .00 PIPE 4990.070 1443.750 10.975 1454.725 319.62 11.30 1.98 1456.71 .00 4.87 .00 6.000 .000 .00 1 .0 JUNCT STR .0562 .0045 .05 10.97 .00 .013 .00 .00 PIPE 5000.390 1444.330 11.810 1456.140 190.58 8.02 1.00 1457.14 .00 3.86 .00 5.500 .000 .00 1 .0 1180.850 .0053 .0032 3.80 11.81 .00 3.65 .013 .00 .00 PIPE FILE: walnutf.WSW W S P G W - CIVILDESIGN Version 14.03 PAGE 5 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date:11- 2-2005 Time: 8:58:19 Citrus Avenue Storm Drain 100 year storm Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow TopjHeight/113ase Wtj INo Wth Station I Elev (FT) Elev (CFS) I (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 SF Avel HF ISE DpthIFroude NINorm Dp I 'IN" I X-Fallj ZR IType Ch 6181.240 1450.600 9.344 1459.944 190.58 8.02 1.00 1460.94 .00 3.86 .00 5.500 .000 .00 1 .0 TRANS STR .2184 .0063 .03 9.34 .00 .013 .00 .00 PIPE 6185.910 1451.620 7.405 1459.025 190.58 11.98 2.23 1461.25 .00 3.97 .00 4.500 .000 .00 1 .0 38.090 .0029 .0094 .36 .00 .00 4.50 .013 .00 .00 PIPE 6224.000 1451.730 7.884 1459.614 190.58 11.98 2.23 1461.84 .00 3.97 .00 4.500 .000 .00 1 .0 JUNCT STR .0050 .0090 .02 .00 .00 .013 .00 .00 PIPE 6226.000 1451.740 8.223 1459.963 183.11 11.51 2.06 1462.02 .00 3.91 .00 4.500 .000 .00 1 .0 68.330 .0031 .0087 .59 .00 .00 4.50 .013 .00 .00 PIPE 6294.330 1451.950 8.892 1460.842 183.11 11.51 2.06 1462.90 .00 3.91 .00 4.500 .000 .00 1 .0 JUNCT STR .0025 .0083 .07 .00 .00 .013 .00 .00 PIPE 6302.330 1451.970 9.285 1461.255 175.11 11.01 1.88 1463.14 .00 3.84 .00 4.500 .000 .00 1 .0 25.020 .0028 .0079 .20 .00 .00 4.50 .013 .00 .00 PIPE 6327.350 1452.040 9.571 1461.611 175.11 11.01 1.88 1463.49 .00 3.84 .00 4.500 .000 .00 1 .0 4.670 .0043 .0079 .04 9.57 .00 4.50 .013 .00 .00 PIPE 6332.020 1452.060 9.588 1461.648 175.11 11.01 1.88 1463.53 .00 3.84 .00 4.500 .000 .00 1 .0 67.300 .0209 .0079 .53 9.59 .00 2.55 .013 .00 .00 PIPE 6399.320 1453.470 8.712 1462.182 175.11 11.01 1.88 1464.06 .00 3.84 .00 4.500 .000 .00 1 .0 JUNCT STR .0878 .0084 .06 8.71 .00 .013 .00 .00 PIPE FILE: walnutf.WSW W S P G W - CIVILDESIGN Version 14.03 PAGE 6 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date:11- 2-2005 Time: 8:58:19 Citrus Avenue Storm Drain 100 year storm Invert Depth Water Q Vel Vel I Energy I Super ICriticaljFlow ToplHeight/lBase wtj INo Wth Station I Elev (FT) Elev (CFS) I (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 'IN" I X-Fallj ZR IType Ch 6406.720 1454.120 8.900 1463.020 135.24 10.76 1.80 1464.82 .00 3.47 .00 4.000 .000 .00 1 .0 346.950 .0210 .0089 3.02 8.90 .00 2.35 .013 .00 .00 PIPE 6747.670 1461.280 4.762 1466-042 135.24 10.76 1.80 1467.84 .00 3.47 .00 4.000 .000 .00 1 .0 36.159 .0210 .0089 .32 4.76 .00 2.35 .013 .00 .00 PIPE 6783.829 1462.040 4.344 1466.3B4 135.24 10.76 1.80 1468.18 .00 3.47 .00 4.000 .000 .00 1 .0 HYDRAULIC JUMP 6783.829 1462.040 2.638 1464.678 135.24 15.38 3.67 1468.35 .00 3.47 3.79 4.000 .000 .00 1 .0 25.257 .0210 .0142 .36 2.64 1.78 2.35 .013 .00 .00 PIPE 6809.085 1462.571 2.723 1465.294 135.24 14.84 3.42 1468.71 .00 3.47 3.73 4.000 .000 .00 1 .0 23.368 .0210 .0129 .30 2.72 1.67 2.35 .013 .00 .00 PIPE 6832.453 1463.062 2.844 1465.906 135.24 14.15 3.11 1469.02 .00 3.47 3.63 4.000 .000 .00 1 .0 15.964 .0210 .0115 .18 2.84 1.54 2.35 .013 .00 .00 PIPE 6848-417 1463.397 2.975 1466.372 135.24 13.49 2.83 1469.20 .00 3.47 3.49 4.000 .000 .00 1 .0 10.667 .0210 .0103 .11 2.98 1.40 2.35 .013 .00 .00 PIPE 6859,084 1463.621 3.118 1466.739 135.24 12.87 2.57 1469.31 .00 3.47 3.32 4.000 .000 .00 1 .0 6.298 .0210 .0093 .06 3.12 1.27 2.35 .013 .00 .00 PIPE 6865.383 1463.754 3.278 1467.032 135.24 12.27 2.34 1469.37 .00 3.47 3.08 4.000 .000 .00 1 .0 2.117 .0210 .0085 .02 3.28 1.14 2.35 .013 .00 .00 PIPE FILE: walnutf.WSW W S P G W - CIVILDESIGN VerBion 14.03 PAGE 7 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date:11- 2-2005 Time: 8:58:19 Citrus Avenue Storm Drain 100 year storm 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 IDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I SF Avel HF ISE DpthIFroude NINorm Dp I 'IN" I X-Fallj ZR IType Ch 6867.500 1463.798 3.465 1467.263 135.24 11.69 2.12 1469.39 .00 3.47 2.72 4.000 .000 .00 1 .0 JUNCT STR .0208 .0067 .02 3.47 1.00 .013 .00 .00 PIPE 6870.000 1463.850 4.837 1468.687 104.33 8.30 1.07 1469.76 .00 3.09 .00 4.000 .000 .00 1 .0 52.988 .0211 .0052 .28 4.84 .00 2.00 .013 .00 .00 PIPE 6922.988 1464.966 4.000 1468.966 104.33 8.30 1.07 1470.04 .00 3.09 .00 4.000 .000 .00 1 .0 15.875 .0211 .0049 .08 4.00 .00 2.00 .013 .00 .00 PIPE 6938.864 1465.301 3.641 1468.941 104.33 8.69 1.17 1470.11 .00 3.09 2.29 4.000 .000 .00 1 .0 HYDRAULIC JUMP 6938.864 1465,301 2.607 1467.907 104.33 12.03 2.25 1470.15 .00 3.09 3.81 4.000 .000 .00 1 .0 6.493 .0211 .0087 .06 2.61 1.41 2.00 .013 .00 .00 PIPE 6945.356 1465.437 2.701 1468.138 104.33 11.55 2.07 1470.21 .00 3.09 3.75 4.000 .000 .00 1 C 5.162 .0211 .0078 .04 2.70 1.31 2.00 .013 .00 .00 PIPE 6950.519 1465.546 2.821 1468.367 104.33 11.01 1.88 1470.25 .00 3.09 3.65 4.000 .000 .00 1 .0 2.999 .0211 .0070 .02 2.82 1,20 2.00 .013 .00 .00 PIPE 6953.518 1465.609 2.950 1468.559 104.33 10.50 1.71 1470.27 .00 3.09 3.52 4.000 .000 .00 1 C .982 .0211 .0063 .01 2.95 1.10 2.00 .013 .00 .00 PIPE 6954.500 1465.630 3.092 1468.722 104.33 10.01 1.56 1470.28 .00 3.09 3.35 4.000 .000 .00 1 .0 JUNCT STR .0200 .0043 .01 3.09 1.00 .013 .00 .00 PIPE FILE: walnutf.WSW W S P G W - CIVILDESIGN Version 14.03 PAGE 8 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date:11- 2-2005 Time: 8:58:19 Citrus Avenue Storm Drain 100 year storm 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 IDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I I SF Avel HF ISE DpthIFroude NINorm Dp I 'IN" I X-Fallj ZR IType Ch 6957.000 1465.680 4.260 1469.940 73.42 5.84 .53 1470.47 .00 2.59 .00 4.000 .000 .00 1 .0 14.136 .0210 .0026 .04 4.26 .00 1.64 .013 .00 .00 PIPE 6971.136 1465.977 4.000 