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Home My WebLink AboutTract 15959 Village of Heritage Area 2DRAINAGE REPORT For VILLAGE OF HERITAGE TRACT 15959 AREA 2 FONTANA, CALIFORNIA January 8, 1999 Revised:March 31, 1999 Job No. 5195 Prepared By Hall & Foreman, Inc. 545 North Mountain Avenue Upland, CA 91786 (909) 982-7777 Prepared Under The Supervision of qoJ arold Garcelon, P.E. RCE #31681, Exp. 12/31/99 TABLE OF CONTENTS NARRATIVE Introduction Present Drainage Methods Proposed Drainage Methodology II. 025 Hydrology Calculations On -Site Runoff Quantities III. Qloo Hydrology Calculations On -Site Runoff Quantities IV. Hydraulic Calculations Proposed/Existing Storm Drain Calculation V. Street Capacity Calculations Catch Basin Sizing VI. References (SBCFCD) dwawing "Etiwanda and San Sevaine Creek, Double Channel" Sheets 6 & 24 of 40 (reduced print) VII. APPENDIX Soil Index Map (SBCHM) Exhibit A - Criteria for Design of Flood Control Facilities Tract 15959 Storm Drain Improvement Plans" sheet 2 of 3 (reduced print) On -Site Hydrology Map (rear pocket) NARRATIVE Narrative Introduction This report will present hydrologic and hydraulic calculations which establishes storm water runoff rates, as well as sizing of a proposed Storm Drain System for Tract 15959, Area 2, Village of Heritage, in the City of Fontana. The project site is bounded by Baseline Avenue to the north, the Etiwanda/San Sevaine double Channel to the west, by West Heritage Circle to the east and by West Liberty Parkway to the south. The project area is approximately 12 acres in size. All calculations follow recommendations set forth by the "Fontana Master Storm Drain Study", as prepared by this firm. Project parameters are for the proposed/existing Storm Drain System to convey Qloo on-site flows. Present Drainage Methods The site is currently undeveloped and is mostly barren with native vegetation and slopes in a south-west direction. There is an existing inlet at the southwest corner of the site. A 30" R.C.P. collects runoff and drains into the Etiwanda Channel. A San Bernardino County Flood Control District drawing titled "Etiwanda and San Sevaine Creeks Double Channel", Sheets 6 of 40 and 24 of 40 were used as references. Sheet 24 includes the profile of the 30" R.C.P, called out as profile A-3. The 30" R.C.P. used a developed runoff amount of 37.84 c.f.s. and a hydraulic grade line of 1255.80 feet. at the outlet into the channel. Prints of the reference plans are also included in the "Reference" Section of this report. Proposed Drainage Methods The proposed drainage method is by constructing a new 24" RCP from the channel wall east to Longstreet Lane, where three catch basins located about the Longstreet Lane/W. Liberty Pkwy intersection will discharge into the proposed 24" RCP. This new Storm Drain is in close proximity to the referenced 30" RCP, per the referenced plans. The drainage areas and node information are as shown on the enclosed Hydrology Map. The proposed Qjoo site runoff was 37.93 c.f.s, near the referenced Q100 of 37.84 c.f.s. Catch basins on Liberty Parkway and the west side of Longstreet Lane are flow- by's and the east side of Longstreet is a sump. Catch basin sizing calculations were performed for a Q100 year storm. Street capacity/depth of flow calculations were performed for a Q10o year storm. Methodology Calculations follow criteria established in the San Bernardino County Hydrology Manual (SBCHM) and the City of Fontana Master Plan of Drainage. The site has soil type "A" per the Hydrologic Soils Group Map. Qloo and Q 25 Hydrologic calculations were performed with AES software "Rational Method Hydrology Program" Ver. 7.1. Street Capacity and catch basin sizing calculations were executed with AES "Hydraulic Elements 1" Ver. 6.1. Pipe sizing was performed with Los Angeles County "Water Surface Profile Gradient (WSPG) software. Conclusion Calculations presented herein indicate the proposed/existing storm drain system has sufficient hydraulic capacity to convey flows and to maintain emergency vehicle travel during a 100 year storm. Q25 HYDROLOGY CALCULATIONS **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-90 Advanced Engineering Software (aes) Ver. 5.8B Release Date: 1/16/91 Serial # 9388 Analysis prepared by: HALL & FOREMAN, INC. (714) 641-8777 ************************** DESCRIPTION OF STUDY ************************** * HERITAGE VILLAGE * AREA 2 * * Q 25 FILE:5195D21.RES/DAT ************************************************************************** FILE NAME: 5195D21.DAT TIME/DATE OF STUDY: 11:22 3/31/1999 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) = 25.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE _ .95 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* 10 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) = 1.040 100 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) = 1.520 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 25.00 1 -HOUR INTENSITY(INCH/HOUR) = 1.2069 SLOPE OF INTENSITY DURATION CURVE _ .6000 FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE = 2 -------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< DEVELOPMENT IS COMMERCIAL TC = K*((LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 520.00 UPSTREAM ELEVATION(FEET) = 81.30 DOWNSTREAM ELEVATION(FEET) = 77.00 ELEVATION DIFFERENCE(FEET) = 4.30 TC(MIN.) _ .304*[( 520.00** 3.00)/( 4.30)]** .20 = 9.678 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.607 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) _ .0970 SUBAREA RUNOFF(CFS) = 2.53 TOTAL AREA(ACRES) _ .80 PEAK FLOW RATE(CFS) = 2.53 **************************************************************************** FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 6 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« <<< UPSTREAM ELEVATION(FEET) = 77.00 DOWNSTREAM ELEVATION(FEET) = 67.80 STREET LENGTH(FEET) = 590.