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HomeMy WebLinkAboutTract 15957 Village of Heritage Area 3i 1 DRAINAGE REPORT For VILLAGE OF HERITAGE TRACT 15957 AREA 3 FONTANA, CALIFORNIA p� Job No. 5195 January 11, 1999 Revised March 9, 1999 Prepared By Hall & Foreman, Inc. 545 North Mountain Avenue Upland, CA 91786 (909) 982 -7777 Prepared Under The Supervision of Cq d Q ? y No. 31681 a CM1. F OF,CAL Harold Garcelon, P.E. RCE #31681, Exp. 12/31/99 or Hall & Foreman, Inc. r i Civil Engineering -Planning • Surveying -Public Works L TABLE OF CONTENTS I. NARRATIVE Site Overview Present Drainage Methods Proposed Drainage Methodology ,, II. Q25 Hydrology Calculations On -Site Runoff Quantities L III. Q100 Hydrology Calculations On -Site Runoff Quantities L r IV. Hydraulic Calculations Proposed Storm Drain Calculation V. Street Capacity Calculations Catch Basin Sizing Im VI. Appendix (SBCFCD) drawing "Etiwanda and San Sevaine Creek, Double Channel' sheets 6 and 24 of 40 Storm Drain Improvement Plans for tract 15957 -1 -2 (reduced prints) VII. References Soil Index Map (SBCHM) Exhibit A - Criteria for Design of Flood Control Facilities On -Site Hydrology Map (reduced print) W DC Q Z Introduction Narrative 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 15957,Village of Heritage, in the City of Fontana. The project site is bounded by an undeveloped commercial lot to the west, Baseline Avenue to the north, San Sevaine /Etiwanda Channel the east and by West Liberty Parkway to the south. The project area is approximately 20 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 Storm Drain System to convey gloo on -site flows. Present Drainage Methods The site is currently undeveloped and is mostly barren with native vegetation and slopes in a south -east direction. There is an existing inlet at the southeast corner of the site. A 36" 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 36" R.C.P. The 36" R.C.P. used a developed runoff amount of 39.09 c.f.s. and a hydraulic grade line of 1256.80 feet. at the outlet into the channel. Prints of the reference plans are also included in the "Reference" Section of this report. n H I I Proposed Drainage Methods The proposed drainage method is by connecting to the existing 36" R.C.P. with two 24" pipes. One pipe, designated line "B" on the Storm Drain plans, will be extended northerly where it will collect runoff from the catch basins locations located at the low points in the cul -de sacs on Sherman Place, Burnside Place and Whipple Street, respectively. The other pipe, designated line "A" on the Storm Drain plans, will be extended westerly on Sherman Place Street where runoff from two flow -by catch basins will be collected. Line "A" will then intercept line "B ", and will extend to the existing 36" R.C.P. as shown on the reference plans. Both proposed pipes will be sized for a Qloo frequency storm. The proposed Q100 runoff is 39.52 c.f.s., near the referenced Q100 of 39.03 c.f.s. of the existing 36" R.C.P.. Both Q and Q2 H.G.L. profiles are shown on the Storm Drain Plans. Catch basin sizing calculations were performed for a Q100 year storm. Street capacity calculations were performed for both a Q25 and Qloo year storms. 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. Q10o and q25 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 storm drain system has sufficient hydraulic capacity to maintain emergency vehicle travel during a 100 year storm. C P FT Q25 HYDROLOGY CALCULATIONS 1 1 1 1 1 e ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983 -92 Advanced Engineering Software (aes) Ver. 1.9A Release Date: 6/26/92 License ID 1237 Analysis prepared by: HALL & FOREMAN, INC. 13821 NEWPORT AVENUE, Suite 200 TUSTIN, CALIFORNIA 92680 -7803 714/544 -3404 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * HERITAGE VILLAGE * AREA 3 * Q 25 FILE" 5195D31.RES /DAT ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: 519531.DAT TIME /DATE OF STUDY: 14:45 3/ 8/1999 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 = 2.1 ---------------------------------------------------------------------------- - - >>>>> RATIONAL - METHOD - INITIAL SUBAREA_ANALYSIS<< « <________________________ NATURAL AVERAGE COVER TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 INITIAL SUBAREA FLOW- LENGTH(FEET) = 750.00 UPSTREAM ELEVATION(FEET) = 87.50 DOWNSTREAM ELEVATION(FEET) = 78.58 ELEVATION DIFFERENCE(FEET) = 8.92 TC(MIN.) _ .706 *[( 750.00 ** 3.00)/( 8.92)] ** .20 = 24.197 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.081 SOIL CLASSIFICATION IS "A" NATURAL AVERAGE COVER "GRASS" SUBAREA LOSS RATE, Fm(INCH /HR) _ .8200 SUBAREA PERVIOUS LOSS RATE, Fp(INCH /HR) _ .82 SUBAREA PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 1.25 0 1 t C 0 H-1 H N. fl l7 1 fl TOTAL AREA(ACRES) = 1.10 PEAK FLOW RATE(CFS) = 1.25 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 6 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< UPSTREAM ELEVATION(FEET) = 79.44 DOWNSTREAM ELEVATION(FEET) = 77.19 STREET LENGTH(FEET) = 170.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 22.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INTERIOR STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 * *TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) _ .27 HALFSTREET FLOOD WIDTH(FEET) = 6.95 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.26 PRODUCT OF DEPTH &VELOCITY = .60 STREET FLOW TRAVEL TIME(MIN.) = 1.25 TC(MIN.) 1.36 = 25.45 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.019 SOIL CLASSIFICATION IS " A " NATURAL AVERAGE COVER "GRASS" SUBAREA LOSS RATE, Fm(INCH /HR) _ .8200 SUBAREA PERVIOUS LOSS RATE, Fp(INCH /HR) _ .82 SUBAREA PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) _ .20 SUBAREA RUNOFF(CFS) _ .22 EFFECTIVE AREA(ACRES) = 1.30 AREA- AVERAGED Fm(INCH /HR) _ .82 AREA- AVERAGED Fp(INCH /HR) _ .82 AREA- AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 1.30 PEAK FLOW RATE(CFS) = 1.40 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .27 HALFSTREET FLOOD WIDTH(FEET) = 6.95 FLOW VELOCITY(FEET /SEC.) = 2.34 DEPTH *VELOCITY = .62 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 102.00 TO NODE 103.00 IS CODE = 6 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< UPSTREAM ELEVATION(FEET) = 77.19 DOWNSTREAM ELEVATION(FEET) = 74.60 STREET LENGTH(FEET) = 200.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 22.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INTERIOR STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 * *TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 4.60 STREET FLOW MODEL RESULTS: I STREET FLOW DEPTH(FEET) = .37 HALFSTREET FLOOD WIDTH(FEET) = 12.07 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.92 PRODUCT OF DEPTH &VELOCITY = 1.07 STREET FLOW TRAVEL TIME(MIN.) = 1.14 TC(MIN.) = 26.59 25 YEAR RAINFALL INTENSITY(INCH /HR) = 1.967 SOIL CLASSIFICATION IS " A " RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .4850 SUBAREA PERVIOUS LOSS RATE, Fp(INCH /HR) = .97 SUBAREA PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 4.80 SUBAREA RUNOFF(CFS) = 6.40 EFFECTIVE AREA(ACRES) = 6.10 AREA - AVERAGED Fm(INCH /HR) _ .56 AREA- AVERAGED Fp(INCH /HR) = .92 AREA- AVERAGED Ap = .61 TOTAL AREA(ACRES) = 6.10 PEAK FLOW RATE(CFS) = 7.74 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .43 HALFSTREET FLOOD WIDTH(FEET) = 15.27 FLOW VELOCITY(FEET /SEC.) = 3.16 DEPTH *VELOCITY = 1.36 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 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 8.8 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 7.4 UPSTREAM NODE ELEVATION(FEET) = 74.60 DOWNSTREAM NODE ELEVATION(FEET) = 68.50 FLOW LENGTH(FEET) = 410.00 MANNING'S N = 013 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 7.74 TRAVEL TIME(MIN.) _ .92 TC(MIN.) = 27.52 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 /HR) = 1.927 - SOIL CLASSIFICATION IS " A " RESIDENTIAL -> 5-7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) - .4850 SUBAREA PERVIOUS LOSS RATE, Fp(INCH /HR) = .97 SUBAREA PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 3.30 SUBAREA RUNOFF(CFS) = 4.28 EFFECTIVE AREA(ACRES) = 9.40 AREA- AVERAGED Fm(INCH /HR) _ .53 AREA- AVERAGED Fp(INCH /HR) _ .93 AREA- AVERAGED Ap = .57 TOTAL AREA(ACRES) = 9.40 PEAK FLOW RATE(CFS) = 11.80 TC(MIN) = 27.52 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 104.00 TO NODE 105.00 IS CODE = 4 ---------------------------------------------------------------------------- >>>>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< I� >>>>>USING USER - SPECIFIED PIPESIZE« <<< ----- - - - - -- DEPTH OF FLOW IN 24.0 INCH PIPE IS 8.5 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 11.8 UPSTREAM NODE ELEVATION(FEET) = 68.50 DOWNSTREAM NODE ELEVATION(FEET) = 56.23 FLOW LENGTH(FEET) = 315.00 MANNING'S N = .013 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 11.80 TRAVEL TIME(MIN.) _ .45 TC(MIN.) = 27.96 - - 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 /HR) = 1.908 SOIL CLASSIFICATION IS " A " RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) _ .4850 SUBAREA PERVIOUS LOSS RATE, Fp(INCH /HR) = .97 SUBAREA PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 2.70 SUBAREA RUNOFF(CFS) = 3.46 EFFECTIVE AREA(ACRES) = 12.10 AREA- AVERAGED Fm(INCH /HR) _ .52 AREA - AVERAGED Fp(INCH /HR) = .94 AREA- AVERAGED Ap = .55 TOTAL AREA(ACRES) = 12.10 PEAK FLOW RATE(CFS) = 15.11 TC(MIN) = 27.96 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 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 FLOW IN 24.0 INCH PIPE IS 6.5 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 22.0 UPSTREAM NODE ELEVATION(FEET) = 56.23 DOWNSTREAM NODE ELEVATION(FEET) = 49.49 FLOW LENGTH(FEET) = 37.00 MANNING'S N = .013 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 15.11 1 TRAVEL TIME(MIN.) = .03 TC(MIN.) = 27.99 - - FLOW PROCESS FROM NODE 106.00 TO NODE 106.00 IS CODE = 1 --- -------- ----- ----- --------- ---- ---- --------- ---- ---- ------------------ >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 27.99 RAINFALL INTENSITY(INCH /HR) = 1.91 AREA- AVERAGED Fm(INCH /HR) = .52 AREA - AVERAGED Fp(INCH /HR) = .94 AREA- AVERAGED Ap = .55 EFFECTIVE STREAM AREA(ACRES) = 12.10 TOTAL STREAM AREA(ACRES) = 12.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 15.11 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - - FLOW PROCESS FROM NODE 200.00 TO NODE 201.00 IS CODE = 2.1 ---- - - - - -- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< ---------------------------------------------------------------------------- DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5 -7 DWELLINGS /ACRE TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 INITIAL SUBAREA FLOW- LENGTH(FEET) = 1020.00 UPSTREAM ELEVATION(FEET) = 83.30 DOWNSTREAM ELEVATION(FEET) = 64.19 ELEVATION DIFFERENCE(FEET) = 19.11 TC(MIN.) _ .389 *[( 1020.00 ** 3.00)/( 19.11)] ** .20 = 13.768 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.919 SOIL CLASSIFICATION IS " A " RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) _ .4850 SUBAREA PERVIOUS LOSS RATE, Fp(INCH /HR) _ .97 SUBAREA PERVIOUS AREA FRACTION, Ap = .50 SUBAREA RUNOFF(CFS) = 7.67 TOTAL AREA(ACRES) = 3.50 PEAK FLOW RATE(CFS) = 7.67 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE -- 20---1.--- 00 - TO - NODE - -- 20200 - IS - CODE 4 >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>USING USER - SPECIFIED PIPESIZE <<<<< ----- --------------- -- DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.6 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 16.3 UPSTREAM NODE ELEVATION(FEET) = 64.19 DOWNSTREAM NODE ELEVATION(FEET) = 53.13 FLOW LENGTH(FEET) = 88.00 MANNING'S N = .013 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 7.67 TRAVEL TIME(MIN.) _ .09 TC(MIN.) = 13.86 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 202.00 TO NODE 202.00 IS CODE = 8 ---------------------------------------------------------------------------- I »» >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< --------------------------- 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.908 SOIL CLASSIFICATION IS " A " RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) _ .4850 SUBAREA PERVIOUS LOSS RATE, Fp(INCH /HR) _ .97 SUBAREA PERVIOUS AREA FRACTION, Ap = .50 1 SUBAREA AREA(ACRES) = 3.10 SUBAREA RUNOFF(CFS) = 6.76 EFFECTIVE AREA(ACRES) = 6.60 AREA- AVERAGED Fm(INCH /HR) _ .49 AREA- AVERAGED Fp(INCH /HR) _ .97 AREA- AVERAGED Ap = .50 TOTAL AREA(ACRES) = 6.60 PEAK FLOW RATE(CFS) = 14.39 TC(MIN) = 13.86 11 r, FLOW PROCESS FROM NODE 202.00 TO NODE 203.00 IS CODE = 4 ---------------------------------------------------------------------------- » >>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA< « < >>>>>USING USER - SPECIFIED PIPESIZE« «< DEPTH OF FLOW IN 24.0 INCH PIPE IS 14.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 7.5 UPSTREAM NODE ELEVATION(FEET) = 53.13 DOWNSTREAM NODE ELEVATION(FEET) = 49.60 FLOW LENGTH(FEET) = 354.00 MANNING'S N = .013 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 14.39 TRAVEL TIME(MIN.) _ .79 TC(MIN.) = 14.65 FLOW PROCESS FROM NODE 203.00 TO NODE 106.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< »» >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 14.65 RAINFALL INTENSITY(INCH /HR) = 2.81 AREA- AVERAGED Fm(INCH /HR) = .49 AREA - AVERAGED Fp(INCH /HR) = .97 AREA- AVERAGED Ap = .50 EFFECTIVE STREAM AREA(ACRES) = 6.60 TOTAL STREAM AREA(ACRES) = 6.