1469.977 73.42 5.84 .53 1470.51 .00 2.59 .00 4.000 .000 .00 1 .0 1.465 .0210 .0025 .00 4.00 .00 1.64 .013 .00 .00 PIPE 6972.601 1466.007 3.971 1469.978 73.42 5.85 .53 1470.51 .00 2.59 .68 4.000 .000 .00 1 .0 HYDRAULIC JUMP 6972.601 1466.007 1.628 1467.635 73.42 15.29 3.63 1471.26 .00 2.59 3.93 4.000 .000 .00 1 .0 47.564 .0210 .0217 1.03 1.63 2.44 1.64 .013 .00 .00 PIPE 7020.165 1467.005 1.621 1468.626 73.42 15.36 3.66 1472.29 .00 2.59 3.93 4.000 .000 .00 1 .0 127.505 .0210 .0234 2.99 1.62 2.45 1.64 .013 .00 .00 PIPE 7147.670 1469.680 1.565 1471.245 73.42 16.11 4.03 1475.28 .00 2.59 3.90 4.000 .000 .00 1 .0 175.928 .0250 .0245 4.32 1.57 2.63 1.56 .013 .00 .00 PIPE 7323.598 1474.078 1.578 1475.656 73.42 15.92 3.94 1479.59 .00 2.59 3.91 4.000 .000 .00 1 .0 128.402 .0250 .0227 2.91 1.58 2.58 1.56 .013 .00 .00 PIPE 7452.000 1477.288 1.636 1478.924 73.42 15.18 3.58 1482.50 .00 2.59 3.93 4.000 .000 .00 1 .0 JUNCT STR .0227 .0271 .19 1.64 2.41 .013 .00 .00 PIPE 7459.000 1477.447 1.203 1478.650 51.34 16.14 4.05 1482.70 .00 2.15 3.67 4.000 .000 .00 1 .0 21.129 .0251 .0343 .72 1.20 3.06 1.29 .013 .00 .00 PIPE FILE: walnutf.WSW W S P G W - CIVILDESIGN Version 14.03 PAGE 9 Program Package Serial Number; 1382 WATER SURFACE PROFILE LISTING Date:11- 2-2005 Time: 8:58:19 Citrus Avenue Storm Drain 100 year storm Invert Depth water Q Vel Vel I Energy I super ICriticallFlow ToplHeight/lBase Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL lPrs/Pip L/Elem ICh Slope I I I SF Avel HF ISE DpthIFroude NINorm Dp I 'IN" I X-Fallj ZR IType Ch 7480.129 1477.977 1.180 1479.157 51.34 16.57 4.27 1483.42 .00 2.15 3.65 4.000 .000 .00 1 .0 29.747 .0251 .0381 1.13 1.18 3.17 1.29 .013 .00 .00 PIPE 7509.876 1478.723 1.140 1479.863 51.34 17.38 4.69 1484.55 .00 2.15 3.61 4.000 .000 .00 1 .0 23.403 .0251 .0435 1.02 1.14 3.39 1.29 .013 .00 .00 PIPE 7533.280 1479.310 1.102 1480.412 51.34 18.23 5.16 1485.57 .00 2.15 3.57 4.000 .000 .00 1 .0 TRANS STR .2382 .0392 .18 1.10 3.62 .013 .00 .00 PIPE 7537.940 1480.420 1.376 1481.796 51.34 16.23 4.09 1485.89 .54 2.33 2.99 3.000 .000 .00 1 .0 4.985 .0458 .0314 .16 1.92 2.78 1.24 .013 .00 .00 PIPE 7542.925 1480.649 1.387 1482.036 51.34 16.05 4.00 1486.04 .53 2.33 2.99 3.000 .000 .00 1 .0 18.575 .0458 .0291 .54 1.92 2.74 1.24 .013 .00 .00 PIPE 7561.499 1481.500 1.440 1482.940 51.34 15.30 3.64 1486.58 .00 2.33 3.00 3.000 .000 .00 1 .0 8.639 .0522 .0259 .22 1.44 2.55 1.20 .013 .00 .00 PIPE 7570.138 1481.951 1.484 1483.435 51.34 14.73 3.37 1486.80 .00 2.33 3.00 3.000 .000 .00 1 .0 8.604 .0522 .0231 .20 1.48 2.41 1.20 .013 .00 .00 PIPE 7578.741 1482.400 1.540 1483.940 51.34 14.04 3.06 1487.00 .00 2.33 3.00 3.000 .000 .00 1 .0 6.860 .0522 .0204 .14 1.54 2.24 1.20 .013 .00 .00 PIPE 7585.601 1482.758 1.600 1484.358 51.34 13.39 2.78 1487.14 .00 2.33 2.99 3.000 .000 .00 1 .0 5.581 .0522 .0180 .10 1.60 2.08 1.20 .013 .00 .00 PIPE I FILE: walnutf.WSW W S P G W - CIVILDESIGN Version 14.03 PAGE 10 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date:11- 2-2005 Time: 8:58:19 Citrus Avenue Storm Drain 100 year storm 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 IDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I I SF Avel HF ISE DpthIFroude NINorm Dp I 'IN" I X-Fallj ZR IType Ch 7591.182 1483.049 1.662 1484.711 51.34 12.76 2.53 1487.24 .00 2.33 2.98 3.000 .000 .00 1 .0 4.514 .0522 .0159 .07 1.66 1.94 1.20 .013 .00 .00 PIPE 7595.695 1483.284 1.728 1485-013 51.34 12.17 2.30 1487.31 .00 2.33 2.97 3.000 .000 .00 1 .0 3.644 .0522 .0140 .05 1.73 1.80 1.20 .013 .00 .00 PIPE 7599.339 1483.475 1.798 1485.273 51.34 11.60 2.09 1487.36 .00 2.33 2.94 3.000 .000 .00 1 .0 2.918 .0522 .0124 .04 1.80 1.67 1.20 .013 .00 .00 PIPE 7602.257 1483.627 1.872 1485.499 51.34 11.06 1.90 1487.40 .00 2.33 2.91 3.000 .000 .00 1 .0 2.277 .0522 .0110 .03 1.87 1.54 1.20 .013 .00 .00 PIPE 7604.534 1483.746 1.951 1485.697 51.34 10.55 1.73 1487.42 .00 2.33 2.86 3.000 .000 .00 1 .0 1.747 .0522 .0098 .02 1.95 1.43 1.20 .013 .00 .00 PIPE 7606.281 1483.837 2.034 1485.871 51.34 10.06 1.57 1487.44 .00 2.33 2.80 3.000 .000 .00 1 .0 1.191 .0522 .0087 .01 2.03 1.31 1.20 .013 .00 .00 PIPE 7607.472 1483.899 2.125 1486.024 51.34 9.59 1.43 1487.45 .00 2.33 2.73 3.000 .000 .00 1 .0 .739 .0522 .0078 .01 2.13 1.21 1.20 .013 .00 .00 PIPE 7608.211 1483.938 2.222 1486.160 51.34 9.14 1.30 1487.46 .00 2.33 2.63 3.000 .000 .00 1 .0 .239 .0522 .0070 .00 2.22 1.10 1.20 .013 .00 .00 PIPE 7608.450 -I- 1483.950 -I- 2.330 -I- 1486.280 -I- 51.34 -I- 8.71 -I- 1.18 -I- 1487.46 -I- .00 -I- 2.33 -I- 2.50 -I- 3.000 -I- .000 -I- .00 1 I- .0 NOMP C()NTRACTOR TO VFJ11FY LOCATION AND ELEVATWN PRIOR TO START Of CONS71WMNo RIW FUTURV GROUND an In :00 r) L_ 6-.j EXISTING GROUND Map, *1 2 00901 rs=p. sw�- dN� 48 COVER 4AA 1A.AA. FUTURE 24 All STORM ORAN vtSEWER 0 FUTURE 87 -E _rqw, 10+00.00 M. DRAIN E)(. 78 " STOR IW= 1 kv) Ars Ui + + LWIF 'A INSIALL 31-78 LF. OF 24w RiC.P. 1500-D�. 01W )O(X m V100 XXX fps To W HOW. *00 12+00 VW To 4' '4L LATER AL/CONNEC TOR PIPE CONC. PtPE, RCP OR CSP iL MAtN LINE RCP IL MAIN LINE- RCP 100 rn (44) -CLASS C .15 mm (1/20) MIN, MORTAR SEE NOTE 4 STA. IPT. t OF B BEDDING INLET PIPE �,�09 4 51 BACKFILL WITH SEE NOTE 6 A 450 26,5* K C-14 Mpa (4-5017-2000) CONCIRE7E OR COMPACT SOIL- TO RELATIVE DENSITY 100 mm 149 REOIUIRED BY SPECIFICATIONS 40 UNDISTURBED EARTH BEDDING. PER CASE I SPECIFICATIONS PLAN -CASE I SECTION B -B FOR OUTLET SEE STD. CATCH SAS IN PLANS ou 0 0 CATCH BASIN FLOOR r 265 Kg -C -11A Mpa d. (450-C-2000) CONC. ENCASEMENT, SEE NOTE CONC. PIPE., RCP OR GSP 5EE NOTE 3 5 (1/2 'MIN SEE NOT 4 CASE* 2 Mo 1/2 _0D MIN. BACKFILL BEDDING .73 DID CASE I SECTION C -C irin -m (4') MIN Z VIAMIC0 -rA 12 IT Z 0-. cu STA. PLAN SECTION CASE 3 SADDLE CONNECTION, CLASS C MORTAR AMERICAN PUBLIC WORKS ASSOCIATION - SOUTHERN CALIFORNIA CHAPTER PROMULGATF-0 BY T14E STANDARD PLAN PUB�IC WGRKS STAN 6ARDS INC. JUNCTION STRUCTURE - PIPE TO PIPE METRIC GREENAWK COMP17EE . 