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 50.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 48.00 INTERIOR STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 9.05 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) _ .44 HALFSTREET FLOOD WIDTH(FEET) = 15.52 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.58 PRODUCT OF DEPTH&VELOCITY = 1.56 STREET FLOW TRAVEL TIME(MIN.) = 2.75 TC(MIN.) = 12.42 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.105 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .4850 SUBAREA AREA(ACRES) = 5.50 SUBAREA RUNOFF(CFS) = 12.97 EFFECTIVE AREA(ACRES) = 6.30 AVERAGED Fm(INCH/HR) _ .44 TOTAL AREA(ACRES) = 6.30 PEAK FLOW RATE(CFS) = 15.13 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .50 HALFSTREET FLOOD WIDTH(FEET) = 18.55 FLOW VELOCITY(FEET/SEC.) = 4.25 DEPTH*VELOCITY = 2.11 **************************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 103.00 IS CODE = 6 --------------------------------------------------------------------- >>> >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< UPSTREAM ELEVATION(FEET) = 67.80 DOWNSTREAM ELEVATION(FEET) = 65.19 STREET LENGTH(FEET) = 400.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 33.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 21.00 INTERIOR STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET FLOW DEPTH(FEET) _ .61 HALFSTREET FLOOD WIDTH(FEET) = 16.23 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.33 PRODUCT OF DEPTH&VELOCITY = 2.41 STREET FLOW TRAVEL TIME(MIN.) = 2.00 TC(MIN.) = 14.43 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.839 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) _ .0970 SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) = 2.47 EFFECTIVE AREA(ACRES) = 7.30 AVERAGED Fm(INCH/HR) _ .39 TOTAL AREA(ACRES) = 7.30 PEAK FLOW RATE(CFS) = 16.09 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .61 HALFSTREET FLOOD WIDTH(FEET) = 16.23 FLOW VELOCITY(FEET/SEC.) = 3.27 DEPTH*VELOCITY = 2.37 FLOW PROCESS FROM NODE 103.00 TO NODE 104.00 IS CODE = 4 >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >> >>>USING USER-SPECIFIED PIPESIZE<<<<< DEPTH OF FLOW IN 24.0 INCH PIPE IS 12.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 10.2 UPSTREAM NODE ELEVATION(FEET) = 59.40 DOWNSTREAM NODE ELEVATION(FEET) = 58.30 FLOW LENGTH(FEET) = 52.00 MANNING'S N = .013 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 16.09 TRAVEL TIME(MIN.) _ .08 TC(MIN.) = 14.51 FLOW PROCESS FROM NODE 104.00 TO NODE 104.00 IS CODE = 8 ---------------------------------------------------------------------------- > >>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.829 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .4850 SUBAREA AREA(ACRES) = 1.90 SUBAREA RUNOFF(CFS) = 4.01 EFFECTIVE AREA(ACRES) = 9.20 AVERAGED FM(INCH/HR) _ .409 TOTAL AREA(ACRES) = 9.20 PEAK FLOW RATE(CFS) = 20.03 TC(MIN) = 14.51 FLOW PROCESS FROM NODE 104.00 TO NODE 105.00 IS CODE = 4 >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< DEPTH OF FLOW IN 24.0 INCH PIPE IS 13.8 INCHES - PIPE -FLOW VELOCITY(FEET/SEC.) = 10.8 UPSTREAM NODE ELEVATION(FEET) = 58.30 DOWNSTREAM NODE ELEVATION(FEET) = 57.50 FLOW LENGTH(FEET) = 38.00 MANNING'S N = .013 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 20.03 TRAVEL TIME(MIN.) _ .06 TC(MIN.) = 14.57 FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 IS CODE = 8 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ----------------------------- 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.822 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .4850 SUBAREA AREA(ACRES) = 4.10 SUBAREA RUNOFF(CFS) = 8.62 EFFECTIVE AREA(ACRES) = 13.30 AVERAGED Fm(INCH/HR) _ .432 TOTAL AREA(ACRES) = 13.30 PEAK FLOW RATE(CFS) = 28.60 TC(MIN) = 14.57 FLOW PROCESS FROM NODE 105.00 TO NODE 106.00 IS CODE = 4 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< DEPTH OF OF FLOW IN 24.0 INCH PIPE IS 16.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 12.6 UPSTREAM NODE ELEVATION(FEET) = 57.50 DOWNSTREAM NODE ELEVATION(FEET) = 54.60 FLOW LENGTH(FEET) = 111.00 MANNING'S N = .013 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 28.60 TRAVEL TIME(MIN.) _ .15 TC(MIN.) = 14.72 ------------ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 13.30 TC(MIN.) = 14.72 EFFECTIVE AREA(ACRES) = 13.30 AVERAGED Fm(INCH/HR)= .43 PEAK FLOW RATE(CFS) = 28.60 END OF RATIONAL METHOD ANALYSIS Qloo HYDROLOGY CALCULATIONS **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-90 Advanced Engineering Software (aes) Ver. 5.8B Release Date: 1/16/91 Serial # 9388 Analysis prepared by: HALL & FOREMAN, INC. (714) 641-8777 ************************** DESCRIPTION OF STUDY ************************** * HERITAGE VILLAGE * AREA 2 * Q 100 FILE: 5195D22.RES/DAT ************************************************************************** FILE NAME: 5195D21.DAT TIME/DATE OF STUDY: 11:23 3/31/1999 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = .95 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* 10 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) = 1.040 100 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) = 1.520 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH/HOUR) = 1.5200 SLOPE OF INTENSITY DURATION CURVE = 6000 **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE = 2 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 520.00 UPSTREAM ELEVATION(FEET) = 81.30 DOWNSTREAM ELEVATION(FEET) = 77.00 ELEVATION DIFFERENCE(FEET) = 4.30 TC(MIN.) = .304*[( 520.00** 3.00)/( 4.30)]** .20 = 9.678 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.542 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) _ .0970 SUBAREA RUNOFF(CFS) = 3.20 TOTAL AREA(ACRES) = .80 PEAK FLOW RATE(CFS) = 3.20 FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 6 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< UPSTREAM ELEVATION(FEET) = 77.00 DOWNSTREAM ELEVATION(FEET) = 67.80 STREET LENGTH(FEET) = 590.00 CURB HEIGTH(INCHES) = G. STREET HALFWIDTH(FEET) = 50.