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 14.39 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** Q Tc Intensity Fp Ap Fm Ae (CFS) (MIN.) (INCH /HR) (INCH /HR) (INCH /HR) (ACRES) 1 23.90 27.99 1.907 .95 .53 .51 18.70 2 27.46 14.65 2.813 .96 .53 .50 12.93 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 27.46 Tc(MIN.) = 14.647 1 EFFECTIVE AREA(ACRES) = 12.93 AREA- AVERAGED Fm(INCH /HR) _ .50 AREA- AVERAGED Fp(INCH /HR) _ .96 AREA- AVERAGED Ap = .53 TOTAL AREA(ACRES) = 18.70 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 106.00 TO NODE 106.00 IS CODE = - - - 8 - » >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.813 t SOIL CLASSIFICATION IS " A " NATURAL POOR COVER "BARREN" SUBAREA LOSS RATE, Fm(INCH /HR) _ .4100 SUBAREA PERVIOUS LOSS RATE, Fp(INCH /HR) = .41 SUBAREA PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 1.40 SUBAREA RUNOFF(CFS) = 3.03 EFFECTIVE AREA(ACRES) = 14.33 AREA- AVERAGED Fm(INCH /HR) _ .49 AREA- AVERAGED Fp(INCH /HR) = .86 AREA- AVERAGED Ap = .57 TOTAL AREA(ACRES) = 20.10 PEAK FLOW RATE(CFS) = 29.91 TC(MIN) = 14.65 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 106.00 TO NODE 107.00 IS CODE = 4 -------------- ---------- ------- ----- ----- ------------- ---------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>USING USER - SPECIFIED PIPESIZE <<<<< DEPTH OF FLOW IN 36.0 INCH PIPE IS 24.3 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.9 UPSTREAM NODE ELEVATION(FEET) = 49.60 DOWNSTREAM NODE ELEVATION(FEET) = 49.50 FLOW LENGTH(FEET) = 30.00 MANNING'S N = .013 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 29.91 TRAVEL TIME(MIN.) _ .08 TC(MIN.) = 14.73 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 20.10 TC(MIN.) = 14.73 EFFECTIVE AREA(ACRES) = 14.33 AREA- AVERAGED Fm(INCH /HR)= .49 AREA- AVERAGED Fp(INCH /HR) _ .86 AREA- AVERAGED Ap = .57 PEAK FLOW RATE(CFS) = 29.91 ** PEAK FLOW RATE TABLE ** Q Tc Intensity Fp Ap Fm Ae (CFS) (MIN.) (INCH /HR) (INCH /HR) (INCH /HR) (ACRES) 1 29.91 14.73 2.803 .86 .57 .49 14.33 2 25.43 28.08 1.903 .88 .57 .50 20.10 --------------------------------------------- ------------------------------- END OF RATIONAL METHOD ANALYSIS n P_' t 1 H pl Q 100 HYDROLOGY CALCULATIONS Hi 0 1 1 n 11 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983 -92 Advanced Engineering Software (aes) Ver. 1.9A Release Date: 6/26/92 License ID 1237 Analysis prepared by: HALL & FOREMAN, INC. 13821 NEWPORT AVENUE, Suite 200 TUSTIN, CALIFORNIA 92680 -7803 714/544 -3404 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * HERITAGE VILLAGE * AREA 3 * Q 100 FILE: 5195D32.RES /DAT ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: 519531.DAT TIME /DATE OF STUDY: 11:34 3/ 8/1999 ---------------- -- 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 = 2.1 - - >>>>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< NATURAL AVERAGE COVER TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 INITIAL SUBAREA FLOW- LENGTH(FEET) = 750.00 UPSTREAM ELEVATION(FEET) = 87.50 DOWNSTREAM ELEVATION(FEET) = 78.58 - ELEVATION DIFFERENCE(FEET) = 8.92 TC(MIN.) .706 *[( 750.00 ** 3.00)/( 8.92)) ** .20 24.197 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.621 1 SOIL CLASSIFICATION IS " A " NATURAL AVERAGE COVER "GRASS" SUBAREA LOSS RATE, Fm(INCH /HR) = .8200 SUBAREA PERVIOUS LOSS RATE, Fp(INCH /HR) = .82 SUBAREA PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 1.78 H, 7 u! 11 I TOTAL AREA(ACRES) = 1.10 PEAK FLOW RATE(CFS) = 1.78 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 6 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< ----------------------------- UPSTREAM ELEVATION(FEET) = 79.44 DOWNSTREAM ELEVATION(FEET) = 77.19 STREET LENGTH(FEET) = 170.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 22.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 * *TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) _ .29 HALFSTREET FLOOD WIDTH(FEET) = 8.23 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.44 PRODUCT OF DEPTH &VELOCITY = .71 STREET FLOW TRAVEL TIME(MIN.) = 1.16 TC(MIN.) 1.94 = 25.36 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.548 SOIL CLASSIFICATION IS " A " NATURAL AVERAGE COVER "GRASS" SUBAREA LOSS RATE, Fm(INCH /HR) _ .8200 SUBAREA PERVIOUS LOSS RATE, Fp(INCH /HR) = .82 SUBAREA PERVIOUS AREA FRACTION, Ap = 100 - SUBAREA AREA(ACRES) = .20 SUBAREA RUNOFF(CFS) _ .31 EFFECTIVE AREA(ACRES) = 1.30 AREA AVERAGED Fm(INCH /HR) .82 AREA- AVERAGED Fp(INCH /HR) = .82 AREA- AVERAGED AP = 1.00 TOTAL AREA(ACRES) = 1.30 PEAK FLOW RATE(CFS) = 2.02 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .30 HALFSTREET FLOOD WIDTH(FEET) = 8.87 FLOW VELOCITY(FEET /SEC.) = 2.24 DEPTH *VELOCITY = .68 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 102.00 TO NODE -- 103 00 IS CODE - = - - - 6 -- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< --------------------------------------------------- ------------------------- UPSTREAM ELEVATION(FEET) = 77.19 DOWNSTREAM ELEVATION(FEET) = 74.60 STREET LENGTH(FEET) = 200.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 22.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 ' SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 * *TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 6.34 STREET FLOW MODEL RESULTS: i:i n Lj C 1 1 STREET FLOW DEPTH(FEET) = .41 HALFSTREET FLOOD WIDTH(FEET) = 13.99 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.05 PRODUCT OF DEPTH &VELOCITY = 1.24 STREET FLOW TRAVEL TIME(MIN.) = 1.09 TC(MIN.) = 26.45 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.485 SOIL CLASSIFICATION IS " A " RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) _ .4850 SUBAREA PERVIOUS LOSS RATE, Fp(INCH /HR) = .97 SUBAREA PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 4.80 SUBAREA RUNOFF(CFS) = 8.64 EFFECTIVE AREA(ACRES) = 6.10 AREA - AVERAGED Fm(INCH /HR) _ .56 AREA - AVERAGED Fp(INCH /HR) = .92 AREA- AVERAGED Ap = .61 TOTAL AREA(ACRES) = 6.10 PEAK FLOW RATE(CFS) = 10.59 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .47 HALFSTREET FLOOD WIDTH(FEET) = 17.20 FLOW VELOCITY(FEET /SEC.) = 3.44 DEPTH *VELOCITY = 1.62 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 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 10.5 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 8.0 UPSTREAM NODE ELEVATION(FEET) = 74.60 DOWNSTREAM NODE ELEVATION(FEET) = 68.50 FLOW LENGTH(FEET) = 410.00 MANNING'S N = .013 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 10.59 TRAVEL TIME(MIN.) _ .85 TC(MIN.) = 27.30 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 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 /HR) = 2.438 SOIL CLASSIFICATION IS " A " RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) _ .4850 SUBAREA PERVIOUS LOSS RATE, Fp(INCH /HR) = .97 SUBAREA PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 3.30 SUBAREA RUNOFF(CFS) = 5.80 EFFECTIVE AREA(ACRES) = 9.40 AREA - AVERAGED Fm(INCH /HR) _ .53 AREA - AVERAGED Fp(INCH /HR) _ .93 AREA- AVERAGED Ap = .57 TOTAL AREA(ACRES) = 9.40 PEAK FLOW RATE(CFS) = 16.13 TC(MIN) = 27.30 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 104.00 TO NODE 105.00 IS CODE = 4 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< is >>>>>USING USER - SPECIFIED PIPESIZE« <<< ---------------------------------------------------------------------------- DEPTH OF FLOW IN 24.0 INCH PIPE IS 10.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 12.8 UPSTREAM NODE ELEVATION(FEET) = 68.50 DOWNSTREAM NODE ELEVATION(FEET) = 56.23 FLOW LENGTH(FEET) = 315.00 MANNING'S N = .013 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 16.13 TRAVEL TIME(MIN.) _ .41 TC(MIN.) = 27.71 - - 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 /HR) = 2.416 SOIL CLASSIFICATION IS " A " RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) _ .4850 SUBAREA PERVIOUS LOSS RATE, Fp(INCH /HR) _ .97 SUBAREA PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 2.70 SUBAREA RUNOFF(CFS) = 4.69 EFFECTIVE AREA(ACRES) = 12.10 AREA- AVERAGED Fm(INCH /HR) _ .52 AREA - AVERAGED Fp(INCH /HR) _ .94 AREA- AVERAGED Ap = .55 TOTAL AREA(ACRES) = 12.10 PEAK FLOW RATE(CFS) = 20.64 TC(MIN) = 27.71 - - 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 FLOW IN 24.0 INCH PIPE IS 7.6 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 24.0 UPSTREAM NODE ELEVATION(FEET) = 56.23 DOWNSTREAM NODE ELEVATION(FEET) = 49.49 FLOW LENGTH(FEET) = 37.00 MANNING'S N = .013 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 20.64 TRAVEL TIME(MIN.) _ .03 TC(MIN.) = 27.73 FLOW PROCESS FROM NODE 106.00 TO NODE 106.00 IS CODE = 1 ---------------------------------------------------------------------------- - - >>>>> DESIGNATE - INDEPENDENT - STREAM - FOR - CONFLUENCE« «<--------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 27.73 RAINFALL INTENSITY(INCH /HR) = 2.42 AREA - AVERAGED Fm(INCH /HR) _ .52 AREA- AVERAGED Fp(INCH /HR) _ .94 AREA- AVERAGED Ap = .55 EFFECTIVE STREAM AREA(ACRES) = 12.10 TOTAL STREAM AREA(ACRES) = 12.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 20.64 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - - FLOW PROCESS FROM NODE 200.00 TO NODE 201.00 IS CODE = 2.1 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5 -7 DWELLINGS /ACRE TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 INITIAL SUBAREA FLOW- LENGTH(FEET) = 1020.00 UPSTREAM ELEVATION(FEET) = 83.30 DOWNSTREAM ELEVATION(FEET) = 64.19 ELEVATION DIFFERENCE(FEET) = 19.11 TC(MIN.) _ .389 *[( 1020.00 ** 3.00)/( 19.11)) ** .20 = 13.768 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.676 SOIL CLASSIFICATION IS " A " RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) _ .4850 SUBAREA PERVIOUS LOSS RATE, Fp(INCH /HR) _ .97 SUBAREA PERVIOUS AREA FRACTION, Ap = .50 SUBAREA RUNOFF(CFS) = 10.05 TOTAL AREA(ACRES) = 3.50 PEAK FLOW RATE(CFS) = 10.05 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** -- FLOW - PROCESS - FROM NODE 201.00 TO NODE 202.00 IS CODE = - - - 4 »» >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< »» >USING USER - SPECIFIED PIPESIZE <<<<< DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.5 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 17.6 UPSTREAM NODE ELEVATION(FEET) = 64.19 DOWNSTREAM NODE ELEVATION(FEET) = 53.13 FLOW LENGTH(FEET) = 88.00 MANNING'S N = .013 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 10.05 TRAVEL TIME(MIN.) _ .08 TC(MIN.) = 13.85 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 202.00 TO NODE 202.00 IS CODE = 8 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.663 SOIL CLASSIFICATION IS " A " 1 RESIDENTIAL -> 5 -7 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) _ .4850 SUBAREA PERVIOUS LOSS RATE, Fp(INCH /HR) _ .97 SUBAREA PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 310 SUBAREA RUNOFF(CFS) = 8.87 EFFECTIVE AREA(ACRES) = 6.60 AREA- AVERAGED Fm(INCH /HR) _ .49 AREA - AVERAGED Fp(INCH /HR) = .97 AREA- AVERAGED Ap = .50 TOTAL AREA(ACRES) = 6.60 PEAK FLOW RATE(CFS) = 18.88 TC(MIN) = 13.85 0 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 202.00 TO NODE 203.00 IS CODE = 4 ---------------------------------------------------------------------------- >>>>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>USING USER - SPECIFIED PIPESIZE <<<<< DEPTH OF FLOW IN 24.0 INCH PIPE IS 17.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 7.9 UPSTREAM NODE ELEVATION(FEET) = 53.13 DOWNSTREAM NODE ELEVATION(FEET) = 49.60 FLOW LENGTH(FEET) = 354.00 MANNING'S N = .013 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 18.88 TRAVEL TIME(MIN.) _ .75 TC(MIN.) = 14.60 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 203.00 TO NODE 106.00 IS CODE = 1 ------------------------------------------------------------------------ --» >>>DESIGNATE - INDEPENDENT - STREAM FOR CONFLUENCE« <<< �! >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES <<<<< TOTAL NUMBER OF STREAMS = = = 2 i� CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 14.60 RAINFALL INTENSITY(INCH /HR) = 3.55 AREA- AVERAGED Fm(INCH /HR) = .49 AREA - AVERAGED Fp(INCH /HR) = .97 AREA- AVERAGED Ap = .50 EFFECTIVE STREAM AREA(ACRES) = 6.60 TOTAL STREAM AREA(ACRES) = 6.