332-1 [1D < 600 mm (24")]. REV. 19% USE WITH STANDARD SPECIFICATIONS FOR PUBLIC WORKS CONSTRUCTION SHEET 1 OF 2 ONSTRUCM.N N07B &-INSTALL 240 RCP (D -LOAD PER PROFILE) CONSTRUCT JUNC17ON -STRUCTURE PEJ? A.P.W.A. = PLAN 332-1, CASE 1 j WAIL HEREON CONSTR* UCT BRICK AND MORTAR PLUO PE R OETAIL ON SHE -a i -r I j -'-Wil -fill 1 11,11 rao 1'-JF.T I 1, 7161, k _., BASS OF BEAMM THE NORTH LINE OF THE SOUTHEAST QUARTER OF SECTION 36, TIN, R6W, S.B.M. AS SHOWN ON TRACT 16568, M13 300159-62, BEING N 89@59'12"E PREPARED FOR: The Stra#w avW 2201 Dupont Drive, Suite 300 Irvine, CA 92612 (949) 833-1554 ext.226 (949) 833-7853 . 9M BBCHMAW SW CORNER, SEC. 31, TAN.j. R.5W.j S.BM.-2" I.P. WITH BRASS CAP, C.S.M. AT THE INTERSECTION OF 13ASELINE AVENUE AND CITRUS AVENUE. ELEVATM.- i3g.i Prepamd By: ALLARD ENGINEERING Civil Engineering - Land Surveying - Land Platming 0253 Sierra Avenue Fontana, Califinnia SM 356-1615 Fax (909) 358-1795 David S. Hammer, R.C.E. 43976 Data (exores 6/30/2007) GENERALNOTE- I DIMENS-IONS 1SHOWN ON . THIS PLAN FOR METRIC AND ENGLISH UNITS ARE NOT EX4CT'EOUAL 'VALUES. IF METRIC VALUES ARE USED, ALL VALUES USEP FbR CONSTRUCTION SHALL BE METRIC VALUES. IF ENGLVSH QN17S ARE USED. ALL VALUES USED FOR CONSTRUCTION SHALL BE E-qGLISH UNITS. NOTES CASE I AND CAc--;E 2 1. IF ANGLE A IS LESS THAN 450 OR IF 0 IS LAR(;ER THAN GOO.Mm (24'). THEN ANOTHER STANOARD STRUCTURE SHALL BE SPECLFIED. 2. THE OUTSIDE DIAMETER OF THE INLET PIPE SHALL NOT EXCEED ONE-HALF THE'INSIDE DIAMETER OF THE MAIN LINE. 3.. THE INLET PIPE SHALL ENTER THE MAIN LINE RADIALLY. IF THE INLET PIPE CANNOT ENTER RADIALLY. THEN ANOTHER STANDARD STRUCTURE'SHALL BE SPECIFIED - 4. THE SIZE OF THE OPENING INTO THE MAIN LINE SHALL BE THE OUTSIDE DIAMETER OF THE INLET PIPE PLUS 30 rnm (1') MINIMUM TO 75 mm 0'3 MAXIMUM. 5. ALL CONNECTOR PIPES FOR CASE 2 SHALL BE ENCASED IN CONCRETE IF LAID WITHIN.THE MAIN LINE EXCAVATED TRENCH OR IF LAID ON FILL WHICH i -HAS NOT BEEN DENSIFIED. 6- BURN OR CHIP END OF CONNECTOR PIPE FLUSH WITH INNER SURFACE OF MAIN LIN.E. ROUND EDGE OF CONCRETE PIPE OR RCP. 7. ALL C3 -P AND FITTINGS SHALL BE GALVANIZED. 8. STATION SPECIFIED ON THE PROJECT DRAWINGS APPLIES AT THE INTERSECTION OF THE INSIDE WALL OF MAIN LINE -AND THE CENTER LINE OF INLET PIPE. 9. CASE 2 5HALL NOT BE USEI) TO CONNECT. TO THE FLOOR OF A GRATING CATCH BASIN WHERE THE GRATE WILL BE SUBJECT TO VEHICLE TRAFFIC. 10. FOR CASE 2', NOT MORE THAN 3.5 m (12') OF INLET PIPE SHALL BE LOCATED WI -THIN THE MAIN LINE EXCAVATED TRENCH. CASE 3 11. CONNECTIONS TO PIPES 525 mm (210) OR LESS IN DIAMETER WITHOUT JUNCTION STRUCTURES OR . PRECAST Y BRANCHES SHALL BE -MADE WITH SADDLES. 12. THE OUTSIDE DIAMETER OF THE INLET PIPE SHALL NOT EXCEED ONE-HALF THE INSIDE DIAMETER OF THE MAIN LINE. 13. TRIM OR cu*r SADDLE TO FIT. SNUGLY OVER THE`OUTSiDE OF THE MAIN LINE SO ITS AXIE,i WILL BE ON THE LINE AND GRADE -OF THE CONNIEcToR PIPE. 14. TflE OPENING INTO THE PIPE SHALL BE CUT AND TRIMMED TO FIT THE SADDLE SO THAT NO PART WILL PROJECT WITHIN THE BORE OF THE SADDLE PIPE. 15. THE CONNEC70R PIPE SHALL BE SUPPORTED AS SHOWN IN CASES I AND 2. (NFW.) I MM a 40 FT. Ll C" OFFMANA, CALIFURNIA OFfffM STCRM UWN NfflOVEMEW PLANS 0 DRAWN BY: SCALE: AE AS NOTED No. 4397(5 M Exp. 6/30/07 DESIGNED BY: TMCT .17317- DATE: FC FEBRUARY, 2006 cjVjk_ APPR BY: DRAWING NO.: 2 CHECKED BY:`,. DATE Of _CA L I Xv MI 7 R.C.E; 51152 4W7 2 Rtena&: M:\dwg\1291 I \FINAL DESIGN\storm drain\12911-0-2.dwg CITRUS AVENUE PROPOSED STREET' Ln .P JgLVIN -ER ------ ---'7 4_1]3_ CITY DWG..*3247 .1 100 12 F 13 EXISTING FIBER .12 0P.11C.11NEIP'Erno CITY OWG - 3387 EXISTING 12" WATER EXISTING 72 STORM,%DRAIN: PERR I PROPOSED Rl%f Cff'DWG 3249 EXISTING ELECTRIC CON ABANDONED 60 WATER LIN UIN NA I j EXISTING 15* SEM LINE �)j PER CITY DWG 3248 S. EXISTING 42 �M LINE 0 END. PIPE 10+35.00 C. 2 N. PIPE 1-01 0+034 Lq ro (33+60.79 CL INT.) (CITY 9wG 44 "A 001 .00, I 0MOO - LINE - A:4t7 .7 B* FUTU RE 24 D=2io - - =43-.07 STORM DRAIN' LINE A N64'9'24 31.78 ID cl RR REVISION DESCRIP71ON DATE ENGR. CITY DATE cv M 2 L AM&VWVV"&VA%%V"M fAVA%%%%%%%VA%%wM DIAL TWO WORKING .BEFOR.E DAYS BEFORE YOU DIG YOU DIG '1-800-227-2600 TOLL FRCE A PUBLIC SERVICE BY UNDERGROUND -SERVICE ALERT '4L LATER AL/CONNEC TOR PIPE CONC. PtPE, RCP OR CSP iL MAtN LINE RCP IL MAIN LINE- RCP 100 rn (44) -CLASS C .15 mm (1/20) MIN, MORTAR SEE NOTE 4 STA. IPT. t OF B BEDDING INLET PIPE �,�09 4 51 BACKFILL WITH SEE NOTE 6 A 450 26,5* K C-14 Mpa (4-5017-2000) CONCIRE7E OR COMPACT SOIL- TO RELATIVE DENSITY 100 mm 149 REOIUIRED BY SPECIFICATIONS 40 UNDISTURBED EARTH BEDDING. PER CASE I SPECIFICATIONS PLAN -CASE I SECTION B -B FOR OUTLET SEE STD. CATCH SAS IN PLANS ou 0 0 CATCH BASIN FLOOR r 265 Kg -C -11A Mpa d. (450-C-2000) CONC. ENCASEMENT, SEE NOTE CONC. PIPE., RCP OR GSP 5EE NOTE 3 5 (1/2 'MIN SEE NOT 4 CASE* 2 Mo 1/2 _0D MIN. BACKFILL BEDDING .73 DID CASE I SECTION C -C irin -m (4') MIN Z VIAMIC0 -rA 12 IT Z 0-. cu STA. PLAN SECTION CASE 3 SADDLE CONNECTION, CLASS C MORTAR AMERICAN PUBLIC WORKS ASSOCIATION - SOUTHERN CALIFORNIA CHAPTER PROMULGATF-0 BY T14E STANDARD PLAN PUB�IC WGRKS STAN 6ARDS INC. JUNCTION STRUCTURE - PIPE TO PIPE METRIC GREENAWK COMP17EE . 332-1 [1D < 600 mm (24")]. REV. 19% USE WITH STANDARD SPECIFICATIONS FOR PUBLIC WORKS CONSTRUCTION SHEET 1 OF 2 ONSTRUCM.N N07B &-INSTALL 240 RCP (D -LOAD PER PROFILE) CONSTRUCT JUNC17ON -STRUCTURE PEJ? A.P.W.A. = PLAN 332-1, CASE 1 j WAIL HEREON CONSTR* UCT BRICK AND MORTAR PLUO PE R OETAIL ON SHE -a i -r I j -'-Wil -fill 1 11,11 rao 1'-JF.T I 1, 7161, k _., BASS OF BEAMM THE NORTH LINE OF THE SOUTHEAST QUARTER OF SECTION 36, TIN, R6W, S.B.M. AS SHOWN ON TRACT 16568, M13 300159-62, BEING N 89@59'12"E PREPARED FOR: The Stra#w avW 2201 Dupont Drive, Suite 300 Irvine, CA 92612 (949) 833-1554 ext.226 (949) 833-7853 . 9M BBCHMAW SW CORNER, SEC. 31, TAN.j. R.5W.j S.BM.