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 48.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 11.81 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) _ .47 HALFSTREET FLOOD WIDTH(FEET) = 17.04 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.91 PRODUCT OF DEPTH&VELOCITY = 1.83 STREET FLOW TRAVEL TIME(MIN.) = 2.51 TC(MIN.) = 12.19 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.954 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4850 SUBAREA AREA(ACRES) = 5.50 SUBAREA RUNOFF(CFS) = 17.17 EFFECTIVE AREA(ACRES) = 6.30 AVERAGED Fm(INCH/HR) _ .44 TOTAL AREA(ACRES) = 6.30 PEAK FLOW RATE(CFS) = 19.95 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .54 HALFSTREET FLOOD WIDTH(FEET) = 20.82 FLOW VELOCITY(FEET/SEC.) = 4.48 DEPTH*VELOCITY = 2.43 FLOW PROCESS FROM NODE 102.00 TO NODE 103.00 IS CODE = 6 ------------------------------------------------------------------------- > >>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<< <<< UPSTREAM ELEVATION(FEET) = 67.80 DOWNSTREAM ELEVATION(FEET) = 65.19 STREET LENGTH(FEET) = 400.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 33.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 21.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 21.54 STREET FLOW MODEL RESULTS: NOTE: STREET FLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOW DEPTH(FEET) = .70 HALFSTREET FLOOD WIDTH(FEET) = 19.52 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.46 PRODUCT OF DEPTH&VELOCITY = 2.73 STREET FLOW TRAVEL TIME(MIN.) = 1.92 TC(MIN.) = 14.12 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.621 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) _ .0970 SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) = 3.17 EFFECTIVE AREA(ACRES) = 7.30 AVERAGED Fm(INCH/HR) _ .39 TOTAL AREA(ACRES) = 7.30 PEAK FLOW RATE(CFS) = 21.24 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .70 HALFSTREET FLOOD WIDTH(FEET) = 19.52 FLOW VELOCITY(FEET/SEC.) = 3.41 DEPTH*VELOCITY = 2.69 FLOW PROCESS FROM NODE 103.00 TO NODE 104.00 IS CODE = 4 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< DEPTH OF FLOW IN 24.0 INCH PIPE IS 14.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 10.9 UPSTREAM NODE ELEVATION(FEET) = 59.40 DOWNSTREAM NODE ELEVATION(FEET) = 58.30 FLOW LENGTH(FEET) = 52.00 MANNING'S N = .013 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 21.24 TRAVEL TIME(MIN.) _ .08 TC(MIN.) = 14.20 **************************************************************************** FLOW PROCESS FROM NODE 104.00 TO NODE 104.00 IS CODE = 8 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.609 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .4850 SUBAREA AREA(ACRES) = 1.90 SUBAREA RUNOFF(CFS) = 5.34 EFFECTIVE AREA(ACRES) = 9.20 AVERAGED Fm(INCH/HR) _ .409 TOTAL AREA(ACRES) = 9.20 PEAK FLOW RATE(CFS) = 26.50 TC(MIN) = 14.20 **************************************************************************** FLOW PROCESS FROM NODE 104.00 TO NODE 105.00 IS CODE = 4 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< ---------------------------------------------------------------------------- DEPTH OF FLOW IN 24.0 INCH PIPE IS 16.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 11.4 UPSTREAM NODE ELEVATION(FEET) = 58.30 DOWNSTREAM NODE ELEVATION(FEET) = 57.50 FLOW LENGTH(FEET) = 38.00 MANNING'S N = .013 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 26.50 TRAVEL TIME(MIN.) _ .06 TC(MIN.) = 14.25 FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 IS CODE = 8 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< - ------------------------- 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.601 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .4850 SUBAREA AREA(ACRES) = 4.10 SUBAREA RUNOFF(CFS) = 11.50 EFFECTIVE AREA(ACRES) = 13.30 AVERAGED Fm(INCH/HR) _ .432 TOTAL AREA(ACRES) = 13.30 PEAK FLOW RATE(CFS) = 37.93 TC(MIN) = 14.25 FLOW PROCESS FROM NODE 105.00 TO NODE 106.00 IS CODE = 4 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< --------------- ASSUME FULL -FLOWING PIPELINE PIPE -FLOW VELOCITY(FEET/SEC.) = 12.1 UPSTREAM NODE ELEVATION(FEET) = 57.50 DOWNSTREAM NODE ELEVATION(FEET) = 54.60 FLOW LENGTH(FEET) = 111.00 MANNING'S N = .013 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 37.93 TRAVEL TIME(MIN.) _ .15 TC(MIN.) = 14.41 ----------- END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 13.30 TC(MIN.) = 14.41 EFFECTIVE AREA(ACRES) = 13.30 AVERAGED Fm(INCH/HR)= .43 PEAK FLOW RATE(CFS) = 37.93 END OF RATIONAL METHOD ANALYSIS HYDRAULIC CALCULATIONS HEADING LINE !!O 1 I5 - HEADING LINE NO 2 IS - HEADING LINE NO 3 IS - F 0 5 1 5 P HATER SURFACE PROFILE - TITLE CARD LISTING HERITAGE VILLAGE PROPOSED LINE FOR AREA 2 FILE, 519522.INP/DUT PAGE NO 3 DATE: 3/31/1999 TIM£: 16:19 POS15P WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE 2L 2R INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(0) Y(9) Y(30) CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD IB 4 1.50 CD 24 4 2.00 CD 5 3 0 0.00 4.00 3.00 0.00 0.00 0.00 