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 18.88 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** Q Tc Intensity Fp Ap Fm Ae (CFS) (MIN.) (INCH /HR) (INCH /HR) (INCH /HR) (ACRES) 1 32.53 27.73 2.415 .95 .53 .51 18.70 2 36.25 14.60 3.549 .95 .53 .50 12.97 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 36.25 Tc(MIN.) = 14.600 EFFECTIVE AREA(ACRES) = 12.97 AREA- AVERAGED Fm(INCH /HR) _ .50 AREA- AVERAGED Fp(INCH /HR) _ .95 AREA- AVERAGED Ap = .53 TOTAL AREA(ACRES) = 18.70 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 1 FLOW PROCESS -FROM- NODE - -- 10600 -TO- NODE - -- 10600 -IS- CODE 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< -100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.549 SOIL CLASSIFICATION IS " A " NATURAL POOR COVER "BARREN" SUBAREA LOSS RATE, Fm(INCH /HR) = .4100 LA SUBAREA PERVIOUS LOSS RATE, Fp(INCH /HR) _ .41 SUBAREA PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 1.40 SUBAREA RUNOFF(CFS) = 3.96 EFFECTIVE AREA(ACRES) = 14.37 AREA- AVERAGED Fm(INCH /HR) _ .49 AREA- AVERAGED Fp(INCH /HR) = .86 AREA- AVERAGED Ap = .57 TOTAL AREA(ACRES) = 20.10 PEAK FLOW RATE(CFS) = 39.52 TC(MIN) = 14.60 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** d L r� I I FLOW PROCESS FROM NODE 106 00 107.00 IS CODE =---4------------ - TO -- - - - -- - NODE - >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >>>>>USING USER - SPECIFIED PIPESIZE <<<<< ASSUME FULL- FLOWING PIPELINE PIPE -FLOW VELOCITY(FEET /SEC.) = 5.6 UPSTREAM NODE ELEVATION(FEET) = 49.60 DOWNSTREAM NODE ELEVATION(FEET) = 49.50 FLOW LENGTH(FEET) = 30.00 MANNING'S N = .013 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 39.52 TRAVEL TIME(MIN_)_ =_09 TC(MIN.) = 14.69 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 20.10 TC(MIN.) = 14.69 EFFECTIVE AREA(ACRES) = 14.37 AREA- AVERAGED Fm(INCH /HR)= .49 AREA - AVERAGED Fp(INCH /HR) _ .86 AREA- AVERAGED Ap = .57 PEAK FLOW RATE(CFS) = 39.52 ** PEAK FLOW RATE TABLE ** Q Tc Intensity Fp Ap Fm Ae (CFS) (MIN.) (INCH /HR) (INCH /HR) (INCH /HR) (ACRES) 2 39.52 14.69 3.536 .86 .57 .49 14.37 2 34.62 27.82 2.411 .88 .57 .50 20.10 = = END _______________________________ OF RATIONAL METHOD ANALYSIS____________ d L r� I I 17 n I� F u 1 Lli HYDRAULIC CALCULATIONS F 0 5 1 5 P PAGE NO 3 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - HERITAGE VILLAGE PHASE III HEADING LINE NO 2 IS - LINE A IN SHERNAN PLACE, Q100 HEADING LINE NO 3 IS - FILE, 5195D31.INP /OUT n 11 14, 0 0 1 1 r DATE: 3/ 9/1999 TIME c 7:44 FOS15P WATER SURFACE PROFILE — CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CNN 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(S) Y(9) Y(10) CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD 18 4 1.50 CD 24 4 2.00 E CD 36 4 3.00 11 14, 0 0 1 1 r F 0 5 1 5 P 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 IN 971.29 1247.15 36 1256.80 ELEMENT NO 2 IS A REACH * w U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1041.58 1248.20 36 0.013 0.00 0.00 0.00 0 ELEMENT NO 3 IS A JUNCTION • • • • • • + U/S DATA STATION INVERT SECT LAT -1 LAT -2 N 03 04 INVERT -3 INVERT -4 PHI 3 PHI 4 1045.58 1248.30 36 18 0 0.013 3.3 0.0 1051.30 0.00 90.00 0.00 ELEMENT NO 4 IS A REACH • * ' U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1069.80 1248.52 36 0.013 0.00 0.00 0.00 0 ELEMENT NO 5 IS A TRANSITION * + U/S DATA STATION INVERT SECT N 1072.56 1248.72 36 0.013 ELEMENT NO 6 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N 03 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 1074.87 1249.59 24 24 0 0.013 20.6 0.0 1249.70 0.00 60.00 0.00 ELEMENT NO 7 IS A REACH • ' a U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H i 1076.20 1249.60 24 0.013 0.00 0.00 0.00 0 ELEMENT NO 8 IS A REACH • • + U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1086.37 1249.70 24 0.013 0.00 26.14 0.00 0 ELEMENT NO 9 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1114.18 1249.98 24 0.013 0.00 0.00 0.00 0 ELEMENT NO 30 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1139.00 1250.24 24 0.013 0.00 45.00 0.00 0 ELEMENT NO 11 IS A REACH ' U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1221.88 1251.06 24 0.013 0.00 5.00 0.00 0 L 3 G 0 f F 0 5 1 5 P PAGE NO 3 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 12 IS A REACH • * " U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1429.64 1251.13 24 0.013 0.00 0.00 0.00 0 ELEMENT NO 13 IS A JUNCTION " • ` ' * ' " U/S DATA STATION INVERT SECT LAT -1 LAT -2 N 03 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 1430.88 1253.38 24 18 0 0.013 10.1 0.0 1253.75 0.00 60.00 0.00 ELEMENT NO 14 IS A TRANSITION * " U/S DATA STATION INVERT SECT N 1433.77 1253.68 18 0.013 ELEMENT NO 15 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1450.00 1253.84 18 0.013 0.00 0.00 0.00 0 ELEMENT NO 16 IS A REACH * " U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1465.35 1255.06 18 0.013 0.00 65.00 0.00 0 ELEMENT NO 17 IS A REACH * • : U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1485.27 1256.65 18 0.013 0.00 0.00 0.00 0 ELEMENT NO 18 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 1490.49 1257.06 18 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 t DC G 0 f LICENSEE, HALL 4 FOREMAN F0S15P PAGE 1 WATER SURFACE PROFILE LISTING I 1 Ll HERITAGE VILLAGE PHASE III LINE A IN SHERMAN PLACE, Q100 FILE, 5195D31.INP /OUT STATION INVERT DEPTH M.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ EASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L /ELEM SO SF AVE HP NORM DEPTH ZR if tffltff tffff 971.29 /fltlffflfff1ft 1247.15 9.650 11fftff if lfffttfftf4lffft1ff141ff4tf 1256.800 42.8 6.05 0.569 t4ffflffftlffftf 1257.369 llf 0.00 tfff144f 2.131 tt14 ff44t14f4f 4f 3.00 14 tf tffff11ft1f 0.00 0.00 4f 11tff♦ 0 0.00 70.29 0.01494 .004118 0.29 1.543 0.00 1041.58 1248.20 8.889 1257.089 42.8 6.05 0.569 1257.658 0.00 2.131 3.00 0.00 0.00 0 0.00 JUNCT STR 0.02500 .003812 0.02 0.00 1045.58 1248.30 8.973 1257.273 39.5 5.59 0.485 1257.758 0.00 2.046 3.00 0.00 0.00 0 0.00 24.22 0.00908 .003507 0.08 1.711 0.00 i 1069.80 1248.52 8.838 1257.358 39.5 5.59 0.485 1257.843 0.00 2.046 3.00 0.00 0.00 0 0.00 TRANS STR 0.07246 .003507 0.01 0.00 1072.56 1248.72 8.648 1257.368 39.5 5.59 0.485 1257.853 0.00 2.046 3.00 0.00 0.00 0 0.00 JUNCT STR 0.37662 .005243 0.01 0.00 1074.87 1249.59 8.030 1257.620 18.9 6.02 0.562 1258.182 0.00 1.565 2.00 0.00 0.00 0 0.00 1.33 0.00752 .006980 0.01 1.580 0.00 1076.20 1249.60 8.030 1257.630 18.9 6.02 0.562 1258.192 0.00 1.565 2.00 0.00 0.00 0 0.00 10.17 0.00983 .006980 0.07 1.410 0.00 1086.37 1249.70 8.061 1257.761 18.9 6.02 0.562 1258.323 0.00 1.565 2.00 0.00 0.00 0 0.00 27.61 0.01007 .006980 0.19 1.391 0.00 1114.18 1249.98 7.975 1257.955 18.9 6.02 0.562 1258.517 0.00 1.565 2.00 0.00 0.00 0 0.00 24.82 0.01047 .006980 0.17 1.371 0.00 1139.00 1250.24 7.968 1258.208 18.9 6.02 0.562 1258.770 0.00 1.565 2.00 0.00 0.00 0 0.00 82.88 0.00989 .006980 0.58 1.401 0.00 1221.88 1251.06 7.753 1258.813 18.9 6.02 0.562 1259.375 0.00 1.565 2.00 0.00 0.00 0 0.00 207.76 0.00034 .006980 1.45 2.000 0.00 I 1 Ll LICENSEE: HALL & FOREMAN F0515P PAGE 2 WATER SURFACE PROFILE LISTING N, D �L 1 HERITAGE VILLAGE PHASE III LINE A IN SHERMAN PLACE, 0100 FILE: 5195D31.INP /OUT STATION INVERT DEPTH W.S. 0 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 SF AVE HF NORM DEPTH ZR a arse :ara wrarrr 1429.64 rrrerrrrrre 1251.13 aw aawwrwrrrrraaa 9.133 :aa :•rwwwr 1260.263 18.9 aaawwr 6.02 ar rrwrwwwrrwrr 0.562 rr r• 1260.825 rraarray: 0.00 ra :wrrrrr 1.565 :rrarrwaear :aaaa 2.00 :•aarwrr 0.00 rrarrrr 0.00 rrawrwa 0 0.00 JUNCT STR 1.81452 .004247 0.01 0.00 1430.88 1253.38 7.484 1260.864 8.8 2.80 0.122 1260.986 0.00 1.058 2.00 0.00 0.00 0 0.00 TRANS STR 0.10381 .004266 0.01 0.00 1433.77 1253.68 6.985 1260.665 8.8 4.98 0.385 1261.050 0.00 1.148 1.50 0.00 0.00 0 0.00 16.23 0.00986 .007018 0.11 1.060 0.00 1450.00 1253.84 6.939 1260.779 8.8 4.98 0.385 1261.164 0.00 1.148 1.50 0.00 0.00 0 0.00 15.35 0.07948 .007018 0.11 0.560 0.00 1465.35 1255.06 5.892 1260.952 8.8 4.98 0.385 1261.337 0.00 1.148 1.50 0.00 0.00 0 0.00 19.92 0.07982 .007018 0.14 0.560 0.00 1485.27 1256.65 4.442 1261.092 8.8 4.98 0.385 1261.477 0.00 1.148 1.50 0.00 0.00 0 0.00 5.22 0.07982 .024601 -0.49 0.560 0.00 1490.49 1257.06 4.442 1261.502 8.8 4.98 0.385 1261.887 0.00 1.148 1.50 0.00 0.00 0 0.00 N, D �L 1 F 0 5 1 5 P PAGE NO 3 WATER SURFACE PROFILE — TITLE CARD LISTING READING LINE NO 1 IS — HERITAGE VILLAGE PHASE III HEADING LINE NO 2 IS — LINE A IN SHERMAN PLACE, Q25 HEADING LINE NO 3 IS — FILE. 5195D31.INP /OUT s 7� 1 Vi u N. D r J l� I H 0 DATE: 3/ 9/1999 TIMEx S. 2 FOS15P WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CNN NO OF AVE PIER HEIGHT 1 SASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD 18 4 1.50 CD 24 4 2.00 CD 36 4 3.00 N. D r J l� I H 0 1 1 i 6' t L 1 1 1 1 1 PAGE NO 2 W S ELEV 1256.80 RADIUS 0.00 03 * 04 INVERT-3 INVERT-4 2.5 0.0 1051.30 0.00 RADIUS 0.00 ANGLE 0.00 PHI 3 90.00 ANGLE 0.00 ANG PT MAN H 0.00 0 PHI 4 0.00 ANG PT MAN H 0.00 0 • • 03 04 INVERT -3 INVERT -4 e PHI 3 PHI 4 F 0 5 1 5 P 13.1 0.0 1249.70 0.00 60.00 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET ANG PT MAN H 0.00 U/S DATA STATION INVERT SECT RADIUS ANGLE ANG PT 971.29 1247.15 36 26.14 ELEMENT NO 2 IS A REACH RADIUS ANGLE AUG PT MAN H U/S DATA STATION INVERT SECT N RADIUS ANGLE 1041.58 1248.20 36 0.013 ELEMENT NO 3 IS A JUNCTION 0 RADIUS ANGLE ANG PT U/S DATA STATION INVERT SECT LAT -1 LAT -2 N 0 1045.58 1248.30 36 18 0 0.013 ELEMENT NO 4 IS A REACH U/S DATA STATION INVERT SECT N 1069.80 1248.52 36 0.013 ELEMENT NO 5 IS A TRANSITION U/S DATA STATION INVERT SECT N 1072.56 1248.72 36 0.013 ELEMENT NO 6 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N 1074.87 1249.59 24 24 0 0.013 ELEMENT NO 7 IS A REACH U/S DATA STATION INVERT SECT N 1076.20 1249.60 24 0.013 ELEMENT NO 8 IS A REACH U/S DATA STATION INVERT SECT N 1086.37 1249.70 24 0.013 ELEMENT NO 9 IS A REACH U/S DATA STATION INVERT SECT N 1114.18 1249.98 24 0.013 ELEMENT NO 10 IS A REACH U/S DATA STATION INVERT SECT N 1139.00 1250.24 24 0.013 ELEMENT NO 11 IS A REACH U/S DATA STATION INVERT SECT N 1221.88 1251.06 24 0.013 PAGE NO 2 W S ELEV 1256.80 RADIUS 0.00 03 * 04 INVERT-3 INVERT-4 2.5 0.0 1051.30 0.00 RADIUS 0.00 ANGLE 0.00 PHI 3 90.00 ANGLE 0.00 ANG PT MAN H 0.00 0 PHI 4 0.00 ANG PT MAN H 0.00 0 • • 03 04 INVERT -3 INVERT -4 e PHI 3 PHI 4 13.1 0.0 1249.70 0.00 60.00 0.00 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 26.14 0.00 0 RADIUS ANGLE AUG PT MAN H 0.00 0.00 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 45.00 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 5.00 0.00 0 F 0 5 1 5 P PAGE NO 3 ' WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 12 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1429.64 1251.13 24 0.013 0.00 0.00 0.00 0 ELEMENT NO 13 IS A JUNCTION + • • • + • U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 04 INVERT -3 INVERT -4 PHI 3 PHI 4 1430.88 1253.38 24 18 0 0.013 6.7 0.0 1253.75 0.00 60.00 0.00 ELEMENT NO 14 IS A TRANSITION • U/S DATA STATION INVERT SECT N 1433.77 1253.68 18 0.013 ELEMENT NO 15 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1450.00 1253.84 18 0.013 0.00 0.00 0.00 0 ` ELEMENT NO 16 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1465.35 1255.06 18 0.013 0.00 65.00 0.00 0 ELEMENT NO 17 IS A REACH * * + U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1485.27 1256.65 18 0.013 0.00 0.00 0.00 0 ELEMENT NO 18 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S RLEV 1490.49 1257.06 18 0.00 NO EDIT ERRORS ENCOUNTERED - COMPUTATION IS NOW BEGINNING i •• WARNING NO. 2 "• - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV INV + DC 1 i 1 S i t 1 1 i 3 H LICENSEE. HALL 8 FOREMAN FOS15P PAGE 1 WATER SURFACE PROFILE LISTING i I 1 1 C HERITAGE VILLAGE PHASE III LINE A IN SHERNAN PLACE, 025 FILE, 5195D31.INP /OUT STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ 2L NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L /ELEM SO SF AVE HF NORM DEPTH ER ffltf tf lff 971.29 if ttf ttfftlftflt 1247.15 if 9.650 ffRffRtflflRR!!•tRlff 1256.800 ltlffff 30.0 4.24 Rtff!!f•1tf 0.280 11f fff! ♦flf 1257.080 tlflfff 0.00 Rf!lR141l1RlfRf 1.775 lfkRlR lRf 3.00 lff tffflf 0.00 •ttlRfRRf 0.00 0 left 0.00 70.29 0.01494 .002023 0.14 1.260 0.00 1041.58 1248.20 8.742 1256.942 30.0 4.24 0.280 1257.222 0.00 1.775 3.00 0.00 0.00 0 0.00 JUNCT STR 0.02500 .001861 0.01 0.00 1045.58 1248.30 8.739 1257.039 27.5 3.89 0.235 1257.274 0.00 1.696 3.00 0.00 0.00 0 0.00 24.22 0.00908 .001700 0.04 1.380 0.00 1069.80 1248.52 8.560 1257.080 27.5 3.89 0.235 1257.315 0.00 1.696 3.00 0.00 0.00 0 0.00 TRANS SIR 0.07246 .001700 0.00 0.00 1072.56 1248.72 8.365 1257.085 27.5 3.89 0.235 1257.320 0.00 1.696 3.00 0.00 0.00 0 0.00 JUNCT STR 0.3 662 . 