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Home My WebLink AboutTract 16871� TRACT 16871 PLANNING AREA 11 0 CITRUS HEIGHTS NORTH L Fl� u n r DRAINAGE STUDY CITY OF FONTANA November 7, 2005 REVIEWED BY WILLDAN THIS CIVIL ENGINEERING DOCUMENT HAS BEEN REVIEWED FOR GENERAL CONFORMANCE WITH APPLICABLE CITY STANDARDS. ACCEPTANCE BY THE REVIEWER OF ANY ELEMENTS OF THE ENGINEERING DOCUMENT DOES NOT CONSTITUTE A WARRANTY AND DOES NOT RELIEVE THE APPLICANT OR APPLICANT'S CONSULTANTS OF FULL RESPONSIBILITY FOR COMPLIANCE WITH CODES AND DARDS. Reference 126-2003 Madole & Associates, Inc. 760-A Rochester Avenue Ontario 91761 (909) 937-9151 937-9152 s`�^. 05 Wendell L. a at R.C.E. 36637 Exp. 6/30/06 I" CONTENTS L SECTION TITLE ❑ A DISCUSSION ❑ Vicinity Map ❑ Q Q100 HYDROLOGY ❑ Lateral Catch Basin Systems ❑ M MISCELLANEOUS HYDRAULIC CALCULATIONS ❑ Catch Basin Inlet Capacity for CB #A-1 & CB B-1 ❑ Lateral Water Surface Profile Hydraulics for Laterals A & B. ❑ R REFERENCES & MAPS ❑ Hydrologic Drainage Map for Tract 16871 ❑ Soils Map (from San Bernardino County Hydrology Manual) ❑ Isohyetal Maps (from San Bernardino County Hydrology Manual) ❑ Copy of the Fan Palm Street Storm Drain Improvement Plan for Laterals "A"& "B" ❑ Reference Water Surface Profile Hydraulics for Line "C" in Parkside Way ❑ Reference Storni Drain Plan for Line "C" in Parkside Way ❑ Reference Hydrologic Drainage Map for Parkhouse Drive ❑ Reference Catch Basin Capacity Calculations for Parkhouse Dr. & Parkside Way ❑ Reference Parkhouse Drive Storm Drain Plans it L n J 0 11 n t Ci DISCUSSION INTRODUCTION The purpose of this report is to perform a drainage study and to provide hydrologic and hydraulic supporting calculations for a number of the local storm drain laterals that are being added to the Parkhouse Storm Drain system (Lateral E4 & C of the Knox Avenue system). The proposed area of study is located on the north side of Summit Avenue east of Knox Avenue within the Citrus Heights - North Specific Plan, Tract 16871, in the City Fontana, County of San Bernardino, California (See the following Vicinity Map). This study provides the design criteria for the catch basins and laterals being proposed for the project improvements in Fan Palm Street and a mentioning of the adjacent Parkhouse Drive Storm Drain system. The offsite development for Parkhouse Drive and Parkside Way will provide catch basins and underground storm drain systems that will intercept the storm flows in those streets and discharge into the Lateral E4 of the Knox Avenue Storm Drain Line E, which drains into the Summit Avenue Storm Drain, MPSD Line B. EXISTING CONDITIONS The topographic contours for this area indicate that the general terrain falls from the northeast to the southwest. The land is for the most part open field with very small amounts of vegetation. The drainage area is bound on the north by the Edison R/W. The east side is bound by open fields to Citrus Avenue. The storm water flows drain southwesterly to Summit Avenue and to Lytle Creek Road. An existing drainage system at Summit Avenue and Lytle Creek Road currently provides for the drainage interception of the surface runoff from the predeveloped conditions (This existing drainage system will be re -constructed as part of the first phase of the Summit Avenue Storm Drain Improvements). PROPOSED STORM WATER DRAINAGE The proposed Summit Avenue Storm Drain, Line B, will provide the primary drainage infrastructure for the Q 100 storm water runoff from the area northerly of Summit Avenue to Duncan Canyon Road between Lytle Creek Road and Citrus Avenue. The facility will be a main line 11'x 9' and 12'x 9' R.C.B. with laterals for the adjacent potential development areas. At the time of the preparation for this submittal of the design and drainage study, the Citrus Heights - North development project will be under construction. The portions of the drainage area shown on the Drainage Map will be contributory to Knox Avenue. The areas east of Lytle Creek Road to Citrus Avenue and adjacent to and northerly to Summit Avenue will ultimately drain into Summit Avenue. Laterals will provide adequate drainage. H CPAP PA I s r. msoN E4sgAEJff mlr;T.ITOV,� 77?AC-r. A 77041 VICINITY MAP J.-%126-2023Wbwft%Ml.dwa. 3/l/2005 6:20:30 PM. Wendd. WendeN - J a u J 1 Lateral E4 from the Knox Avenue Storm Drain is being provided for the runoff from this area. The Parkhouse Drive Storm Drain is the extension of Lateral E4. Line C will intercept portions of the storm water flowing westerly from the tract with the addition of two catch basin inlets at the northwest comer of the tract in Fan Palm Street (Refer to the Hydrologic Drainage Map in Appendix R). Portions of the drainage will flow southerly into Parkhouse Drive as tabled on the drainage map (The construction of the improvements in Parkhouse Drive has commenced). Portions of the interior tract will be conveyed in an alley to Parkside Way (This flow will be addressed by the interior tract development). METHOD OF STUDY: HYDROLOGIC STUDYAND HYDRAULIC CALCULATIONS The rational method hydrologic model, as defined by Flood Control for San Bernardino County, was performed in the determination of the storm runoff peak flow rates (Section Q). AES software was utilized for the hydrology calculations, street flow depth analysis, and catch basin sizing. Civil Design's WSPGW hydraulic software program was used to analyze pipe sizes and carrying capacities (Section M). DISCUSSION OF RESULTS Project Storm Drain Capacity The attached hydrologic study (and references) and hydraulic calculations indicate that the catch basins and storm drain laterals being proposed Fan Palm Street will be adequate for drainage. For this project, W=10 feet at the two catch basins near the north west corner of the tract in Fan Palm Street will be adequate. The Storm Drains and Catch Basins in Parkside Way and Parkhouse Drive will be constructed as part of those projects. Referenced plans of the drainage facilities that are under construction are included in Appendix R of this report. **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-2002 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2002 License ID 1251 Analysis prepared by: MADOLE & ASSOCIATES, INC. 10601 CHURCH STREET SUITE 107 RANCHO CUCAMONGA CA 91730 909.948.1311 FAX.948.8464 ************************** DESCRIPTION OF STUDY ************************** * CATCH BASIN DRAINAGE STUDY FOR TRACT 16871 * Q100 -YEAR STUDY * JN 126-2003 wli cb.dat ************************************************************************** FILE NAME: P:\126-2003\Drainage\CB.DATC��u�Or�❑CC��u❑G�O��C --TIME/DATE -OF- STUDY: -12_40-01/28/2005-------------------------------------- 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 = 0.95 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* Pq SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1 -HOUR INTENSITY(INCH/HOUR) = 1.5700 *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 34.0 17.0 0.020/0.020/0.020 0.67 1.50 0.0313 0.120 0.0150 2 20.0 10.0 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 = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 809.00 TO NODE 811.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< u r� - >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 300.00 ELEVATION DATA: UPSTREAM(FEET) = 57.20 DOWNSTREAM(FEET) = 54.70 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE))**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.755 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.359 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 0.41 0.98 0.10 32 7.75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 1.94 TOTAL AREA(ACRES) = 0.41 PEAK FLOW RATE(CFS) = 1.94 **************************************************************************** FLOW PROCESS FROM NODE 811.00 TO NODE 821.00 IS CODE = 61 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »» >(STANDARD CURB SECTION USED) ««< UPSTREAM ELEVATION(FEET) = 54.70 DOWNSTREAM ELEVATION(FEET) = 46.10 STREET LENGTH(FEET) = 500.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 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 16 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.36 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 10.12 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.94 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.97 STREET FLOW TRAVEL TIME(MIN.) = 2.83 Tc(MIN.) = 10.59 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.445 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) SCS CN COMMERCIAL A 0.72 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.72 SUBAREA RUNOFF(CFS) = 2.82 EFFECTIVE AREA(ACRES) = 1.13 AREA -AVERAGED Fm(INCH/HR) = 0.10 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 1.13 PEAK FLOW RATE(CFS) = 4.42...eZ- END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 11.37 H-1 FLOW VELOCITY(FEET/SEC.) = 3.14 DEPTH*VELOCITY(FT*FT/SEC.) = 1.11 LONGEST FLOWPATH FROM NODE 809.00 TO NODE 821.00 = 800.