-2" I.P. WITH BRASS CAP, C.S.M. AT THE INTERSECTION OF 13ASELINE AVENUE AND CITRUS AVENUE. ELEVATM.- i3g.i Prepamd By: ALLARD ENGINEERING Civil Engineering - Land Surveying - Land Platming 0253 Sierra Avenue Fontana, Califinnia SM 356-1615 Fax (909) 358-1795 David S. Hammer, R.C.E. 43976 Data (exores 6/30/2007) GENERALNOTE- I DIMENS-IONS 1SHOWN ON . THIS PLAN FOR METRIC AND ENGLISH UNITS ARE NOT EX4CT'EOUAL 'VALUES. IF METRIC VALUES ARE USED, ALL VALUES USEP FbR CONSTRUCTION SHALL BE METRIC VALUES. IF ENGLVSH QN17S ARE USED. ALL VALUES USED FOR CONSTRUCTION SHALL BE E-qGLISH UNITS. NOTES CASE I AND CAc--;E 2 1. IF ANGLE A IS LESS THAN 450 OR IF 0 IS LAR(;ER THAN GOO.Mm (24'). THEN ANOTHER STANOARD STRUCTURE SHALL BE SPECLFIED. 2. THE OUTSIDE DIAMETER OF THE INLET PIPE SHALL NOT EXCEED ONE-HALF THE'INSIDE DIAMETER OF THE MAIN LINE. 3.. THE INLET PIPE SHALL ENTER THE MAIN LINE RADIALLY. IF THE INLET PIPE CANNOT ENTER RADIALLY. THEN ANOTHER STANDARD STRUCTURE'SHALL BE SPECIFIED - 4. THE SIZE OF THE OPENING INTO THE MAIN LINE SHALL BE THE OUTSIDE DIAMETER OF THE INLET PIPE PLUS 30 rnm (1') MINIMUM TO 75 mm 0'3 MAXIMUM. 5. ALL CONNECTOR PIPES FOR CASE 2 SHALL BE ENCASED IN CONCRETE IF LAID WITHIN.THE MAIN LINE EXCAVATED TRENCH OR IF LAID ON FILL WHICH i -HAS NOT BEEN DENSIFIED. 6- BURN OR CHIP END OF CONNECTOR PIPE FLUSH WITH INNER SURFACE OF MAIN LIN.E. ROUND EDGE OF CONCRETE PIPE OR RCP. 7. ALL C3 -P AND FITTINGS SHALL BE GALVANIZED. 8. STATION SPECIFIED ON THE PROJECT DRAWINGS APPLIES AT THE INTERSECTION OF THE INSIDE WALL OF MAIN LINE -AND THE CENTER LINE OF INLET PIPE. 9. CASE 2 5HALL NOT BE USEI) TO CONNECT. TO THE FLOOR OF A GRATING CATCH BASIN WHERE THE GRATE WILL BE SUBJECT TO VEHICLE TRAFFIC. 10. FOR CASE 2', NOT MORE THAN 3.5 m (12') OF INLET PIPE SHALL BE LOCATED WI -THIN THE MAIN LINE EXCAVATED TRENCH. CASE 3 11. CONNECTIONS TO PIPES 525 mm (210) OR LESS IN DIAMETER WITHOUT JUNCTION STRUCTURES OR . PRECAST Y BRANCHES SHALL BE -MADE WITH SADDLES. 12. THE OUTSIDE DIAMETER OF THE INLET PIPE SHALL NOT EXCEED ONE-HALF THE INSIDE DIAMETER OF THE MAIN LINE. 13. TRIM OR cu*r SADDLE TO FIT. SNUGLY OVER THE`OUTSiDE OF THE MAIN LINE SO ITS AXIE,i WILL BE ON THE LINE AND GRADE -OF THE CONNIEcToR PIPE. 14. TflE OPENING INTO THE PIPE SHALL BE CUT AND TRIMMED TO FIT THE SADDLE SO THAT NO PART WILL PROJECT WITHIN THE BORE OF THE SADDLE PIPE. 15. THE CONNEC70R PIPE SHALL BE SUPPORTED AS SHOWN IN CASES I AND 2. (NFW.) I MM a 40 FT. Ll C" OFFMANA, CALIFURNIA OFfffM STCRM UWN NfflOVEMEW PLANS 0 DRAWN BY: SCALE: AE AS NOTED No. 4397(5 M Exp. 6/30/07 DESIGNED BY: TMCT .17317- DATE: FC FEBRUARY, 2006 cjVjk_ APPR BY: DRAWING NO.: 2 CHECKED BY:`,. DATE Of _CA L I Xv MI 7 R.C.E; 51152 4W7 2 Rtena&: M:\dwg\1291 I \FINAL DESIGN\storm drain\12911-0-2.dwg -..--ll-.-.-..... ­ I I ­ I ­ -­ -----. .- i . . . . . I . . . . : . . : . . : . . . . . . . . : . . . . . . . : � . . . I . ; ! I . ! ; : . . . I . . . � . . . I . . . . . . . I . . . I . . . . . : . I I I . . . . I I � . . . . . . j -7 3) -� - .. . .. . : . ; . . . : . I : . .. . . I i . I ! . . : .. . i . : . . . ! : . 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I n . t .. . . , .. .1437.20 INV., CL C) - I . I , , . . I , - C:) I I . .Wd- . I � Ex. -I i�'_ - EW . i ... . I , ! .. V 1%xtqjzf. wiv. I . . .1 c) I . , - - - .1 , I . . . I I . ... 11 9 .. I . . . . . * I .0 - > I . I I . 6: cDi l< .Fd-. . a- C:) , i tn. .. I . I T- & . . . . .. (D. - I . . . . . . . I (n T- - . I . . .. . . " , I I- I I I . ) 1 1437.20 INV. . I .- I " . I . . . 1* & . *.. I I to I . I - I - - * * , i . * I . . .. I . r� It— C . -_ .* I I . 11 I"o;>... I I - 1, a z i I . . . f >- I I I i I . r I I .. 'I .�­ I ­­:_­ I .- - ­.­ I_ - - �+_ -= I- ---.-. � ______+__.__,_ -.-'----I- .-­_;.__­­' -.--I-.. ­ . ­- -1 i .-.--I- I_____.7I.a _­;_" _-7-- ­�__ --L-, __t___l_ . , I . i '' , * . __ - ^--,- _... __J_�_­;­ -Q, -ac-. I - .,..t-- ,______ . 1�_­10? . _. _.l:I_4_,._,.__l__ - ------- -----, __,_,;__l.__.-__ - l____J­_�­11!___._­ -----L . ____-_.._L -.-.---. I . . -1 -13,11 . . - I ____ w ... -c .. . ­___ __ . . . Lu �- � . * Q_ 10 - . * . 1. C) to - . . Q;� . . . : I I - . - . . t * 1 If- ? . .1. ..,.-.3..( ir,� F _* I I . cl- I.- '17 . . . . . OL , .1 . . 00 -Mo.- . , . c . . I,. I . - ',�i -4 . . . . . to . , L i I . T c : I . . . z i . I = . � - I 8. . . t .. 0 1 .. . + �) . . .. 00 k I '. - I Vice '6.�3 TPS. - .t I * < I I I ... It z . I I - i - . , . m (n 7-' * u -i t5 t , . I ( . - I. . . Z_ I I t W_ . . . , .. _____ < * I z . I - � ; . . ! I I . I s . I - i I . - I s i -0, I . It . I . ...0 U-1 . t . 0 .lcld . . I - I . . I i , a- , , I I C) I - . c6 '* I QIW= l..70 CFS. .. * I '. ' I I. ., - ­- I . . .1 11 . . .: - I V - , . I . I - � . ;. I I - . -co . . . . .. . '' .. r . ":,.. . 1430 -4 . . . . . . . (L .� ; . *. . I . . . . . . 1 5 . I - I- . . I' - .. I r 6 a .i. .. W% I , - CT01 I .A. -INC.- I r- . I . . I 4 0 , 1.= * * I , I , . < te) 1430' . I [ -, . . � - I - I . * . .1 , * .1 . 1. ..cr. V - - i . 8.�_' lq::Im- I I " . - . 14 5 1 1 I. .. I - - I � I ? . . I 1. . � I buplc=Tml .. , 4z- . � I - . I . . . . 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I . .44 .. I " T 83.1 . LF1 I c t f- __ �� ___ _ . -6 - ._l______r..___. - . .. l____.__�_..___L ___.� +-­ v - -.- ­ - �j-o-o,7---67'1-8­Fp-s___lT* -I*--- --,----. . . cDr_oF_ . . *..6 to , -I < . . _C R I - � % f . . IV- . 0 . . �_ 141, ! . . _. 11 .1 . W) . . v c : I . ­ . 11 . .� s 4 . . (;n T- .. .. * . R _' . . - : 3T . [ . . N . - 1 26 . '. � . . I . o c . I 1: . I I , : . I - - , . . I I I UD I l2e - , C�o 22510 1 * * * . .5.7 -1 I I . -1 FPS---�------- I � , . I . 'T 11 .94 . I . 1. CONtRUCT 29.'90 . LIF - If j . - - . I 1 ' . CON' .. ?UC 9 LF- . I . . I , 1: . " I . I . . f 4 LE - I . . i i ( . I . I I , t I I i - I e . . 'I, . - CP..'.q225-0 ) I . . . . i 2 RCP$l 2250D I I I. - a L� ,. I I . . . - I . . . - . I . . . I I t . I .. . 