002876 0.01 0.00 1074.87 1249.59 7.585 1257.175 14.4 4.58 0.326 1257.501 0.00 1.367 2.00 0.00 0.00 0 0.00 1.33 0.00752 .004052 0.01 1.271 0.00 1076.20 1249.60 7.580 1257.180 14.4 4.58 0.326 1257.506 0.00 1.367 2.00 0.00 0.00 0 0.00 10.17 0.00983 .004052 0.04 1.163 0.00 1086.37 1249.70 7.556 1257.256 14.4 4.58 0.326 1257.582 0.00 1.367 2.00 0.00 0.00 0 0.00 27.81 0.01007 .004052 0.11 1.154 0.00 1114.18 1249.98 7.389 1257.369 14.4 4.58 0.326 1257.695 0.00 1.367 2.00 0.00 0.00 0 0.00 24.82 0.01047 .004052 0.10 1.140 0.00 1139.00 1250.24 7.276 1257.516 14.4 4.58 0.326 1257.842 0.00 1.367 2.00 0.00 0.00 0 0.00 62.88 0.00989 .004052 0.34 1.160 0.00 1221.88 1251.06 6.807 1257.867 14.4 4.58 0.326 1258.193 0.00 1.367 2.00 0.00 0.00 0 0.00 3 207.76 0.00034 .004052 0.84 2.000 0.00 i I 1 1 C u D :7 p. r il LICENSEE: HALL 6 FOREMAN FOS15P PAGE 2 WATER SURFACE PROFILE LISTING HERITAGE VILLAGE PHASE III LINE A IN SHERMAN PLACE, 025 FILE: 5195D31.INP /OUT STATION INVERT DEPTH W. S. 0 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 SF AVE HF NORM DEPTH ZR ♦f RRfR4Rff41f 1429.64 4f1fR 111f 1251.13 441ffRfff♦ 7.579 Rff1f 4f 4f1fffffRiff 1258.709 14.4 Yf lffff 4.58 tff4f/ 0.326 ffffflfff tffRfflf4 1259.035 0.00 ♦4444f 1ffRff1ff11Rtf4fff 1.367 R14Rif1f 2.00 4f 0.00 1f R1fff 0.00 tffff 0 Rff 0.00 JUNCT STR 1.81452 .002606 0.00 0.00 1430.88 1253.38 5.672 1259.052 7.7 2.45 0.093 1259.145 0.00 0.987 2.00 0.00 0.00 0 0.00 TRANS STR 0.10381 .003266 0.01 0.00 1433.77 1253.68 5.221 1258.901 7.7 4.36 0.295 1259.196 0.00 1.075 1.50 0.00 0.00 0 0.00 16.23 0.00986 .005373 0.09 0.960 0.00 1450.00 1253.84 5.148 1258.988 7.7 4.36 0.295 1259.283 0.00 1.075 1.50 0.00 0.00 0 0.00 15.35 0.07948 .005373 0.08 0.520 0.00 1465.35 1255.06 4.060 1259.120 7.7 4.36 0.295 1259.415 0.00 1.075 1.50 0.00 0.00 0 0.00 19.92 0.07982 .005373 0.11 0.520 0.00 1485.27 1256.65 2.577 1259.227 7.7 4.36 0.295 1259.522 0.00 1.075 1.50 0.00 0.00 0 0.00 5.22 0.07982 .024486 -0.49 0.520 0.00 1490.49 1257.06 2.577 1259.637 7.7 4.36 0.295 1259.932 0.00 1.075 1.50 0.00 0.00 0 0.00 D :7 p. r il i F 0 5 1 5 P PAGE NO 3 WATER SURFACE PROFILE — TITLE CARD LISTING HEADING LINE NO 1 IS — HERITAGE VILLAGE PHASE III HEADING LINE NO 2 IS — LINE B , 0100 HEADING LINE NO 3 IS — FILE. 5195D33.INP /OUT i i i r i a a i i a I A ii u v U 1 DATE, 3/ 8/1999 TIME, 16,40 FOSiSP WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL 2R INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD 18 4 1.50 CD 24 4 2.00 ii u v U 1 C Lj p WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET • • ' U/S DATA STATION INVERT SECT W S ELEV 999.10 1249.49 18 1257.74 ELEMENT NO 2 IS A REACH * ' U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1021.37 1250.46 18 0.013 0.00 0.00 0.00 0 ELEMENT NO 3 IS A REACH • ' U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1035.10 1256.04 18 0.013 0.00 0.00 0.00 0 ELEMENT NO 4 IS A JUNCTION ■ • • * ' U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 04 INVERT -3 INVERT -4 PHI 3 PHI 4 1039.78 1256.23 18 18 0 0.013 4.5 0.0 1256.41 0.00 45.00 0.00 ELEMENT NO 5 IS A REACH * ■ ' U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1195.00 1264.44 18 0.013 0.00 0.00 0.00 0 ELEMENT NO 6 IS A REACH ' • ' U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1225.00 1266.02 18 0.013 0.00 0.00 0.00 0 ELEMENT NO 7 IS A REACH • ' w U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1344.93 1268.44 18 0.013 0.00 0.00 0.00 1 ELEMENT NO 8 IS A JUNCTION * . * ' w ■ ' U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 1349.61 1268.45 18 18 0 0.013 5.5 0.0 1268.46 0.00 70.00 0.00 ELEMENT NO 9 IS A REACH ' ■ ' U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1645.31 1270.12 18 0.013 0.00 0.00 0.00 0 ELEMENT NO 10 IS A REACH * • ■ U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1649.99 1270.14 18 0.013 0.00 0.00 0.00 1 ELEMENT NO 11 IS A REACH • * ' U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1685.65 1270.75 18 0.013 0.00 90.00 0.00 0 C Lj p F 0 5 1 5 P PAGE NO 3 H x C rk I 11 r 0 n WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 12 IS A REACH * • + U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1749.04 1271.84 18 0.013 0.00 0.00 0.00 0 ELEMENT NO 13 IS A REACH + + + U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1760.02 1272.03 18 + 0.013 + ELEMENT NO 14 IS A SYSTEM HEADWORKS 0.00 10.00 0.00 0 U/S DATA STATION INVERT SECT W S ELEV 1764.14 1272.10 18 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 H x C rk I 11 r 0 n L 6 LICENSER. HALL,& FOREMAN FOS15P PAGE 1 WATER SURFACE PROFILE LISTING i'' qt.- E e IJ , HERITAGE VILLAGE PHASE III LINE B , Q100 FILE. 5195D33.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 SF AVE HF NORM DEPTH ZR •+♦+♦+ ree +r 999.10 ++•wer+rrr+wr 1249.49 :r +r+wwwwww 8.250 :r rrrrr+: 1257.740 rrr 20.6 r• +r +rr :rr 11.66 :wrwwwr +w 2.110 rwrwrwww :+ww 1259.850 wwra 0.00 ++rrr r: rrrrr+rr+rrewwr 1.471 wrrrw 1.50 wwr :r +rrwwwwwrer 0.00 0.00 :w+rer 0 0.00 22.27 0.04356 .038459 0.86 1.150 0.00 1021.37 1250.46 6.136 1258.596 20.6 11.66 2.110 1260.706 0.00 1.471 1.50 0.00 0.00 0 0.00 13.73 0.40641 .038459 0.53 0.570 0.00 1035.10 1256.04 3.085 1259.125 20.6 11.66 2.110 1261.235 0.00 1.471 1.50 0.00 0.00 0 0.00 JUNCT STR 0.04060 .030975 0.14 0.00 1039.78 1256.23 4.539 1260.769 16.1 9.11 1.289 1262.058 0.00 1.426 1.50 0.00 0.00 0 0.00 69.97 0.05289 .023492 1.64 0.900 0.00 1109.75 1259.93 2.503 1262.434 16.1 9.11 1.289 1263.723 0.00 1.426 1.50 0.00 0.00 0 0.00 HYDRAULIC JUMP 0.00 1109.75 1259.93 0.913 1260.844 16.1 14.30 3.175 1264.019 0.00 1.426 1.50 0.00 0.00 0 0.00 47.64 0.05289 .047773 2.28 0.900 0.00 1157.39 1262.45 0.939 1263.390 16.1 13.82 2.966 1266.356 0.00 1.426 1.50 0.00 0.00 0 0.00 23.70 0.05289 . 043156 1.02 0.900 0.00 1181.09 1263.70 0.978 1264.682 16.1 13.19 2.700 1267.382 0.00 1.426 1.50 0.00 0.00 0 0.00 13.91 0.05289 .038341 0.53 0.900 0.00 1195.00 1264.44 1.021 1265.461 16.1 12.57 2.453 1267.914 0.00 1.426 1.50 0.00 0.00 0 0.00 3.71 0.05267 .035377 0.13 0.900 0.00 1198.71 1264.63 1.036 1265.671 16.1 12.36 2.371 1268.042 0.00 1.426 1.50 0.00 0.00 0 0.00 8.48 0.05267 .032794 0.28 0.900 0.00 1207.19 1265.08 1.083 1266.165 16.1 11.79 2.157 1268.322 0.00 1.426 1.50 0.00 0.00 0 0.00 6.26 0.05267 .029334 0.18 0.900 0.00 i'' qt.- E e IJ , u r H 1 LICENSEES HALL E FOREMAN F0515P PAGE 2 WATER SURFACE PROFILE LISTING HERITAGE VILLAGE PHASE III LINE B , Q100 FILE. 5195D33.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 SF AVE HF NORM DEPTH ZR ffffff!l fifl 1213.45 lfff• llffflYtflf!!ltffifff!!flffiift 1265.41 1.133 1266.545 16.1 lfffff fff 11.24 tf ltfflffffff 1.960 Rff llf 1268.505 tfff lffifflflffffflffff 0.00 1.426 ;!ltfff 4ffllffff•lfif 1.50 0.00 lffffffffif 0.00 0 0.00 4.64 0.05267 .026361 0.12 0.900 0.00 1218.09 1265.66 1.189 1266.845 16.1 10.71 1.782 1268.627 0.00 1.426 1.50 0.00 0.00 0 0.00 3.44 0.05267 .023867 0.08 0.900 0.00 1221.53 1265.84 1.252 1267.089 16.1 10.22 1.621 1268.710 0.00 1.426 1.50 0.00 0.00 0 0.00 2.38 0.05267 .021874 0.05 0.900 0.00 1223.91 1265.96 1.326 1267.288 16.1 9.74 1.473 1268.761 0.00 1.426 1.50 0.00 0.00 0 0.00 1.09 0.05267 .020682 0.02 0.900 0.00 1225.00 1266.02 1.426 1267.446 16.1 9.28 1.337 1268.783 0.00 1.426 1.50 0.00 0.00 0 0.00 18.29 0.02018 .020317 0.37 1.400 0.00 1243.29 1266.39 1.400 1267.789 16.1 9.38 1.365 1269.154 0.00 1.426 1.50 0.00 0.00 0 0.00 101.64 0.02018 .020281 2.06 1.400 0.00 1344.93 1268.44 1.400 1269.840 16.1 9.38 1.365 1271.205 0.00 1.426 1.50 0.00 0.00 0 0.00 1344.93 1268.44 1.426 1269.866 16.1 9.28 1.337 1271.203 0.00 1.426 1.50 0.00 0.00 0 0.00 JUNCT STR 0.00214 .015267 0.07 0.00 1349.61 1268.45 2.906 1271.356 10.6 6.00 0.559 1271.915 0.00 1.251 1.50 0.00 0.00 0 0.00 295.70 0.00565 .010183 3.01 1.500 0.00 1645.31 1270.12 4.247 1274.367 10.6 6.00 0.559 1274.926 0.00 1.251 1.50 0.00 0.00 0 0.00 4.68 0.00427 .010183 0.05 1.500 0.00 1649.99 1270.14 4.303 1274.443 10.6 6.00 0.559 1275.002 0.00 1.251 1.50 0.00 0.00 0 0.00 35.66 0.01711 .010183 0.36 0.990 0.00 1685.65 1270.75 4.168 1274.918 10.6 6.00 0.559 1275.477 0.00 1.251 1.50 0.00 0.00 0 0.00 r H 1 rl 9 LICENSEE. HALL 4 FOREMAN FOS15P PAGE 3 WATER SURFACE PROFILE LISTING r d D u L L Ifl r HERITAGE VILLAGE PHASE III LINE 8 , 0100 FILE. 5195D33.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 /ELEM SO SF AVE HP NORM DEPTH ZR f ffffffflfffffffftfflfftf tiff lfftRtfffffflftflff ♦fflff ♦Rft if tffff 1ff 11ffffffflfflffllfffflf tfff•ffff lffflf ♦f if if ffffffffff ltfff 63.39 0.01719 .010183 0.65 0.990 0.00 1749.04 1271.84 3.723 1275.563 10.6 6.00 0.559 1276.122 0.00 1.251 1.50 0.00 0.00 0 0.00 10.98 0.01730 . 010183 0.11 0.980 0.00 1760.02 1272.03 3.682 1275.712 10.6 6.00 0.559 1276.271 0.00 1.251 1.50 0.00 0.00 0 0.00 4.12 0.01730 .011721 -0.13 0.980 0.00 1764.14 1272.10 3.682 1275.782 10.6 6.00 0.559 1276.341 0.00 1.251 1.50 0.00 0.00 0 0.00 r d D u L L Ifl r F 0 5 1 5 P PAGE NO 3 WATER SURFACE PROFILE - TITLE CARD LISTING BEADING LINE NO 1 IS - HERITAGE VILLAGE PHASE III READING LINE NO 2 IS - LINE B , 025 HEADING LINE NO 3 IS - FILE. 5195D33.INP /OUT i l] [9 u [1 n 0 DATE, 3/ 8/1999 TIMES 16,43 F0515P WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CNN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD 18 4 1.50 CD 24 4 2.00 l] [9 u [1 n 0 N" t i [l t e. F 0 5 1 5 P 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 999.10 1249.49 18 1257.74 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1021.37 1250.46 18 0.013 0.00 0.00 0.00 0 ELEMENT NO 3 IS A REACH ' • ' U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1035.10 1256.04 18 0.013 0.00 0.00 0.00 0 ELEMENT NO 4 IS A JUNCTION ' ' • * ' U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 04 INVERT -3 INVERT -4 PHI 3 PHI 4 1039.78 1256.23 18 18 0 0.013 4.1 0.0 1256.41 0.00 45.00 0.00 ELEMENT NO 5 IS A REACH • • ' WE DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1195.00 1264.44 18 0.013 0.00 0.00 0.00 0 ELEMENT NO 6 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1225.00 1266.02 18 0.013 0.00 0.00 0.00 0 ELEMENT NO 7 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1344.93 1268.44 18 0.013 0.00 0.00 0.00 1 ELEMENT NO 8 IS A JUNCTION * ' • * • ' ' U/S DATA STATION INVERT SECT LAT -1 LAT -2 N 03 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 1349.61 1268.45 18 18 0 0.013 3.3 0.0 1268.46 0.00 70.00 0.00 ELEMENT NO 9 IS A REACH ' U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1645.31 1270.12 18 0.013 0.00 0.00 0.00 0 ELEMENT NO 10 IS A REACH • • ' U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1649.99 1270.14 18 0.013 0.00 0.00 0.00 1 ELEMENT NO 11 IS A REACH • • ' U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1685.65 1270.75 18 0.013 0.00 90.00 0.00 0 N" t i [l t e. 0 u ki a I 1 t pil P 0 5 1 5 P PAGE NO 3 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 12 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1749.04 1271.84 18 0.013 0.00 0.00 0.00 0 ELEMENT NO 13 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H ELEMENT NO 14 IS 1760.02 1272.03 18 A SYSTEM HEADWORKS * 0.013 " 0.00 10.00 0.00 0 U/S DATA STATION INVERT SECT W S ELEV 1764.14 1272.10 18 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 0 u ki a I 1 t pil LICENSEE. HALL 4 FOREMAN F0515P PAGE 1 WATER SURFACE PROFILE LISTING Hfl J HERITAGE VILLAGE PHASE III LINE B , Q25 FILE, 5195D33.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 SF AVE HF NORM DEPTH ZR •wrw•w•w :ww 999.10 :wwwwewwawwwwwrar: 1249.49 8.250 ararawwaawwwwwwww 1257.740 wwawwwaawwr 15.1 8.55 waa• :raraaa 1.134 arww w :w 1258.874 wr raa as 0.00 ww :ww♦wwwwwrewe.we 1.408 :rw :rrarw 1.50 wwerwwww• 0.00 :r :arrarraaw. 0.00 0 0.00 22.27 0.04356 .020664 0.46 0.911 0.00 1021.37 1250.46 7.740 1258.200 15.1 8.55 1.134 1259.334 0.00 1.408 1.50 0.00 0.00 0 0.00 13.73 0.40641 .020664 0.28 0.480 0.00 1035.10 1256.04 2.444 1258.484 15.1 8.55 1.134 1259.618 0.00 1.408 1.50 0.00 0.00 0 0.00 JUNCT STE 0.04060 .015815 0.07 0.00 1039.78 1256.23 3.274 1259.504 11.0 6.23 0.602 1260.106 0.00 1.270 1.50 0.00 0.00 0 0.00 23.98 0.05289 .010966 0.26 0.710 0.00 1063.76 1257.50 2.281 1259.780 11.0 6.23 0.602 1260.382 0.00 1.270 1.50 0.00 0.00 0 0.00 HYDRAULIC JUMP 0.00 1063.76 1257.50 0.710 1258.209 11.0 13.35 2.767 1260.976 0.00 1.270 1.50 0.00 0.00 0 0.00 11.89 0.05289 .052948 0.63 0.710 0.00 1075.65 1258.13 0.710 1258.837 11.0 13.35 2.767 1261.604 0.00 1.270 1.50 0.00 0.00 0 0.00 72.49 0.05289 .051048 3.70 0.710 0.00 1148.14 1261.96 0.725 1262.687 11.0 12.99 2.619 1265.306 0.00 1.270 1.50 0.00 0.00 0 0.00 31.55 0.05289 .046195 1.46 0.710 0.00 1179.69 1263.63 0.752 1264.382 11.0 12.39 2.383 1266.765 0.00 1.270 1.50 0.00 0.00 0 0.00 15.31 0.05289 .040690 0.62 0.710 0.00 1195.00 1264.44 0.782 1265.222 11.0 11.82 2.168 1267.390 0.00 1.270 1.50 0.00 0.00 0 0.00 2.65 0.05267 .037608 0.10 0.710 0.00 1197.65 1264.58 0.788 1265.368 11.0 11.69 2.122 1267.490 0.00 1.270 1.50 0.00 0.00 0 0.00 9.11 0.05267 .034896 0.32 0.710 0.00 Hfl J LICENSEE, HALL & FOREMAN FOS15P PAGE 2 WATER SURFACE PROFILE LISTING N N- I 11 HERITAGE VILLAGE PHASE III LINE B , 025 FILE, 5195D33.INP /OUT STATION INVERT DEPTH W.S. 0 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 SF AVE HF NORM DEPTH ZR f fflfff ffffff!!!ft 1206.76 ♦tflfltfff!ltltff•f 1265.06 0.819 ifffffff 1265.878 f ♦tflf!lfifltflfftlflfft!lff 11.0 11.14 1.929 if 1267.807 tfffffffffifffl 0.00 fff 1.270 fl tl fll fff ! lfffflt!!!f 1.50 ♦ 0.00 ♦ ♦1flfft!!tf 0.00 0 ♦it 0.00 6.55 0.05267 .030795 0.20 0.710 0.00 1213.31 1265.40 0.851 1266.255 11.0 10.63 1.754 1268.009 0.00 1.270 1.50 0.00 0.00 0 0.00 4.92 0.05267 .027199 0.13 0.710 0.00 1218.23 1265.66 0.885 1266.549 11.0 10.13 1.593 1268.142 0.00 1.270 1.50 0.00 0.00 0 0.00 3.81 0.05267 .024056 0.09 0.710 0.00 1222.04 1265.66 0.921 1266.785 11.0 9.66 1.448 1268.233 0.00 1.270 1.50 0.00 0.00 0 0.00 2.96 0.05267 .021316 0.06 0.710 0.00 1225.00 1266.02 0.960 1266.980 11.0 9.21 1.318 1268.298 0.00 1.270 1.50 0.00 0.00 0 0.00 0.31 0.02018 . 020041 0.01 0.960 0.00 1225.31 1266.03 0.960 1266.986 11.0 9.21 1.318 1268.304 0.00 1.270 1.50 0.00 0.00 0 0.00 26.39 0.02018 .019964 0.53 0.960 0.00 1251.70 1266.56 0.962 1267.521 11.0 9.18 1.309 1268.830 0.00 1.270 1.50 0.00 0.00 0 0.00 55.71 0.02018 .018778 1.05 0.960 0.00 1307.41 1267.68 1.003 1268.686 11.0 8.76 1.191 1269.877 0.00 1.270 1.50 0.00 0.00 0 0.00 18.48 0.02018 .016704 0.31 0.960 0.00 1325.89 1268.06 1.047 1269.103 11.0 8.35 1.082 1270.185 0.00 1.270 1.50 0.00 0.00 0 0.00 9.73 0.02018 .014899 0.14 0.960 0.00 1335.62 1268.25 1.094 1269.346 11.0 7.96 0.984 1270.330 0.00 1.270 1.50 0.00 0.00 0 0.00 5.47 0.02018 . 