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 839.00 TO NODE 841.00 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 300.00 ELEVATION DATA: UPSTREAM(FEET) = 57.20 DOWNSTREAM(FEET) = 54.70 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.755 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.359 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 0.21 0.98 0.10 32 7.75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 0.99 TOTAL AREA(ACRES) = 0.21 PEAK FLOW RATE(CFS) = 0.99 **************************************************************************** FLOW PROCESS FROM NODE 841.00 TO NODE 851.00 IS CODE = 61 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STANDARD CURB SECTION USED) ««< UPSTREAM ELEVATION(FEET) = 54.70 DOWNSTREAM ELEVATION(FEET) = 46.10 STREET LENGTH(FEET) = 500.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 E" SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 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) = 1.64 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.27 - HALFSTREET FLOOD WIDTH(FEET) = 7.31 AVERAGE FLOW VELOCITY(FEET/SEC.) 2.52 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.69 STREET FLOW TRAVEL TIME(MIN.) = 3.31 Tc(MIN.) = 11.06 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.330 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS tLAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.34 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 F, J SUBAREA AREA(ACRES) = 0.34 SUBAREA RUNOFF(CFS) = 1.30 **************************************************************************** EFFECTIVE AREA(ACRES) = 0.55 AREA -AVERAGED Fm(INCH/HR) = 0.10 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.10 >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< TOTAL AREA(ACRES) = 0.55 PEAK FLOW RATE(CFS) = 2.10"' ELEVATION DATA: UPSTREAM(FEET) = 56.50 DOWNSTREAM(FEET) = 52.10 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 8.17 FLOW VELOCITY(FEET/SEC.) = 2.66 DEPTH*VELOCITY(FT*FT/SEC.) = 0.77 DEVELOPMENT TYPE/ SCS SOIL AREA Fp LONGEST FLOWPATH FROM NODE 839.00 TO NODE 851.00 = 800.00 FEET. **************************************************************************** L� J **************************************************************************** FLOW PROCESS FROM NODE 711.00 TO NODE 721.00 IS CODE = 91 ---------------------------------------------------------------------------- »»>COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA««< UPSTREAM NODE ELEVATION(FEET) _ 52.10 DOWNSTREAM NODE ELEVATION(FEET) = 43.60 CHANNEL LENGTH THRU SUBAREA(FEET) = 500.00 "V" GUTTER WIDTH(FEET) = 3.00 GUTTER HIKE(FEET) = 0.110 PAVEMENT LIP(FEET) = 0.010 MANNING'S N = .0150 PAVEMENT CROSSFALL(DECIMAL NOTATION) = 0.02000 MAXIMUM DEPTH(FEET) = 0.30 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.956 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 1.32 0.98 0.50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.73 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 3.06 AVERAGE FLOW DEPTH(FEET) = 0.26 FLOOD WIDTH(FEET) = 16.71 "V" GUTTER FLOW TRAVEL TIME(MIN.) = 2.73 Tc(MIN.) = 12.86 SUBAREA AREA(ACRES) = 1.32 SUBAREA RUNOFF(CFS) = 4.12 FLOW PROCESS FROM NODE 709.00 TO NODE 711.00 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 375.00 ELEVATION DATA: UPSTREAM(FEET) = 56.50 DOWNSTREAM(FEET) = 52.10 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.132 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.564 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.) RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.73 0.98 0.50 32 10.13 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 2.68 TOTAL AREA(ACRES) = 0.73 PEAK FLOW RATE(CFS) = 2.68 L� J **************************************************************************** FLOW PROCESS FROM NODE 711.00 TO NODE 721.00 IS CODE = 91 ---------------------------------------------------------------------------- »»>COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA««< UPSTREAM NODE ELEVATION(FEET) _ 52.10 DOWNSTREAM NODE ELEVATION(FEET) = 43.60 CHANNEL LENGTH THRU SUBAREA(FEET) = 500.00 "V" GUTTER WIDTH(FEET) = 3.00 GUTTER HIKE(FEET) = 0.110 PAVEMENT LIP(FEET) = 0.010 MANNING'S N = .0150 PAVEMENT CROSSFALL(DECIMAL NOTATION) = 0.02000 MAXIMUM DEPTH(FEET) = 0.30 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.956 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 1.32 0.98 0.50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.73 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 3.06 AVERAGE FLOW DEPTH(FEET) = 0.26 FLOOD WIDTH(FEET) = 16.71 "V" GUTTER FLOW TRAVEL TIME(MIN.) = 2.73 Tc(MIN.) = 12.86 SUBAREA AREA(ACRES) = 1.32 SUBAREA RUNOFF(CFS) = 4.12 1] it D �I r 0 1 EFFECTIVE AREA(ACRES) = 2.05 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 2.05 PEAK FLOW RATE(CFS) = 6.40 END OF SUBAREA "V" GUTTER HYDRAULICS: DEPTH(FEET) = 0.28 FLOOD WIDTH(FEET) = 19.10 FLOW VELOCITY(FEET/SEC.) = 3.24 DEPTH*VELOCITY(FT*FT/SEC) = 0.91 LONGEST FLOWPATH FROM NODE 709.00 TO NODE 721.00 = 875.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 721.00 TO NODE 325.00 IS CODE = 61 -- ---------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STANDARD CURB SECTION USED) ««< UPSTREAM ELEVATION(FEET) = 43.60 DOWNSTREAM ELEVATION(FEET) = 40.60 STREET LENGTH(FEET) = 80.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) _ -0.020 OUTSIDE STREET CROSSFALL(DECIMAL) 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 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) = 7.26 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = 11.84 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.78 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.73 STREET FLOW TRAVEL TIME(MIN.) = 0.28 Tc(MIN.) = 13.14 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.906 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.50 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 1.71 EFFECTIVE AREA(ACRES) = 2.55 AREA -AVERAGED Fm(INCH/HR) = 0.41 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.42 TOTAL AREA(ACRES) = 2.55 PEAK FLOW RATE(CFS) = 8.02j< END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 12.30 FLOW VELOCITY(FEET/SEC.) = 4.91 DEPTH*VELOCITY(FT*FT/SEC.) = 1.83 LONGEST FLOWPATH FROM NODE 709.00 TO NODE 325.00 = 955.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 839.00 TO NODE 37.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< I Ci C 0 I f1 u J, Iff" INITIAL SUBAREA FLOW-LENGTH(FEET) = 670.00 ELEVATION DATA: UPSTREAM(FEET) = 57.25 DOWNSTREAM(FEET) = 50.20 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)] --0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 13.060 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.919 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) RESIDENTIAL "5-7 DWELLINGS/ACRE" A 1.52 0.98 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 4.69 TOTAL AREA(ACRES) = 1.52 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) 0.98 0.50 32 13.06 HER **************************************************************************** FLOW PROCESS FROM NODE 809.00 TO NODE 17.00 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 460.00 ELEVATION DATA: UPSTREAM(FEET) = 57.20 DOWNSTREAM(FEET) = 53.30 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.169 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.846 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 0.48 0.98 0.10 32 9.17 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 2.05 TOTAL AREA(ACRES) = 0.48 PEAK FLOW RATE(CFS) = 2.05 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.48 TC(MIN.) = 9.17 EFFECTIVE AREA(ACRES) = 0.48 AREA -AVERAGED Fm(INCH/HR)= 0.10 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.10 PEAK FLOW RATE(CFS) = 2.05 END OF RATIONAL METHOD ANALYSIS a _; L,"4 O� z� A=55-3644 " 8=24 W C=.3 89' 7R4CT BNDRY r-- PROP. R/W N PALM N STREET Ex1ST. C -P PER DWG. 3799 SHT. 5 OF 8 2 i I A_ PROP. 6 ;,12'14 - R -T U B 2 4 ►4 �7 4 5 J:1126-2003W1orm1sd02.dwa.11/8/2005 5:48:52 AM. Wendell. Wendel C=3. 