W S ELEV 55.80 PAGE NO 2 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 27.00 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 ELEMENT NO 5 I5 A WALL EXIT F 0 5 1 5 P WATER SURFACE PROFILE - ELEMENT CARD LISTING SECT ELEMENT NO 1 IS A SYSTEM OUTLET • ' 1112.71 57.39 U/S DATA STATION INVERT SECT ELEMENT NO 6 IS A JUNCTION • 980.65 54.61 24 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 U/S DATA STATION INVERT SECT N 57.45 24 18 0 0.013 1097.14 57.06 24 0.013 ELEMENT NO 3 IS A REACH • • ' U/S DATA STATION INVERT SECT N 1107.99 57.29 24 0.013 ELEMENT NO 4 IS A REACH • * " WARNING - ADJACENT SECTIONS ARE NOT IDENTICAL - SEE SECTION NUMBERS AND CHANNEL DEFINITIONS U/5 DATA STATION INVERT SECT N 1112.71 57.39 24 0.013 W S ELEV 55.80 PAGE NO 2 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 27.00 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 ELEMENT NO 5 I5 A WALL EXIT U/S DATA STATION INVERT SECT 1112.71 57.39 5 ELEMENT NO 6 IS A JUNCTION • • " U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 1115.21 57.45 24 18 0 0.013 11.4 0.0 57.55 0.00 20.00 0.00 ELEMENT NO 7 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FP 1115.21 57.45 5 0.500 WARNING - ADJACENT SECTIONS ARE NOT IDENTICAL - SEE SECTION NUMBERS AND CHANNEL DEFINITIONS ELEMENT NO 8 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1153.06 58.24 24 0.013 0.00 0.00 0.00 0 ELEMENT NO 9 IS A WALL EXIT U/S DATA STATION INVERT SECT 1153.06 SB.24 5 ELEMENT NO 10 IS A JUNCTION r • • . r U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 1155.56 58.30 24 16 0 0.013 5.3 0.0 59.00 0.00 60.00 0.00 ELEMENT NO 11 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FP 1155.56 58.30 5 0.500 F 0 5 1 5 P PAGE NO 3 WATER SURFACE PROFILE - ELEMENT CARD LISTING WARNING - ADJACENT SECTIONS ARE NOT IDENTICAL - SEE SECTION NUMBERS AND CHANNEL DEFINITIONS ELEMENT NO 12 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1208.39 59.40 24 0.013 0.00 0.00 0.00 0 ELEMENT NO 13 IS A SYSTEM NEADWORKS U/S DATA STATION INVERT SECT W S ELEV 1208.39 59.40 24 0.00 NO EDIT ERRORS ENCOUNTERED-COMPUTATION IS NOW BEGINNING •• WARNING NO. 2 •• - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV - INV . DC LICENSEE: HALL 1. FOREMAN FOS15P PAGE 1 HATER SURFACE PROFILE LISTING HERITAGE VILLAGE PROPOSED LINE FOR AREA 2 FILE: 519522.INP/OUT STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA IO 140. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR ....... ...ry.............r.xv.v...........rv...•.•.x•...x.v.....••.•.v.................x..x......r........•r....•.•...........•.•sx 980.65 54.61 1.941 56.551 37.9 12.17 2.299 58.850 0.00 1.941 2.00 0.00 0.00 0 0.00 3.92 0.02103 .026132 0.10 2.000 0.00 984.57 54.69 2.000 56.692 37.9 12.06 2.259 58.951 0.00 1.941 2.00 0.00 0.00 0 0.00 112.57 0.02103 .027801 3.13 2.000 0.00 1097.14 57.06 2.792 $9.852 37.9 12.06 2.259 62.111 0.00 1.941 2.00 0.00 0.00 0 0.00 10.85 0.02120 .026067 0.30 2.000 0.00 1107.99 57.29 3.114 60.404 37.9 12.06 2.259 62.663 0.00 1.941 2.00 0.00 0.00 0 0.00 4.72 0.02119 .028067 0.13 2.000 0.00 1112.71 57.39 3.147 60.537 37.9 12.06 2.259 62.796 0.00 1.941 2.00 0.00 0.00 0 0.00 WALL EXIT 0.00 1112.71 57.39 3.147 60.537 37.9 4.01 0.250 60.787 0.00 1.705 4.00 3.00 0.00 0 0.00 .IUNCT SIR 0.02400 .007465 0.02 0.00 1115.21 57.45 2.412 59.862 26.5 0.43 1.105 60.967 0.00 1.790 2.00 0.00 0.00 0 0.00 WALL ENTRANCE 0.00 1115.21 57.45 3.951 61.401 26.5 0.43 1.105 62.506 0.00 1.798 2.00 0.00 0.00 0 0.00 37.85 0.02007 .013722 0.52 1.364 0.00 1153.06 58.24 3.680 61.920 26.5 8.43 1.105 63.025 0.00 1.798 2.00 0.00 0.00 0 0.00 WALL EXIT 0.00 1153.06 58.24 3.681 61.921 26.5 2.40 0.089 62.010 0.00 1.344 4.00 3.00 0.00 0 0.00 .7UNCT STA 0.02400 .004594 0.01 0.00 1155.56 58.30 3.250 61.550 21.2 6.75 0.707 62.257 0.00 1.649 2.00 0.00 0.00 0 0.00 WALL ENTRANCE 0.00 LICENSEE: HALL 6 FOREMAN F0515P PAGE 2 WATER SURFACE PROFILE LISTING HERITAGE VILLAGE PROPOSED LINE FOR AREA 2 FILE: 519522.INP/OUT STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SP AVE HF NORM DEPTH ZR ....••.....♦.fft..s....tttft....t•t•.••tf♦..fe•t••♦f•••tf♦.••.f•t•....••ff•.f••...ft•............................................. 1155.56 58.30 4.235 62.535 21.2 6.75 0.707 63.242 0.00 1.649 2.00 0.00 0.00 0 0.00 52.83 0.02082 .008782 0.46 1.171 0.00 1200.39 59.40 3.598 62.998 21.2 6.75 0.707 63.705 0.00 1.649 2.00 0.00 0.00 0 0.00 STREET CAPACITY AND CATCH BASIN CALCULATIONS I i N 0 pr M & Fbren=4 Im. . Cht E V—rg • pw" • sr"n • Rat vokii 5+5 K 161n16n At Sit 106• UdaN, G 91766-9991. 909-962-7777 QRGG\ 2 MOM MAP 03-31-9913:26:20 CBKEYL(AP.DING **************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-92 Advanced Engineering Software (aes) Ver. 3.1A Release Date: 2/17/92 License ID 1237 Analysis prepared by: HALL & FOREMAN, INC. 13821 NEWPORT AVENUE, Suite 200 TUSTIN, CALIFORNIA 92680-7803 714/544-3404 -------------------------------------------------------------------- TIME/DATE OF STUDY: 14: 2 3/31/1999 ************************** DESCRIPTION OF STUDY ************************** * DEPTH OF FLOW * LIBERTY/LONGSTREET * CATCH BASIN A ************************************************************************** **************************************************************************** >>>>STREETFLOW MODEL INPUT INFORMATION« « ---------------------------------------------------------------------- CONSTANT STREET GRADE(FEET/FEET) = .005200 CONSTANT STREET FLOW(CFS) = 21.24 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) _ .015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 33.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 22.