013340 0.07 0.960 0.00 1341.09 1268.36 1.146 1269.509 11.0 7.59 0.894 1270.403 0.00 1.270 1.50 0.00 0.00 0 0.00 2.98 0.02018 .012008 0.04 0.960 0.00 N N- I 11 LICENSEE. HALL 6 FOREMAN FOS15P PAGE 3 WATER SURFACE PROFILE LISTING N C� Fl C fi J Fl HERITAGE VILLAGE PHASE III LINE B , Q25 FILE, 5195D33.INP /OUT STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPB ELEV OF FLOW ELEV HEAD GRD.EL. BLEV DEPTH DIA ID NO. PIER L /ELEM SO SF AVE HF NORM DEPTH ZR ltffff111f11f 1344.07 11fff1ffff 1268.42 Rffffffflff 1.203 lff 1f 1f111f 1269.626 11tf1flff11f 11.0 7.24 111!lfffff 0.813 Rffflflfffft11ff1fff 1270.439 0.00 Rlffffl 1.270 tRf RfRl11111ffR1if 1.50 lffffffffftfff 0.00 0.00 lfff• 0 0.00 0.86 0.02018 .010892 0.01 0.960 0.00 1344.93 1268.44 1.270 1269.710 11.0 6.89 0.738 1270.448 0.00 1.270 1.50 0.00 0.00 0 0.00 JUNCT STE 0.00214 .007881 0.04 0.00 1349.61 1268.45 2.039 1270.489 7.7 4.36 0.295 1270.784 0.00 1.075 1.50 0.00 0.00 0 0.00 295.70 0.00565 .005373 1.59 1.200 0.00 1645.31 1270.12 1.958 1272.078 7.7 4.36 0.295 1272.373 0.00 1.075 1.50 0.00 0.00 0 0.00 4.68 0.00427 .005373 0.03 1.500 0.00 1649.99 1270.14 1.978 1272.118 7.7 4.36 0.295 1272.413 0.00 1.075 1.50 0.00 0.00 0 0.00 35.66 0.01711 .005373 0.19 0.800 0.00 1685.65 1270.75 1.618 1272.368 7.7 4.36 0.295 1272.663 0.00 1.075 1.50 0.00 0.00 0 0.00 10.01 0.01719 .005314 0.05 0.800 0.00 1695.66 1270.92 1.500 1272.422 7.7 4.36 0.295 1272.717 0.00 1.075 1.50 0.00 0.00 0 0.00 7.23 0.01719 .004980 0.04 0.800 0.00 1702.89 1271.05 1.360 1272.406 7.7 4.57 0.325 1272.731 0.00 1.075 1.50 0.00 0.00 0 0.00 HYDRAULIC JUMP 0.00 1702.89 1271.05 0.808 1271.854 7.7 7.94 0.978 1272.832 0.00 1.075 1.50 0.00 0.00 0 0.00 18.99 0.01719 .016043 0.30 0.800 0.00 E 1721.88 1271.37 0.830 1272.203 7.7 7.67 0.913 1273.116 0.00 1.075 1.50 0.00 0.00 0 0.00 18.08 0.01719 .014429 0.26 0.800 0.00 1739.96 1271.68 0.863 1272.547 7.7 7.31 0.830 1273.377 0.00 1.075 1.50 0.00 0.00 0 0.00 9.08 0.01719 .012755 0.12 0.800 0.00 N C� Fl C fi J Fl u LICENSEE. HALL & FOREMAN P0515P PAGE 4 WATER SURFACE PROFILE LISTING Pt-- L C� rl �i 1 n HERITAGE VILLAGE PHASE III LINE B , 025 FILE. 5195D33.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 SF AVE HF NORM DEPTH ZR ffflltfflfttfRfltfff4Rtl44111ff 1749.04 1271.84 0.898 1ftfflf Rffffttfiffff 1272.738 7.7 tfttfff 6.97 4fk4t4t 0.754 1f Rttf lffftfktfiff 1273.492 0.00 tffffllftfff11ff 1.075 4f 411f 114fRRfftR4lftRf 1.50 0.00 0.00 Rtlftff 0 lff 0.00 1.73 0.01730 .011779 0.02 0.800 0.00 1750.77 1271.87 0.908 1272.778 7.7 6.88 0.735 1273.513 0.00 1.075 1.50 0.00 0.00 0 0.00 4.67 0.01730 .010920 0.05 0.800 0.00 1755.44 1271.95 0.945 1272.896 7.7 6.56 0.668 1273.564 0.00 1.075 1.50 0.00 0.00 0 0.00 2.72 0.01730 .009682 0.03 0.800 0.00 1758.16 1272.00 0.985 1272.983 7.7 6.26 0.608 1273.591 0.00 1.075 1.50 0.00 0.00 0 0.00 1.41 0.01730 .008606 0.01 0.800 0.00 1759.57 1272.02 1.028 1273.050 7.7 5.96 0.552 1273.602 0.00 1.075 1.50 0.00 0.00 0 0.00 0.45 0.01730 .007661 0.00 0.800 0.00 1760.02 1272.03 1.075 1273.105 7.7 5.68 0.501 1273.606 0.00 1.075 1.50 0.00 0.00 0 0.00 1764.14 1272.10 1.075 1273.175 7.7 5.68 0.501 1273.676 0.00 1.075 1.50 0.00 0.00 0 0.00 Pt-- L C� rl �i 1 n F 0 5 1 5 P PAGE NO 3 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - HERITAGE VILLAGE PHASE III HEADING LINE NO 2 IS - LINE C IN SHERNAN PLACE, Q100 HEADING LINE NO 3 IS - FILE: 5195D31.INP /OUT N LI L t fl DATE: 3/ 9/1999 TIMES Bs32 FOS15P 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 PIERS WIDTH DIAMETER WIDTH DROP CD 18 4 1.50 CD 24 4 2.00 CD 36 4 3.00 N LI L t fl it I F 0 5 1 5 P PAGE NO 2 C C �0-1 1� i� 1 Cl pt WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV 1369.13 1252.15 18 1260.26 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1457.75 1254.77 18 0.013 0.00 0.00 0.00 0 ELEMENT NO 3 IS A SYSTEM HEADWORKS • • U/S DATA STATION INVERT SECT W S ELEV 1457.75 1254.77 18 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 r DC C C �0-1 1� i� 1 Cl pt LICENSEE. HALL & FOREMAN FOS15P PAGE 1 WATER SURFACE PROFILE LISTING [7 G Ci Ci J 1 HERITAGE VILLAGE PHASE III LINE C IN SHERMAN PLACE, 0100 FILE. 5195D31.INP /OUT STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ EASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L /ELEM SO SF AVE HF NORM DEPTH ZR rrrrrrrrrrrrrerrrrrr 1369.13 1252.15 rrrrrrr: rrrrrrrrrrrerrrrrrer: rrrrrrrrrrrrr•• 8.110 1260.260 10.1 5.72 rrrrrrrrrrrtrrrrrrrrrrrrrrrrrrrrr: 0.507 1260.767 0.00 rrr 1.224 :rrrrrrrr 1.50 : rrrrrrrrrrrrrrrrrrrr 0.00 0.00 0 0.00 88.62 0.02956 .009245 0.82 0.800 0.00 1457.75 1254.77 6.309 1261.079 10.1 5.72 0.507 1261.586 0.00 1.224 1.50 0.00 0.00 0 0.00 [7 G Ci Ci J 1 J �i �4-11 STREET CAPACITY AND CATCH BASIN C 1 C CALCULATIONS N n V / mpr m& SO radio " U O- Q&4 G MM-Uff • W-M- n I�F;EA 3 CATCH E�l�SIN fNDEX M�f' 1 t -11 -9 11.4 7:19 H: �S195 ASINC�AREAJ(2 i� ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 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: 9:44 3/ 9/1999 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** • AREA 3 • DEPTH OF FLOW • CATCH BASIN A, STUART WAY >>>>STREETFLOW MODEL INPUT INFORMATION <<<< 0 ---------------------------------------------------------------------------- CONSTANT STREET GRADE(FEET /FEET) _ .033100 CONSTANT STREET FLOW(CFS) = 10.05 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) _ .015000 CONSTANT SYMMETRICAL STREET HALF- WIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.00 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) _ .40 HALFSTREET FLOOD WIDTH(FEET) = 13.93 AVERAGE FLOW VELOCITY(FEET /SEC.) = 4.88 PRODUCT OF DEPTH &VELOCITY = 1.98 0 1 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 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: 9:51 3/ 9/1999 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** • CATCH BASIN SIZING • CATCH BASIN A • STUART WAY ******************************************* * * * * * * ** * * * * * * * * * * * * * * * * * * * * * ** ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** >>>>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. E STREETFLOW(CFS) = 10.05 GUTTER FLOWDEPTH(FEET) _ .40 Ej BASIN LOCAL DEPRESSION(FEET) _ .30 = " FLOWBY BASIN WIDTH(FEET) = 27.00 » >>CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 27.3 IN » >> CALCULATED ESTIMATED INTERCEPTION(CFS) = 10.0 w/ Li 1 D 1 1 E * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** • AREA 3 • DEPTH OF FLOW • CATCH BASIN B >>>>STREETFLOW MODEL INPUT INFORMATION« << -------------------------------------_-------------------------------------- CONSTANT STREET GRADE(FEET /FEET) 010000 CONSTANT STREET FLOW(CFS) = 8.83 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) _ .015000 CONSTANT SYMMETRICAL STREET HALF— WIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.00 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 i CONSTANT SYMMETRICAL GUTTER— HIKE(FEET) = .12500 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS ------ - - - - -- STREET FLOW MODEL RESULTSs STREET FLOW DEPTH(FEET) = .42 HALFSTREET FLOOD WIDTH(FEET) = 16.82 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.00 PRODUCT OF DEPTH &VELOCITY = 1.39 u H p r 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: 9: 6 3/31/1999 1 3 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** • CATCH BASIN SIZING • CATCH BASIN B • SHERMAN PLACE ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** >>>>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) = 8.83 „ GUTTER FLOWDEPTH (FEET) = .42 BASIN LOCAL DEPRESSION(FEET) _ .17 FLOWBY BASIN WIDTH(FEET) = 14.00 >>>>CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 28.1 >>>>CALCULATED ESTIMATED INTERCEPTION(CFS) = 6.3 z Z, CC3 ` r . c (-)Sc !Li !l i�l ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 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: 9:10 3/31/1999 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * AREA 3 * DEPTH OF FLOW * CATCH BASIN C- SHERMAN PLACE ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** i n ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** >>>>STREETFLOW MODEL INPUT INFORMATION <<<< ---------------------------------------------------------------------------- CONSTANT STREET GRADE(FEET /FEET) = .005000 CONSTANT STREET FLOW(CFS) = 7.04 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) _ .015000 CONSTANT SYMMETRICAL STREET HALF- WIDTH(FEET) = 38.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 36.00 INTERIOR STREET CROSSFALL(DECIMAL) = .013800 OUTSIDE STREET CROSSFALL(DECIMAL) = .013800 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) = .45 HALFSTREET FLOOD WIDTH(FEET) = 22.60 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.93 PRODUCT OF DEPTH &VELOCITY = .86 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** • CATCH BASIN SIZING • CATCH BASIN C * SHERMAN PLACE ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** >>>>SUMP TYPE BASIN INPUT INFORMATION <<<< ---------------------------------------------------------------------- - - - - -- Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. BASIN INFLOW(CFS) = 7.04 BASIN OPENING(FEET) _ .38 = `+• S DEPTH OF WATER(FEET) _ .45 >>>>CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 8.18 v S e °l �1 f '2 n. * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * AREA 3 * DEPTH OF FLOW * CATCH BASIN D BURNSIDE PL. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** >>>>STREETFLOW MODEL INPUT INFORMATION<< << ------------ --------------------------------------------------------------- CONSTANT STREET GRADE(FEET /FEET) 005000 CONSTANT STREET FLOW(CFS) = 5.52 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) _ .015000 CONSTANT SYMMETRICAL STREET HALF- WIDTH(FEET) = 38.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 36.00 INTERIOR STREET CROSSFALL(DECIMAL) _ .013800 OUTSIDE STREET CROSSFALL(DECIMAL) _ .013800 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) _ .42 HALFSTREET FLOOD WIDTH(FEET) = 20.32 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.86 PRODUCT OF DEPTH &VELOCITY = .77 �7- -1 I * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * CATCH BASIN SIZING * CATCH BASIN D * BURNSIDE PLACE ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** >>>>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. v E 0 BASIN INFLOW(CFS) = 5.52 BASIN OPENING (FEET) _ .38 DEPTH OF WATER(FEET) _ .42 >>>>CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) _ y, JSc - 7 ' - jIZ" L. D: 6.96 1 p - �L�� * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** • AREA 3 • DEPTH OF FLOW * CATCH BASIN E WHIPPLE ST. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** >>>>STREETFLOW MODEL INPUT INFORMATION <<<< ---------------------------------------------------------------------------- CONSTANT STREET GRADE(FEET /FEET) = .005000 CONSTANT STREET FLOW(CFS) = 10.59 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) _ .015000 CONSTANT SYMMETRICAL STREET HALF- WIDTH(FEET) = 38.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 36.00 INTERIOR STREET CROSSFALL(DECIMAL) = .013800 OUTSIDE STREET CROSSFALL(DECIMAL) = .013800 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) = ---- .4 - 9 - HALFSTREET FLOOD WIDTH(FEET) = 26.02 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.21 = === PRODUCT _OF DEPTH& VELOCITY 1 09______ _______________________________ F] DESCRIPTION OF STUDY * CATCH BASIN SIZING * CATCH BASIN E * WHIPPLE STREET ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** >>>>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. E B G 6 1 1 1 1 1 1 1 1 1 BASIN INFLOW(CFS) = 10.59 BASIN OPENING (FEET) _ .54 = 6 •s DEPTH OF WATER(FEET) _ .49 >>>>CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 10.00 CITY OF FONTANA GENERAL NOTES PRIVATE ENGINFFR'S NOTirr In CONTRACTORS FOR III[ CU41RACIUR AGREES THAT HE SHALL ASSUME SOLE AND COMPLETE STORM DRAIN IMPROVEMENT PLANS kCSPONSIBILITY FOR JOB SITE CONDITIONS DURING THE COURSE Or CONSTRUCTION OF THIS PROJECT, INCLUDING SAFELY O' ALL PERSONS r T pV.a — I AND PROPERTY, THAT THIS REQUIREMENT SHALL APPLY CONTINUOUSLY 19. CARE SHOULD BE TAKEN TO PREVENT GRADES, DITIHCES, AND SWALES FROM AND BE LIMITED T13 NORMAL WORKING HOURSI AND THAT THE 1. ALL WORK 514ALL BE IN ACCORDANCE WTH THESE PLANS, THE CITY OF R Cl1NIRAC AC TOR SHALL UEfCND. INDEMNIF AND HOLD 111E OWNER AND THE FONTANA STANDARD PLANS, THE CONINACI PROVISION$ AND THE STANDARD ENGINCER HARMLESS FROM ANY AND ALL LIABILTY, REAL OR ALLEGED, SPECIFICATIONS FOR PUBLIC WORKS CONSTRUCTION (GRECN BOOK LATEST IN CONNECTION WITH IHC PERFORMANCE OF WORK ON THIS PROJECT, EDITION). ExCEPiTNG FOR LIABLE ITT ARISING FROM TIHE SOLE NEGLIGENCE O THE ------------------------------------- OWNER OR THE ENGINEER. 