9' E Z�� a A Q D=36 U�0 Upg O + Q)Z ti j�AoOpO >O I ++ ch 4 3 W of i An O O II II Q 0, 3 2 3 CAA CH 5ASI N LA`f OVT ►4 �7 4 5 J:1126-2003W1orm1sd02.dwa.11/8/2005 5:48:52 AM. Wendell. Wendel n »»STREETFLOW MODEL INPUT INFORMATION«« H I E O LJ 1 I I 0 CONSTANT STREET GRADE(FEET/FEET) = 0.027500 CONSTANT STREET FLOW(CFS) = 0 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYmMETRICAL STREET HALF-WIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 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) = 0.03000 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.11000 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = 0.26 HALFSTREET FLOOD WIDTH(FEET) = 7.57 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.10 PRODUCT OF DEPTH&VELOCITY = 0.81 **************************************************************************** »»FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION«« j!�: -L ,4-) Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 2.10 GUTTER FLOWDEPTH(FEET) = 0.26 BASIN LOCAL DEPRESSION(FEET) = 0.33 FLOWBY BASIN ANALYSIS RESULTS: BASIN WIDTH FLOW INTERCEPTION 0.86 0.29 1.00 0.33 1.50 0.49 2.00 0.64 2.50 0.80 3.00 0.95 3.50 1.08 4.00 1.21 4.50 1.33 5.00 1.45 5.50 1.55 6.00 1.64 6.50 1.73 7.00 1.82 7.50 1.91 8.00 8.50 8.64 1.99 2.08 2.10 �- (� � 1� = l D ' *s********ss*****s*******************s*****************ss**********s**s***** »»SUMP TYPE BASIN INPUT INFORMATION«« 6.13 Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. BASIN INFLOW(CFS) = 4.40 BASIN OPENING(FEET) = 0.80 DEPTH OF WATER(FEET) = 027 »»CALCULAT D ESTIMATED SUMP BASIN WIDTH(FEET) = 10.16 w. - FILE: P:\126-2003\Drainage\A.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 1 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 3- 1-2005 Time: 7:15:32 TRACT 16871 -LINE C Q100--LAT-A., JN 126-2003 wli Nl.wsw Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToptHeight/laase Wt► INo Wth Station I Elev I (FT) ( Elev I (CFS) I (FPS) Head I Grd.E1.1 -I- Elev -I- I Depth I -I- Width -I- IDia.-FTIor -I- I.D.1 -f- ZL IPrs/Pip -I -I- L/Elem -I- ICh Slope -I- I -I- I I -I- I -I- -I- SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X -Fall) ZR (Type Ch I I i I I I I 1002.540 I 1637.570 I .210 I I 1637.780 I 2.10 11.98 I 2.23 1640.01 .00 .50 1.23 2.000 .000 .00 0 .0 -I- 5.694 -I- .1740 -I- -I- -I- -I- -I- .1572 -I- .90 -I- .21 -I- 5.58 -I- .21 -I- .013 -I- .00 .00 1- PIPE 1008.234 I 1638.561 I .212 I I 1638.773 I 2.10 11.74 I 2.14 I 1640.91 .00 I I .50 1.23 I 2.000 -I- I I .000 -I- .00 I 0 .0 -I- 5.999 -I- .1740 -I- -I- -I- -I- -I- .1428 -I- .86 -I- .21 -I- 5.43 -I- .21 .013 .00 .00 1- PIPE 1014.233 I 1639.604 I .219 I I 1639.824 I 2.10 11.19 I 1.94 i 1641.77 .00 I I .50 1.25 I 2.000 -I- I I .000 -I- .00 I 0 .0 -I- 3.431 -I- .1740 -I- -I- -I- -I- -I- .1245 -I- .43 -I- .22 -i- 5.09 -I- .21 .013 .00 .00 1- PIPE 1017.664 I 1640.202 I .226 I I 1640.428 I 2.10 10.67 I 1.77 I 1642.20 .00 I .50 I 1.27 I 2.000 I I .000 .00 I 0 .0 -I- 2.338 -I- .1740 -i- -I- -I- -I- -I- .1087 -I- .25 -I- .23 -I- 4.77 -I- .21 -I- .013 -I- .00 .00 1- PIPE 1020.002 f 1640.608 I .234 I I 1640.843 I 2.10 10.17 I 1.61 I 1642.45 .00 I .50 I 1.29 I 2.000 -I- I I .000 .00 I 0 .0 -f- 1.747 -I- .1740 -I- -i- -I- -i- -I- .0950 -I- .17 -i- .23 -I- 4.47 -I- .21 .013 -I- .00 .00 1- PIPE 1021.749 I 1640.912 I .242 I I 1641.155 i 2.10 9.70 I 1.46 I 1642.62 .00 I .50 I 1.30 I 2.000 I I .000 .00 I 0 .0 -I- 1.370 -I- .1740 -I- -I- -I- -I- -I- .0829 -I- .11 -I- .24 -I- 4.20 -I- .21 -I- .013 -I- .00 .00 1- PIPE 1023.119 I 1641.151 I .250 I I 1641.401 I 2.10 9.25 I 1.33 I 1642.73 .00 I .50 I 1.32 I 2.000 -I- I I .000 .00 I 0 .0 -I- 1.109 -I- .1740 -I- -I- -I- -I- -I- .0723 -I- .08 -I- .25 -I- 3.93 -I- .21 .013 -I- .00 .00 1- PIPE 1024.228 I 1641.344 I .258 I I 1641.602 I 2.10 8.82 I 1.21 I 1642.81 .00 I .50 I 1.34 I 2.000 -I- i I .000 .00 I 0 .0 -I- .909 -I- .1740 -I- -I- -I- -I- -I- .0631 -I- .06 -I- .26 -I- 3.69 -I- .21 .013 -I- .00 .00 1- PIPE 1025.137 I 1641.502 I .267 I I 1641.769 I 2.10 8.41 I 1.10 I 1642.87 .00 I .50 I 1.36 I 2.000 I I .000 .00 I 0 .0 .764 .1740 .0551 .04 .27 3.46 .21 .013 .00 .00 PIPE FILE: P:\126-2003\Drainage\A.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 2 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 3- 1-2005 Time: 7:15:32 TRACT 16871 -LINE C Q100--LAT-A JN 126-2003 wli Nl.wsw I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wt1 INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.l Elev -1- I Depth I -I- Width -I- IDia.-FTIor -I- I.D.1 -I- ZL IPrs/Pip -I -I- L/Elem -I- ICh Slope -I- -I- I I I -i- I -I- -I- SF Avel -I- HF ISE DpthlFroude NINorm Dp I "N" I X -Fall) ZR (Type Ch 1025.901 I 1641.635 I I I .276 1641.911 I 2.10 8.02 i 1.00 I 1642.91 .00 I I .50 1.38 I 2.000 I I .000 -I- .00 I 0 .0 -I- .649 -I- .1740 -I- -I- -I- -I- -I- .0481 -I- .03 -I- .28 -I- 3.24 -I- .21 -I- .013 .00 .00 1- PIPE 1026.550 I 1641.748 i I I .285 1642.033 I 2.10 7.64 I .91 I 1642.94 .00 I I .50 1.40 -I- 1 2.000 -I- I I .000 -I- .00 I 0 .0 -I- .557 -I- .1740 -I- -I- -I- -I- -I- .0420 -I- .02 -I- .29 -I- 3.04 .21 .013 .00 .00 1- PIPE 1027.106 i 1641.845 I I i .294 1642.139 I 2.10 7.29 I .82 I 1642.96 .00 I I .50 1.42 I 2.000 I I .000 .00 I 0 .0 -I- .473 -I- .1740 -I- -i- -I- -I- -I- .0366 -I- .02 -I- .29 -I- 2.85 -I- .21 -i- .013 -I- .00 .00 1- PIPE 1027.579 I 1641.927 I I I .304 1642.231 I 2.10 6.95 I .75 I 1642.98 .00 I .50 I 1.44 I 2.000 I I .000 .00 I 0 .0 -I- .410 -i- .1740 -I- -I- -I- -i- -i- .0320 -I- .01 -I- .30 -I- 2.67 -I- .21 -I- .013 -I- .00 .00 1- PIPE 1027.989 I 1641.998 I I I .314 1642.312 I 2.10 6.63 I .68 f 1642.99 .00 I .50 I 1.46 I 2.000 I I .000 .00 I 0 .0 -I- .349 -I- .1740 -I- -I- -I- -I- -I- .0279 -I- .01 -I- .31 -I- 2.50 -I- .21 -I- .013 -I- .00 .00 1- PIPE 1028.338 I 1642.059 I I I .325 1642.384 I 2.10 6.32 I .62 I 1643.00 .00 i .50 I 1.48 I 2.000 I I .000 .00 I 0 .0 -I- .303 -I- .1740 -I- -I- -i- -I- -I- .0244 -I- .01 -I- .33 -I- 2.35 -I- .21 -i- .013 -I- .00 .00 1- PIPE 1028.641 I 1642.112 I I I .336 1642.448 1 2.10 6.02 I .56 I 1643.01 .00 I .50 I 1.50 I 2.000 i I .000 .00 i 0 .0 -I- .263 -I- .1740 -I- -I- -I- -I- -1- .0213 -1- .01 -i- .34 -I- 2.20 -I- .21 -I- .013 -I- .00 .00 1- PIPE 1028.904 i 1642.157 I I i .347 1642.505 I 2.10 5.74 I .51 I 1643.02 .00 I .50 I 1.51 1 2.000 I I .000 .00 I 0 .0 .222 .1740 .0186 .00 .35 2.06 .21 .013 .00 .00 1- PIPE 1029.127 I 1642.196 I I I .359 1642.555 I 2.10 5.48 I .47 I 1643.02 .00 I .50 I 1.54 I 2.000 I I .000 .00 I 0 .0 -I- .192 -I- .1740 -I- -I- -I- -I- -I- .0163 -I- .00 -I- .36 -I- 1.93 -I- .21 -I- .013 -I- .00 .00 1- PIPE FILE: P:\126-2003\Drainage\A.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 3 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 3- 1-2005 Time: 7:15:32 TRACT 16871 -LINE C Q100--LAT-A JN 126-2003 wli NI.wsw I Invert I Depth I Water ) Q ) Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase WtI INo Wth Station I Elev I (FT) i Elev I (CFS) I (FPS) Head I Grd.El.t Elev I Depth I Width IDia.-FTIor I.D.I ZL IPrs/Pip -I- L/Elem -I- ICh Slope I -I- -I- I I -I- I -i- -I- SF Avel -I- HF ISE -I- DpthlFroude -i- NINorm -I- Dp -I- I "N" -i- I X -Fall) -I ZR (Type Ch I I I I I I I I I I I 1029.319 I I 1642.230 .371 1642.601 2.10 5.22 .42 1643.02 .00 .50 1.55 2.000 .000 .00 0 .0 .166 .1740 .0142 .00 .37 1.81 .21 .013 .00 .00 PIPE 1029.484 I I 1642.258 .383 I I 1642.641 I 2.10 4.98 I .38 I 1643.03 .00 -I- I .50 I 1.57 i 2.000 -i- I I .000 -I- .00 I 0 .0 -I- .136 -I- .1740 -I- -I- -I- -I- -I- .0124 -I- .00 .38 -I- 1.69 -I- .21 .013 .00 .00 1- PIPE 1029.620 I I 1642.282 .396 i I 1642.678 I 2.10 4.75 -I- I .35 I 1643.03 .00 -I- I .50 I 1.59 I 2.000 -I- I I .000 .00 I 0 .0 -I- .109 -I- .1740 -I- -I- -I- -I- .0108 -I- .00 .40 -I- 1.59 -I- .21 .013 -I- .00 .00 1- PIPE 1029.730 I I 1642.301 .410 I 1 1642.711 1 2.10 4.53 I .32 I 1643.03 .00 I .50 I 1.61 I 2.000 I t .000 .00 I 0 .0 -I- .091 -I- .1740 -I- -I- -I- -I- -I- .0095 -i- .00 -I- .41 -I- 1.49 -i- .21 -I- .013 -I- .00 .00 1- PIPE 1029.820 1 I 1642.317 .424 I I 1642.741 I 2.10 4.31 .29 I I 1643.03 .00 I .50 I 1.64 I 2.000 I I .000 .00 1 0 .0 -I- .074 -I- .1740 -I- -I- -I- -I- -I- .0083 -I- .00 -I- .42 -I- 1.39 -I- .21 -I- .013 -I- .00 .00 1- PIPE 1029.894 I I 1642.330 .438 I I 1642.768 I 2.10 4.11 I .26 I 1643.03 .00 I .50 I 1.65 I 2.000 -I- I I .000 .00 I 0 .0 -I- .053 -I- .1740 -I- -I- -I- -I- -I- .0072 -I- .00 -I- .44 -I- 1.31 -I- .21 .013 -I- .00 .00 1- PIPE 1029.948 I I 1642.339 .453 i I 1642.792 I 2.10 3.92 I .24 I 1643.03 .00 -I- I .50 I 1.67 I 2.000 -i- I I .000 .00 I 0 .0 -t- .034 -I- .1740 -I- -I- -I- -I- -I- .0063 -I- .00 .45 -I- 1.22 -I- .21 .013 -I- .00 .00 1- PIPE 1029.982 I I 1642.345 .469 I I 1642.814 I 2.10 3.74 I .22 I 1643.03 .00 I .50 i 1.69 I 2.000 I I .000 .00 I 0 .0 -I- .022 -I- .1740 -I- -I- -I- -I- -I- .0055 -I- .00 -I- .47 -I- 1.15 -I- .21 -I- .013 -I- .00 .00 1- PIPE 1030.004 I I 1642.349 .485 I I 1642.834 I 2.10 3.57 .20 I I 1643.03 .00 I .50 I 1.71 I 2.000 I I .000 .00 I 0 .0 -I- .006 -I- .1740 -I- -I- -i- -i- -i- .0048 -I- .00 -I- .49 -I- 1.07 -I- .21 -I- .013 -I- .00 .00 1- PIPE FILE: P:\126-2003\Drainage\A.