24�)* R 0-1. . . : w � I . I . . . . . .. . .. - - I .. .i.... - -I .: . . . . I I- . 11 . .1 I . , I , . -I - - t - - I . I . I .. : I . I. I I . - .. --- :." . . . . . I I . . 1. . f __ I ... .-T . . 1 1 . . . I - I ... . t . I - I I I - - .1. - 4... ., .1 ; I, : .. offid - .. , - - .i-. - I 1 ;5+�=.- j I I I T .I, I I I I I I * - _. ,-. � ___i_ _- 2 *�' , ` � .4 �( Lr, -�. _.. I I - 1 4 1 __��_Ll�_�f!:_L I C I � Cl. 71 IF I - I - /_ I - I t I IAA I I r I I - I __-, ** I T� I I 1. 11 -7__.�-__�, 1 1 tl I I , I I I , ­ . L .100+00 . . . . ; 100+00 . .. . . . : . . . . . . . .100+00, . . . . . . . . . . . . . . . . . . . . : 100+60 . . . . . . . . 100+00 . . . . . . . . . : . . .. . . . . . . . . . . . . . . . . . .. .. . . . . . . . I . . . . . . . . . . . . . . . . . . . Q mi=1.70 CFS.- . . . . . . .. . . . . . Jim . . . . . . . . . I- . . . . . - ,01'% ,e% L I -r- r-% A� A --L -9P- ,-� f-%� 0-1. 2 a a t a 9-"k r-'. A-- -M- r-- ,0-� -M- A L I r--- I.-IIIL a a r -III, r -w, A-_ r -w, -r� a a a I- k . It a ...... --V- a a -w- 11. I t -I- 1 r- 0*1% ^ r-% r -k .-% s 1 r_%. r- A-6 0 1 ,,o� r-% . V ,OF 1 6.1 1 - FPS I - . . . . . . . . . . . . . UUINJI.NAUIUN b.MALL .FNUILUI AINU bUFFUNI ALL 1-/Y\Ibl Ul"IL1111-b & FNUYlul-� bHUF ' * ' . ' DRAWIN-GS APPROVED BY A CIVIL ENGINEER - FOR SUPPORT .OF EXISTING -PIPE . * . * CRO.SS-INGS TO THE SATISFACTION OF -THE AFFECTED AGEN(_�.'.Y. . . . . . . . . . . . . . . . . . - ____� . . . - .. . . . . . . I . . . REV. REVISION. DESCRIPTION . . . - . __ ____ . . . . . . . . . . . . . . . . . __ - __ _____ � . . . . . . . * . . . . . . I. . . .. . FOR. BENCHMARK AND . �_� I . r" 11 I . AMM&VV0A&V0~~ . . . . BASIS OF BEARINGS, DIAL * . . . . . - SEE SHEET .1 . BEFORE. . . :__ . . TOLL FREE . 'qqmmw-1 1800-227-2600 SVIE DERGROUND -SERVICE ALERT . . CONSTRUCT 71.75' LF . . . . . . . . . . . . . . . . . '.. . . . . . - .. -_ - ... '. _.- . . . . . . . . . . . . 2e RCPp 22500 .- - . . . .. . . .. . . . . ..... PROFILE *SCALE - * . '. . I . . - . I . . . . . r . .. . .. . . It i* pi . . . . _., . I . . ; . . - 0 .. . . . . . HORIZONTAL 1. 4 . ' . . . . . . . . . . . I . . . .. . .. . . . . .. .. . . I ..... .. * ... . ... . .. i I . ..... �". ­*' I . - , . . . - - AL 1 ..= .1 - VERTICI, 4 . . . . . . . . . . v . . . . I . 1'.-. . . - . .4Z, I . . .. . ... . . I. .. . . I . .`.-A . .. I . . . I . . . . . . . . . .. . . . ' . * . . . DATE. ENGR. CITY DATE . . . . � .. - - _____. _ . . . .. . .. .. . . . . .. ... t Vljw Lff. ' . .. . -CITY. . - .- - . . . ;___ W ..__ _.. . __ .... I ' .... mmmm�w.. I I . ** ' ' . ' 1. * OF.- FONTANA.- -CALIFORNIA. . . . . If . . . . . . .. . ' . '. . . . SHOULD CONSTRUCTION OF THE -REQUIRED - IMPROVEMENTS NOT . . . . ' . d, Mss to . .. . , I? `14 \ f. I . . . . .. � . - ___ . MTM�Wd . . . . .... . L3TREET, - ... . . . ... . - * . . . . *. :. . . . . ' I - - - . - clirlius - AVENUESTORM.-ORAIN IMPROVEMENTS . � . . . . - . I . . .. COMMENCE WITHIN TWO YEARS -OF THE- DATE OF APPROVAL SHOWN I . . �. . - . 4c,.; �k_ . . o � � 11331 WEST SIXTH . ONTAMO, -CA 9 I 7 62 .. - . 04 * 933-5225. (PO9).933-5228-FAX - . . _s?_ . . - __ . . , . DRAM V- . . . --------- 6; . .. . . I - . . . . SCAM STORM DRAIN . . . . . . . . . . . . . HEREON AND -CARRED FORTH IN A DLIGENT MANNER. THE CITY . . I . I*'- . * pflo r Th .' repared Unde -3 SuperVision Of: . . . RA - . '. . - . . . 1"-40' .. I LATERAL'��OFILES- .. I . ' . . . . . . . . . ENGINEER -MAY REQUIRE REVISIONS TO THE PLANS TO'BRING'THEM - - - . . Exp. '91�30/05 - � " . . . . DESIGNED BY- . . R%L . . . I . . . DATE: . . . . WAV . .. .. - - : Qlp ��-_,Ilql . . . . . . . . . .. . . . . . . .. . . . ... ... I . * . . . . - , � . INTO CONFORMANCE WITH- CONDITIONS," AND STANDARDS IN EFFECT.' . . . d, �x . - . . . civ -0- . . . I I � Date . Il- . . Eb BY. CH�CK - . . . . . . .6/03 . .. I , , , i .D. - / I - -/. . G, 96., �AnROVE BY. - DRAWN : .12 ' i. . . I I . 8 #,I- .. . *. , . . . � . 0. ' . ' . . .. 1. I I I . . . . . - _________ . I. . . I I ------ I I - . . . I .. . . . : . . f . . . . . .JL. I. .. . ... _. .. . .. 3 I .;.- * � . ­_ 249.. . - _-E* 6-M-2"" . I . V.. � ; 22 . CITY. Etj(,.lNEER "' R.C. . _1 I . , .DAlt: , I -.'- . . - . __ . mammmmommommoomm . . . - . . . _:.. .. . . . . . . . . .� ; . . . V. ! . . . . . . . . I . . .... - .. ... . . . . . . . . . ,,��_ ..- . CHASE ROAD R/W L0 EXIST. CURB �6. -T- N r --E GUTTER w W OLD- �/c SAWCU` A v .6-4. A INT.r% SEE SHEET 14 CHASE ROAD INTERSECTION CROSS GUTTER AND PAVING'DETAIL )2 FL R/W 5`2TW A " at t 7rPROP. R, w -7 10 LOS C b/�� 45 7- a ay�- IV 3 0 7.3. 12 4 0 App- ul I KUZ5 /_\vtlNul_ SEE SHEET 16 LOS CEDROS AVENUE INTERSECTION PAVING AND TRANSITION., DETAIL SCALE: 1 =20' SCALE: 1*=209 CONSTRUCTION NOTES: it PCC PAVEMENT SAWCUT- EXISTING PAVEMENT. MONOLITHIC WITH PROP. MED. CURB 10 CURB CONSTRUCT MIN. 6.5r. AC PAVEMENT OVER 12� MIN. OF 95% COMPACTED NATIVE SUBGRADE. A .4 CONSTRUCT Er PCC CURB AND GUTTER PER CITY OF FONTANA CONSTRUCT Er THICK PCC CROSS GUTTER OVER 6r _l/ - CLASS 11 AGGREGATE SASE- PER C17Y OF FONTANA 0 1 AKI Wu. ur-Iml IV-tt muulrir-u r- F I+v A *2(f 5 CONSTRUCT MIN. 4.5" AC PAVEMENT OVER 1 r MIN. CA �:-:'OF:957o:.-.:C0MPACTED -NA!lV.E­-:SUBGRADEi lIr CONSTRUCT Er TYPE B ASPHALT CONCRETE DIKE PER'. ID fr- ''DW co 1��PROP. MED. CURB M ' 106'.. 49.65,Te CITY OF FONTANA SM. DETAIL 136. PVC SLEEVE PROP. RIVER ROCK PER LANDSCAPING 8 -FS CD AND IRRIGATION PLANS COLD PLANE EXISTING AC PAVEMENT 0. 1 Of MIN. DEPTH ID AND CONSTRUCT VARIABLE THICKNESS (0.1 Of- MIN.) AC OVERLAY FOR. SMOOTH JOIN. SEE DErAIL 4 ON SHEET 6. 49 CONSTRUCT -DEPTH AC PAVEMENT OVER lt e THICK FULL 49.08 FS COMPACTED NATIVE SUBGRADE (95% MIN. CrMPACTION). CONSTRUCT LOCAL DEPRESSION, CASE A. PER APWA G STD. PLAN 313-1. SEE* DtTAILS 1 ON SHEETS 7 AND 8. PROP. MED. CURB w 90% COMPACTED NATIVE.SUBGRADE CONSTRUCT LOCAL DEPRESSION, CASE B. PER APWA STD. PLAN 313-1. SEE DETAILS 1 ON SHEETS 7 AND 8. IOU PCC MEDIAN. NOSE DETAIL 2 -8 PCC CURB AND GUTTER, W=1.5' NOT TO SCALE CONSTRUCT TYPE A3 - I PER APWA STD. PLAN - 120-1. SEE DETAIL 2 ON SHEET 9. 