2. CONSTRUCTION PERMITS SHALL BE OBTAINED FROM THE CITY OF FONTANA STONM DRAIN ENGINEERING DIVISION PRIOR TO START OF ANY WORK WTHIN THE CITY UNDERGROU LTD IT FS L STRUCTURES LIMI IS. INSPECTION COORDINATION SHALL Of REQUESTED AT LEAST TWO THE EXISTENCE AND LOCATION Or ANY UNDERGROUND UTILITIES OR WORKING DAYS PRIOR 10 THE START OF ANY WORK. CALL (909) 350 -7610 STRUCTURES SHOWN IN THESE PLANS WAS OBTAINED BY A SEARCH OF 3. THE CONTRACTOR SHALL NOT OPERATE ANY FIRE HYDRANTS OR WATER AVAILABLE RECORDS. TO THE BEST Or OUR KNOWLEDGE. THERE ARE NO EXISTING UTILITIES EXCEPT THOSE SHOWN ON THESE PLANS. THE MAIN VALVES. CONIRAC TOR SMALL COORDINATE WITH THE APPROPRIATE CON T R ACTOR IS REQUIRED TAKE ALL PRECAUTIONARY MEASURES TO WATER COMPANY FOR VALVE OPERATIONS AND WATER REQUIREMENTS. PRO T E CT PROTECT THE UTILITIES SHOWN. AND IS RESPONSIBLE FOR THE PROTECTION 4. STATIONING REFERS TO DIE CENIERLINE OF STORM DRAIN EXCEPT WHERE OF AND ANY DAMAGE 10, THESE LINES OR STRUCTURES. OTHERWISE NOTED. •CAUitnN 5. ALL UNDERGROUND WORK SHALL BE COMPLETED, TESIEO AND APPROVED IHE E4OINEER PREPARING THESE PLANS VILL NOT BE PRIOR TO PAVING OF STREETS. RESPONSIBLE FOR, OR LIABLE FOR, UNAUTHORIZED CHANCES OR USES OF THESE PLANS ALL RCOUEStCO CHANGES TO THE PLANS MUST BE IN WRITING 6. THE LOCATIONS OF PUBLIC UTILITIES SHOWN HAVE BEEN DETERMINED FROM AND MUST BE APPROVED BY THE PREPARER OF ARSE PLANS' AVAILABLE INFORMATION. HOWEVER, IT SHALL BE THE RESPONSIBILITY OF FONTANA. CA. 92335 THE CONTRACTOR TO DETERMINE THE TRUE LOCATION AND ELEVATION N THE REDLANDS. CA 92374 FIELD OF ANY EXISTING UTILITIES. AND TO EXERCISE PROPER PRECAUTIONS TO 10 OE IMPROVED AND INTERFERING WITH CONSTRUCTION PRIOR TO AVOID DAMAGE TIIEREIO. CONTRACTOR STALL CONTACT UNDERGROUND AIIN. CARL OS NAVANRO SERVICE ALERT FOR UTILITY LOCATION BEFORE EXCAVATION AT 800- 422 -4133 EMERGENCIES. (800) 427 -2200 7. ALL MANHOLES, CLEANOUT FRAMES AND COVERS SHALL BE CONSTRUCTED 26 IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR 10 MAINTAIN SIX IN CIHES BELOW FINISHED GRADE AND SHALL BE RAISED TO GRADE BY THE CARLf CO. PAVING CONTRACTOR UPON COMPLETION OF PAVING. IS COMCAST CABLE TI WATER CUCAMOIGA COUNTY WATER 04STRICT 1205 DUPONT AVE. 4 SD STORM DRAIN B. REFER TO CITY OF FONTANA UNDERGROUND UTILITY LOCATION STANDARD DETAIL NO. 129. S SEWER W WATER %j� BC BEGINNING OF CURVE 9. THE CONTRACTOR(S) SHALL COORDINATE CONSTRUCTION WIN ALL UTILITY EC END OF CURVE - GB GRADE BREAK CB CATCH BASIN COMPANIES INCLUDING. BUT NOT LIMITED 70, GAS, TELEPHONE, ELECTRICAL, INV INVERT PRC r 1 "• LIGHTING. CABLE TELEVISION, LANDSCAPING, LANDSCAPE IRRIGATION, / DOMESTIC WATER, RECLAIMED WATER, SEWER, STOR DRAIN, AND FLOOD DOMESTIC TY G` CONTROL. E _ F�TANA / 10. AS BUILT DRAWINGS SHALL BE PROVIDED BY THE CONTRACTOR TO THE "`• "'A ENGINEER OF RECORD, WINO SHALL PROVIDE RECORD DRAWINGS TO THE CITY CITY RANCHO OF \ ENGNEER. CUCAMONCA 11. NO CONCRETE SHALL BE PLACED UNTIL THE FORMS AND REINFORCING �/ N ( STEEL HAVE BEEN PLACED, INSPECTED AND APPROVED ITE 12. HIE WAILS AND FACES Of AIL EXCAVATIONS GREATER THAN FIVE (5) FEET COUNTY OF SAN S BERNARDINO 111 IN DEPTH SHALL BE GUARDED BY A SHORING. SLOPING Of THE GROUND OR �/ 011IER APPROVED MEANS TRCNCIILS LESS THAT FIVE (5) FCC SHALL ALSO UE GUARDED WHEN THE POTENTIAL EXISTS FOR GROUND MOVEMENT / 13 THE CONTRACTOR SHALL OBTAIN A PERMIT 10 PERFORM EXCAVATION OR I TRENCH WORK FROM THE CALIFORNIA STATE DIVISION OF INDUSTRIAL SAFETY. O I I S ECTION CITY OF FONTANA 14 O TRENCH B CKFILLSIALL AKCPLACE NIHOU1 PRIOR APPROVAL DF THE CITY'S INSPECTOR NC1�yAP 15, THE CONTRACTOR 514ALL NOT CAUSE ANY MUD, SILT OR DEBRIS tO BE DEPOSITED ONTO PUBLIC OR ADJACENT PROPERTY DURING CONSTRUCTION ANY MUD OR DEBRIS ON PUBLIC PROPERTY S14ALL BE REMOVED IMMEDIATELY DUST SNAIL BE CONIROLLEU BY WATERING OR OTHER APPROVED MEANS 16, III[ SOILS ENGINCER SHALL CERTIFY ALL BACKFILL COMPACTION AT R INTERVALS REQUIRED BY THE INSPECTOR. FAILURE 10 OBTAIN HIE REQUIRED DLNS TY STALL REQUIRE RE- WORKING O THAT PORTION O PIC WORK UNTIL THE SPECIFIED DENSITY IS OBTAINED. P CITY OF FONTANA STORM DRAIN PLANS FOR TRACT 15957 -1 TRACT 15957 -2 t/ OFF" SCALE I' -200' OUIK SE DRAW BOX DO -2424 OR APPROVED EOUAL 17. ALL MATERIALS ANU METHODS ARE SUBJECT IHE THE APPROVAL OF IHE ( ANN. P(k N ( �X GRADWG PLAN CITY ENGNEER 18. ADEQUATE CONTROL STAKES SHALL BE SET BY THE ENGINEER 10 ENABLE pV, PAD EIEV PER PLAN / 12 PVC .SDR35.0R APPROVED EQUAL THE CONTRACTOR TO CONSTRUCT THE WORK TO THE PLAN GRADES THE CONTRACTOR SHALL BE RESPONSBIE FOR THE PRESERVATION 017 pLR PL L I ^ 0 BENCHMARKS AND CONTROL STAKING DURING CONSTRUCTION. r T pV.a — I 5fG ul" 05. uN _ 19. CARE SHOULD BE TAKEN TO PREVENT GRADES, DITIHCES, AND SWALES FROM I L ----------- Y� UNDERMINING STREET IMPROVEMENTS UPON INSPECTION OF THE SITE. THE I ----------------- ------ - - - - - CITY ENGNEER MAY REQUIRE TEMPORARY GUNIIE SWALES ENTERING OR I SOUTHERN CALIFORNIA EDSON CO LEAVING IMPROVEMENTS ------------------------------------- 300 N PEPPER AV£ 20. NO MATERIAL OR EQUIPMENT SHALL BE STORED IN THE PUBLIC RIGHT OF STONM DRAIN OVERFLOW DETAIL WAY WITHOUT PRIOR APPROVAL OF THE CITY ENGINEER. UTILITY PURVEYORS: EASEMENT 21. PRIOR TO CONSTRUCTION, THE CONTRACTOR SHALL EXPOSE EXISTING _ _ 6 MIN 10 M/ FACILITIES, AND VERIFY ELEVATION AND LOCATION OF CONNECTIONS CITY CURD 6 GOI Ik — - APPROVAL OF CONNECTIONS TO EXISTING FACILITIES DOES NOT IMPLY Y� FLOW LINE ELEVATION CORRECTNESS OF ELEVATIONS OR LDCAnONS SHOWN ON IME PLANS ElESILLC TEI CPNONE 22 THE CONTRACTOR SMALL BE RESPONSIBLE FOR PROVIDING AN EFFECTIVE SOUTHERN CALIFORNIA EDSON CO PACIFIC BELL MEANS OF DUST CONTROL, WIICH SHALL INCLUDE PROVISIONS FOR ADEQUATE 300 N PEPPER AV£ 4025 LA PALMA STREET WATERING, DURING EXCAVATION AND GRADING. RIALTO, CA. 92376 ANAHEIM, CA. 92807 \ UNDERGROUND: (909) 357 -6233 (714) 237 -6146 23 THE CONTRACTOR SHALL BE FULLY RESPONSIBLE FOR THE LOCATION AND TRANSMISSIONS. (909) 875 -5100 ATTN DEUA LEMMA PROTECTION OF ALL UNDERGROUND FACILITIES WHETHER SHOWN ON THESE PIPELINES (213) 657 -1233 PLANS OR NOT. DISTRIBUTION (909) 357 -6233 SE At R 24. RIM ELF VATONS SHOWN ON PLANS ARE APPROXIMATE ONLY AND ARE NO] GA$ INDICATES RETAINING WALL TO BE USED FOR SETTING MANHOLE RINGS BO — CITY OF FONTANA SOUTHERN CALIFORNIA GAS CO. 8353 SIERRA AVE 25 T14E CONTRACTOR SHALL BE RESPONSIBLE FOR NOTIFYING ALL AGENCIES 1981 LUCONIA AVE FONTANA. CA. 92335 CONCERNED WTH THE REIaCATION Or FACILITIES LOCATED WTIaN TIE AREA REDLANDS. CA 92374 (909) 350 -6632 10 OE IMPROVED AND INTERFERING WITH CONSTRUCTION PRIOR TO (909) 335 "7744 AIIN. CARL OS NAVANRO COMMENCING CONSTRUCTION EMERGENCIES. (800) 427 -2200 MANtHOLE 26 IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR 10 MAINTAIN JS CARLf CO. BARRICADES, DELINEATORS OR 0114ER TRAFFIC CONTROL DEVICES AT ALL IS COMCAST CABLE TI WATER CUCAMOIGA COUNTY WATER 04STRICT 1205 DUPONT AVE. 9 NI: 27. SURVEY MONUMENTS THAT WILL BE DESTROYED AS A RESULT O Tay 9641 SAN BERNAgDINO ROAD ONTARIO. CA 91761 CONSTRUCTION SHALL BE REPLACED THE CONTRACTOR SMALL NONFY THE RANCHO CUCAMONGA. CA 91730 (909) 790 -4734 BASIS OF BEARINGS ENGINEER ONE WEEK PRIOR TO CONSTRUCTION SO THAT TIES TO MONUMENTS (909) 4d3 -7440 THE UC ARINGS SHOWN /HEk(ON ARE BASED ON TIHE SOUTHERLY LINE CAN BE ESTABLISHED FOR LATER REPLACEMENI O THE MONUMENT_ OF PARCEL 1 BEING Nd9'48'30'W PER PARTEI LEAP NO 11549 EKED Underground Service Alert"' Call: TOLL FREE 1 -800 l 422-4133 TWO WORKING DAYS BEFORE IOU DIG BENCH NARK No 372 TOP REINFORCING ROO IN FLOOD CON IROL RETANNG WALL Sw COR BANANA k FOOTHILL. / 67 -5 LILY!Ih2 _ — IN MOON 159 PALLS 64 T1IH000I 66, INLIU - I.[ O PANLEL MAPS, RECORDS O SAN BLRNAkCANO COUNTY ZNGA'$ REVISIONS -O�TE 4bT7— DAR P , vpo,E Ss a � 4e �n „ � J ` L ko 2.5_7 3 y \•P 12/31/0- V r , STORM DRAIN CONSTRUCTION NOTES & QUANTITIES: T. 110.3 16 ACCESS ROAD (SECTION C —C) LEGEND: r -lo 1N ACCESS ROAD dGUNDAkT AALI PER SI PANA 11 kwl IPNDSC APL PL AK EASEMENT (IUkF IANUSCAPE) _ _ 6 MIN 10 M/ �v CURD 6 GOI Ik — - (SHERMAN Pl) V Y� FLOW LINE ELEVATION FG 3' MAX SIZE NATIVE SOIL, COMPACTED 95X ESMT EASEMENT 6' MI 10' MA% _ _ 6 MIN 10 M/ 6' MAX SIZE NATIVE —� - ---- - -- - sOIL. COMPACTED 903: FL FLOW LINE ELEVATION FG FINISHED GROUND ELEVATION (I) — DAYLIGHT LINE PNOPOSEU RCP — SIJkM Ok AIN TYPICAL BEDDING FOR RCP STORY DRAIN NEW Hall & Fbreman, Inc. ■Nr i Cl.d Englneenng • Planning • Surveying • PuDIX, works 545 14 Mwn10v1 A.e Ste. 106 U14and, CA 91766 -9997 • (909) 982 -7777 PN(PANFU UNUEN fit( SUPERVISION O AG 6 RB I•.;(+ NO —CAL TE 5195 R - IL O i 6 6 -15AN k CE 24" 3 NOTICE TO CONTRACTOR: UTILITIES SIIOAN HEREON AS 'PROPOSED' MAY IN FACT BE EXISTING AT THE TIME OF THIS CONSTRUCTION. THE CONTRACTOR SHALL DETERMINE IF ANY "FUTURE OR PROPOSED UTILITY HAS BEEN CONSTRUCTED w a w w 12Q 5 VN BY EO ;NED BY N CITY OF FONTANA, CALIFO STORM DRAIN PLANS SCALE: TITLE SHEET HORIZ: AS NOTED VERT. AS NOTED FOR DATE- TRA NO. 169 67 -1, -2 09/30/90 IPPROVED DR. N0, SHT. NO CITY ENGINEER R.C.E. 25129 2896 1 Or 5 ITEM DESCRIPTION GUAM R TY QUANTITY I UNIT ®r CONSTRUCT 18' DIA, RCP., D-LOAD PER PROFILE 492 509 LF 02 CONSTRUCT 24" DIA RCP, D -LOAD PER PROFILE - 354 LF O CONSTRUCT CONCRETE COLLAR FOR PIPE PER APWA STD. /380 -2 PER SHTA # - 4 EA 7 CONSTRUCT CATCH BASIN PER CITY Or FONTANA STD DETAIL 121 a W =7', v =4' - 1 EA It W -9'. V.4' 1 i EA it W =14', V =4 - 1 EA d w -28', V -4' - I EA Q CONST. OVERF BASIN ST RUC T URE PER DE TAIL HEREON. 1 1 EA 10 REMOVE TEMPORARY INLET k CONNECT TO EXISTING STORM DRAIN - I EA 11 CONSTRUCT MANHOLE - PIPE TO PIPE PER APWA STD. /321 - 1 PER SHTA # 1 2 EA 12 CONSTRUCT MANHOLE -PIPE TO PIPE PER APWA STD /322 -1 PER SHTA # - 1 EA 13 CONSTRUCT JUNCTION STRUCTURE -PIPE TO PIPE PER APWA STD 0332 -1 PER SHT.5 # - 1 EA 13 CONSTRUCT INLET TYPE V. ORANGE COUNTY STD #1305 PER SHT 5# - 1 EA 15 CONSTRUCT ACCESS ROAD GATE PER APWA SID, 602 -1. MODIFIED PER SHY 5# 1 1 EA 16 CONSTRUCT ACCESS ROAD PER DETAIL HEREON 9089 9822 SF t7 CONSTRUCT 3' WOE PCC DRAIN PER DETAIL HEREON 310 148 LF # SEE DETAILS ON SHEET 4 W 5 R 25' l 3' PCC DRAIN 17 PAD [LE I: VARIES. 31 MIN 16 �4' AC MIN 1N 1 MAX 27( MIN. o' `�� FENCE AC PAVEMENT / EXIST. SEWER C CH14ANNEEL L wAN R I — 3' PCC DRAIN I, 1'. ESMT EASEMENT TC TOP OF CURB ELEVATION IS FINISHED SURFACE ELEVATION GRATE HIM (14 FL FLOW LINE ELEVATION FG FINISHED GROUND ELEVATION (I) — DAYLIGHT LINE TRACT BOUNDARY / PROPERTY LINE lx DIRECTION OF FLOW AND GRADE RATE \ \ -. R - - -- RIDGE LINE ETIWANDA -{ Y—Y— INDICATES PROPOSED SLOPE CHANNEL I INDICATES RETAINING WALL BO — PROPOSED FINISHED GRADE CONTOUR EXISTING CONTOUR NIS NOT TO SCALE -- PHASE LINE MH MANtHOLE JS JUNCTION STRUCTURE IS TRANSITION JUNCTION STRUCTURE LAT LATERAL SD STORM DRAIN S SEWER W WATER I' MAX SIZE SELECTED BC BEGINNING OF CURVE NAfi'C DECIDING COMPACTED TO 9UR EC END OF CURVE - GB GRADE BREAK CB CATCH BASIN INV INVERT PRC POINT OF REVERSE CURVE NOTICE TO CONTRACTOR: UTILITIES SIIOAN HEREON AS 'PROPOSED' MAY IN FACT BE EXISTING AT THE TIME OF THIS CONSTRUCTION. THE CONTRACTOR SHALL DETERMINE IF ANY "FUTURE OR PROPOSED UTILITY HAS BEEN CONSTRUCTED w a w w 12Q 5 VN BY EO ;NED BY N CITY OF FONTANA, CALIFO STORM DRAIN PLANS SCALE: TITLE SHEET HORIZ: AS NOTED VERT. AS NOTED FOR DATE- TRA NO. 169 67 -1, -2 09/30/90 IPPROVED DR. N0, SHT. NO CITY ENGINEER R.C.E. 25129 2896 1 Or 5 ITEM DESCRIPTION GUAM R TY QUANTITY I UNIT ®r CONSTRUCT 18' DIA, RCP., D-LOAD PER PROFILE 492 509 LF 02 CONSTRUCT 24" DIA RCP, D -LOAD PER PROFILE - 354 LF O CONSTRUCT CONCRETE COLLAR FOR PIPE PER APWA STD. /380 -2 PER SHTA # - 4 EA 7 CONSTRUCT CATCH BASIN PER CITY Or FONTANA STD DETAIL 121 a W =7', v =4' - 1 EA It W -9'. V.4' 1 i EA it W =14', V =4 - 1 EA d w -28', V -4' - I EA Q CONST. OVERF BASIN ST RUC T URE PER DE TAIL HEREON. 1 1 EA 10 REMOVE TEMPORARY INLET k CONNECT TO EXISTING STORM DRAIN - I EA 11 CONSTRUCT MANHOLE - PIPE TO PIPE PER APWA STD. /321 - 1 PER SHTA # 1 2 EA 12 CONSTRUCT MANHOLE -PIPE TO PIPE PER APWA STD /322 -1 PER SHTA # - 1 EA 13 CONSTRUCT JUNCTION STRUCTURE -PIPE TO PIPE PER APWA STD 0332 -1 PER SHT.5 # - 1 EA 13 CONSTRUCT INLET TYPE V. ORANGE COUNTY STD #1305 PER SHT 5# - 1 EA 15 CONSTRUCT ACCESS ROAD GATE PER APWA SID, 602 -1. MODIFIED PER SHY 5# 1 1 EA 16 CONSTRUCT ACCESS ROAD PER DETAIL HEREON 9089 9822 SF t7 CONSTRUCT 3' WOE PCC DRAIN PER DETAIL HEREON 310 148 LF # SEE DETAILS ON SHEET 4 W 5 R 25' l 3' PCC DRAIN 17 PAD [LE I: VARIES. 31 MIN 16 �4' AC MIN 1N 1 MAX 27( MIN. o' `�� FENCE AC PAVEMENT / EXIST. SEWER C CH14ANNEEL L wAN R I — 3' PCC DRAIN I, 1'. . I 16 15 I ! i O%TR pow A i. I I II I -- ! - I TAT FRA oFILES I i I E i t _ ' I PR ! 1 I I I •.ibl - :z 1 !; I I I ! i I f ! �' j I t t I I - , - RIsI it i l`lilll I � ! iill� 11 } I jz `. ! ( I f , i �i ! i a le <- 1 f � I ! ! I i I f ! I � i j ff G -� I` I I I i l l I o itaa! 1 0� jj]. 70 10' 114:40 ' o l( I l i i E I l l -� { i ;�► i► I` C LINE "A" ii I I1 Il I �f,fij I PROFILE SCAT. HOR12. 1 =40• 14 13 12 LINE —A CURVE TABLE Tm9 t 1e A SHERMAN PLACE KI119Y De1eJA.. L-9- LT_,_1 24w19' 22 5a 10 2 5 71' TC TOP OF CURB ELEVATION - FL FLOW LINE ELEVATION &579'33' 2350' :919 1.,Y DAYLIGHT LINE TRACT BOUNDARY / PROPERTY LINE 1 _ _ INDICATES RETAINING WALL 1 I IOYF4' 1055 W 307 78 129 &5' 1 PHASE LINE MH MANHOLE CONSTRUCTION NOTES LATERAL TABLE � 1O- 6O- a —CONSI 10 11 12 13 I 89 CONST. 18* DIA. RCP., D -LOAD PER PLAN CONST 24' 24' DIA, R C P , D -LOAD PER PUN CONST. CONCREIE COLLAR FOR PIPE PER APWA STD. /360 -2 SEE DETAIL ON SNIT 4 CURB INLET CATCH BASIN, (W -PER PLAN). PER CITY OF FONTANA SIU 121 RELIOvE TEMPORARY INLET & CONNECT TO EXISTING STORM DRAIN CONST, MANHOLE -PIPE TO PIPE PER APWA STD. 1321 -1 SEE DETAIL ON SIi14 CONST. MANHOI [-PIPE 10 PIPE PER APWA SID. 1 SEE DETAIL ON SrIT 4 32 CONST. .JUNCTION STHUCIURC -PIPE 10 PIPE PER APWA 5To /332 -1 PIER SH15 CONST. INt E1 IYPE V, ORANGE COUNTY SID 11305 PER SIU 5 CONSI ACCESS ROAD GAIL PLR APWA SID 602 -1. MOI61LU PLR SIU 5 CONSI. ACCESSS ROAD PER DETAIL ON SHTI LAI 'C' - S19'39'26'E - Od 62 LF CA I. 'D' - S50'2 l'E - 5 23 LF r,,..a� w1. gar„ Lr1991 0 50,7v9' 2250' 1992' 1055 0' 01 ICAf W 216! 552' I EC END OF CURVE GB GRADE BREAK CB CATCH BASIN INV INVERT PRC POINT OF REVERSE CURVE � w v w 41r 110 (NAP.9C SCAB. a CITY OF FONTANA, CALIFORN o STORK DRAIN WROVEIAB T PLAN SCALE. HORIZ: I' _ 4W VERT: 1' - 4' FOR TRAC NO. 15957 - DATE to /19rve a ON NO. SH T. NO it IPPROVED CITY ENGINEER R.C.E. 25126 2695 2 OF 5 �z all - 13� { 1 , ! 