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020000 OUTSIDE STREET CROSSFALL(DECIMAL) = .040000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = .50 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 2.00 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = .03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = .16700 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS STREET FLOW MODEL RESULTS: ------------------------------------------------------------------- NOTE: STREET FLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOW DEPTH(FEET) = :91 HALFSTREET FLOOD WIDTH(FEET) = 23.72 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.04 PRODUCT OF DEPTH&VELOCITY = 2.47 t ************************** DESCRIPTION OF STUDY ************************** * CATCH BASIN SIZING * AREA 2 * CATCH BASIN A >>>>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) = 21.24 GUTTER FLOWDEPTH(FEET) = .81 BASIN LOCAL DEPRESSION(FEET) = .30 FLOWBY BASIN WIDTH(FEET) = 27.00 >> >>CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 27.3 >>>>CALCULATED ESTIMATED INTERCEPTION(CFS) = 21.2 0 e Zi7 'i/ Li q L, D. **************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-92 Advanced Engineering Software (aes) Ver. 3.1A Release Date: 2/17/92 License ID 1237 Analysis prepared by: HALL & FOREMAN, INC. 13821 NEWPORT AVENUE, Suite 200 TUSTIN, CALIFORNIA 92680-7803 714/544-3404 ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 15:42 3/31/1999 ************************** DESCRIPTION OF STUDY ************************** * DEPTH OF FLOW * CATCH BASIN B * * ************************************************************************** **************************************************************************** >>>>STREETFLOW MODEL INPUT INFORMATION<<<< ---------------------------------------------------------------------------- CONSTANT STREET GRADE(FEET/FEET) _ .015000 CONSTANT STREET FLOW(CFS) = 5.26 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) _ .015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 16.00 INTERIOR STREET CROSSFALL(DECIMAL) _ .020000 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) _ .50 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 1.50 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) _ .03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) _ .12500 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS STREET FLOW MODEL RESULTS: -------------------------- STREET FLOW DEPTH(FEET) _ .38 HALFSTREET FLOOD WIDTH(FEET) = 12.59 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.09 PRODUCT OF DEPTH&VELOCITY = 1.17 ************************** DESCRIPTION OF STUDY ************************** * CATCH BASIN SIZING * CATCH BASIN B >> >>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) = 5.26 BASIN OPENING(FEET) _ .38 DEPTH OF WATER(FEET) _ .3B >>>>CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 7.35 ICU ************************** DESCRIPTION OF STUDY ************************** * DEPTH OF FLOW CALCULATION * CATCH BASIN C * * ************************************************************************** >>>>STREETFLOW MODEL INPUT INFORMATION<<<< ---------------------------------------------------------------------------- CONSTANT STREET GRADE(FEET/FEET) = .015000 CONSTANT STREET FLOW(CFS) = 11.43 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) _ .015000 CONSTANT SYMMETRICAL, STREET HALF-WIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 16.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020000 OUTSIDE STREET CROSSFALL(DECIMAL) = .020000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = .50 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 1.50 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = .03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = .12500 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS - ------------------ STREET FLOW MODEL RESULTS: ---------------------------------------------------------------------------- STREET FLOW DEPTH(FEET) = .47 HALFSTREET FLOOD WIDTH(FEET) = 17.23 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.70 PRODUCT OF DEPTH&VELOCITY = 1.74 ************************** DESCRIPTION OF STUDY ************************** * CATCH BASIN SIZING * CATCH BASIN C * * ************************************************************************** >>>>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) = 11.43 GUTTER FLOWDEPTH(FEET) = .47 BASIN LOCAL DEPRESSION(FEET) = .30 FLOWBY BASIN WIDTH(FEET) = 21.00 >> »CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 21.7 >>>>CALCULATED ESTIMATED INTERCEPTION(CFS) = 11.3 . J Jc 2 l l w/ k L. ,� REFERENCES IMF to ME a Irml INS N N 522 Em ININ Offiffla qa RON ME a mm A— r7 Aw ,7 T . ........ F -i �,fw X" 4 LL I CAWIN I Me f r .7 7 IT % 'T f r,(Irpa, Mr. j . . . . . . . A v Alt x 4r T t 14- WM4. sit. AIVULE I 'T t -.P I W6 =_2z L LE 04 7L . . . . . . 4- 7-j __JT :I�-_i _ .i_� 1 i �- I � i L i -Q - '�—� .�... i -t I I - -i-_ .�.--I-.!_#_' � {{-�. t.-___ ! c -_'j_ --1`T- 'U.<: _ 1 _ _12- Jrr aw lk di t A. v i 'k 7 A T f -77 :31. +7 4— I_xr -T lei ;.-4 -4-1 !.; : - - 1. - I - :.- I . I : i I r 1: I __ - �1+1111 L -19 Fill B -A mif4! 4-- 7 , .1d 1 JF! 5 L� 4— - t . . . . . . . 