6 48.71 TC - 48.044 -a -s---, CONSTRUCT PCC C&G TRANSITION FROM 4i" 70 9 " Pe 0 LEGEND: PER CITY OF FONTANA STD. PLAN NO. 1003 AC PAVEMENT TCH BASIN PER APWA CONSTRUCT CURB OPENING CA ox PCC PAVEMENT SM. PLAN .300-2. -SEE DETAIL 1 ON SHEET 9. 95% COMPACTED NATIVE -SUBGRADE SAWCUT LINE 5' MIN. OLD PLANE LINE E0 90% COMPACTED NATIVE SUBGRADE 0 XIST. PVMT. 3ccp *Lo C5 RIVER ROCK COLD PLANE AND.OVERL �y EXISTING PAVEMENT NOTE: ALL ELEVATION VALUES SHOWN OR'THIS PLAN ARE It* 0 ITAII TOHKIPATM 97nP a o,. -o o rL T -G I? P STA 10+75404 BCk.- 27* LT. 52.05 TC TA 10 82. 6 R _w* 2�7 ` R T Z_ . V-0- I I 5'L.t5 7 11LI6. STA 1 +93.04 I.P. 50 . 8 - STA +99.96 '13 NO. 2 IA C NO. .3 7 W=i 1 V=6! 51. 3 "T 1 . TC . 0 FL 51. 0 STA 11+11.04 0 0 0 END PROP. C&G PROP. AC DIKE BEG. S-7 27' LT 51.98 TC 51.31 FL WA-LNUT-STREET SEE SHEET 15 WALNUT STREET INTERSECTION PAVING AND TRANSITION DETAIL SCALE: 1"=20.. 5 WALNUT STREET INTERSECTION'.-" PAVEMENT ELEVATION DETAIL -* r / k, 6* '); . AN. n r) Ilm 1 nr- 1 -tvv at pv I nmv SIMPLICITY AND CLARITY. REV. REVISION DESCRIPfION DATE ENGR. CITY DATE CITY OF FONTANA, CALIP0 RNIA SHOULD CONSTRUCTION'OF THE REQUIRED. IMPROVEMENTS NOT CITRUS AVENUE WIDENING IMPROVEMENTS 1131 W. Sth ST.jSUrTE 350, ONTARIO, CA 91762 COMMENCE WITHIN TWO YEARS OF THE DATE OF APPROVAL SHOWN (900) 933-5225, (909) 933"5228.FAX DRAW BY: SCML. CONSTRUCTION DETAILS rl 14 AS NOTED AVVVVV4VWVWWyW~ uumn vuc nlTv Nn .10011A m Prer)ared Under The SUDervision Of RA COLD PLANE AND OVERLAY DETAIL NOT TO SCALE TOLL FREE -qqmml"- 1-800-227-2600 A PUBLIC SERVICE BY UNDERGROUND SERVICE ALERT mittir.urli A14W rultllm im J% w1u%mrml mi% rn DATE., ENGINEER MAY REQUIRE REVISIONS TO THE PLANS TOORING THEM Up. 9130 7 DESIGNED BY-. OTWS MENUE 8/17 M5 I ... ' �� ABJ&QV 1Z - 04 6. CHECKED BY: ED.13 (AAWING N ARDS IN EFFECT. Date INTO CONFORMANCE WITH CONDITIONS AND STAND cNol 3247 10 A 7 SF _bTY ENGINEER R.C.E. 51152 DAIE: -7 3) GENEM NOT5 1. A GRADING PERMIT FROM THE BUILDING AND SAFETY DIVISION SHALL BE REQUIRED. PRIVATE ENGINEER'S NOTICE TO CONMCTOL- 'Adl 0$�ADING SHAIL CONFORM WMI THE REQUIREMENTS OF THE CffY OF FOINTANA THE EXiSI-ENCE AND LOCA77ON OF ANY UNDERGROUND UT1dJ-1Y PiPES ANDIOR STRUCRURES MUNICIPAL CODE AND THE UNIFORM BUILDING CODE, 1997 UBC/2001 CBC SHOWN ON THESE PLANSWERE OBTAINED BY A SEARCH OF THE AVAILABLE RECORDS. THESE LOCA71ONS ARE APPROXIMATE AND SHALL BE CONFIRMED BY THE CONTRACTOR, 2. A PRE -GRADING MEETING AT THE SITE IS REQUIRED AMONG THE CITY IINSPEPCTOR� SO Wit ANY NECESSAri ADJUSTMENT CAN BE MADE IN AUGNMEI�Fl ANDI/OR GRADE THE CIVIL, ENGINEER.. THE SOILS ENGINEER.AND THE GRADING CONTRACTOR PRIOR TO FTH PROPOSE MPR THE CONTRACTOR IS REQUIRED TO TAKE DUE G, ING.`�::' CT -LINES SHOWN -AND -ANY OTHER PR A6 I&IS ERNiOTE ANY UTIUTY oj .OT Am RECO.RD- aR NOT Sq0Wji4 k T ,HESE PLAN& ...3. HOURS OF OPERATION ARE 7:00 AM TO 6:00 PK MONDAY THROUGH FRIDAY. CONSTRUC77ON CONTRACTOR AGREES THAT IN ACCORDANCE WITH GENERALLY ACCEPTED A A SERA I�A 011GINEER v 1Tr &.IV ITC PER"Irr SH ED c'no Al "Elf! CONSTRUCRON PRAC77C.ES,, HE W LIL BE REQUIRED TO ASSUMF fill DP 1-1 vqjiokl M, ALL BE' REQUIRE I Wilt 14 Y, IMPROVE.,-" ISS WITHIN THE PUBLIC RIGHT OF WAY. SOLE AND COMPLETE RESPONSIBILITY FOR JOB SITE CONDITIONS DURING THE COURSE OF CONSTRUCTION OF THE PROJECT, INCLUDING THE SAFETY OF ALL PERSONS AND 5. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO V2cxlFvr THIE L.=AT1ON OF ALL PROPERTY. THIS REQUIREMENT SHALL BE MADE TO APPLY CONTINUOUSLY AND UTILITIES OR STRUCTURES ABOVE OR BELOW GROUND, SHOWN OR NOT SHOWN ON THESE NOT BE LIMITED TO NORMAL WORKING HOURS. CONSTRUCTION CONTRACTOR FURTHER PLANS. HE WILL BE HELD RESPONSIBLE FOR ALL DAMAGE TO ANY UTILITIES THAT RESULT AGREES TO DEFEND, INDEMNIFY AND HOLD DESIGN PROFESSIONAL HARMLESS FROM ANY FROM HIS OPERATIONS. AND ALL LIABILITY. REAL OR ALLEGED., IN CONNECTION WITH THE PERFORMANCE OF WORK ON THIS PROJECT, EXCEPTING LIABILITY ARISING FROM THE SOLE NEGLIGENCE OF THE DESIGN PROFESSIONAL. 6. STRICT ADHERENCE TO DUST CONTROL REQUIREMENTS SHALL BE ENFORCED AND ADJACENT S TREE -I'S' ARE TO BE CLEANED DAILY OF ALL DIRT AND DEBRIS THAT IS A RESTJLTI OF UNAUTHOUru CHANCES AND USER THIS OPERATION. THE ENGINEER PREPARING THESE PLANS WILL NOT BE RESPONSIBLE FOR OR LIABLE 7. SEPARATE PERMFIS FROM THE CITY OF FONTANA BUILDING AND SAFETY DIVISION SHALL FOR, UNAUTHORIZED CHANGES TO OR USES OF THESE PLANS. ALL CHANGES TO THE BE REQUIRED FOR ANY WALLS. PLANS MUST BE IN WRITING AND MUST BE APPROVED BY THE PREPARER OF THESE PLANS. 0. Int LOCZA71V UIVIL tNb11VttK/3U1LZ1 MbOLM r Ktt; KU -IHALL LAMA.-) 3Umuir-Iml CONTROL DURING GRADING AND CONSTRUCTION TO ENSURE COMPLIANCE WITH THE PLANS, SPECIFICATIONS AND CODE REQUIREMENTS WITHIN HIS PURVIEW. MEND THE ENGINEERS SHALL SUBUff ACKNOWLEOGMENT CONCERNING EMPLOYMENT FORM TO THE CITY PRIOR TO ISSUANCE OF A GRADING PERMIT. Tc TOP OF CURB ELEVATION 1i 9. REVISIONS TO THESE PLANS SHALL BE SUBMITTED TO THE CITY ENGINEER FOR HIS FS F`INISHED SURFACE ELEVATION REVIEW AND APPROVAL i FG FINISHED GRADE ELEVA17ON 10. THE CIVIL ENGINEER SHALL SUBMIT WRITTEN CER77FICATION OF COMPLETION OF ROUGH 1w. PIPE INVEEKIr ELEVATION GRADING IN ACCORDANCE W17H THE APPROVED GRADING PLAN AND CERTIFICATION OF ---- r7 ---- BUILDING PAD ELEVA71ON PRIOR TO THE ISSUANCE OF THE BUILDING PERMIT. PAD y EXISTING SLOPE ELEVATION GRADING TOLERANCE SHALL NOT EXCEED ±0.10 11. AN "AS -BUILT" GRADING PLAN SHALL BE SUBM . ITTED AT THE COMPLE71ON OF WORK. PROPOSED SLOPE 12. ALL GRADING SHALL BE PERFORMED UNDER SUPERVISION OF THE SOILS ENGINEER WHO 21 LOT NUMBER SHALL CERTIFY THAT ALL FILLS HAVE BEEN PROPERLY PLACED AND WHO SHALL SUBMff A 10An— 1 -49 1.0 r r -W.- $6rx. r PA n EL RIA I 10 N FINAL COMPACTION REPORT FOR ALL FILLS OVER I* IN DEPTH. 