1 � 16 15 I ! i O%TR pow A i. I I II I -- ! - I TAT FRA oFILES I i I E i t _ ' I PR ! 1 I I I •.ibl - :z 1 !; I I I ! i I f ! �' j I t t I I - , - RIsI it i l`lilll I � ! iill� 11 } I jz `. ! ( I f , i �i ! i a le <- 1 f � I ! ! I i I f ! I � i j ff G -� I` I I I i l l I o itaa! 1 0� jj]. 70 10' 114:40 ' o l( I l i i E I l l -� { i ;�► i► I` C LINE "A" ii I I1 Il I �f,fij I PROFILE SCAT. HOR12. 1 =40• 14 13 12 LINE —A CURVE TABLE Tm9 t 1e A SHERMAN PLACE KI119Y De1eJA.. L-9- LT_,_1 L4 —) J / tat C °'' �• ��� � C)�� NJ SN:AtE UK TTIq lI 0 SCALE LoSI 55'30 SCAL 1'=40* / Ft SY 1 2 I SM1 9YAF( OQAS 911 L 6 34 I NOTE: CON IRAC TOR IO VTRIFY tl41C —` IL SOME GRADE ECEVATON VALUES ARE AC PAVEMENT CURVE TABLE DETA - C - DfPM 6 LOCATION OF ABBREVIATE WHERE AN AB6REVIAIED — fxlST 36 RCP PRIOR GRADE OCCURS, ADD 1200 TO THE N-mGer DeHI R.J.- Len to TJn ent x[ vIL[r 7 " T 3 p 5 10 CONStRUC TI ON VALUE to OB TAI N T H E A CTUAL EL EVATION 9 9 - - - -- OS 20'SO'Sa' S7 5 0' 20 S9' f0 41' PF ME Hall & Fbreman, Ince RAWN BY ED i CR.11 Engneenng • Plannvig • Surveying - PuDIIG Works DES eY 315 N Mwnlmn A.e Ste 106 Uplwld, CA 91786 -9997 -(909) 982 -7177 UQCKED BY 13/71/01 PNEPANLU u71DER THE SuPEWASoON OF A d 148 QVI NO - FNCiI'S — u CA 5195 REVISIONS - - -- ,ppgnvAl DATE APPq O:H DAn -� RICHARD L BOAT AN RC f-2 4 S 73 DA IF i 24w19' 22 5a 10 2 5 71' TC TOP OF CURB ELEVATION i i i FL FLOW LINE ELEVATION &579'33' 2350' :919 1.,Y DAYLIGHT LINE TRACT BOUNDARY / PROPERTY LINE 1 241 Y 19. Orr 59 29' 41 H' _ INDICATES RETAINING WALL ff I IOYF4' 1055 W 307 78 129 &5' 1 PHASE LINE MH MANHOLE CONSTRUCTION NOTES LATERAL TABLE � 1O- 6O- a —CONSI 10 11 12 13 I 89 CONST. 18* DIA. RCP., D -LOAD PER PLAN CONST 24' 24' DIA, R C P , D -LOAD PER PUN CONST. CONCREIE COLLAR FOR PIPE PER APWA STD. /360 -2 SEE DETAIL ON SNIT 4 CURB INLET CATCH BASIN, (W -PER PLAN). PER CITY OF FONTANA SIU 121 RELIOvE TEMPORARY INLET & CONNECT TO EXISTING STORM DRAIN CONST, MANHOLE -PIPE TO PIPE PER APWA STD. 1321 -1 SEE DETAIL ON SIi14 CONST. MANHOI [-PIPE 10 PIPE PER APWA SID. 1 SEE DETAIL ON SrIT 4 32 CONST. .JUNCTION STHUCIURC -PIPE 10 PIPE PER APWA 5To /332 -1 PIER SH15 CONST. INt E1 IYPE V, ORANGE COUNTY SID 11305 PER SIU 5 CONSI ACCESS ROAD GAIL PLR APWA SID 602 -1. MOI61LU PLR SIU 5 CONSI. ACCESSS ROAD PER DETAIL ON SHTI LAI 'C' - S19'39'26'E - Od 62 LF CA I. 'D' - S50'2 l'E - 5 23 LF r,,..a� w1. gar„ Lr1991 0 50,7v9' 2250' 1992' 1055 0' 01 ICAf W 216! 552' I L4 —) J / tat C °'' �• ��� � C)�� NJ SN:AtE UK TTIq lI 0 SCALE LoSI 55'30 SCAL 1'=40* / Ft SY 1 2 I SM1 9YAF( OQAS 911 L 6 34 I NOTE: CON IRAC TOR IO VTRIFY tl41C —` IL SOME GRADE ECEVATON VALUES ARE AC PAVEMENT CURVE TABLE DETA - C - DfPM 6 LOCATION OF ABBREVIATE WHERE AN AB6REVIAIED — fxlST 36 RCP PRIOR GRADE OCCURS, ADD 1200 TO THE N-mGer DeHI R.J.- Len to TJn ent x[ vIL[r 7 " T 3 p 5 10 CONStRUC TI ON VALUE to OB TAI N T H E A CTUAL EL EVATION 9 9 - - - -- OS 20'SO'Sa' S7 5 0' 20 S9' f0 41' PF ME Hall & Fbreman, Ince RAWN BY ED i CR.11 Engneenng • Plannvig • Surveying - PuDIIG Works DES eY 315 N Mwnlmn A.e Ste 106 Uplwld, CA 91786 -9997 -(909) 982 -7177 UQCKED BY 13/71/01 PNEPANLU u71DER THE SuPEWASoON OF A d 148 QVI NO - FNCiI'S — u CA 5195 REVISIONS - - -- ,ppgnvAl DATE APPq O:H DAn -� RICHARD L BOAT AN RC f-2 4 S 73 DA IF i lliii!if�: TC TOP OF CURB ELEVATION i i i FL FLOW LINE ELEVATION FG FINISHED GROUND ELEVATION DAYLIGHT LINE TRACT BOUNDARY / PROPERTY LINE 1 —R— RIDGE LINE _ INDICATES RETAINING WALL ff EXISTING CONTOUR 1 PHASE LINE MH MANHOLE JS JUNCTION STRUCTURE TS TRANSITION JUNCTION STRUCTURE i SD STORM DRAIN S SEWER W WATER I EC END OF CURVE GB GRADE BREAK CB CATCH BASIN INV INVERT PRC POINT OF REVERSE CURVE � w v w 41r 110 (NAP.9C SCAB. a CITY OF FONTANA, CALIFORN o STORK DRAIN WROVEIAB T PLAN SCALE. HORIZ: I' _ 4W VERT: 1' - 4' FOR TRAC NO. 15957 - DATE to /19rve a ON NO. SH T. NO it IPPROVED CITY ENGINEER R.C.E. 25126 2695 2 OF 5 �z �� _ I I - I I I I i li r LEGEND: U ACCESS ROAD ESMT EASEMENT TC TOP OF CURB ELEVATION FS FINISHED SURFACE ELEVATION FL FLOW LINE ELEVATION FG FINISHED GROUND ELEVATION DAYLIGHT LINE TRACT BOUNDARY / PROPERTY LINE �g DIRECTION OF FLOW AND GRADE RATE —R— RIDGE LINE INDICATES PROPOSED SLOPE INDICATES RETAINING WALL 60 — PROPOSED FINIS14ED GRADE CONTOUR EXISTING CONTOUR NTS NOT TO SCALE PHASE LINE MH MANHOLE JS JUNCTION STRUCTURE TS TRANSITION JUNCTION STRUCTURE CAT LATERAL SD STORM DRAIN S SEWER W WATER BC BEGINNING OF CURVE EC END OF CURVE GB GRADE BREAK CB CATCH BASIN INV INVERT PRC POINT OF REVERSE CURVE � w v w 41r 110 (NAP.9C SCAB. a CITY OF FONTANA, CALIFORN o STORK DRAIN WROVEIAB T PLAN SCALE. HORIZ: I' _ 4W VERT: 1' - 4' FOR TRAC NO. 15957 - DATE to /19rve a ON NO. SH T. NO it IPPROVED CITY ENGINEER R.C.E. 25126 2695 2 OF 5 �z II 14 ia J. wa i I { i i i I ! i I I •L' : i i 1 1 i 1 u 1 ' i i IF. l , 1 ; ,c ' ! i " I I I i ! i ' i — corisT as ay t!' 'a' RCP, 15000 I LM - 1 rip i T ' 1 I I j i ` ' 'LAT. I9 ; I i l i° '1 yy i i I , : i I • ! i i 11 10 i -- _- ________- u� == I ►ij !'ill E,6 j! whst 3609 U ic I ?�— - j - - -- -- � I '�- t15rr ►if 22 7� a7r,6 I } I xI I } _ _ 15000 • O I 1)Xt I_ - 0 - - --1--t 10 11 12 SHERMAN PL. SEE SHEET NO. 2 ( ; ( ( 1 L + W. LIBERTY PKWY. sletty QETAIL 'A' 1•D SCALE I � f In f i I I`t I I j I I j I , i i I I I II e -}- -- t I I i t I i ENE B P A ; } ROFILE SCALES i - — I L --- VERT. 1._4. 13 14 15 BURNSIDE PL. 3! � n 1 ?eQ SCALt lAIFEAL TABLE LAT. 'A' - N63'57'22'W - 1 82 IF S73,8*19 - 5601 IF LAT. •0• - N20•'28 00_W - 1717 LF E VIl DD =7F !I!il �ifi�liI: '• I i` I ilj!�� } j ItI 1 l • , i I i , I i i i { + j i + i I I i i ff l- !��ji�l • I , 16 17 18 W HIPPLE ST. - ____ --- -- 1 10' \ 1 I - 1 , A f a I 1 I 1 ! LAT.- � - i +. I I + + i , l - f fly I -I - f� SEE O[TAL S,♦ 1766003 1, \ \ ` [C 9 ll..901 \ •I • \ 1 \ •' \ 1 1 ACCESS ROAD ac ESUT EASEMENT 15 • \ \ \ TC TOP OF CURB ELEVATION FS FINISHED SURFACE ELEVA OON FL FLOW LINE ELEVATION FG _ FINISHED GROUND ELEVATION STA 16.85 EA1 r \ DAYLIGHT LINE '^ "y B [C \ \ �\ \\ �', TRACT BOUNDARY / PROPERTY LINE 1; DIRECTION OF FLOW AND GRADE RATE RIDGE LINE INDICATES PROPOSED ROPE _ � _ • — _L�' _ _ ��A2._ .L�_ — FI INDICATES RETAINING WALL B 1 80 PROPOSED FINISHED GRADE CONTOUR —�� -- \ EXISTING CONTOUR I NTS NOT TO SCALE lrer►NAAIIrai•� PHASE LINE 15 MH MANHOLE . JS JUNG RCRI STRUCTURE CONSTRU TIQN NOTES I TS TRANSITION JUNCTION STRUCTURE - LAT LATERAL - -CDNSI 18 DIA NCP 0 -LOAD PER PLAN AC PAVEMENT CURVE TABLE SO STORM DRAIN CONS 21' DIA R C P • 0 -LOAD PER PLAN 5 SSE y ,1R >-CO11ST. CUNB INLEI CATCH BASIN. (W -PER PLAN), PEN CITY OF FGNIANA STD 121 N­be, L)"t. R.j: Length 1-gent W WATER OVERFLOW STRUCTURE PER DETAIL ON SHT I 5 20'30'58 5750' 2059' 1011' -- CONST. MANHOLE -PIPE TO PIPE PER APWA STD #321 -1 SEE DETAIL GN SHT 1 BC BEGINNING OF CURVE CONST ACCESS ROAD GATE PER APMA STD 602 -1 MODIFIED PER S,T 5 © 17'01'18 5750' 17.18' 866' EC ENO OF CURE -CONST ACCESS ROAD PER DETAIL U/ SHT 1 —CONST 3' PCC DRAIN PER DETAIL HENE(x/ O7 08 "17'01' 107.50' 1617' 810' CB C ATCH GB G RAM RADE BREAK BASIN O 10'10'35" 57 50' 10 32' 21 03' INv INvtkT a PRC PpNI OF REVERSE CURVE NOS NOtE CONTRACTOR TO VERIFY SOME GRACE ELEVATON VALUES ARE AC o b p 170 ABBREVIATE WHERE AN ABBREVIATED DEPTH 8 LOCATION OF GRADE OCCUNS. ADD 12W TO THE ExIST 36� RCP PRIOR ulAw«C st.Lt I ..D' VALUE 10 DULAIN THE ACTUAL EtE VAIIUII TO CONSiNU:110N CITY OF FONTANA, CALIFORNIA WOTEitky„ H Fbreman Inc DRAWN BY STORK/ DRAM WROVEAQdT PLAN SCALE: ^ P SG e' ' ✓. ■■� EO HORIZ: 1 10' �Z _ n ' i O w Eng,nowdig • Planihng • Suiveymg • Pub ic Works UE51GNE0 BY KR I T 1' . 1' NU \C 3 Ew 2, 1 , A 5/� TI uwnl0ln A.e Sle. 1(16 UPIanLT, CA yl /tlU - 9991 • (909) 981-7777 LIdCKED BY FOR DATE: •n PREPARED UNDER THE SUPERVISION OF AG k RD TRACT NO. 16967-1. -2 10/29/9! 'T$ 108 NO DR. NO. SHT. N0. Dy DA rE �`Q -ut6Ua _A1C1iAAD L DO.+w.An -- RCE ?�57� `DATE 5195 IAP PR OVED CITY ENGINEER R.C.E. 25128 2696 , OF 6 "A STA I 1 65• °ccjjT. i „ ,1 l j PL n :� N f I IT. So i,a'_ fj 0 = CDwsE: :LAT. „A ! { I I i I+ I i 1 i i iil ii + I f I � - t i I i DD =7F !I!il �ifi�liI: '• I i` I ilj!�� } j ItI 1 l • , i I i , I i i i { + j i + i I I i i ff l- !��ji�l • I , 16 17 18 W HIPPLE ST. - ____ --- -- 1 10' \ 1 I - 1 , A f a I 1 I 1 ! LAT.- � - i +. I I + + i , l - f fly I -I - f� SEE O[TAL S,♦ 1766003 1, \ \ ` [C 9 ll..901 \ •I • \ 1 \ •' \ 1 1 ACCESS ROAD ac ESUT EASEMENT 15 • \ \ \ TC TOP OF CURB ELEVATION FS FINISHED SURFACE ELEVA OON FL FLOW LINE ELEVATION FG _ FINISHED GROUND ELEVATION STA 16.85 EA1 r \ DAYLIGHT LINE '^ "y B [C \ \ �\ \\ �', TRACT BOUNDARY / PROPERTY LINE 1; DIRECTION OF FLOW AND GRADE RATE RIDGE LINE INDICATES PROPOSED ROPE _ � _ • — _L�' _ _ ��A2._ .L�_ — FI INDICATES RETAINING WALL B 1 80 PROPOSED FINISHED GRADE CONTOUR —�� -- \ EXISTING CONTOUR I NTS NOT TO SCALE lrer►NAAIIrai•� PHASE LINE 15 MH MANHOLE . JS JUNG RCRI STRUCTURE CONSTRU TIQN NOTES I TS TRANSITION JUNCTION STRUCTURE - LAT LATERAL - -CDNSI 18 DIA NCP 0 -LOAD PER PLAN AC PAVEMENT CURVE TABLE SO STORM DRAIN CONS 21' DIA R C P • 0 -LOAD PER PLAN 5 SSE y ,1R >-CO11ST. CUNB INLEI CATCH BASIN. (W -PER PLAN), PEN CITY OF FGNIANA STD 121 N­be, L)"t. R.j: Length 1-gent W WATER OVERFLOW STRUCTURE PER DETAIL ON SHT I 5 20'30'58 5750' 2059' 1011' -- CONST. MANHOLE -PIPE TO PIPE PER APWA STD #321 -1 SEE DETAIL GN SHT 1 BC BEGINNING OF CURVE CONST ACCESS ROAD GATE PER APMA STD 602 -1 MODIFIED PER S,T 5 © 17'01'18 5750' 17.18' 866' EC ENO OF CURE -CONST ACCESS ROAD PER DETAIL U/ SHT 1 —CONST 3' PCC DRAIN PER DETAIL HENE(x/ O7 08 "17'01' 107.50' 1617' 810' CB C ATCH GB G RAM RADE BREAK BASIN O 10'10'35" 57 50' 10 32' 21 03' INv INvtkT a PRC PpNI OF REVERSE CURVE NOS NOtE CONTRACTOR TO VERIFY SOME GRACE ELEVATON VALUES ARE AC o b p 170 ABBREVIATE WHERE AN ABBREVIATED DEPTH 8 LOCATION OF GRADE OCCUNS. ADD 12W TO THE ExIST 36� RCP PRIOR ulAw«C st.Lt I ..D' VALUE 10 DULAIN THE ACTUAL EtE VAIIUII TO CONSiNU:110N CITY OF FONTANA, CALIFORNIA WOTEitky„ H Fbreman Inc DRAWN BY STORK/ DRAM WROVEAQdT PLAN SCALE: ^ P SG e' ' ✓. ■■� EO HORIZ: 1 10' �Z _ n ' i O w Eng,nowdig • Planihng • Suiveymg • Pub ic Works UE51GNE0 BY KR I T 1' . 1' NU \C 3 Ew 2, 1 , A 5/� TI uwnl0ln A.e Sle. 1(16 UPIanLT, CA yl /tlU - 9991 • (909) 981-7777 LIdCKED BY FOR DATE: •n PREPARED UNDER THE SUPERVISION OF AG k RD TRACT NO. 16967-1. -2 10/29/9! 'T$ 108 NO DR. NO. SHT. N0. Dy DA rE �`Q -ut6Ua _A1C1iAAD L DO.+w.An -- RCE ?�57� `DATE 5195 IAP PR OVED CITY ENGINEER R.C.E. 25128 2696 , OF 6 "A 5 � moor Hall & Fbmman, Inc. ..r • Civil ERGirwwuV • Plannvlg • Surveying • Pubhc Wake M. 24373 515 N. Mountain Ave. Sit. 106 UWm4 CA 91786 -9997 • (909) 982 -7777 �. tt/St/Ot 6 PREPARED UNDER THE SUPERNSION Cf.' RENS IONS CITY OF FONTANA, CALIFORNIA AWN BY STORM GRAN SPROVEMW PLAN SCALE: E.O. HOR12: 1' . 4d SIGNED BY MTAL Si!�T C N. & E 0. FOR CSIECNED BY TRACT NO. 16SS7�L -z DAiC II/so Aff: ' 5195 zoos 1 s of s IY • l W IA ..rr R _•1 Lt A IN Y S fX,Y - M rr XWlrl ` 1 - I NOTES IOYC 1. Y .w.PO - 1. IS -11 A Ct lA I1TP 1t r rl ITV/ I 1 SLA 11 1 LLV[S FOR A. B. C. q. DI. LL[YATION R ANO LL [vt HOAR { Y1[ FRANC AND COVER SMALL yj 7 L f SOS r 411 101 r Rr f 100 r NY N1 1M r 1M !f r nY L.1f r r W1 _ 'N r 161 11- wt 0 W 1 SHOW OM THE PROJECT AWVINGS. [LIVATIOM S APPLIES IES AT 1310E WALL Of STRUCTURC. At • }A _ _ Y 2 ' r •. I ( I - - - rH9 4 NARY rM. IN - -- /M rIH.11Y _ DE TAIL 'N• PLAN - IF AMP can NXl I.OM P A YC W IS "MOLE CONFOMM To STANDARD ►LAM 630 y4[$S OTHERWISE SHOWN PI IYt WI LMM 1.1 W.. n r ',.., A IF M LIAR[ • 927 w I33•1 OIALr OR U77. 1[79 IOM - 11 TN[ MAIM LINE RC► DOWMISTAC N {ift[W Mg Of iNG YYHOL[ It 0T 700 w IS$') TO 1030 r I4r) IM71ot DIANErEA AND THE WIN LINE RCP UIf IMCW 17 •27 w 1)7 OR LESS 1 STANDARD PLAN 310 OA STAMO PLAN 322 17 NAT NG APPLICABLE MMTRC THE WIN LINE CONDUIT I$ LESS MAR 300 r 136'1 IN DIAL[7ER. [. 3 3LCil0Y A - A iN[ WRIMIJM TIII LATERAL THAT WY 1[ CONYEti[D 70 THIS YAWOL[ IS SUCH THAT THE DISTANCE FROM THE OUi310E ITO ►1 Of THE LAIEAL TO THE BOTTOM Of THE 200 w 16 NY1 I j M,[M OE /M Y TROY STREET ORAOE t0 TH[ TOI OF TN[ BOX It LESS 3. &CONCRETE COLLAR SHALL NOT SL USED /OR A 117[ CHANCE ON TIME MAIM LINE- 11. YAI.I OLE SNAF7 SMALL CONFORM TO STANDARD It" 1N UNLESS If1 K [MIN A[ - 1(N 1• K� ` B[ LESS THAN IM WMi MUM $PCCIFILD AND THAT THE RLOUCER SMALL BE US[0, fOA M RIM SECTION C-CI BE( MOVE 1 THICK 10► Of THE MANNi CHAMBER. NEASUMLD VERTICALLY FROM THE El0 Of THE ACV. SNLLL BE A WMWY Of is* w li'L T. n r 01 R rN T AM (67 -, 1MIE TS OR 10E SE 1 011 M T%. 