1-45 7 P. I J J Cq,4,V Sr* :5Z-,ff: 9/ffT 9- m R WiNG ;SEE H.0 P. CONNECTIC N TO VERTICAL�AWCI A SHf, 10 is, Owe 1'..h 7 on 7A f 4 *1 .T�, "- -4 REVISIONS LT x 4 MARK I OAfE I DESCRIPTION de Pi op w d I it d t* 0 03te Uw Hit 311 7 i, E; �L. a iA .7 PRO,[ DRAWN BYm. REVIEM La.. 26 29 Z' _pJ SUBUIT TEO By CIVIL ENGINEERING - /AND MANNING LAND SURVEYING PREPARED UNDEN TSUPERVIS HE -014 OF RECOMME140ED MTV fl' R c f 's 11P DAIF Ell milli WIN ,volm mcf4mr. WEH®®®®® loin Immull 11 am% mmmum REM emmol 9019figamplim 1029ampffm 11919 in REM Eggs #,!I Isis is In 2211 XMIRMIN mmaimm ammIgEmi mmammmm $AN,,BkRNARDIN0 COUNTY,.,. FLOOV CONT ROL' DISTRICV ':-k .:;CREEKS SYSTEMS ETIWA.NOA AND SAN SEVAIX CREEKS' a FOOTMW BLVO!. 10 VICTORIA.., TES ALE- Ij,FILE !0 j!?.7WG NO C r 1:70, ERT.' 4'- 11Go. -'s ijim m H Iffiffiffis MEN gmummumm0 umum wmm� on M11111111104 "110m 111mm7 rm mmull ImEgmmms miVUArl 9 ININ Offiffla qa RON ME a mm A— r7 Aw ,7 T . ........ F -i �,fw X" 4 LL I CAWIN I Me f r .7 7 IT % 'T f r,(Irpa, Mr. j . . . . . . . A v Alt x 4r T t 14- WM4. sit. AIVULE I 'T t -.P I W6 =_2z L LE 04 7L . . . . . . 4- 7-j __JT :I�-_i _ .i_� 1 i �- I � i L i -Q - '�—� .�... i -t I I - -i-_ .�.--I-.!_#_' � {{-�. t.-___ ! c -_'j_ --1`T- 'U.<: _ 1 _ _12- Jrr aw lk di t A. v i 'k 7 A T f -77 :31. +7 4— I_xr -T lei ;.-4 -4-1 !.; : - - 1. - I - :.- I . I : i I r 1: I __ - �1+1111 L -19 Fill B -A mif4! 4-- 7 , .1d 1 JF! 5 L� 4— - t . . . . . . . 1-45 7 P. I J J Cq,4,V Sr* :5Z-,ff: 9/ffT 9- m R WiNG ;SEE H.0 P. CONNECTIC N TO VERTICAL�AWCI A SHf, 10 is, Owe 1'..h 7 on 7A f 4 *1 .T�, "- -4 REVISIONS LT x 4 MARK I OAfE I DESCRIPTION de Pi op w d I it d t* 0 03te Uw Hit 311 7 i, E; �L. a iA .7 PRO,[ DRAWN BYm. REVIEM La.. 26 29 Z' _pJ SUBUIT TEO By CIVIL ENGINEERING - /AND MANNING LAND SURVEYING PREPARED UNDEN TSUPERVIS HE -014 OF RECOMME140ED MTV fl' R c f 's 11P DAIF Ell milli WIN ,volm mcf4mr. WEH®®®®® loin Immull 11 am% mmmum REM emmol 9019figamplim 1029ampffm 11919 in REM Eggs #,!I Isis is In 2211 XMIRMIN mmaimm ammIgEmi mmammmm $AN,,BkRNARDIN0 COUNTY,.,. FLOOV CONT ROL' DISTRICV ':-k .:;CREEKS SYSTEMS ETIWA.NOA AND SAN SEVAIX CREEKS' a FOOTMW BLVO!. 10 VICTORIA.., TES ALE- Ij,FILE !0 j!?.7WG NO C r 1:70, ERT.' 4'- 11Go. -'s APPENDIX c a O m w w w z F - w w 00 -YEAR FLOOD CONTAINED WITHIAL STREET R/W NOMINAL HYDRAULIC GRAD OPEN CHANNEL 5 -YEAR FLOOD CONTAINED WITHIN THE TOP OF CURBS INITIATE A STORM DRAIN OR CHANNEL WHEN EITHER CONDITION IS EXCEEDED w F cn /rg! 2mmao, w, K0"lLL AVEMIE COtTA Yfbl G m w z w w N UNDERGROUND STORM DRAIN EXHIBIT A CITY OF FONTANA MASTER STORM DRAINAGE FACILITIES CRITERIA FOR DESIGN OF FLOOD CONTROL FACILITIES RE: EffE Mm �^ �t- �'-�. "._....-'r=f:=-=^�-:�-£'=--'•'-r--._._.-...--._.-t--.. �._--.">-y=:_.sem -�"'_" '-t=-.=-=: _'. _i._._ =I-:.. ._ -.-:r•=•--•-•- . ......... E CALM 40' 10+00 11+06 12+00 PL LONGSTREET LANE I rj I f- =�LCVI R 1� I 3 5 2T j"E WALL IM LOT 5 'ITE PEM" -D:ST PLANTING W LIMTY F%W OLSE RpJ At SA STA 1143M L 'TA:j$+XW I SL SIX I✓ 'e - - - - - --- -- --- LEGEND: its RCP ESMT EASEMENT SIM e TO, TOP OF CURB ELEVATION EVATION FS FINISHED SURFACE ELE &L SEk 11+4L71 'I SCALE-- 1* 10' FL FLOW LINE ELEVATION FG FINISHED GROUND ELEVATION DAYLIGHT LINE TRACT BOUNDARY / PROPERTY LINE DIRECTION OF FLOW AND GRADE RATE .4 MUM bm WMEW::./ PIKF. WMM itz R 10+91.20 -R— RIDGE LINE ma PE -7- 7 INDICATES PROPOSED SLOPE — INDICATES RETAINING WALL 112. 80 PROPOSED FINISHED GRADE CCNTUtJR \'a R13 FACE CURB FACE "6 EXSTING CONTOUR NTS NOT TO SCALE V-' PHASE LINE 7 S MH MANHOLE JS JUNCTION STRUCTURE / �- - �`'�� TS TRANSITION JUNCTION STRUCTURE -'- _ .. _ .-. ---_ LAT LATERAL Pd - Pe SD STORM DRAIN S SEWS r. 11811 emg M 55-w FL R W WATER ec BEGINNING Of CURVE CURVE TABLE EC END OF CURVE °8'GB GRADE BREAK N=bw D118 R." Lwwo T= Imor CLNM FAOE-� RETAIL CB CATCH BASIN NO SCAM INV INVERT 21WM44V4r 22-W 11 currER UNE dDiF NOTE: CONTRACTOR TO VE�RIFY PRC POINT OF REVERSE CURVE CL CENTERL)NE SOME GRADE ELEVATON VALUES ARE DEPTH & LOCATION OF CCINS71RUC7M N07M RETAIL °C° J- 11 ABBREVIATED. vvHERE AN ABBREVIATED E)aST. 24' RCP PRIOR 40' cf Ad ar 12W ELEVATION OCCURS,- ADD 1200 TO THE TO CONSTRUCTION AS Fair, FIRST OF WORK &CONST. 24' DIA. R.C.P., O -LOAD PER PLAN VALUE TO OBTAIN THE ACTUAL ELEVATION. ORDER MUM =M 1-40' CONST, MANHOLE -PIPE TO PIPE PER APWA SM. f321-1. SEE DETAIL ON SHEET NO.3 &CONST. CATCH DAM PER CITY OF FONTANA STD. DETAIL 121 CITY OF FONTANA, CALIFORNIA REMOVE DaSTINKI MANHOLE ABANDON DOSTM 30- STORM DRAM DRAWN BY OIE-iL-BREAK INTO DaST. CHANNEL WALL PER SAN BERNARDINO COUNTY STD., SIDE DRAM INSTAILLATION DETAIL. IiIS.P. I87 A SEE SHT.3 M & Fbrenw, Inc. ED STORM DRAW UPROVEMENT PLANS SCALE: &1CONSTRUCT PIPE CLOSURE PER DETAIL ON SHLI ESIGNEDHORIL- 1*. - 40r SP 101-1--Z&-3- SEE SIT -3 Civil Engineering - Planning - Surveying - Publio Wake C -K & EALBY , an:�NSTRUCT OUTLET PROTECTION BARRIER NO. I PER S8CFCD STD.VERT: 4! NSTRUCT UNDERGROUND UTILITY MARKER PER SBCFCD STD SIR 204 SEE DETAX. ON SHT2 (LOCATION TO BE SET BY DISTRICT INSPECTOR) N. 24M 545 N. Mountain Aw $te- 106 Upland, CA 91786-9997 - (909) 982-7M FOR I REMOVE REREPLACEDGMM PAVEMENT PER FONTANA S11D.131 RPREPARED E1;1 2/31/01 CHECKED BY OATF- UNDER THE SUPERVISION OF: A.Q & ILEL TRACT NO. WOOD lz/wm JOB NO. DR. NO SHT. NO, 1 PENSIONS AL uly .1L APPROVAL OF KILILARD L BOVIMAN R.C.E. 245 DATE: Lfry-lU*af-Ek-k-1x ft 2MM 2a90 -A 2 OF 3 DATE 5195 1 73 I - I CITY OF FONTANA IST01"Uh IDIRUU101,11 PLANS FOR 7 F -ACT 15M TRACT X5959-1 �l Baca !_r, VE. CITY OF FONTANA GENERAL NOTES FOR THE CONTRACTOR AGREES THAT HE SHALL ASSUME SCIE AND COMPLETE k, Irl PLANS Fist _UB SITE C-�ITENS IURING THE COURSE IIF ITEM STORM DRAIN IMPROVEMENT CONSTRUCTION CONSTRUCTION OF THIS PROJECT, INCLUDING SAFETY Off ALL PERSONS 13939-1 CUANTITr UI AND PROPERTY, THAT THIS REQUIREMENT SHALL APPLY CONTINUOUSLY CONSTRUCT 24' DIA R.C.P., D -LOAD PER PROFILE 201 AND NOT BE LIMITED TO NORMAL WORKING HGURSI AND THAT THE 1. ALL WORK SHAFT BE IN ACCORDANCE WITH THS PUNS THE CITY OF CONTRACTOR SHALL DEFEND, IN AND Ha.D THE OWNER AND THE 1 FCNTANA STANDARD PLANS, THE CONTRACT PREVISIONS AND THE STANDARD NDiALL HAFCHL£SS FROM ANY AND ALIABItTY, REAL QR ALLEGE, O SPECIFICATIONS FOR PUBUC MARKS CONSTRUCTION (GREEN BOOK LATEST IN CONUECTMM VITH THE PERFMYAHC£ IF' WORK IN THIS PROJECT, l EDITION), EXCEPTING FOR LIABILITY ARISING FROM THE SOLE NENa rrr CE OF TFE W -10',V-3.5 , DETAIL 'B' .. ,_:_._-.c OWNER OR THE ENGINEER. 