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 4 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 3- 1-2005 Time: 7:15:32 TRACT 16871-LINE C Q100--LAT-A JN 126-2003 wli Nl.wsw I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase wt1 INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1.1 Elev I Depth I Width IDia.-FTlor I.D.I ZL IPrs/Pip -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -i L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Falls ZR (Type Ch �***�+>**I****�****I,r***�***I***r****�l***:err*�I******�I+�*****I***•*++�*I*,r**�**I**��****I*.*�***+Is**+***I*��,r*,rl,r,r+++ l+****,++ I I I I I I I I I I I I i 1030.010 1642.350 .503 1642.853 2.10 3.39 .18 1643.03 .00 .50 1.74 2.000 .000 .00 0 .0 WALL ENTRANCE I I I I I I I I I I I I I 1030.010 1642.350 .760 1643.110 2.10 .28 .00 1643.11 .00 .11 10.00 4.500 10.000 .00 0 .0 -I- -I- -I- -I- -t- -I- -I- -I- -i- -I- -I- -I- -I- I- FILE: P:\126-2003\Drainage\A.WSW W S P G W - EDIT LISTING - Version 14.01 Date: 3- 1-2005 Time: 7:15:28 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 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 PIER/PIP WIDTH DIAMETER WIDTH DROP CD 1 4 0 5.500 CD 2 4 0 5.500 CD 3 4 0 3.500 CD 4 4 0 3.000 CD 5 4 0 2.500 CD 6 4 0 2.000 CD 7 2 0 .000 7.470 2.000 .00 CD 8 3 0 .000 4.500 10.000 .000 .000 .00 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - TRACT 16871 -LINE C HEADING LINE NO 2 IS - Q100--LAT-A HEADING LINE NO 3 IS - JN 126-2003 wli Nl.wsw W S P G W PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV 1002.540 1637.570 6 1638.400 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1030.010 1642.350 6 .013 .000 .000 .000 0 ELEMENT NO 3 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FP 1030.010 1642.350 8 .500 ELEMENT NO 4 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 1030.010 1642.350 8 1646.855 T1 TRACT 16871 -LINE C T2 Q100--LAT-A T3 JN 126-2003 wli SO 1002.5401637.570 6 R 1030.0101642.350 6 WE 1030.0101642.350 8 SH 1030.0101642.350 8 CD 1 4 0 .000 5.500 CD 2 4 0 .000 5.500 CD 3 4 0 .000 3.500 CD 4 4 0 .000 3.000 CD 5 4 0 .000 2.500 CD 6 4 0 .000 2.000 CD 7 2 0 .000 7.470 CD 8 3 0 .000 4.500 Q 2.100 .0 Nl.wsw .013 .500 1638.400 .000 .000 0 1646.8550 .000 .000 .000 .00 .000 .000 .000 .00 .000 .000 .000 .00 .000 .000 .000 .00 .000 .000 .000 .00 .000 .000 .000 .00 2.000 .000 .000 .00 10.000 .000 .000 .00 441A = 7M 7e4 r FILE: P:\126-2003\Drainage\nl.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 1 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 3- 1-2005 Time: 7: 7:22 TRACT 16871 -LINE C Q100--LAT-Oii-_ JN 126-2003 wli Nl.wsw ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ++++++++ Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I -I- Grd.El.l Elev I Depth I Width IDia.-FTIor I.D.I ZL IPrs/Pip -i- L/Eleni -I- ICh Slope I -I- -I- I I -I- I -I- SF Avel -I- HF ISE -I- DpthlFroude -I- -I- NINorm Dp -I- I "N" I -I- X -Fall) ZR -I (Type Ch I I i 1002.540 I 1637.570 I I .290 1637.859 I 4.40 15.65 I 3.80 i 1641.66 .00 .74 I 1.41 I 2.000 I .000 .00 I 0 .0 -I- 1.371 -I- .3153 -i- -I- -I- -I- -I- .1768 -I- .24 -I- .29 -I- 6.17 -I- .25 -I- .013 -I- .00 .00 1- PIPE 1003.911 I 1638.002 I I I .295 1638.297 I 4.40 15.19 I 3.58 I 1641.88 .00 I .74 I 1.42 i I 2.000 I .000 .00 I 0 .0 2.013 .3153 .1584 .32 .30 5.92 .25 .013 .00 .00 PIPE 1005.923 I 1638.636 I I I .305 1638.941 I 4.40 14.48 I 3.26 I 1642.20 .00 I .74 I 1.44 I I 2.000 I .000 .00 I 0 .0 -I- 1.612 -I- .3153 -I- -I- -I- -I- -I- .1385 -I- .22 -I- .31 -I- 5.55 -I- .25 -I- .013 -I- .00 .00 1- PIPE 1007.536 I 1639.145 I I I .316 1639.461 i 4.40 13.81 I 2.96 I 1642.42 .00 I .74 I 1.46 I 2.000 I i .000 .00 I 0 .0 -I- 1.334 -I- .3153 -I- -I- -I- -I- -I- .1209 -I- .16 -I- .32 -I- 5.21 -I- .25 -I- .013 -I- .00 .00 1- PIPE 1008.870 I 1639.565 I I I .326 1639.891 I 4.40 13.17 I 2.69 I 1642.58 .00 I .74 I 1.48 t 2.000 I I .000 .00 I 0 .0 -i- 1.114 -I- .3153 -I- -I- -I- -I- -I- .1056 -I- .12 -I- .33 -I- 4.88 -I- .25 -I- .013 -I- .00 .00 1- PIPE 1009.984 I 1639.917 I I I .337 1640.254 I 4.40 12.55 I 2.45 I 1642.70 .00 I .74 I 1.50 I 2.000 I I .000 .00 I 0 .0 -I- .948 -I- .3153 -I- -I- -I- -I- -I- .0922 -I- .09 -I- .34 -I- 4.57 -I- .25 -I- .013 -I- .00 .00 1- PIPE 1010.932 I 1640.215 I I I .348 1640.563 I 4.40 11.97 I 2.22 I 1642.79 .00 I .74 I 1.52 I I 2.000 I .000 .00 I 0 .0 -I- .810 -I- .3153 -I- -I- -I- -i- -I- .0805 -I- .07 -I- .35 -I- 4.28 -i- .25 -I- .013 -I- .00 .00 1- PIPE 1011.742 i 1640.471 I I I .360 1640.831 I 4.40 11.41 I 2.02 I 1642.85 .00 I .74 I 1.54 I 2.000 I I .000 .00 i 0 .0 -I- .702 -I- .3153 -I- -I- -I- -I- -I- .0703 -I- .05 -I- .36 -I- 4.02 -I- .25 -I- .013 -I- .00 .00 1- PIPE 1012.443 I 1640.692 I I I .372 1641.064 I 4.40 10.88 I 1.84 i 1642.90 .00 I .74 I 1.56 I 2.000 I I .000 .00 I 0 .0 -I- .607 -i- .3153 -I- -I- -I- -I- -I- .0614 -I- .04 -I- .37 -I- 3.76 -i- .25 -I- .013 -I- .00 .00 1- PIPE FILE: P:\126-2003\Drainage\nl.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 2 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 3- 1-2005 Time: 7: 7:22 TRACT 16871 -LINE C Q100 --LATS 13 JN 126-2003 wli Nl.wsw Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToptHeight/IBase Wt1 INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip -I- L/Elem -I- ICh Slope I -I- I -I- I -I- I -I- -I- SF Ave1 -I- HF ISE -I- DpthIFroude -I- NINorm -I- Dp -I- I "N" I -I- X -Fall) ZR -I IType Ch I 1013.051 I 1640.883 i .385 I 1641.269 I 4.40 10.37 1 1.67 I 1642.94 .00 I .74 I 1.58 I i 2.000 I .000 .00 I 0 .0 -I- .531 -I- .3153 -I- -I- -I- -I- -i- .0537 -I- .03 -I- .39 -I- 3.53 -I- .25 -I- .013 -I- .00 .00 1- PIPE 1013.582 I 1641.051 I .398 I I 1641.449 I 4.40 9.89 I 1.52 I 1642.97 .00 I .74 I 1.60 I I 2.000 I .000 .00 I 0 .0 -I- .466 -I- .3153 -I- -I- -I- -I- -i- .0469 -I- .02 -I- .40 -I- 3.30 -I- .25 -I- .013 -I- .00 .00 1- PIPE 1014.048 I 1641.198 I .411 I I 1641.609 I 4.40 9.43 I 1.38 I 1642.99 .00 I .74 I 1.62 i I 2.000 I .000 .00 I 0 .0 -I- .407 -I- .3153 -I- -I- -i- -I- -I- .0410 -I- .02 -1- .41 -I- 3.09 -I- .25 -I- .013 -I- .00 .00 1- PIPE 1014.455 I 1641.326 I .425 I I 1641.751 I 4.40 8.99 I 1.26 I 1643.01 .00 I .74 I 1.64 I i 2.000 I .000 .00 I 0 .0 -I- .355 -I- .3153 -I- -I- -I- -I- -I- .0358 -I- .01 -I- .43 -i- 2.90 -I- .25 -I- .013 -I- .00 .00 1- PIPE 1014.810 I 1641.438 I .440 I I 1641.878 I 4.40 8.57 I 1.14 I 1643.02 .00 I .74 I 1.66 I 2.000 I I .000 .00 i 0 .0 -I- .313 -I- .3153 -I- -I- -i- -I- -I- .0313 -I- .01 -I- .44 -I- 2.72 -i- .25 -I- .013 -I- .00 .00 1- PIPE 1015.122 I 1641.537 I .455 I I 1641.992 I 4.40 8.18 I 1.04 I 1643.03 .00 I .74 I 1.68 I 2.000 I I .000 .00 I 0 .0 -I- .272 -i- .3153 -I- -I- -I- -I- -I- .0274 -I- .01 -I- .46 -I- 2.54 -I- .25 -I- .013 -I- .00 .00 1- PIPE 1015.394 1 1641.622 I .471 I I 1642.094 I 4.40 7.79 I .94 I 1643.04 .00 I .74 I 1.70 I 2.000 I I .000 .00 I 0 .0 -I- .240 -I- .3153 -I- -t- -I- -I- -I- .0240 -I- .01 -I- .47 -I- 2.38 -I- .25 -I- .013 -I- .00 .00 1- PIPE 1015.634 I 1641.698 I .487 I I 1642.185 I 4.40 7.43 I .86 I 1643.04 .00 I .74 I 1.72 I 2.000 I I .000 .00 I 0 .0 -I- .211 -I- .3153 -I- -I- -I- -I- -I- .0209 -I- .00 -I- .49 -I- 2.23 -I- .25 -I- .013 -I- .00 .00 1- PIPE 1015.845 I 1641.764 I .503 I I 1642.267 I 4.40 7.09 I .78 I 1643.05 .00 I .74 I 1.74 I 2.000 I i .000 .00 i 0 .0 -I- .178 -I- .3153 -I- -I- -I- -I- -I- .0183 -I- .00 -I- .50 -I- 2.09 -I- .25 -I- .013 -I- .00 .00 1- PIPE FILE: P:\126-2003\Drainage\nl.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 3 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 3- 1-2005 Time: 7: 7:22 TRACT 16871 -LINE C Q100--LAT-gir rj JN 126-2003 wli Nl.wsw I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/)Base Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1.1 Elev -i- I Depth -I- I Width -i- IDia.