13. FILL AREAS SHALL BE CLEANED OF ALL VEGETATION AND DEBRIS, SCARIFIED TO A CUTIFILL UNE MINIMUM DEPTH OF 12 INCHES AND INSPECTED BY 774E SOILS ENGINEER PRIOR TO THE PLACING OF FILL HP HIGH POINT ELEVATION 14. UNSUITABLE MATERIALS, SUCH AS TOP S014 WEATHERED BEDROCK, ETC., SHALL BE GB GRADE BREAK REMOVED AS REQUIRED BY THE SOILS ENGINEER FROM ALL AREAS TO RECEIVE COMPACTED FILL OR DRAINAGE STRUCTURE. Tw.. TOP OF WALL ELEVATION 15. MAXIMUM CUT AND FILL SLOPES SHALL BE 2:1. TF TOP OF F007ING ELEVA71ON 16. CITY APPROVAL OF THESE PLANS DOES NOT REILIEVE THE CONTRACTOR FROM RESPONSIBILITY PROPOSED RETAINING WALL FOR THE CORRECTION OF ERRORS AND OMISSIONS DISCOVERED DURING CONSTRUCTION. (PER SEPARATE PERMIT) []PON REQUEST, THE REQUIRED PLAN. REVISIONS SHALL BE. PROMPTLY SUBMffTED TO THE CITY ENGINEER FOR APPROVAL. TRACT BOUNDARY 17. CONSTRUCTI]ON MATERIA! AND EQUIPMENT S14ALI NOT OCCUPY A -NY PORTION OF THE RIA T k PUBUC RIGHT OF WAY, SUCH ASSTREEr, ALLEY OR PUBLIC SIDEWALK AT MY TIME. T9 TOP OF BJERA41 EL n 10,4 TEMPORARY USE OF PUBLIC RIGHT OF WAY, WHENEVER REQUESTED, SHOULD BE R/W RIGHT'OF WAY REVIEWED AND APPROVED BY THE CITY ENGINEER. Ts TOP OF SLOI E EEWATION A TO 18. NOTICE OF INTENT MUST BE FILED WITH THE STATE OF CAL1FORNL compLy WITH THE TERMS OF THE GENEp.4L PERMff To n DISCHARGE STORM WATER. (1358.9) EXISTING ELEVATION Cff OF MNT [1407.111 FUTURE ELEVATION LIEW UST __46� DIRECTION OF FLOW CITY OF FONTANA S.B.C. INC. ATTN: BRIAN WREN 3939 E. CORONADO STREET' LOS LINE OF SIGHT 8353 SIERRA AVENUE ANAHEIM, CA 92807 .....F'ONTANAt Ck. 9233.5..- .)-..066-75500 - - SECTION :.(714 09) 0, 360-6632 SO. CAUF. GAS COMPANY UNDERGROUND SERVICE ALERT SHEET LOCA17ON 1981 W. LUGONIA AVENUE (800) 422-4133 REDLANDS. CA 92374 COMM ( CABLE TV (909) 335-7547 1205 DU NT AVE. EMERGENCIES: (800) 427-2 00 ONTARIO# CA 91761 *1 PL SO. CALIF. EDISON COMPANY (909) 390-4738 to 300 N. PEPPER AVENUE VERIZON RIALTO, CA 92376 1400 E. PHIIJPS BLVD. 909) 820-5598 UNDERGROUND ONTARIO, CA 91766 909 875-5100 TRANSMISSION 4 55 (800) L92-41,33 213, 637-1233 PIPELINES 909 357-6505 DISTRIBUTION in 800) 422-4133 FONTANA WATER COMPANY L5 ATIM- A41CHAEL J. McGIR-AW ADELPHLA 8440 NUEVO AVENUE 1500 S. AUTO CENTER DRIVE FONTANA CA 92235 _y __fPAD UNE ONTARIO, CA %001761 (909) 822-2201 ul� (714) 666-5500 FAX: (909) 823-5046 T_ RIW CPAWFORD CANYON MUTUAL WATER CO. ATTN: BASIL J. FABRIZIO (909) 463-9580 —Snffr SOILS ENGINER SOILS SOUTHWEST, INC MOLOY GUPTA RCE 3i7O8 897 VIA LATA, SUITE N COLTON,, CA. 923rnA _"r PHONE NO. (909) 370-0474 O&OPER HOMES 2201 DUPONT DRIVE, SUITE 300 IRVINE, CA 92612 (949)833-1554 EXT,226 I If CITS9 01: 1:()KITAKIA I ff y 0 AAF G R A A Nj'c r--- -Aft-, 11-9A uK mmo..= sm� A wxvb.� A 0 Asm1b, ok ff 'r . 7YKA LOT OVMCAVAMN *CONFIRM DIMENSION WITH ENGINEER PRIOR TO GRADING PROMSED DAM OF CONSUM"NON �wiumm 11 . . . N.T.S. 15P FOR LOTS 1-4 51ARIING DATE: JUNE9 06 FINISHING DATE: DECEMBER, 06 AMD IMIMICAVON NUMBER 836C339928 NOM I. ALL BLOCK WALLS WILL BE PER SEPARATE PEJ?Mff 2. *ME UNDERSIGNED CIVIL ENGINEER WILL BE RESPONSIBLE FOR PROFESSIONAL INSPEC17ONS IN ACCOROANCE WITH SECTION 3317 OF THE UNIFORM BUILDING CODE." 3. GRADING TO CEASE WHEN WINDS EXCED 25 MPH. 0"�' (D 'ge� _Nm I c iJIAL 23 TWO WORKING BEFORE DAYS BEFORE YOU DIG YOU DIG TOLL FREE 1-800-227-2600 A PUBLIC SERVICE BY UNDERGROUND SERVICE ALERT E� REV. REVISION DESCRIPTION RAW QUMTMES GRADING AREA 171s949 SF CUT 8"3BB CY FILL 5,314 CY OVEREXCAVATION %es 0 790 CY DATE I ENGR. I CITY I DATE SHOVLD CONSTRUCTION OF REQUIRED MOVEMENTS NOT COMMENCE WITHIN TWO YEARS OF THE DATE OF APPROVAL SHOWN HEREON AND CARRIED FORTH IN A DILIGENT MANNER, THE CITY ENGINEER MAY REQUIRE REVL510NS TO THE PLANS TO BRING THEM INTO CONFORMANCE WITH CONDITIONS AND STANDARDS IN EFFECT PAD ONE '115J RIW 60' 30' 30 12) 18' 18 121 5 0.5 LEVEL UNE 0 -2Y ------ 40F "A! SREET fe RN TMM S"ON NOT TO SCALE BASIS OF BEMING THE BASIS OF BEARINGS FOR THIS MAP WAS TAKEN FROM THE CENTERLINE OF WALNUT AVENUE AS SHOWN ON TRACT 16572, M.B. 304138-44, BEING N 89"57'44" W PREPARED FOR: The Stratham Group 2201 Dupont Drive, Suite 300 Irvine, CA 92612 (949) 833-1554 ext -226 (949) 833-7853 BENCH"K SW CORNER, SEC. 31, TAN., R.5W., S.BM.-2 J) I.P. WITH BRASS CAP, C.S.M. AT THE INTERSECTION OF BASELINE AVENUE AND CITRUS AVENUE. ELWATIOlt 1395.16 R/W 15 3 52 2% 40�0 PAD LINE VIaNITY MAP L A T.S. IV. Vb -7 3 PROJECT LWTION R/W R/W 6 As r 32' 32' 12 15 5 P - 1 20 20 5 PAD 0.5 27a 2% cjon -27 LEVEL LINE 27a --------- 2%--- SIDEYARD CONDITION WE HEREBY CERTIFY THAT WE HAVE REVIEWED THIS PLAN, & THAT ff SUBSTANTMLLY CONFORMS TO THE SOILS REPORT NO. 05038 -Fs DATED FEBRUARY 25, 2005 AND TffLED: SOILS AND FOUNDATION EVALUATIONS PLANNED 23 -LOT SINGLE FAMILY TRACT 17317 APN: 0240-021-20 SEC CITRUS AVENUE & WALNUT AVENUE CITY OF FONTMA4 CALIFORNIA MOLOY GUPR R.C.E. 31708 SOILS SOUTHWEST, INC. ALLARD ENGINEERING Civil Engineering - Land Surveying - Land Planning 8253 Sierra Avenue Fontana, California 92M5 (909) 356-1815 Fax (909) 356-1795 David S. Hammer, R.C.E. 43976 (expires 6/30/2[M7) Date IF Ess S. C-9 No. 43976 M rn Exp. 6/30/07 Civil, CAL\ 9B*'SlRffT 6df RIW FRONTYARD 7YPICAL SEC71ON CONDITION NOT TO SCALE SHEET INDU TI -IRE SWE7 S H E -ET i ROUGH GRADING & SEC71ONS SHEET 2 PAD LINE ROUGH GRADING PLAN DRAWN BY: SCALE AE AS NOTED DESIGNED BY. DATE: FC TMCT 17317 FEBRUARY, 2006 CHECKED BY.- TITLE SHEET M1 2 Filenome: M:\dwg\ 12911 \FINAL DESIGN\RG\17317-RG01.dwg LINE OF SIGHT WAI I c PROPOSED PERLLIEFER RETA04ING 'R8 % LINE OF SIGHT 300'-40 MPH PER SEPARATE PLAN & PERMIT' EXISTING CURB DMSIMNIII Cb & GUTTER LAIVIEE Or 0 500'-55 WALNUT AVENUE & GUTTER EXISTING TO BEREMOVED 300'-40 MPH OWERPOLE 79- 74 S W97 44* -7-5- - - 4-- T + A is 1452.93) 27 - C -I 4-5 77 �(f vim. 4."1 f1pr LE Ip! ... - / _rr, TC TGIEGR 4 -A Q U1.13T11I REDIS0111 jF MCI %LUL 14b4. EAISEMENT N FG 14 EXISTING Z_ _!