2 CONSMUCTION PERMITS SHALL BE OBTAINED FROM THE CITY Q FONTANA W -14',V-6.35', DETAIL 'e' j ENGWc' RING DIVISION PRIOR TO START OF ANY WORK WTH IN THE CITU' � �� ItTn STAti'i1yc� - LAT UNITS. INSPECTION COORDNADON SHALL BE PECUESTED AT LTA -ST 7V.o SD STCAM DRAIN WORKING DAYS PRIOR TO THE START OF ANY WOR- CALL (909) 350-7610 THE EXISTEmm- AND LDCATim OF ANY umERwnw LTu= Dig REMOVE EXISTING DOWN DRAM -ABANDON i STRUCTURES SHOWN IN THESE PLANS WAS OBTAINED BY A SEARCH OF 3. TFL CONTRACTOR SHALL NOT OPERATE ANY FIRE HYDRANTS OR WATER AVAILABLE RECORDS. TO THE BEST OF RIR KNOWLEDGE, THERE ARE NI i MAIN VALVE'S_ CONTRACTOR SHALL COORDINATE WITH THH"_ APPROPRIATE EXISTING UTILITIES EXCEPT THOSE SHOWN ON THESE PLANS. THE 8 WATER COMPANY FOR VALVE OPERATIONS AND WATER REQUIREMENTS. CONTRACTOR IS REQUIRED TO TAKE ALL PRECAUTIONARY MEASURES TO PRC PONT OF REVERSE CURVE PROTECT THE UTILITIES SHOWN, AND IS RESPONSIBLE FOR THE PROTECTION 4, STATIONING REFERS TO THE CENTERUHE OF STORM DRAM EXCEPT WHERE OF AUD ANY DAMAGE TEL THESE LINES (IR STRUCTURES. OTHERWISE NOTED. M.,ffmr. 5. ALL UNDERGROUND WORK SHALL BE COMPLETED, TESTED AND APPROVED THE ENGINEER PREPARING THESE PLANS WILL NOT BE g PRIOR 10 PAVING OF STREETS RESPONSIBLE FOR, OR LIABLE FFR, UN.4UTHIIR):ZED CHANCES OR USES OF '- THESE PLANS. ALL RE ESTE Cri:ir--S TO THE PLANS MUST BE IN VRITI}:[ 6. THE LOCATIONS OF PUBLIC URUTES SHOWN HAVE BEEN DEIFRM* D FROM NO MUST BE APPROVED BY THE PR£PARER OF THESE PLANS' AVAILABLE INFORMATION. HOWEVER, IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO DETERMINE THE TRUE LOCATION AND ELEVATION N THE FIELD OF ANY EXISTING UTILITIES. AND TO EXERCISE PROPER PRECAUTIONS TO AVOID DAMAGE TWMEM. CONTRACTOR SHALL CONTACT UNDERGROUND SERVICE ALERT FOR UTILITY LOCATION BEFORE EXCAVATION AT 800-422-4133. 7. ALL MANHOLE$ CLEANOUT FRAMES AND COVERS SHALL BE CONSTRUCTED SX INCHES FiNF'iED GRADE MID SHALL BE RAISED TO GRADE BY THE PAIANG CONTRACTOR UPON COMPLETION OF PAVING. 8. REFE? TO CITY OF FONTANA UNDERGROUND U71UTY LOCATION STANDARD DETAE NO. 124. 9. THE CONTRACTOR(S) SHALL COORDINATE CONSTRUCTION WITH ALL UTILITY COMPANIES INCLUDING, BUT NOT LIMITED TO, GAS, TELEPHONE, ELECTRICAL. UG HTTNG, CABLE TELEVISION. LANDSCAPING, LANDSCAPE IRRIGATION, DOMESTIC WATER, RECLAWED WATER, SEWER, STORM DRAIN, AND 8-000 CONTROL. 10. AS BOLT DRAWNGS SHALL BE PROVIDED BY THE CONTRACTOR TO THE ENGINEER OF RECORD, WHO SHALL PROVIDE RECORD DRAWINGS TO THE CITY ENGINEER. 11. NO CONCF=- SHALL BE PLACED UNTIL THE FORMS AND REINFORCING p STEEL HAVE BEEN PLACED, INSPECTED AND APPROVED. 5 / 12- THE WALLS AND FACES OF ALL EXCAVATIONS GREATER THAN FIVE (5) FEET M DEPTH SHALL BE GUARDED BY A SNORING, SLOPING OF THE GROUND OR o OTHER APPROVED MEANS TRENCHES LESS THAT FIVE (5) FEET SHALL ALSO BE / GUARDED WHEN THE POTENTIAL EXISTS FOR GROUND MOVEMENT. ' QTY C{r 13. THE CONTRACTOR SHA! OBTAIN A P£R41T TO PERFORM EXCAVATION OR c ' TRENCH WORK FROU THE CAUFOf NNA STATE DMSON OF INDUSTRIAL SAFETY. SEE 'STANDARD SPECIFICATIONS' SECTION 14. NO TRENCH BACCFLL• SHALL TALE PLACE WITHOUT PRIOR APPROVAL OF THE (7TY5 MSPECTDR. 15. THE CONTRACTOR SHALL NOT CAUSE ANY MUD. SILT OR DEBRIS TO BE lmsai DEPOSITED ONTO PUBLIC OR ADJACENT PROPERTY DURING CONSTRUCTION. ANY MUD OR DEBRIS ON FUBUC PROPERTY 54ALI_ BE REMOVED SOIEDIATELY. // H OF I`dR Aka.-yEJ DUST SHALL BE CONTROLLED BY WATERING OR OTHER APPROVED MEANS / 16. 111.E SOILS ETNCNEEP, SHAH! CERTIFY ALL BACKS U1 CCWIPACTION AT .A.. INTERVALS REQUIRED BY THE INEPLC FAEWR E TO OBTAIN THE REQUIRED � DENSITY SHALL REQUIRE RE -WORKING OF THAT PORTION OF THE YORK UNTIL _ ! THE SPECIFIED DENSITY IS OBTAINED. Opy ON N C4 TY `+'' + OF FONTANA 17, ALL MATERIALS AND METHODS ARE SUBJECT THE THE APPROVAL OF THE CITY F1NGNEER. 18. ADEQUATE CONTROL STAKES SHALL BE SET BY THE ENGNEER TO ENABLE THE CONTRACTOR TO CONSTRUCT THE WA,RHC TO THE PLAN GRADIN THE CONTRACTOR %CALL. BE RESPONSIBLE FOR THE PRESERVATION Q' BSICIHUARYJS AND CONTROL STAK'4G DURNG C ONSTRUCT,ON. 19. CARE SHOULD BE TAKEN TO PREVENT GRADES, DITHCES, AND SWALES FROM UNDERMINING STREET IMPROVEMENTS. UPON MS'ECTION OF THE ITE, THE CITY ENGINEER MAY REQUIRE TEMPORARY GUNITE SWALES ENTERING OR LEAVING IMPROVEMENTS. 20. NO MATERIAL OR EQUIPMENT SHALL BE STORED IN THE PUBUC RIGHT or WAY WITHOUT PRIOR APPROVAL OF THE CITY ENG;NEERL 21. Pfd OR TO CONSTRUCTION, THE CONTRACTOR SHAH EXPOSE !7]SBNG ELEtii'dri. TF1 FPHONF FACRJDES, AND VERIFY ELEVATION AND LOCATION OF CONNECTIONS. CITY SOUTHERN CALIFORNIA EDISON CO. PACIFIC BELL APPROVAL OF CON ECTIQN5 TO EXISTING FACP.ITIES DOES NOT 114LY 370 R PEFF•E2 AVE 4025 LA PALMA STRUT CORRECTNESS OF ELEVATIONS OR LOCATIONS SHOWN ON THE PLANS PoA1.70, CA 92378 ANAHFIHM, CA. 92M7 Z2. THE CONTRACTOR SHALL BE RESPONSIBLE FDR PROVIDING AN EFFECTIVEE UNDERGROUND: (909) 357-6233 (714) 237-6146 TRANSMISSIONS (909) 1775-5100 ATTN- OELIA LERMA MEANS OF DUST CONTROL WHICH SHALL INCLUDE PROVISIONS FOR ADEQUATE PiPEIJHZS- (213) 657-12a5 WATERING, DURING EXCAVATION AND GRADING. IXSTR--IIDOHC (909) 357--6233 23. THE CONTRACTOR SHALL BE FULLY RESPONSIBLE FOR THE LOCATION AND SEVER PROTECTION OF ALL UNDERGROUND FACLITIES WHETHER SHOV44 ON THESE Etl CITY A8353 PLANS OR NOT. SOUTHERN CAUFCRNTA GAS CO. 835 SI RRAFON SIERRA AVE.V c 24. RIM ELEVATIONS SHOYM