-FTIor I.D.1 -I- -I- ZL -f IPrs/Pip -I- L/Elem ICh -I- Slope I -I- I -I- I -1- I -I- -1- SF Avel -t- HF ISE DpthlFroude NINorm Dp I "N" I X -Fall) ZR IType Ch ***�++***I*****�**�I+�**+*�*I+�****•�*I+*s,r**+�+I++***,r,t1*+�+*+*I*+�***��*I*****�+I*��*�**+I+*+***..I****+++I*s*�***I�*mow* I i I I I I I*�**+,r� I I 1016.023 I 1641.821 I .521 I 1642.342 I 4.40 6.76 I .71 1643.05 -I- .00 -I- .74 -I- 1.76 -I- 2.000 -I- .000 -I- .00 0 .0 1- -I- .155 -I- .3153 -I- -I- -I- -I- -I- .0160 .00 .52 1.96 .25 .013 .00 I I .00 PIPE I I 1016.178 I 1641.870 .539 I i 1642.409 I 4.40 6.44 I .64 I 1643.05 -I- .00 -I- I .74 -I- I 1.77 I 2.000 -I- -I- .000 -I- .00 0 .0 1- -I- .135 -i- .3153 -I- -I- -i- -I- -I- .0140 .00 .54 1.83 .25 .013 .00 I I .00 PIPE I I 1016.313 I 1641.912 .557 i I 1642.469 I 4.40 6.14 I .59 -I- I 1643.05 -I- .00 -I- I .74 -I- I 1.79 I 2.000 -I- -I- .000 -I- .00 0 .0 1- -i- .110 -I- .3153 -I- -i- -I- -I- .0123 .00 .56 1.71 .25 .013 .00 I I .00 PIPE I I 1016.422 I 1641.947 .577 i I 1642.524 I 4.40 5.86 I .53 I 1643.06 .00 1 .74 I 1.81 I 2.000 -I- -I- .000 -I- .00 0 .0 1- -I- .093 -1- .3153 -I- -I- -I- -i- -l- .0107 -I- .00 -I- .58 -I- 1.60 .25 .013 .00 I I .00 PIPE I I 1016.516 I 1641.976 .597 I I 1642.573 I 4.40 5.58 I .48 I 1643.06 .00 I .74 I 1.83 I 2.000 -I- -I- .000 -I- .00 0 .0 1- -I- .075 -I- .3153 -I- -I- -I- -I- -I- .0094 -I- .00 -I- .60 -I- 1.50 .25 .013 .00 I I .00 PIPE I I 1016.591 I 1642.000 .618 I I 1642.618 I 4.40 5.32 I .44 I 1643.06 .00 -I- I .74 -I- I 1.85 I 2.000 -I- -I- .000 -I- .00 0 .0 1- -I- .059 -I- .3153 -I- -I- -I- -I- -i- .0082 -I- .00 .62 1.40 .25 .013 .00 .00 PIPE i I 1016.650 I 1642.018 .640 I I 1642.658 I 4.40 5.08 I .40 I 1643.06 .00 -I- I .74 -I- I 1.87 I 2.000 -I- -I- I I .000 -I- .00 0 .0 1- -I- .047 -I- .3153 -I- -i- -I- -I- -I- .0072 -I- .00 .64 1.31 .25 .013 .00 I I .00 PIPE I I 1016.696 I 1642.033 .662 I I 1642.695 I 4.40 4.84 I .36 I 1643.06 .00 I .74 I 1.88 I 2.000 -I- .000 -I- .00 0 .0 1- -I- .029 -I- .3153 -I- -I- -I- -I- -I- .0063 -I- .00 -I- .66 -I- 1.23 .25 -I- .013 .00 I .00 PIPE I I 1016.726 i 1642.042 .686 I I 1642.728 I 4.40 4.61 I .33 I 1643.06 .00 I .74 -I- I 1.90 I 2.000 -I- -I- I .000 -I- .00 0 .0 1- -I- .020 -I- .3153 -I- -I- -I- -I- -I- .0055 -I- .00 -I- .69 1.15 .25 .013 .00 .00 PIPE FILE: P:\126-2003\Drainage\n1.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 4 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 3- 1-2005 Time: 7: 7:22 TRACT 16871 -LINE Q100--LAT-Wbr JN 126-2003 wli NI.wsw I Invert I Depth I Water 1, Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -i- -I L/Elem ICh Slope I I 1 I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X -Fall) ZR (Type Ch ***��+*�*l�***+***s1+*��**,t*I�**+*****I*s*•****r1*+*****l+**,r***Ips***r***I*+*,r,t**I��*****I+**,t****I,t�+***�I,t�*+*r*I,t*�*,t I++*•*�* I I I I I I I I I I I I I 1016.745 1642.048 .710 1642.759 4.40 4.40 .30 1643.06 .00 .74 1.91 2.000 .000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -i- -I- -I- -I- -i- 1- .005 .3153 .0048 .00 .71 1.07 .25 .013 .00 .00 PIPE i I I I I i I I I I I I I 1016.750 1642.050 .737 1642.787 4.40 4.19 .27 1643.06 .00 .74 1.93 2.000 .000 .00 0 .0 WALL ENTRANCE I I I I I I 1 I I I I I I 1016.750 1642.050 1.130 1643.180 4.40 .39 .00 1643.18 .00 .18 10.00 4.500 10.000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- FILE: P:\126-2003\Drainage\nl.WSW W S P G W - EDIT LISTING - Version 14.01 Date: 3- 1-2005 Time: 7: 7:18 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 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 PIER/PIP WIDTH DIAMETER WIDTH DROP CD 1 4 0 5.500 CD 2 4 0 5.500 CD 3 4 0 3.500 CD 4 4 0 3.000 CD 5 4 0 2.500 CD 6 4 0 2.000 CD 7 2 0 .000 7.470 2.000 .00 CD 8 3 0 .000 4.500 10.000 .000 .000 .00 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - TRACT 16871 -LINE C HEADING LINE NO 2 IS - Q100--LAT-43i-- 15 HEADING LINE NO 3 IS - o JN 126-2003 wli Nl.wsw W S P G W PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV 1002.540 1637.570 6 1638.400 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1016.750 1642.050 6 .013 .000 .000 .000 0 ELEMENT NO 3 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FP 1016.750 1642.050 8 .500 ELEMENT NO 4 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 1016.750 1642.050 8 1645.550 T1 TRACT 16871 -LINE C T2 Q100--LATS- T3 JN 126-2003 wli SO 1002.5401637.570 6 R 1016.7501642.050 6 WE 1016.7501642.050 8 SH 1016.7501642.050 8 CD 1 4 0 .000 5.500 CD 2 4 0 .000 5.500 CD 3 4 0 .000 3.500 CD 4 4 0 .000 3.000 CD 5 4 0 .000 2.500 CD 6 4 0 .000 2.000 CD 7 2 0 .000 7.470 CD 8 3 0 .000 4.500 Q 4.400 .0 Nl.wsw .013 .500 1638.400 .000 .000 0 1645.550 .000 .000 .000 .00 .000 .000 .000 .00 .000 .000 .000 .00 .000 .000 .000 .00 .000 .000 .000 .00 .000 .000 .000 .00 2.000 .000 .000 .00 10.000 .000 .000 .00 0 0 r II w J U in NOTE ALL SOILS GROUP "A" SCALE IN FEET 0 100 200 300 400 KEY NODE DESCRIPTION SUBAREA DESCRIPTION LENGTH BETWEEN NODES FLOW ARROW FLOW LINE BOUNDARY CATCH BASIN NUMBER li STATION 0-100 iC�) NODE F5/IW. ELEV. CREAG DENSITY L=500' ------------------------------------ CB # NN 6/07/05 100 -YEAR STUDY H;YDROLOGIC DRAINAGE MAP TRACT 16871 CITY OF FONTANA MADOLE AND ASSOCIATES, INC. f 760-A S. ROCHESTER AVENUE JOB NUMBE ONTARIO CA. 91761 126-200 PHONE (909) 937-9151 SHEET OF 1 'hw ■ ■ � �' i � � � SS'I, � � � � 7 i � i � I'w• � � � a i fl w SAN BERNARDINO COUNTY HYDROLOGY MANUAL 11 MM ttllx•t CdMv not■ YY jA tl� 1 r;tiG J? is a 7 r� r3}y ak• lff'�Wl-. �`tst .rr y b <,� �� _ '� ya,•• ,� ----� jam._,;:'': ' �:�r. ? '7� �m t _:._.,.-_ - --- -,. ��- "� 641'r 0 � •i ��f; r ,l "_-_ � 7 ! .',.rte _"r��:j,'.Qir.� J.��.r'•� yI _ j ��f'. �.� -vl may*`• �y4ra'� • ice- + - �: ; _ x.,=-'.:'. �.`.,,%.��,-�'3},, '�Pr,;''x�7�r�. '�'_: y _ �_,::•, 'Ys',".- ;. .. :1�'-y?�,r - — - - •`r.-.' `� z'�=: ��t.:'Tne'-.� :.i +�i,:-.;'rKr-«.#:.r _y.. • fOrl �Attlt —c. _y�Jrr SC•Lt: 46AM _._.__. .wNo.tr•oi„ac...tmurc[ SCALE REDUCED BY 1/2 HYDROLOGIC SOILS GROUP MAP FOR SOUTHWEST -A AREA r I r m O IY ac Jim. E '• S "MAX WE f 1 CO IN 'Te M $a:Hlll°1rWT"' WE is R w'iiBr"1°6Ai°iN M°AAY o119 m WN LI u'YO�IOLIM FWL�wTNgErO 011 YIAIO.Y ',I!_ �TrI"il[ �pr'�yLnI�N61R�A(�M nmKy1129:p�°(AOy5-4110 . my rm°f'�ilpir[�ilm COLM iININ4 YW OCOIIIMwTO W STAN OR M�'OM°KO m O01PWAU( MIAF1Mr -m A ALL CURVED CONCRETE SUBFACE8 WALL SE FORMED BY CIEI® FORM. AND LUAU. NOT BE SHAPED tY FLENIOTrPREgwF ININMMy Mp yNL N�A�NL[ }NE ETIEpNML S. PRS�PIWCEHT. IN Nr11M GE[ M LOMNTp11Ml ELOK OF M�n0O1 MMLL EC BUI Of NIE E MAKI EN01 EOTlE11 1K DALE M TIE 4NT101 MAO[. ELOPF naoR PROW ALL oM[CrONO ro 111E OUTIir. 4. DIMEMI00, • . ITO tea• -t•1 Y . THE ONFOICICE IN ELEVATION SETWEM THE TDP w THE COBB AND THE INKRT w TME CATCH BASIN AT THE ODTLET • LSO N14.S'1. Yr • 1N[ yorNa/D1EYE[pwp EEnTAN(nW EgELTWtEN BUT Ta W THE IURO AND THE IN ERT AT a NDi[ a MIY�1 NOT�A°WF 11Y° CIWEEFO[IOMNfD .p 1M[ KWINDOITE .YI . THE DWFMWM D ELEVATION A[TWEW THE TOP w THE CURB AND THE EVDIT w THE NEEM, NOTED ON THE PROJECT PLANS. N. NOTED ON ME PROJECT PLANS. r •NTED W THE PROJECT PWS. A . THE AISLE• NI D[SRILS. NIRRCTiTEO AY M MuftNE OF THE coon"* PIPE ND THE CATCH W W FALL TO MUCH THE CONNECTOR PIPE IS ATTACIM S. PLACE CONECTON PIPED BE INDICATED W THE PROAttr KAID. MWpDpOTNtRWIN SPECT- �•IEO� in TAHAER PFI D WEE LO *AA AT 1N[ RODE ME OFwTM! ENK ED"I'ALy AnLEL CA RYAN IN�ETOCr�pRNNr(SE•IYY �OrIE�IIM1« PEASMTAYR�TNNEm FML YS ErpOR INPRTHE�y IDpIyA1LNYDIEN00[MQS■AD ORm'DIEIEYA OOIN EECTM PAMONOLM CA N[N°II is SWC TME DPGITDNITyy D pCiATD{Lillp .1 RAiIINF C'�ODEI C'Tlow wvV`*ccOe}EN/ipu TyV 41 A°1rMI 1Cp)T-- 0. THE, v ALL A�EL��OIIG1IEEr•��tO ATAf�TT��IIWr[r1I[�1I[TWIUTKTpp M1°Ellli 001OMD7�NE1M�f OA(DLp�°FALL AT'r1pVPt WALL' uW1O~012�11100a0.ECT aM"Ilt_ 1. O m S°" °LLrE/I WALL PRMER ISTO"°r1Y1. TO THE r. WEFLA M[ RWIIItp AT UCH COIIIp1 YD 1T E 30111 W CCIIDI OMIINRM ALCIS INE S. THE FOlAWIM ATANDMD PLANS ARE INCOIrORAM NEIRGIP AOS M RCK.MW GTCH ADS CATs W rtMNIIRTaMD oO CDECTIW SD CATCH BASIN FACE PLATE ASSEMBLY BLY AMD PROTECTION DM W CATCH WIN MOONOLE PROBE AND COVER SSS STEEL SRP SAS Wivt iinsw PLAorc RM .. rVALuglITOtMIIRET�RIC r°iaNAm USm. AL'EL Y'= OSED'FORCH'WInEra TION fCE�My/Y�lTIINE W 11 DE DI�Y�IS�MCI IT fE'O!ISN YIlM°A[ "' OB,'V� OA" IK cOMT11OCTlON CURB OPENING CATCH BASIN 300.a mw . D NME'L r . E.E .DEL a o . Lt W1 Ds rRDE9T PLAN AMERICAN PLNUM YECRI01 ABBODMTEON • 80UTI M CALIPdIMUE CHAPMEIL CURB OPENING CATCH BASIN Ra`— rmm:wN." 300 ` 2 GMWIMtMID11OSrADeD1U1CDIM NMMWODDOMORDC11pN MT SMIME GAIE umt LTTY I aAME RNDGLD CONSTRERJTM OF flE REOERRl9 MITOHL'�IfTB NOT COIBlNCE w"m Two TEARS OF THE DATE OF APPROVAL MHOW 7lFIM'ON ARID CARNM FORTH M A DE JMW RIAM M TIE CATV ENMWR MAY REGIM REVMw01M TO THE PLAIN TO MM G 7T pro COWORMANCE WTTN COIIpTIONB ARID 87ARDARON p EPPEC 6 NOTES 1. THE HORIZONTAL ANGLE OF CONVERGENCE OR DIVERGENCE. 6. SMALL NOT EXCEED 5.45'. 2. VALUES FOR A B. C. DI AND DO ARE SHOWN ON THE PROJECT REQUIRED BY NVOTE 10. AND ELEVATION S ARE SHOWN WHEN 3. FLOOR OF STRUCTURE SHALL BE STEEL TROWELED TO SPRING LINE. 4. REINFORCEMENT STEEL SHALL CONFORM TO ASTM A 615 N (A 615). OR ADE 5001901, AND SMALL TERMINATE 40 mm 11 1/2.1 CLEAR OF CONCRETE SURFACES UNLESS OTHERWISE SHOWN. LONGITUDINAL RS BASMALL BE IOM O 450 mm Tri OR r4 O 18.1 OC OR LESS. S. ELEVATION S APPLIES AT INSIDE WALL OF STRUCTURE. 