� __-.1 -- - - F� 113- - - ISMS 93.88 1 1 7 . 8.00' POWERPOLE '%-EXISTING I ;144:9:.:Z�' FG 449.4 1450.3 144 14.15 1 1457.5 600- 1454.1 1449.4 1449.4 p0WERpOff`FG FG (14508 1449.4 1450.0 TU;r CRI ISTING FG n F PROPOSED PERIMETER R ING POWERPOLE Ul) 00 D= 1454. 1 9. PA -14 15 1-2 PER SEI?ARATE PLAN & MITI 1 13 D= 14 9.4 2 0 C5 2, 1 1 (145 c PAD= 1449.4 E PAD= 1449.4 ui PAD= 1449.7 PAD= 1450.0 PAD= 1450.5 4 F 77 # FG PROPOSED PERI )I?qAINING WALL 120:01IC6 rlu 00 . . . . ......... 1449.4 --1447 1 1'� PER SEPARATE P YE ?�IT 0) TRACTIBOUNDARY 25.88' 113�_ c 1452.5 F IIIIIIIII._ PROPOSED REIAINING WALL C PAD LINE EXIS71NG P`Elk�EPARATE PLAN & PERMIT' > POWERPOLE F **2 8' 31.88' 1 68.00 0.00P 55.00' 0 6 2 7 447.02 > 14 9.1 A N A L LO F PROPOSED RETAINING---, �; 0%_ - 6.85 rn 0 Ln 't PAD= 1452.5 PER SEPARATE 1447. C ! � __1 - 52 1447 Nv 1448.09 448.99 c� 10 1447.04 1 47.3 1447 PLAN--& PERMIT' oft'. . 12 TC 1448.29 Tc CR1 -z 1448.82 f 449.47 "1 9 1 N r 14 .5 co APN OZ40-021-42 _�PAD= 144-Y. JI. t-.= I',, -T -Icz) I - FS AN'S lma_�4 - tZ) 60 1447.36 1447.36 144 1447.61 1 1448.25 .1 0% 1448.85 1449 1446.68 V- 481 1 PRO , ED 24" 13 1451.1 1447.93 mum STORM DR, �N - i_� V I 1446.93 EC V I TRACT 17317 p Tc I I f j I I I �� I Z LEAVE OUT HEAD JOINT EXISTING 78" RC 28.38' 31.88 1 J. - # C) F _c) AT FIRST COURSE OF LO `-IN 'I C) STORM DRAIN 68.00 60.00 5 5. 0'0 ZCP \_ - - I- PROPeAV P_AQ_ %-,! <S Uj BLOCKS ABOVE FINISHED L11 Z GRADE FOR DRAINAGE 49. wool '-F _A60SED PERiMETER c 00 PAD= 145 1. 1 PER RETANINGfWALL ckc EXISTING GROUND 5.88 cn PLAN k PERMIT' cd PROPOSED P IMErER-RE-TAINI cX CN 7. V, (1446. PER SEPARATE PLAN & PERMff TC K FOOTING c F 0 15' PAD= 1450. -4: CV CD PAD= 144 PA 1449.4 PAD= 1449.4 4497.___Z-_ PAD= 1450.3 C3 35 PA 450.4 L RYAW WM CMDEN WAU I A 1 Q111 I ;i� 1 N rG �7MCAL r%A LINE OF SIGHT 500'-55'MPH (1445. 1449.4 1 14497 1449.7 450.0 1451L 14 NOT TO SCALE 4 A _jAa0_-3 4 0.3 - 49. 1449.4 49.4 1 14 FG FG II FG Tc ru ru 1450. I CN __ - - ___14, .87' FG 93.90' A, 08.00 1 60.00 r - L, 0. 17' FG 4W bow m m.; SEiIARATE PLAN & PERMIT PROPOSED REIAINING WALL PROPOSED PERIMETER RETAINING WALL \\\JPROPOSd PERIMETER RErAINING WALL 40f 11 19 \-EXISTING ,I POWERPOLE 52;1 PER SEPARATE PLAN & PE_RMr1 -z$x5' PAD OF\550,jr RIP -RAP PER SEPARATE PERMIT` \n RI R/W PROPOSED REIAINING PERI POSED RETAINING 7[PRER 2% R/W PL 1 a 10 0 2 PROPOSED RETAINING PERIMETER 12 LOT T --"WALL PER SEPARATE 3.5 PERIMETER WALL PER SEPARATE PLAN & PERMIT' 2n 18' .-.- r SLC*PAIOAF ru In L_ VrALL PER VARIES PLAN & PERMIT' 16 -189 2 EXISTING M 1739 MEANDERING 6 AI PLAN & PERmrr 6 S/w 2 EXISTING STREET .71M-4CT. A '17317' PROPOSED PAD .3V 1-5 27 Q M_ Am A V E -A 4 EXISTING �i 1 2% EXISTING IMPROVEMENTS ' :: A' MEANDERING I < y PRI ELD PAD _9 ckc S/w PROP. PROP. SIDE F OTING CURB & GUTTER 'PROPOSED ,c tj oi cr S/w F007ING /'-R'N\ TYPIf A I =AQVAgn Q=TAINUMn. WAI I Alkin 1111AEnChf IAIAI I MICX ffiC7= NOT TO SCALE PL PROPOSED RErAINIING PERIMETER WALL PER SEPARATE FLM & PERMF1 BENCH ?* CN ROPOSED PAD 1 . t I FOORING rP**I DT -ICA -L fD ffiC77ON _9DffA NOT TO SCALE *t 405 D cq A&VVVVI%IVVVV~ DIAL Z3 TWO WORKING BEFORE DAYS BEFORE Tr YOU D -f -I YOU DIG U TOLL FREE 1-800-227-2600 A PUBLIC SERVICE BY UNDERGROUND SERVICE ALERT REV. REVMON DESCR69RON PROPOSED PERIMETER WALL PER SEPAMTE PLAN & PERMIT' 'rn A e%lr Amm4mg I r%AL 1 1/3 1/ tJ JOT TO SCAI-E IRACT BOUNDARY 20 2pi I- - - - - - - EXISTING GROUND APN 024&021,42 OR APN 0240-00-`19 - __N_ - - Fnr)77Nr. DATE ENGR. I CRY I DA7E EXISTING STREET' 2% IMPROVELIE!I III� 7 PAD PROPOSED C-13 tj ZE FOOTING FOOTING TmcT :;e I :z 739 T i PROPOSED R/W PL Z VARIES 12' 10'-24' LOT "A 2" .41 .0 ^ 6* r 2 EXIS77NG STREET IMPROVEMENTS _2% _ 4 ' TmcT :;e I :z 739 T i PROPOSED Z r --!j SAW FOOTING "I'M- !I. r! - -1. 1 NOT TO SCALE SAW OF EARNGR THE BASIS OF BEARINGS FOR THIS MAP WAS TAKEN FROM THE CENTERLINE OF WALNUT AVENUE AS SHOWN ON TRACT 16572, M.B. 304138-44, BEING N 89-57t44" W BENCHMAW PREPARED FOR: SW CORNER, SEC. 31, TIN., R.5W., S.BM.-2" I.P. WITH BRASS CAP, C.S.M. AT THE INTERSECTION OF The Stratham Ovp BASELINE AVENUE AND CITRUS AVENUE 2201 Dupont Drive, Suite 300 Irvine, CA 92612 (949) 833-1554 ext.226 (949) 833-7853 ELEVA77(W. 1395.16 i`]ij ill 111 m f ---- RETAJNING PERIMETER NOT TO SCALE WALL PER SEPARATE PLAN & PERMIT TRACT BOUNDARY 7 1 I_ 2" PROPOSED RETAINING PERIMETER WALL PER SEPARATE PLAN & PERMIT 10 TMCT IB17 PROPOSED PAD APN 0240-021-19 _n EXIS77NG GROUND FOOTLNG WALL n r-repai-ed Dy; ALLARD ENGINEERING Civil Engineering - Land Surve-ying - Land Planning 8253 Sierra Avenue Fantema, Calffirnia. 92335 -1815 (909) 356 Fax (909) &%-1795 David G. Ha=er, R.C.E. 43976 Date (expires 6/311/2007) -7 PLAN & PERMIT :;2� MACT to 1739 PROPOSED PAD R/W 12' 27o MIN. 2:1 MAX. a 0.5' PROP. SIDEWALK PROP. F007ING CURB & CUTTER PROPOSED REILAINING BLOCK WALL PER SEPARATE PLAN & PERMIT V E:SS S. Hq DRAWN BY. AE rn No. 43976 Exp. 6/30/07 DESIGNED BY: FC CHECKED BY.- Pffi H< 1.7' PL I -SIDE YARD PROPERTY LINE it BACK FILL AGAINST BLOCK WALL FUTURLE PROPOSED PAD NOT TO SCALE VIN ff I SRI FOOTING 160 (IN FEW I M - 40 FT. Cff OF FOWANA CALIFORNIA, Rol Ir -mW r-mPADINC-a PLA,1 ry!3 SCALE - AS NOTED Tf IACT 17317 DATE: FEBRUARY, 2006 L Oxms 1-17 2 cm C� CZ) 04 ce Cp (D 0 FLJ 4 -,4 - EXISTING 78" STORM % 1448.5 0 x a 444.5 x '1 442.'b x LEGEND 1254.4 0 100 = 0.6 cfs 35 NODE NUMBER 100 YEAR FLOW RATE 3-4 LAND USE 2. ACREAGE TRAVEL LENGTH (Fr.) (AC.) 911miffimommomm HYDROLOGY BOUNDARY 000 - - - - - EMERGENCY OVERFLOW 5 —7 ,�L A4--- +IU—, VICINITY WP N.T.S. )N L ff 4'ITION O�PErm'44' 4� N r'o"' U4 EVEL 6 C k4J U AOMN& Ar A TRACT Nu. 11=uwjo%17 Prepared By: Scale: ........... 50' )o ALLARD ENGINEERING Date: Civil Engineering - Land Survffying - Land Planning 8253 Sierra Avenue MARCH, 2006 Funtana, California 92335 (909) 356-1815 Fax (909) 356-1795 12� Filenome.- M:\dwg\12911\nNAL DESIGN\HH\DEVELOPOED HYDROLOGY EXHIBIT.dwg