ON PLANS ARE APPROXIMATE ONLY AND ARE NOT 1981 WGONIA AVE FONTANA, CA 02335 REDLANDS, CA 92374 (909) 350-6632 TO BE I FOR SETTING MANHOLE RONGS, (909) 335-7744 AT1N: CARLOS NAVARRO 25. THE CONTRACTOR SHALL BE RESPONSIBLE FOR NOTIFYING AIL AGENCIES DAHEMGENCI�S• (SOD) 427-2200 CONCERNEO %Mi THE RELOCATION OF FACILITIES LOCATED WVIHIH THE AREA cAa F rn TO BE IMPROVED AND INTERFERING WITH CONSTRUCTION PRIOR M COMMENCING CONSTRUCTION. .ham COMCAST Cyt E 25. IT SHALL. BE THE RESPONSIBILITY OF THE CONTRACTOR TO MAINTAIN CUCAMONGA COUNTY WATER DISTRICT 1205 DUPONT AVE ONTARIO, CA, 91761 BARRICADES, DElUNEATORS OR OTHER TRAFFIC CONTROL DEVICES AT ALL 9641 SAN BERNAM940 ROAD (909) 390-4738 TAPES RANCHO CUCAMONGA, CA 91730 (909) 483-7440 27. SURVEY MONUMENTS THAT WILL BE DESTROYED AS A RESULT OF THS CITY OF FONTANA IST01"Uh IDIRUU101,11 PLANS FOR 7 F -ACT 15M TRACT X5959-1 �l Baca !_r, VE. mFDf EASESENT STORM DRAIN CONSTRUCTION NOTES & QUANTITIES: k, Irl 3" MAX. SUL COM FINISHED SURFACE ELEVATION ITEM DESCRIPTION TRACT 15959 QUANTITY 13939-1 CUANTITr UI O7 CONSTRUCT 24' DIA R.C.P., D -LOAD PER PROFILE 201 - I LF DIRECTION OF FLOW AND GRADE RATE Q CONSTRUCT MANHOLE -PIPE TO PIPE PEP. APWfA STD. p21-1 I(` 1 - LF - O CONSTRUCT CATCH BASIN PER CITY OF FONTANA STD. DETAIL 121 PROPOSSM FINISHED GRADE CCW TO UR l EXLSRNG CONTOUR �;, W -10',V-3.5 , DETAIL 'B' .. ,_:_._-.c g `\`T��;1 MANHOLE W -14',V-6.35', DETAIL 'e' j _ EA TRANSITION JUNCTION STRUCTURE LAT Mf�21-,V-3.5, DETAIL 'A' SD STCAM DRAIN S OSI -u REMOVE EXISTING DOWN DRAM -ABANDON i _ EA .rr.. •''� r STORM DRAIN EXISMG 30' STORM DRAIN i - IEA 08 8 BREAK INTO EXIST. CHANNEL WALL PER S.S. CNTY. STD. r -p, 187 A INVERT PRC PONT OF REVERSE CURVE 7 CONSTRUCT PIPE CLOSURE PER DE AUL HEREON 8 CONSTRUCT OUTLET PROTECTION HARRIER NO. 1 PER SBCFCD STD. SP 101-1,-2,h-3 y! 1 - EA . )' .''•-= -:-. ... g CIXiSTRUCT UNUcRMONND UTILITY UAOCER PER SECFCO STD SP 2D4 '- - WCUT,RE110YE h REPLACE EXISTING PAVEMENT PER FONTANA SM.131 SITE DETAIL ON SHEET NO.3* 20 - LF mFDf EASESENT A i(� k, Irl 3" MAX. SUL COM FINISHED SURFACE ELEVATION FL 6C FG FINISHED GROUND ELEVATION DAYLIGIT LINE TRACT BOUNDARY / PROPERTY LKE T DIRECTION OF FLOW AND GRADE RATE .-R---- RIDGE LINE I I INDICATES PROPOSER SLOPE - :; SCALE 1'-17. SO PROPOSSM FINISHED GRADE CCW TO UR - ----- EXLSRNG CONTOUR �;, NOT TO SCALE .. ,_:_._-.c g `\`T��;1 MANHOLE 4 JUNCTION STRUCTURE TS TRANSITION JUNCTION STRUCTURE LAT LATERAL SD STCAM DRAIN S 426 PROPOSED RC BC .rr.. •''� r STORM DRAIN CONSTRUCTION SHALL BE REPLACED. THE CONTRACTOR SHALL NOTIFY THE BASS QE ENGINEER ONE WEEK PRIOR TO CONSTRUCTION SO THAT TIES TO MONUMENTS - CAN BE ESTA13USHED FOR LATER REPLACEMENT OF THE WONUMEET. THE BEARINGS SSHOY44 HEREON ARE BASED ON THE CENTERU Underground Service Alerf a Call: TOLL FREE 1-800 422-4133 + TWO WORKING DAYS .-- BEFORE YOU DIG DRILL a' INTO EXIOUST 30' RCP/0WINE� A GRT M ASI BARS 9 �6" O.C.BOTH WAYS ! ST 30' RCP ! 8. 6' / TYP BRICK B MORTAR IMM GUNTTE TO_ PWG NEAR IPE CUTLET \ CHANNEL FACE - FI'SORRY SEALI EXIST CHANNEL FACE PIPE FULL YRTONE �+ SACK CONCRETE E MIX FiAH 01AMM A -A N �l Fie CLOSURE DETA"1 r11< 6' MAX- SIZE NATIVE -- SOIL COMPACTED BOX 1' MAX. SIZE SELECTED •• TONATIVE BGS REOONG COMPACTED TYPi-AL L0=3 FG; t'.r^P ES+NT EASESENT TC TOP OF CURB ELEVATION FS FINISHED SURFACE ELEVATION FL FLOW UNE ELEVATION FG FINISHED GROUND ELEVATION DAYLIGIT LINE TRACT BOUNDARY / PROPERTY LKE T DIRECTION OF FLOW AND GRADE RATE .-R---- RIDGE LINE I I INDICATES PROPOSER SLOPE - INDICATES RETAINING WALL SO PROPOSSM FINISHED GRADE CCW TO UR - ----- EXLSRNG CONTOUR NTS NOT TO SCALE .. ,_:_._-.c PHASE UTNE NH MANHOLE 4 JUNCTION STRUCTURE TS TRANSITION JUNCTION STRUCTURE LAT LATERAL SD STCAM DRAIN S SLWS2 W WATER BC BEGINNING OF CURVE EC END G CURVE GB GRADE EREAK 08 CUTCH BASIN INV INVERT PRC PONT OF REVERSE CURVE NOTICE TO CONTRACTOR: UTILITIES SHOWN HEREON AS PROPOSED' MAY INFACT BE EXISTING AT THE TIME OF THIS CONSTRUCTION. THE CONTRACTOR SHALL DETERMINE iF ANY 'FUTURE OR PROPOSED' UTILITY HAS BEEN CONSTRUCTED. NE OF BAS^1JtiE AVENUE BEING N89'SB'41'TY A5 SHOWN ON RECORD OF SURVEY 88/78-03. �FESS BENCH MARK No. 72 2SSSIVDTWH BY TOP REINFORCING ROO IN FLOC) Lv�a s Fa CONTROL RETAINING WALL SW COR � $ NMtJ d IXril Engireering - PlannLng - Surw6 ng - Pub% Woks DESIGNED 6 BANANA k FOOTHILL � H 24573 � 545 N. Mmm(D:n Ave. Ste. 105 Upland, CA 91786-9497- (909) 982-7777C''ke ¢ 67-5. , FTP. 12/31/01 CHECKED ELEVATION E21A.E7Y* PREPARED UNDER THE SUPERVISION OR G. c Ra OF CALF JOB NO. ear 127 GP.APHC 1 CITY OF FONTANA, CALIFORNIA STORM DRAIN PLANS SCALE: TITLE SHEET HORIZ- AS HOTM VERT: AS 1." ITED FOR DATE TRACT NO. 15989 12/C12/W PTA w LEGEND -- SUBAREA BOUNDARY 9 E HIDROLOGIC SUBAREA Tj - SUBAREA SIZE 1-I MAINLINE HYDROLOGIC NODE 0 -19 100 YEAR DISCHARGE AT NODE (CFS) TIME OF CONCENTRATION (MINUTES) WYnPnI nAY TART F ninn AREA d AREA Q. SUM 'Q" ST -1 0.8 3.20 81.3 A 5,5 13.97 17.17 ST -1 1.0 4.07 21.24 8 1.9 5.26 26.50 C 4 1 11.43 1 37.93 moor Ha & I Dreman, Inc. Nori Clod Engineering • Planning • Surveying • Public Works N^ 24573 \} 545 11. kluunlain Ave. Sle. 106 Upland, CA 91786-9997 •(909) 982-7777 l PREPARLD UNDER THE SUPEROSION OF CIVIL st c Ey AUN REVISIONS .pv'H'iRjy.l a«q Ary AI O«� = -_ �/ Rifliilill L ITONUAtI RCF i73 OaTE NODE DATA TABLE NODE d ELEV. DIST. TO NFXTNODr 100 81.3 520' 101 77.0 590' 102 67.8 400' 103 65.16 52' 104 53.8 38' 105 57.5 I11' 106 54.6 - .o' u w w o' GIADIAC SCALE 1'.W CITY OF FONTANA, CALIFORNIA :iRA HYDROLOGY MAP SCALE. .F 11. , C.F FOR HORIZ: 1' OES(G)IHO BY VERT' I' a' TRACT NO. 15957 CHECKED BY DATE:,17/98 JOB N0. JDR. N0. ISHL NO. 1 Or I