6. TRANSITION STPLARUCTURE SHALL BE POURED IN ONE CONTINUOUS OPERATION, EXCEPT THAT THE CONTRACTOR SHALL HAVE THE LOP OMGONOF L CIINGAYT THE SPRING LINE A CONSTRUCTION JOINT T. THE LENGTH Oi TME STRUCTURE WY 0E INCIIEASED AT TME OPTION OF TOE CONTRACTOR TO MEET RCP ENDS, W IMO D BARS. LONGITUDINAL AMO BOTTOM REINFORCEMENT IN E%TENDED PORTION OF 8AEE DIAMETFJI AND SPACING A6 SPECIFIED IN THE TABLE, BUT E 61 BOE IN THE LOCATION OF SPUR MUlT BE APPROVED 0Y THE 6. p NMC SHOWN ON THE PROJECTED IN P09 ABLE' ESB 6. WHEN THERE IS NO SPUR REOUIRE0, A 6 8 BARS SHALL BE OMITTED, 10. WHEN ELEVATIO[�N�� R AND ELEVATIONS ARE NOT SHOWN ON PROJECT I�NLAW PIS. Old. PE MAIN NLIINk OTHTERER T, AN eTAOIRILu�LrAuEIfY�T1IOO/N E ENALL BE SHOWN ON PROJECT DRAWINGS AND INLET dIPE SHALL OR LAID ON GRADE BREAK INIOIINLE L1NE.�ELEVEVAKTION RI!MALL BE CATCHBASIN ON LIQ ECTFOR DRAWINGSFUTURC0173TRUCE ON OUB 113 TO AST PBpEPROVIDED IN MAIN 11. IF TU ; CCOI G COVER CEEEDSS AGO S w lE3'1 11 SP SPECIAL BTR CTURE HHALL BE GEST. FOR THE COYER AND DETAILED ON THE PROJECT DRAWINGS. '-----IL DIIENS70N4-EHOMW ON THS S'TCAIf F.01V R/C-AND ENOLIEIf UNITS -- ARE NOT EXACT EOUAL VALUES. IF METRIC VALUES ARE USED. ALL VALUES UBED FOR. SNAIL BE AETRIC VALUES EXCEPT REINFORCING BAR SIZES IN ENGLISH UNITS MAY BE SUBSTITUTED FOR I METRIC BAR SIZES. IF ENGLISH UNITS ARE USED, ALL VALUES USED -- --- FOR CONSTRUCTION SMALL BE ENGLISRMNITS. - --- - - -- �Nil f'S" KK TDi•00 17+00 72+00 PUN L." 40, c{!1 PARKSWE WAY # 7000N ARr or c wm 1pN AW PRIOR SCALE IN FEET AS MME BE E Nn way-& But SEE DWO. NO. 5799 ## SME 84M FLOOR A MIME N OF ?w TO 0 AO f30 00 AUT OF WE SHEET 3 OF 8 Pr4wred tA•H1r fie SLpMWIeR Of: IWPAII® N IM CPAIIX OF AMADOLE AND ARSOMFE19 MM N. 30057 lbalt e IN: 06-30-00 R OF?ARID G GOBI -gig n` e"-"'s'�" i R IRAcr H11dPY L'+36 Irl L ' / ti �'7 3 IC 3 . 7 A f3+4NPAL M STREET EIOST W O/ \ •- �' .. _.__._.PER DOM. J799 SHF 3 OF'8 __"-_.._...._.__.._.._..._..__ ....................... :12 -14 - PROP. R/w X33 o�D-r6 I dgg 3 Ir 3 2 3 4 5 LE CONSTRUCTION NOTES:GTH 3aorDY O/ CAILSDMDC'T ?<' KC.P. SIdPM dBW (D LAID P& Pmm).16.75 ® CONSRRICT IRM19RM SIRL0 Mee PER APPA SID PLN 310-7' .'".,., •r � SEE LE'IAE IMDMEDR! (RE PD? Pdmnw IV EMS+. 36' RLP AS SHONrv) D0,41- � REF. I�Tw�aE aEEDpnaE O Cd167RLCr G1LTl At3TV PER AP.MA SID PIAN JQD-� '1F' 1JI7In�Im � - PTR MM (SEE OEM Rimm). BEFORE DAVIS I ALERT r I r m O IY ac Jim. E '• S "MAX WE f 1 CO IN 'Te M $a:Hlll°1rWT"' WE is R w'iiBr"1°6Ai°iN M°AAY o119 m WN LI u'YO�IOLIM FWL�wTNgErO 011 YIAIO.Y ',I!_ �TrI"il[ �pr'�yLnI�N61R�A(�M nmKy1129:p�°(AOy5-4110 . my rm°f'�ilpir[�ilm COLM iININ4 YW OCOIIIMwTO W STAN OR M�'OM°KO m O01PWAU( MIAF1Mr -m A ALL CURVED CONCRETE SUBFACE8 WALL SE FORMED BY CIEI® FORM. AND LUAU. NOT BE SHAPED tY FLENIOTrPREgwF ININMMy Mp yNL N�A�NL[ }NE ETIEpNML S. PRS�PIWCEHT. IN Nr11M GE[ M LOMNTp11Ml ELOK OF M�n0O1 MMLL EC BUI Of NIE E MAKI EN01 EOTlE11 1K DALE M TIE 4NT101 MAO[. ELOPF naoR PROW ALL oM[CrONO ro 111E OUTIir. 4. DIMEMI00, • . ITO tea• -t•1 Y . THE ONFOICICE IN ELEVATION SETWEM THE TDP w THE COBB AND THE INKRT w TME CATCH BASIN AT THE ODTLET • LSO N14.S'1. Yr • 1N[ yorNa/D1EYE[pwp EEnTAN(nW EgELTWtEN BUT Ta W THE IURO AND THE IN ERT AT a NDi[ a MIY�1 NOT�A°WF 11Y° CIWEEFO[IOMNfD .p 1M[ KWINDOITE .YI . THE DWFMWM D ELEVATION A[TWEW THE TOP w THE CURB AND THE EVDIT w THE NEEM, NOTED ON THE PROJECT PLANS. N. NOTED ON ME PROJECT PLANS. r •NTED W THE PROJECT PWS. A . THE AISLE• NI D[SRILS. NIRRCTiTEO AY M MuftNE OF THE coon"* PIPE ND THE CATCH W W FALL TO MUCH THE CONNECTOR PIPE IS ATTACIM S. PLACE CONECTON PIPED BE INDICATED W THE PROAttr KAID. MWpDpOTNtRWIN SPECT- �•IEO� in TAHAER PFI D WEE LO *AA AT 1N[ RODE ME OFwTM! ENK ED"I'ALy AnLEL CA RYAN IN�ETOCr�pRNNr(SE•IYY �OrIE�IIM1« PEASMTAYR�TNNEm FML YS ErpOR INPRTHE�y IDpIyA1LNYDIEN00[MQS■AD ORm'DIEIEYA OOIN EECTM PAMONOLM CA N[N°II is SWC TME DPGITDNITyy D pCiATD{Lillp .1 RAiIINF C'�ODEI C'Tlow wvV`*ccOe}EN/ipu TyV 41 A°1rMI 1Cp)T-- 0. THE, v ALL A�EL��OIIG1IEEr•��tO ATAf�TT��IIWr[r1I[�1I[TWIUTKTpp M1°Ellli 001OMD7�NE1M�f OA(DLp�°FALL AT'r1pVPt WALL' uW1O~012�11100a0.ECT aM"Ilt_ 1. O m S°" °LLrE/I WALL PRMER ISTO"°r1Y1. TO THE r. WEFLA M[ RWIIItp AT UCH COIIIp1 YD 1T E 30111 W CCIIDI OMIINRM ALCIS INE S. THE FOlAWIM ATANDMD PLANS ARE INCOIrORAM NEIRGIP AOS M RCK.MW GTCH ADS CATs W rtMNIIRTaMD oO CDECTIW SD CATCH BASIN FACE PLATE ASSEMBLY BLY AMD PROTECTION DM W CATCH WIN MOONOLE PROBE AND COVER SSS STEEL SRP SAS Wivt iinsw PLAorc RM .. rVALuglITOtMIIRET�RIC r°iaNAm USm. AL'EL Y'= OSED'FORCH'WInEra TION fCE�My/Y�lTIINE W 11 DE DI�Y�IS�MCI IT fE'O!ISN YIlM°A[ "' OB,'V� OA" IK cOMT11OCTlON CURB OPENING CATCH BASIN 300.a mw . D NME'L r . E.E .DEL a o . Lt W1 Ds rRDE9T PLAN AMERICAN PLNUM YECRI01 ABBODMTEON • 80UTI M CALIPdIMUE CHAPMEIL CURB OPENING CATCH BASIN Ra`— rmm:wN." 300 ` 2 GMWIMtMID11OSrADeD1U1CDIM NMMWODDOMORDC11pN MT SMIME GAIE umt LTTY I aAME RNDGLD CONSTRERJTM OF flE REOERRl9 MITOHL'�IfTB NOT COIBlNCE w"m Two TEARS OF THE DATE OF APPROVAL MHOW 7lFIM'ON ARID CARNM FORTH M A DE JMW RIAM M TIE CATV ENMWR MAY REGIM REVMw01M TO THE PLAIN TO MM G 7T pro COWORMANCE WTTN COIIpTIONB ARID 87ARDARON p EPPEC 6 NOTES 1. THE HORIZONTAL ANGLE OF CONVERGENCE OR DIVERGENCE. 6. SMALL NOT EXCEED 5.45'. 2. VALUES FOR A B. C. DI AND DO ARE SHOWN ON THE PROJECT REQUIRED BY NVOTE 10. AND ELEVATION S ARE SHOWN WHEN 3. FLOOR OF STRUCTURE SHALL BE STEEL TROWELED TO SPRING LINE. 4. REINFORCEMENT STEEL SHALL CONFORM TO ASTM A 615 N (A 615). OR ADE 5001901, AND SMALL TERMINATE 40 mm 11 1/2.1 CLEAR OF CONCRETE SURFACES UNLESS OTHERWISE SHOWN. LONGITUDINAL RS BASMALL BE IOM O 450 mm Tri OR r4 O 18.1 OC OR LESS. S. ELEVATION S APPLIES AT INSIDE WALL OF STRUCTURE. 6. TRANSITION STPLARUCTURE SHALL BE POURED IN ONE CONTINUOUS OPERATION, EXCEPT THAT THE CONTRACTOR SHALL HAVE THE LOP OMGONOF L CIINGAYT THE SPRING LINE A CONSTRUCTION JOINT T. THE LENGTH Oi TME STRUCTURE WY 0E INCIIEASED AT TME OPTION OF TOE CONTRACTOR TO MEET RCP ENDS, W IMO D BARS. LONGITUDINAL AMO BOTTOM REINFORCEMENT IN E%TENDED PORTION OF 8AEE DIAMETFJI AND SPACING A6 SPECIFIED IN THE TABLE, BUT E 61 BOE IN THE LOCATION OF SPUR MUlT BE APPROVED 0Y THE 6. p NMC SHOWN ON THE PROJECTED IN P09 ABLE' ESB 6. WHEN THERE IS NO SPUR REOUIRE0, A 6 8 BARS SHALL BE OMITTED, 10. WHEN ELEVATIO[�N�� R AND ELEVATIONS ARE NOT SHOWN ON PROJECT I�NLAW PIS. Old. PE MAIN NLIINk OTHTERER T, AN eTAOIRILu�LrAuEIfY�T1IOO/N E ENALL BE SHOWN ON PROJECT DRAWINGS AND INLET dIPE SHALL OR LAID ON GRADE BREAK INIOIINLE L1NE.�ELEVEVAKTION RI!MALL BE CATCHBASIN ON LIQ ECTFOR DRAWINGSFUTURC0173TRUCE ON OUB 113 TO AST PBpEPROVIDED IN MAIN 11. IF TU ; CCOI G COVER CEEEDSS AGO S w lE3'1 11 SP SPECIAL BTR CTURE HHALL BE GEST. FOR THE COYER AND DETAILED ON THE PROJECT DRAWINGS. '-----IL DIIENS70N4-EHOMW ON THS S'TCAIf F.01V R/C-AND ENOLIEIf UNITS -- ARE NOT EXACT EOUAL VALUES. IF METRIC VALUES ARE USED. ALL VALUES UBED FOR. SNAIL BE AETRIC VALUES EXCEPT REINFORCING BAR SIZES IN ENGLISH UNITS MAY BE SUBSTITUTED FOR I METRIC BAR SIZES. IF ENGLISH UNITS ARE USED, ALL VALUES USED -- --- FOR CONSTRUCTION SMALL BE ENGLISRMNITS. - --- - - -- �Nil f'S" KK •EBIB ADsesat AMEND tL Q SYIF Alt F r wr AS MME BE E Nn way-& But rs Am ENABaIc Pr4wred tA•H1r fie SLpMWIeR Of: IWPAII® N IM CPAIIX OF AMADOLE AND ARSOMFE19 MM N. 30057 71111O•A LEOCIM= A~ e IN: 06-30-00 R OF?ARID G GOBI Fra1e rooa Mu7.iMn Irl L Date 0. �Nnuo rain co-,. WaTMwT gI CITY OF FONTANA, CALIFORNIA STORM DRAIN IMPROVEMENT PLANS BRAES Ei S DJ LATERALS 'A' A 18' AS SHONH ti °E9OWDor pe TRACT 1ISS7T 01 OCT 2005 DAtcallp Er. AFFROIen Ir. O/O t ' SLI. - nATc i /tie ' 1 3.11?9-?003lsttTnnlsd0?.dwn. 11(8/?005 5.37:1? AM WPntlall Wendell FILE: P:\126-2023\Drainage\lnc.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 4 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date:12-14-2004 Time: 6:31:20 SD -LINE C Q100 --LINE C NORTH OF ICON JN 126-2023 wli lnc.wsw I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wti INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1.1 Elev I Depth I Width IDia.-FTIor I.D.I ZL IPrs/Pip -I- L/Elem ICh -I- Slope -I- I -I- I I -I- I -I- -I- SF Avel -I- HF ISE -I- DpthlFroude -I- NINorm -I- Dp -I- I "N" -I- I X -Fall) ZR -I (Type Ch I I 1229.982 1635.626 I 1.201 I I 1636.827 I 24.40 9.22 I 1.32 I 1638.15 .00 I 1.59 I 2.94 I 3.000 I .000 -I- .00 I 0 .0 -I- 25.056 -I- .0140 -I- -I- -I- -I- -I- .0110 -I- .28 -I- 1.20 -I- 1.71 -I- 1.14 -I- .013 .00 .00 1- PIPE I 1255.038 1635.977 I 1.245 I I 1637.223 I 24.40 8.79 I 1.20 I 1638.42 .00 1 1.59 I 2.96 I 3.000 I I .000 .00 I 0 .0 -I- 14.433 -I- .0140 -I- -I- -I- -I- -I- .0097 -I- .14 -I- 1.25 -I- 1.60 -I- 1.14 -I- .013 -I- .00 .00 i- PIPE I 1269.472 I 1636.180 1.291 I I 1637.471 I 24.40 8.38 I 1.09 I 1638.56 .00 I 1.59 I 2.97 I 3.000 I I .000 .00 I 0 .0 -I- 9.258 -I- .0140 -I- -I- -I- -I- -I- .0085 -I- .08 -I- 1.29 -I- 1.49 -I- 1.14 -I- .013 -I- .00 .00 I- PIPE I 1278.730 I 1636.310 1.339 I I 1637.649 I 24.40 7.99 I .99 I 1638.64 .13 I I 1.59 2.98 I I 3.000 I .000 .00 I 0 .0 6.730 .0134 .0075 .05 1.47 1.39 1.16 .013 .00 .00 PIPE I 1285.460 I 1636.400 1.388 I I 1637.788 I 24.40 7.63 I .90 I 1638.69 .00 I I 1.59 2.99 I I 3.000 I .000 .00 I 0 .0 -I- aa.-JUNCT STR -I- .0107 -1- -I- -I- -I- -I- .0113 -I- .14 -i- 1.51 -I- 1.30 -I- -I- .015 -I- .00 .00 I- PIPE I 1297.640 I 1636.530 1.225 I I 1637.755 I 23.40 8.62 I 1.15 I 1638.91 .15 I I 1.56 2.95 I I 3.000 I .000 .00 I 0 .0 -i- 52.000 -I- .0100, -I- -I- -I- -I- -I- .0101 -I- .53 -I- 1.38 -I- 1.58 -I- 1.23 -I- .013 -I- .00 .00 1- PIPE I 1349.640 I 1637.050 1.222 I I 1638.272 i 23.40 8.65 I 1.16 I 1639.43 .00 I I 1.56 2.95 I I 3.000 I .000 .00 I 0 .0 -I- 15.990 -I- .0100 -I- -I- -I- -I- -I- .0102 -I- .16 -I- 1.22 -I- 1.59 -I- 1.23 -I- .013 -I- .00 .00 1- PIPE I 1365.630 I 1637.210 I 1.220 I 1638.430 I 23.40 8.67 I 1.17 I 1639.60 .31 I I 1.56 2.95 I I 3.000 I .000 .00 I 0 .0 -I- -I- -I- I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 35.350 .0099 .0104 .37 1.53 1.60 1.23 .013 .00 .00 PIPE I 1400.980 I 1637.560 I 1.209 1638.769 I 23.40 7.30 I .83 I 1639.60 I .00 I 1.43 I 3.67 I 4.000 I .000 .00 I 0 .0 -I- 6.860 -I- .0102 -I- -I -I- -I- -I- .0064 -I- .04 -I- 1.21 -I- 1.38 -I- 1.09 -I- .013 -I- .00 .00 1- PIPE -1 f4c, s c zn�g';;.,r,?'::• :-^,�y�'a.'`'� `sas`,'t"��;,y.'.?' 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SUBAREA DESCRIPTION LENGTH BETWEEN NODES L-900' N FLOW ARROW �_ I FLOW LINE . -- UTURERr FR/W LINES SCALE IN FEET FUTURE 00 CATCH 3 0 CATCH BASIN NUMBER CB % NN 400 4_7-yD_-"71 fi� `�� £ ab Sip � f � ►� f �e S 5yY ��2- L i J a•[,ro r{ , �v.w'�v,rrw.da�u��a'xr eF-,..w..3fhY CATCH BASIN & LATERAL 'PARKHOUSE DRrVZ AND PAM= WAY CITY OF • �_.. - -.:ir'�G;,._,�.._ - ..raw-..m�...�..�...._. - re-ay _ '•r` ;" ,v ,�3 h 'a j a ��•�-ryq as 5 .y `tt.. �. ^ _ . , 5.7' •" #"-'" ..:;amu: « �4, '4 9' 3_ b+r . F.a rt.r. f 0 c / u Y.. I � � ...�..""f.�,.✓•r^,�.arr..iv I �P i)Xn^<j�- �� ~ ..^^++n+..,y. ' Y/' 'w.+«.,,r+.w ,Ay�Ayy ..'t.`.. 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" f t '.,�F?' �, µ ,�! . �. � ♦ D>3 � ; t&5 `270 .. . ^� ✓. � '`i'. . , . ' � � .;�. , , � ' � STR C2 C4 FS-1832.4 77 Rs A* - 0.2 8 ,"., 211 1603 cat fte E2 _ 217 F.S.s. 16031 t ..:xc `:,a::-• t'exw YSi '.??' :` t! 'FS.•i826.7 6.8 cGT'3 R4 ff r Ot Al 22 7 i AS i j3[t ft ava. 4.3 it -A M 4 ��w p[€r Rs ^i v za k a� 7F-s 16 : �:y;43'A _ { •� 0 2.1 'ac,*,": t"`k� ', .. .., �.� I � <d ,SA�.y�; t;, .vx r.'�tu ,. ;� ,ff < r�„• 3� �;••�.'�.' :; tA: >' 't-, ti' ''.iii .`v'. '"� - PROP, Mcg j LIJ ^!i i � •i #'� i o >r 1• fi .� M.1r i am An ''sl am ow ;! °il # i• +aI1�aaM 4l�IIIlalAler'til�;4�1 .y�,�s .'n4�"'•'� w4..s. .... ... ........,{r ;.. .""..:sa :...:yq"""�m ",P1,� h'•�� ;�`"' ;�;�.' }"1��"'� '�vt�-%''p ”. 5 �'>`.5 T £ .. ,�.p<w-"~ �"' ;«-wlT�'-'..,"' ^",.�:..'^"' �. ui..__... .....�..� ..,e..-..._ .�...-._. , ,.,.-.,.�.�...--.-.... "`w. .z°yr�` �}•��> ;S" x; t mol, w^ rxu , UJ 100—YEAR STUDY ! HYDROLOGIC DRAINAGE MAP CATCH BASIN & LATERAL PARKHOUSE DPJW AND PARKSIDE WAY CITY OF FONTANA ..ar, 6 • - -. j /. MADOLE AND PSSOCLOT[`, .Nr- 2 ' � _„ r ,.:, - - 1i4 ri4-r 2 ROPV6fEP �MEKR NUYI�A �E f l U I V 1 91 f I t If E I [' 1 11 C l U I [ I If I V I F I U I ff I +-+--------------------------------------------------------------------------------------------------------+-+ DESCRIPTION OF STUDY: I i I ICON & PARKSIDE CATCH BASIN DRAINAGE STUDY I I I Q100 -YEAR STUDY I 1 I JN 126-2023 wli incb.dat I I I ---------------------------------------- [SAN BERNARDINO COUNTY) ----------------------------------------- I I FILE NAME:INCB.DAT *ENGLISH UNITS* I CALCULATED BY: I I i TIME/DATE OF STUDY: 7:31 4/11/2005 I CHECKED BY: I I 1100.0 -YEAR STORM RATIONAL METHOD STUDY (AMC II LOSSES) I PAGE NUMBER 1 OF I I -----------------------------[(c) 1983-2004 ADVANCED ENGINEERING SOFTWARE) ------------------------------ I 1 ICONCENTRATIONI AREA (ACRES) ISOILIDEV.1 Tt I Tc I I I Fm I Fm IQ -SUM IPATHISLOPEI V I HYDRAULICS I I I POINT NUMBERISUBAREAI SUM ITYPEITYPEIMIN.1 MIN.) (in/hr) l(Avg)l(cfs) l(ft)lft/ftlFPS.1 AND NOTES I I I-------------I-------I------1---I-----I----I-----I----I----I-----I------I----I-----I----I---------------I I i-------------I-------I------I---I-----I----I-----I----I----I-----I------I----I-----I----I---------------I I I I I i I I •• I I I i I 1 9501.01791 .. IINITIAL SUBAREAI I 1 431.321 6.71 6.71 A lOpen Brushl 18.213.2110.6710.6721 15.31 ---- I ----- I ---- I --------------- I I I------------- I ------- I------I---I-----I I-----i----I----I-----I------1 9501.01371 1.7lQest.= 21.6 1 1 1 S.Oft-GUTTERI I I I I I I I I I I I XFALL= 0.002001 1 1 FLOW TO PT.#I I 1 1 9.51 1 1 1 1 1 1 1 In -.0200 D= 0.221 1 1 431.331 7.61 14.301 A 10pen Brushl 27.812.4910.6710.6721 23.41 ---- I ----- I ---- I --------------- I I I------------- I ------- I ------ I---I-----I----I-----I----i----I-----I------ I ---- I ----- I ---- I --------------- I I I I I 1 I 1 •• I I I I I 1 3001.03771 .. IINITIAL SUBAREAI I 1 316.001 0.31 0.31 A l Com I----1 5.716.4210.1010.0981 1.71 ---- I ----- I ---- I --------------- I I i-------------1-------I------I---I-----I----I-----1----I----I-----I------I----I-----I----I---------------I I I I I i I I •• I I ( I I 1 3001.03771 .. IINITIAL SUBAREAI I I 317.001 0.31 0.31 A I Com I----1 5.716.4210.1010.0981 1.71 ---- I ----- I ---- I --------------- I I 1-------------I-------I------1---I-----I----I-----1----I----1-----I------I----I-----I----I---------------I I I I I I I I •• I I I I 1 1 3751.01171 .. IINITIAL SUBAREAI I 1 711.001 0.71 0.71 A I6D/ACI---- 1 10.114.5610.4910.4881 2.61 ---- I ----- I ---- I --------------- I I I-------------I-------I------1---1-----I I-----I----I----I-----I------1 5001.01701 3.2lQest.= 4.6 1 1 1 3.Oft-GUTTERI I I I I I I I I I I I XFALL= 0.020001 1 1 FLOW TO PT.#I I 1 1 2.81 1 1 1 1 1 1 1 In -.0150 D= 0.261 1 1 721.001 1.31 2.001 A I6D/ACI---- 1 12.913.9510.4910.4881 6.21 ---- 1 ----- I ---- I --------------- I I I-------------I-------I------I---1-----I I-----I----i----I-----I------1 651.03381 4.71Qest.= 7.3 1 1 1 46.ft-STREETI I I I I I I I I I I ID-0.37;D*V= 1.71 1 1 FLOW TO PT.#I I 1 1 0.21 1 1 1 1 1 1 1 IFLOODWIDTH=12.11 I 1 325.001 0.61 2.601 A I Com I----1 13.113.9110.1010.3981 8.21 ---- I ----- I ---- I --------------- I I I-------------I-------1------i---I-----I----I-----I----I----I-----I---=---I-----I----I---------------I I I I I I I I •• I I I I I 1 3001.02371 .. 11NITIAL SUBAREAI I I 326.001 0.31 0.31 A I Com I----1 6.316.0710.1010.0981 1.61 ---- I ----- I ---- I --------------- I I I-------------I-------I------I---i-----I----1-----I----I----I-----I------I----I-----I----I---------------I I i I I I I I •• I I I I I 1 4601.00851 .. IINITIAL SUBAREAI I I 17.001 0.51 0.51 A I Com I----1 9.214.8510.1010.0981 2.11 ---- I ----- I ---- I --------------- I I I-------------I-------1------I---I-----I----I-----I----I----I-----I-----I-----I----I---------------I I I I I I I I •• I I I I 1 1 1501.00871 .. IINITIAL SUBAREAI I I 27.001 0.21 0.21 A I Com I----1 5.816.3610.1010.0981 1.11 ---- I ----- I ---- I --------------- I I i I I I I I I I I I I I I I I I I I I I I I I I I I i I I I I I I I I--------------------------------------------------------------------------------------------------------I I * I +-+-------------------------------------- *I ----------------------------------------------------+-+ I ! I 9 1 9 1 9 11 WA a I t o [ 1 11 11 11 r 1 [ 1 [ 1 I' 1 11 11 F I +-+--------------------------------------------------------------------------------------------------------+-+ ( I DESCRIPTION OF STUDY: I I I I ICON & PARKSIDE CATCH BASIN DRAINAGE STUDY I I 1 I Q100 -YEAR STUDY I I ( JN 126-2023 wli incb.dat I I I I ---------------------------------------- [SAN BERNARDINO COUNTY] -----------------------------------------I I I I FILE NAME:INCB.DAT *ENGLISH UNITS* I CALCULATED BY: I I 11 TIME/DATE OF STUDY: 7:31 4/11/2005 i CHECKED BY: I I I 1100.0 -YEAR STORM RATIONAL METHOD STUDY (AMC II LOSSES) I PAGE NUMBER 2 OF ( I i I -----------------------------[(c) 1983-2004 ADVANCED ENGINEERING SOFTWARE] ------------------------------I I I ICONCENTRATIONI AREA (ACRES) ISOILIDEV.1 Tt I Tc I I I Fm I Fm (Q -SUM IPATHISLOPEI V I HYDRAULICS I I 1 i POINT NUMBERISUBAREAI SUM ITYPEITYPEIMIN.1 MIN.1 (in/hr), I(Avg)I(cfs) I(ft)lft/ft1FPS.1 AND NOTES I I II-------------I-------I------I---I-----1----I-----I----I----I-----1------1----i-----1----I---------------I I II-------------I-------I------I---I-----1----I-----I----I----I-----I------I----I-----1----I---------------I I I I I I I I I •• I I I I 1 1 6701.01041 .. IINITIAL SUBAREAI I ( I 37.001 1.51 1.51 A 16D/ACI----1 13.113.9210.4910.4881 4.61 ---- I ----- I ---- I --------------- I I II ------------- I ------- I ------ I --- I ----- 1 ---- i ----- I ---- I ---- I-----I--�l ---- I ----- I ---- i --------------- I I BI I 1 I I I 1 .. I I I I 1 1 4401.01361 .. IINITIAL SUBAREAI I i� 1 1 47.001 0.51 0.51 A l Com I----1 8.215.1910.1010.0981 2.31 ---- I ----- I ---- I --------------- I I II-------------I-------I------1---I-----I----I-----I----I----I-----I------I----I-----I----I---------------I I I I I I I I I •• I I I I 1 1 4001.01881 .. IINITIAL SUBAREAI 1 6-7 1 1 57.001 1.21 1.21 A 16D/ACI----1 9.514.7510.4910.4881 4.61 ---- I ----- I ---- I --------------- I I II------------- I ------- I ------ I --- I ----- I ---- I ----- I ---- I ---- I ----- I -- �----- I ----- I ---- I --------------- I I I I I I I I I •• I I I I 1 1 4501.01781 .. IINITIAL SUBAREAI I (P 1 67.001 0.51 0.51 A I Com I----1 7.815.3210.1010.0981 2.41 ---- I ----- I ---- I --------------- I I II-------------I-------I------I---I-----1----I-----1----I----I-----I------I----I-----I----I---------------I I j �••� I I I I I I I -• I I I i I 1 3601.01751 •• IINITIAL SUBAREAI I E�I 1 68.001 1.51 1.51 A 16D/ACI----1 9.214.8410.4910.4881 5.91 ---- I ----- I ---- I --------------- i I II-------------i-------I------1---I-----I----I-----I----I----I-----I------I----I-----I----I---------------I I *I I I I I I i •• I I I I 1 1 3001.02031 •• IINITIAL SUBAREAI I 1 1 77.001 0.31 0.31 A I Com I----1 6.515.9610.1010.0981 1.61 ---- I ----- I ---- I --------------- I I II-------------I-------i------I---I-----1----I-----I----I----I-----I------I----I-----I----I---------------I I II ( I I I I •• I I I I 1 1 6001.02231 .. IINITIAL SUBAREAI I Ell 1 87.001 0.81 0.61 A I Com 1----1 8.415.1110.1010.0981 3.61 ---- I ----- I ---- I --------------- I I I I-------------I-------I------I---I-----I----I-----I----I----I-----I------I----I-----I----I---------------1 1 61 l I I I I I I •• I I I I 1 1 1701.03351 •• IINITIAL SUBAREAI I 'I I 95.001 0.21 0.21 A I Com 1----1 5.016.9710.1010.0981 1.21 ---- I ----- I ---- I --------------- I I iI-------------I-------I------1---1-----1----I-----I----1----I-----I------I----I-----I----I---------------I I 1 1 1301.02851 •• IINITIAL SUBAREAI I i i l 97.001 0.21 0.21 A I Com I----1 5.016.9710.1010.0981 1.21 ---- I ----- I ---- I --------------- I I II-------------I-------I------1---I-----I----I-----I----i----I-----I------I----I-----I----I---------------I I I I I i I I I •• I I I I I 1 5601.02041 •. IINITIAL SUBAREAI I �I I 216.001 0.61 0.61 A I Com I----1 8.315.1410.1010.0981 2.71 ---- I ----- I ---- I --------------- I I I1-------------I-------I------I---I-----I----I-----I----I----I-----I------I----I-----I----I---------------I I 1 1 5001.01241 .. IINITIAL SUBAREAI I I I 217.001 0.61 0.61 A I Com I----1 8.814.9710.1010.0981 2.61 ---- I ----- I ---- I --------------- I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I i t II--------------------------------------------------------------------------------------------------------I I I I I * I +-+--------------------------------------------------------------------------------------------------------+-+ »»SUMP TYPE BASIN INPUT INFORMATION«« Curb Inlet Capacities are approximated based on the Bureau of E `' e• Public Roads nomograph plots for flowby basins and sump basins. BASIN INFLOW(CFS) = 2.10 rb--- BASIN OPENING(FEET) = 0.83 hr DEPTH OF WATER(FEET) = 0.24 »»CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 5.79 D v, 1`r P" 60 pw r. "• Cw E on ko d F w 1w OR w »»STREETFLOW MODEL INPUT INFORMATION«« CONSTANT STREET GRADE(FEET/FEET) = 0.012000 CONSTANT STREET FLOW(CFS) = 4.60 w4c 37 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 24.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAWFEET) = 12.00 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) = 0.03000 eCONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.11000 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS irr STREET FLOW MODEL RESULTS: i.. _ STREET FLOW DEPTH(FEET)_0.36--- - HALFSTREET FLOOD WIDTH(FEET) = 12.40 r•• AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.80 PRODUCT OF DEPTH&VELOCITY = 1.00 pm ■w �r so No om aw ON it ow it Yi1 rrr wo w OR W PM go on bw P" am ow 60 F" bw On 6. P" Yr ow w w W ow 40 9 ow im PIN W »»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) = 4.60 GUTTER FLOWDEPTH(FEET) = 0.36 BASIN LOCAL DEPRESSION(FEET) = 0.33 FLOWBY BASIN ANALYSIS RESULTS: BASIN WIDTH FLOW INTERCEPTION 1.34 0.67 1.50 0.74 2.00 0.98 2.50 1.21 3.00 1.44 3.50 1.67 4.00 1.89 4.50 2.11 5.00 2.31 5.50 2.49 6.00 2.66 6.50 2.84 7.00 3.01 7.50 3.17 8.00 3.34 8.50 3.47 9.00 3.60 9.50 10.00 3.73 3.85 W � K`iGrC Zf'? 10.50 11.00 3.96 4.08 11.50 4.19 12.00 4:30 12.50 4.41 13.00 4.51 FttLo-TV 13.43 4.60 ON go pm bw ow irr v no r. op io op aw irr »»STREETFLOW MODEL INPUT INFORMATION«« CONSTANT STREET GRADE(FEET/FEET) = 0.018000 Q CONSTANT STREET FLOW(CFS) • AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 24.00 -! all DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 12.00 ` INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000��._ CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.50 1 ism CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 1.50 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03000 CONSTANT SYMMETRICAL GITITER-HIKE(FEET) = 0.11000 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS bw STREET FLOW MODEL RESULTS: o _ to STREET FLOW DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = 12.40 pm AVERAGE FLOW VELOCTTY(FEET/SEC.) = 329 PRODUCT OF DEPTH&VELOCITY = 1.18 pm bw ow irr v no r. op io op aw irr e **w************w*******w*******w*****w**********ww***w**w**w*ww*****w***www* »»FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION«« an A im L-47 Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 5.40 GUTTER FLOVVrDEPTHFPETT=-b 6 BASIN LOCAL DEPRESSION(FEET) = 0.33 OR- -------- _--------------------------- - FLOWBY BASIN ANALYSIS RESULTS: rr BASIN WIDTH FLOW INTERCEPTION 1.58 0.78 2.00 0.98 2.50 1.22 a., 3.00 1.45 3.50 1.68 " 4.00 1.91 4.50 2.14 "" 5.00 2.36 5.50 2.57 6.00 2.76 6.50 2.94 7.00 3.11 7.50 3.29 8.00 3.46 8.50 3.63 9.00 3.79 9.50 3.95 �.. 10.00 4.08 10.50 4.21 11.00 4.34 11.50 4.46 12.00 4.58 it 12.50 4.69 13.00 4.81 op 13.50 4.92 14.00 5.03 im 14.50 5.14 � 15.00 15.50 5.24 5.35 K/ 6 ` 15.76 5.40ki.1 r GLA- 0 O, as .. im ft »»STREETFLOW MODEL INPUT INFORMATION«« w CONSTANT STREET GRADE(FEET/FEET)= 0. 3� 3000 tt/I CONSTANT STREET FLOW(CFS) = 8.20 ETFLOW FRICTION FACTOR MANNING n=o. 15000 AVERAGE SIRE FACTOR(MANNING) CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 23.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 12.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000 CONSTANT SYMbAETRICAL CURB HEIGHT(FEET) = 0.50 +■+ CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 1.50 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03000 "^ CONSTANT SYMMETRICAL GUT1 ER-HIKE(FEET) = 0.11000 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = 0.36— HALFSTREET FLOOD WIDTH(FEET) = 12.59 AVERAGE FLOW VELOCTTY(FEET/SEC.) = 4.85 r. PRODUCT OF DEPTH&VELOCITY = 1.76 on us on bw w• o. .ft wo no IN m **************************************************************************** »»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(CFSI = 8.20 , GUTTER FLOWDEPTH(FEET) = 0.36 BASIN LOCAL DEPRESSION(FEET) = 0.33 FLOWBY BASIN ANALYSIS RESULTS: BASIN WIDTH FLOW INTERCEPTION 2.39 1.19 2.50 1.24 3.00 1.48 3.50 1.71 4.00 1.94 4.50 2.18 5.00 2.41 5.50 2.63 6.00 2.86 6.50 3.09 7.00 3.32 7.50 3.54 8.00 3.75 8.50 3.96 9.00 4.15 9.50 4.33 10.00 4.50 10.50 4.68 11.00 4.86 11.50 5.03 12.00 5.20 12.50 5.37 13.00 5.54 13.50 5.70 14.00 5.86 14.50 6.01 15.00 6.15 15.50 6.28 16.00 6.41 16.50 6.53 17.00 6.66 17.50 6.78 18.00 6.90 18.50 7.02 19.00 7.13 19.50 7.25 20.00 7.36 20.50 21.00 7.47 7.58 1�tTE cE Pry z 1, �z21 1 R �h d C`g SCE g FY T�- w im W ig »»SUMP TYPE BASIN INPUT INFORMATION«« 2� Curb Inlet Capacities are approximated based on the Bureau of ON Public Roads nomograph plots for flowby basins and sump basins. im w BASIN INFLOW(CFS) = 2.00 BASIN OPENING(FEET) = 0.83 DEPTH OF WATER(FEET) = 0.33 am »»CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 3.42 A. ,or -4DEPr4 01Z PR elf pw � 12 M A -r SL s , OF 1 icrE1e axfr�, 1