1/r) FOR ►LTEO I Of"( .4 SHOW. prrl W1 �..1 f 3. L SMALL BE 12 IN 11'-0 UNLESS OTHERWISE SHOW L WY BE III- CACASED OR LOCATION OF MANHOLE SHIFTED i0 SEES ►1 ►E ENDS. BUT MT WANG[ IM LOCATION 0/ TM[ SPUR DUST B[ APPROVE 1Y THE ENGINEER .. T SM A.L. L OE 200 w N•1 FOR VALUES Of H W TO AND INCLWING 2.4 . I7' -0•) MID 270 w UO FOR AWES Of M OVER 2 4 M I7' -0•I. S. STATIONS Of MANHOLES SHOWN ON PROJECT DRAWINGS "PLY AT CENTER L,ME 01 SHAFT. ELEVATIONS AMC SHOW AT C[NTG LIME Of !HART AND ACF ER TO THE PROLONGED INVERT GRACE LINES. SEE NGT[ 7. {. REIWOR SMALL COMFORT TO A7TM1 E EfM, MAO[ 1 O E 613• HAD[ 901. AND SNLLL TEAMMATE 40 w 11 IYrI CLEAR 01 CONCRETE 7LM- FACES UNLESS OTHERWISE SHOWN I FLOOR Of MANNOLC SMALL BE SPELL TROWELED TO SPMING LINE. $. SODA OF WYIOIE SMALL BE /OARED IN ONE CONTINUOUS OPERATION EXCEPT THAT A CONSTRUCTION JOINT WITH A LOMGITU OIM4 AEYWAr MAY SE Ft A:ED AT SPRING LINE. 7. THICKNESS Or INC aCR SHALL .ART S I N ME 200 AHr To r %orla E LEVEL it BUY SW4L M07 S[ LESS TMM 700 w IC•1. IO !TE /! SMALL CONFORM TO STANDARD /LAN t)1 OR 656 UK 971 OTNEAr17( SHOWN STEP$ SMALL OC UHICANLY 71ACtD 350 M 111 TO 373 r '1 CC . TN( LOVAST STEP SMALL HOT BE YORC THAN 400 w 12.'1 ABOVE THE LCOGE 117 Al THE 7101 01 TM[ MANHOLE Y YR UMr AYLO W. SE FT FOR CONSTRUCT DE OL1TNIC C- SECTION N C AND 007310 ' M'. DEPTH OF 13110O0[ LE PER W/ B[ CONSTRUCTED ,K6 rNI .N r H'1 r • %n des 0 .N r W9 r A n n r!, w 1N •. YN r W' 1Lf r 1B1 n r I.T IN 2 M'1 YW 7111' Aar -'I- r SM11 1 uApLAA 1K1. B[I W t[ 0 N . } qty Np mr Ma I LIY N _ e _ d Cy N• 't AMA • M QNf W t S.N U►�N DETAIL 'A' ISLE MR 11 T pA 1 XIAY 0.10 -TU►t. N toVY.. wR.'N Ia,M tl�'1' WI a t NY NMI TU.fI AI Y AN,.4 M A/1 w1Y NAIL nW- K.N KM.- NYS.Y 11a Y,INY Al IAn Mn YtT,rY DETAIL • B • Mi. . IMWY NMI IONS . "rI MINN. , J TIMMY N1.T IN dr W 6 .Ar NAM , 111 I.W ­_ J 1nr AIYNDD CMCAttt PI[ 1 N 10 11.11 K TAY STY WVAS1n T1. OICN Nut. N1O ON tw Y INt Nl Im YO wwf T. III./ w 1W I- W IS EN[ A MANIMME SHAFT - 900 r I$$') WITHOUT SEDUCER 17 LL[ R•tS / ,� AIlMGW PUKXWORMSAHOC1A "ON- SOLnWMMrOIWACIWT[R 6lYJTIY SECT C-C. DIAMETER 7 Ij00 + 196'1 011 REST. C[MI[R T BL LOCATED PER L S tV•W NqpjnaI SPECIFIED RVCA TO STANDARD FLAX 326, Y1 K •.A. � • - �� NHOLE PIPE TO PIPE ONE OR BOTH MAN LORE dS B2Smm 33 OR SM/LL1ER OIR IM.V MAY NO If. WERE A PRESSURE MANHOLE SHAT - WITH ECCENTRIC REDUCER If 66 TAN r r IONGiTUDINAI SECTION 3 CENTER of MANHOLE SHAFT SMALL BE LOCATED OVER CENTER LINE Of SPECIFIED MEFER To STANDARD PLAN 329. ITAtI LLAWl N M ' I t MAY SMALLERMAIN LINE MANHOLE'S 825m LL D 3w; >1 STORY DRAIN -(A OIAKTER 0, Is 1200 XWt49 OR LESS. IM WHICH CASC PLACE [ DAIS •YYETRICALLY AROUND SH AFT AT 4S WITH 880.2 17. WHERE A PALS MAwOLC SHAFT - 911 r 136.1 WITHOUT IS IN w N 1Yl t I.+ mm C[NTLA LINE SPECIFIED RE /EM 10 STANDARD PLM 329. U M IA I 1 r r 4 1(101% OF MANH MAY Of IMCMEASCO AT OPTION 70 MLE7 PIPE ENDS. 1 OIM[MS IONS SHOW ON MIS PLAN FOR METRIC AM CNGIIS. UNITS ML w ✓1 SCUT MI CHANGE IM LOCATION Of SPUR MUST C[ APPROVED 6T ME HOT C.XCT EOU4 V4V[!. OF LE7MIC VALUES AMC USED. ALL VALUES PL nt IR KY 1N I /Y1 10i «f w+ r LNGANEER ML Yu A FOR CONSTRUCTION BE TAI[ w REIN S AR Sit [3 M ( t U. TS 1E AM Tto NOR an Mt 1RI SIZES. R. ,1211 / 3. ► SMALL 12! r 13.1 FOR DI•l400 + IN'1 OR LESS AID 200 w 19.1 a U. If (NGI ISM YARN IS TS AR[ USED. L AL U. VALUES OSLO O [$ US L O 1011 CONSTRUC SMALL BE ENGLISH OMITS [ SA rY w1 S K A 2.00 + 19••1. row 4 or[ THE FOLLDrING STANGMO FLANS ML INCORPORATES NERLIW W2r•2I • C(I/FOR C[Y[NT SMAL L CONFOR TO O. TM A S1$Y GRAN[ FO CONCAl f %UA MAO[ 101. AND TM 4L TERMINATE 10 + 11 1 /7) CLEAN OF COHCA[IL SyR- 324 MAMMOLE SHAT - WIT H ECCENTRIC REDUCER w.n 636 IN WT- A 111 ILI >W /AC(! UIL L!! OTHER WIT[ 1M01n1 326 YANHOL[ SHAT - 90 w 116'1 TN MITN OUT REDUCER 32S IRESSUR[ MANHOLE SMAF7 - ' I ECCENTRIC n1r 1 t 9.2 7 !LOOM Of MANHOLE SHALL Of STEEL TROWELED TO SPSIMO LINE 129 ftt WC vRE MANHOLE SHAFT • 914 r IS6') WITHOUT AEDUC EA .--. •� a_ a 1. BODY Of MNAwOI[ SNLLL BC /DUACD IM ONE COMIINUOy7 OICftM /IOM 630 610 r 174 MANHOLE FRAME AND COYER 1N r IN 1 N•1 a B a s a EXCEPT THAT A CONSTRUCT OM JOINT Al IN A LOMGI7UOINAL KEYWAY {I) 911 136'1 MANHOLE FRAY[ AND EVER K uC.. n K s = j WY OE PLACED AT SPRING �IK 635 STEEL STFI M 1101 r IW n • .11 r IN • Yt K YYf WEN 1 SEGTION G -0 N RAC.. If K Wl• 311 AN rNl •131'10 r1.Il - -- A a S = A : a 9 iMICA CIS OF THE PECK SMALL VARY THEN NECESSARY TO Pit VICE A l(Y[L SEAT BUT SHALL NGr BE LESS THAN THE TABULAR VALUES OF 6)[ IOIY►ROP IILHE PLASTIC 57 0 S N- II -P -O AM K $.a- OM 1"11. IN. 1. tO.Nt,I uW w a B NO i 1. 1! LATERAL{ tXTER ON 10TH 11DEI Of WNHOLL SHal Su AIL BE wt n11 ITV Y "a KY W IfYt fnYn� a tTKt YAY M 1Y I I)1 r I n r N• • n M f AN a a a a i a B LOCATED ON SIDE M[C[1 VIM iM( SMALLER LATER4- M 3 /0f 1H4L COW DIY TO STANDARD PLAN 653001 {1{. UNLESS OTNYA 711E SHOW. STEPS SHALL BE UN,FONYLY {PACED ISO w 114 70 313 w U$•1 cc- THE LOWEST STEP SMALL NOT BE MAE THAR 600 w 121'1 MOVE THE ON [AT .N r W1 IY 1.I9 r 11.1 a i f ; MT St. r It -I . 1Y a 1VAMR .1St[,✓ r a >a 12 ME rOLLOWING CAITEAIA {MALL BE USED /OR THIS MAJNOLI- YWNA E GNAT /LAM S DMD PLAN IS IMADF- OlJ• R L GER. I 300 INN I 0 r 1!'1 -) I NSIDE 71pL DIAMETER iER LAR OVA/[. . " MAIN M LINE IBYf _ _ San 1 I YE T NDTN[YER. { LATERAL • Rrl 1011 mYt 11 FI a T IM71DL DIAMETER TER SNLLL C %[CID iML INSIDE DIAAE TE R OF E AL HOT THEINSIDE n r 11'1 t SECTION C -C a a iHE NC MAIM LIME. AIIBRtCAN ABLE THENS MI ASSOLU. M • NUMEAM CAL FORMIA CNA/Tlll AMERICAN PVK W WOORS ASSOCYrM . SOMWM CALIORIM CK Pm ✓A Aw AYEAIGM PVBLC WOIINf ASBOCYTIdI • SOUTHEM CAUFOPYA CHAPTER I ,.N.HNI Ma. MANHOLE PIPE PIPE Awmc'LMPusLJCn0RR2'ssoc&A cw.wunamca"m"ounER I MANHOLE PIPE TO PIPE (LARGE SIDE INLET) ?I?? d� MANHOLE PIPE TO PIPE (LARGE SIDE INLET) 3 MANHOLE PIPE TO PIPE (LARGE SIDE INLET) 322 - 1 LARGE SIDE INLE 322.1 P"I1 1YO.1W NAInN HMANY <MPIM. ,NK1ON - -- 5 � moor Hall & Fbmman, Inc. ..r • Civil ERGirwwuV • Plannvlg • Surveying • Pubhc Wake M. 24373 515 N. Mountain Ave. Sit. 106 UWm4 CA 91786 -9997 • (909) 982 -7777 �. tt/St/Ot 6 PREPARED UNDER THE SUPERNSION Cf.' RENS IONS CITY OF FONTANA, CALIFORNIA AWN BY STORM GRAN SPROVEMW PLAN SCALE: E.O. HOR12: 1' . 4d SIGNED BY MTAL Si!�T C N. & E 0. FOR CSIECNED BY TRACT NO. 16SS7�L -z DAiC II/so Aff: ' 5195 zoos 1 s of s AW ► 1N r IN / Y• SSI -t-23 IMO < -tn01 CANCKC. NOTES IOYC 1. Y .w.PO - 1. IS -11 A lA I1TP 1t r rl ITV/ I 1. A CONCAETL COLL✓1 19 MEWIAE TNCAL Mt CHANCE IN GRAD[ EXCEEDS 10 PERCENT. G1 iC / ( , ER 11 N. THE FOLLOWING CAI SMALL K USED 104 THIS MA0LS. 7 L f SOS r 411 101 r Rr f 100 r NY N1 1M r 1M !f r nY L.1f r r W1 _ 'N r 161 1 TOR CuAK JOINT$ lit[ DETAIL TAIL e. 1M[T II f THE [XTA[ME LMOt 01 INC PIPS LEAVE R GL(AR 1139[ THAT 13 NEATER TM✓1 tt1 11 BUT 11 LESS MAN 17 _,%.1 1 6 0 L4 T[ COY[% 17 ACDUIRE IN ACEftpYK( MAIM 1W SLC 1101 )0 {H L4 0/ THE S7V INC. If TMC [1TAENE [/IDS Of THE /IP[ LCAYE A CtIM t ►AC[ TWAT ATER TXM 15 w 13 By L[f THAN 11 EQUAL TO OR OR 70 r N•1. A CONDIT COLLAR I$ REOUTA[0 if M9 «I M 1139C(( 1 50 w 16'1 OA MLAIER. A TM MlIT1OR f TAVCTVl1[ Il A[OYIA(0. At • }A _ _ Y 2 ' r •. I ( I - - - rH9 4 NARY rM. IN - -- /M rIH.11Y _ DE TAIL 'N• PLAN - IF AMP can NXl I.OM P A YC W D97L7 1. WEN D[IIN Y TROY STREET GRACE TO INC 101 Of THE COX IS LEST THAN 167 12' -10 1Jt•1 FOA r.V[D S IAIETS On 1060 I3•-E•) raft UW aVCD SIMCCIS. CONS CONSTRUCT SHAFT /ER SECTION 1101 C - C AND DETAIL -W. p[P IM Y WI eL A[WUD 70 M ABSOLUTE LIMIT 0! 110 w 16'1 WEN 'MIN VALUES OF Y WOULD REDUCE H IN SECTION C-C TO 1060 r Is - -7') OA SS. 1. M l.L I lECr10N A -A AND S -SI SMALL NOT BE LESS THAN 02 . 11' -0 SERI WT 0[ IMCMC ASCD Pft011DD iMA7 ME VALUE OF SO SMALL NGI A IF M LIAR[ • 927 w I33•1 OIALr OR U77. 1[79 IOM - 11 TN[ MAIM LINE RC► DOWMISTAC N {ift[W Mg Of iNG YYHOL[ It 0T 700 w IS$') TO 1030 r I4r) IM71ot DIANErEA AND THE WIN LINE RCP UIf IMCW 17 •27 w 1)7 OR LESS 1 STANDARD PLAN 310 OA STAMO PLAN 322 17 NAT NG APPLICABLE MMTRC THE WIN LINE CONDUIT I$ LESS MAR 300 r 136'1 IN DIAL[7ER. [. 3 3LCil0Y A - A iN[ WRIMIJM TIII LATERAL THAT WY 1[ CONYEti[D 70 THIS YAWOL[ IS SUCH THAT THE DISTANCE FROM THE OUi310E ITO ►1 Of THE LAIEAL TO THE BOTTOM Of THE 200 w 16 M7 t t► M r I)% .N r H n r ITT 3. &CONCRETE COLLAR SHALL NOT SL USED /OR A 117[ CHANCE ON TIME MAIM LINE- lW ✓1 WI W.1 B[ LESS THAN IM WMi MUM $PCCIFILD AND THAT THE RLOUCER SMALL BE US[0, fOA M RIM SECTION C-CI BE( MOVE 1 THICK 10► Of THE MANNi CHAMBER. NEASUMLD VERTICALLY FROM THE El0 Of THE ACV. SNLLL BE A WMWY Of is* w li'L T NO r IS.'S .Y r W1 us r III Na, r HP .N r W7 W r Ih 4. CONNECTOR /I ►C/ -CAL I [ COl F O L AMU T (HALL •[ THOSE O TN[ 7m la A [AC PIV[[ OF arra [MT OI A1Rt}(AS AR[ JOINED .07m la fa p•p OA 01. WMICH(KR It [IIIAIER. 5. CM p 17 to t0 OA LC /l TMM p J01M IMKATf YO WMtN p 1! GIIEAT[N TMM JON f IIi7. S. FOR PIP[ LM 1MAN Ieoo w 117 7PLGIAL GO OL TAI/. MC REQUIRED. G. RDA III[ SIZE MOT LISTED List NE.T Silt LAR6[A. T. 3 DACE NEXT !HALL CONFORM TO ARTY A 413 Y IA EUI MAO[ 3001.01. 004 $. WHERE RLINFOACIM I/ A(OUTAED TINALL E DIANETER Of ME CIACULAR TIES SM O[ D.L2R WELL iNICNJE 771 • T. 1. REINFORCING SMALL t[ USED W"' THE PIP[ DANETC 13 AMD SCTWUw T "' HE EXTREME (NOTES 11 CA I X. [ : Ill i of W SP PIPE WNOTEA NG. Dr C,.GuLAR TIES' A CIAGULAR TICS s 3 r 110 M LESS 3 100 r It t'1 70 7!0 r 110 1 300 w 160• TO woo + 11 WNEAE iH( SPACE 1(TW[LN PIPE ENDS (X[[101 T7 IS•1 THE MGMBER 01' [IRCIAM TICS SMALL K INCAS ASE TO WINTAIR AN APPROXIMA iL S/1GIM6 OF 150 r 16 OL N. WHERE "C PIP[ 19 $» 121.1 CA LESS IN DANEiu M OAT NOR TORY of UNSEAL ED Now -TUBE OR EQUAL SNLLL 9[ USED TO 100110[ A SYOOTN HIT[AAOR JOIY7 INC IA/[R FOR. WT at l /f IN PLACE (SC[ O[ YL AI YN[M TM N ►C 11 100 r 171 lAR4(ft A CLMDYABL( IM f[RNOR /DRY MALL S[ USIC Olt TM{ INIERIOR JOIM7 .N Al it COMFLITELY FILLED WITH MORTAR YO NEATLY ►OINT[0. Y. C. I IN WM OA 1M.. PLAN /0. METRIC AND [NGLITN TWITS MEyu[A[0T [3KT YA If METRIC YALULS APERUUEr ALL SAA t[l M 9r.SM WY 1[ 7C OR I C " li LIMITS I0 T 1110 VISTA O N if l a u "LMEISN M. f 'E. ALL VALUES USED 11 a ul NAY[ C NW SIXYI NAY A•O COMA IV PE $1. nY St. • IS 'R KY' 1N Ow1 nu IItP It'A A.Y S /NiIS I F w r1,�� y i �. IY 311 .0. r W9Ir i t ru. 11. ,LwO A/Ill l.. ... rN 11 r Ifm j C I � InIt 11 IN 1.r• 1.rY fIAU Ifs r �K W r. r u•.IAIrt Y [ a t _ INHO N n.11 AT �g S _ N Nltt3 . AoUW t0Y1 • 1LlT plVV1M nAKii 1 A* THIS SECTION C SECTION A - A 1uI101 LH[ �- 300 •. 11•-0'1 w r - -- ITV. , �.W r WY Nr� I 1 r _ _ w r NY I.'Y -IW r M1 11. III I rI1YNl NnM y ('u W,t .. SECTION B WHIMM r r r _ 3. L SMALL BE 12 IN 11'-0 UNLESS OTHERWISE SHOW L WY BE III- CACASED OR LOCATION OF MANHOLE SHIFTED i0 SEES ►1 ►E ENDS. BUT MT WANG[ IM LOCATION 0/ TM[ SPUR DUST B[ APPROVE 1Y THE ENGINEER .. T SM A.L. L OE 200 w N•1 FOR VALUES Of H W TO AND INCLWING 2.4 . I7' -0•) MID 270 w UO FOR AWES Of M OVER 2 4 M I7' -0•I. S. STATIONS Of MANHOLES SHOWN ON PROJECT DRAWINGS "PLY AT CENTER L,ME 01 SHAFT. ELEVATIONS AMC SHOW AT C[NTG LIME Of !HART AND ACF ER TO THE PROLONGED INVERT GRACE LINES. SEE NGT[ 7. {. REIWOR SMALL COMFORT TO A7TM1 E EfM, MAO[ 1 O E 613• HAD[ 901. AND SNLLL TEAMMATE 40 w 11 IYrI CLEAR 01 CONCRETE 7LM- FACES UNLESS OTHERWISE SHOWN I FLOOR Of MANNOLC SMALL BE SPELL TROWELED TO SPMING LINE. $. SODA OF WYIOIE SMALL BE /OARED IN ONE CONTINUOUS OPERATION EXCEPT THAT A CONSTRUCTION JOINT WITH A LOMGITU OIM4 AEYWAr MAY SE Ft A:ED AT SPRING LINE. 7. THICKNESS Or INC aCR SHALL .ART S I N ME 200 AHr To r %orla E LEVEL it BUY SW4L M07 S[ LESS TMM 700 w IC•1. IO !TE /! SMALL CONFORM TO STANDARD /LAN t)1 OR 656 UK 971 OTNEAr17( SHOWN STEP$ SMALL OC UHICANLY 71ACtD 350 M 111 TO 373 r '1 CC . TN( LOVAST STEP SMALL HOT BE YORC THAN 400 w 12.'1 ABOVE THE LCOGE 117 Al THE 7101 01 TM[ MANHOLE C. If THC SIZE OF THE LATEA4 n SUCH THAT THE ABOVE- tP[CIrIE WMIWY DSTAMCCS CANNOT eE WINTAIMCO. TWIN ON( Of THE rOLLOWING AL7[AWT[ SOLUTIO DUST BE U.(0. 1. PROVIDE A SPECIAL STRUCTURE. ND t. PROVIDE TWO STANDARD STRUCT CONSISTING Of THIS MASIHOLC PLACED UPSTREAM 011 OOIRBEREYI FOOM THE APPLICABLE JUNGTIoM STRUCTURE OR TRANSITION STRUCTURE. IL NAMED([ fRENE AND COVER SMALL CONFORM TO STANDARD OIL" 370 UNLESS O7NER W11C SHOnV. 13. W-01.9 A [ SHAFT SMALL CONFORM TO STDARD PLM 334 UNLESS OTHERWISE SHOW 04. WHERE A M SHAFT - 300 w 136 WITHOUT REDUCER 15 SPECIFIED AOtft 70 STANDARD PLAN 335. HOLE SHAFT - MTN ECCENTRIC REDUCER 13. WHERE A PRESSURE MA A E q SPECIFIED MEFE TO STANDARD PLAN 376. IS. is S I PR[ffU TO STA ARD P - $14 Mr 133'1 WITHOUT A[DIIC[R 13 vcancD Rua To s7ADAAD nw sn. 17. DIMENSIONS $NOW% OR THIS /LAN FOR )METRIC AND CNQISH UNITS ME NOT t'.ACT (%UAL VALUES IF WT IC VALUES M( U3[[D AALLL YAlU[[3 USED FOR CO US (HALL 6[ METRIC VALUER. S1 Alt REM000ING SAN SIZES IN LNGLIJ" UNITS WI OC SW{l)G1UTCO TOR YCTAIC SAR SIZES. If ENGLISH UNITS ME USED. ALL VALUES WE ICA CONSTRUCTION SMALL BE THEISM UNITS. THE 1 M MA N H OLE SHA 0 /LMT N E TNC R R COM N[fttlW 24 SAM SHAFT - $0 [94[709 R OU T R 370 SAM LE !NAT - 300 YW 1)E'1 WITHOUT RCOYGE 176 ►SC WPMOL[ IN C 379 /R[SSIMC MANHOIt SM NT ✓T - WITH ECENTRIC M/ w IS6'1 WITHOUT REDUCE 630 610 + 114 - 1 SIMON LE /BALE AID COX EA $33 $14 Nr 136.1 MANHOLE FRY/[ AND EVER 33 IT 6)6 POL PROPYLENE PLASTIC S70 ,K6 rNI .N r H'1 r • %n des 0 .N r W9 r A n n r!, w 1N •. YN r W' 1Lf r 1B1 n r I.T IN 2 M'1 YW 7111' Aar -'I- r SM11 1 uApLAA 1K1. B[I W t[ 0 N . } qty Np mr Ma I LIY N _ e _ d Cy N• 't AMA • M QNf W t S.N U►�N DETAIL 'A' ISLE MR 11 T pA 1 XIAY 0.10 -TU►t. N toVY.. wR.'N Ia,M tl�'1' WI a t NY NMI TU.fI AI Y AN,.4 M A/1 w1Y NAIL nW- K.N KM.- NYS.Y 11a Y,INY Al IAn Mn YtT,rY DETAIL • B • Mi. . IMWY NMI IONS . "rI MINN. , J TIMMY N1.T IN dr W 6 .Ar NAM , 111 I.W ­_ J 1nr AIYNDD CMCAttt PI[ 1 N 10 11.11 K TAY STY WVAS1n T1. OICN Nut. N1O ON tw Y INt Nl Im YO wwf T. III./ w 1W I- AMR P WOWS AfsociAnow•/DRKAMMOOP"A CIW/[R__ AIlMGW PUKXWORMSAHOC1A "ON- SOLnWMMrOIWACIWT[R A►BRICAM 11301E INOIII[t MSOCIArAM.SOUTH MC"orIMCMA/T[R tV•W NqpjnaI EYe .+93NIUncWORA$ATTOOEIn«•/OUr#EM ulwl•aw7TDI F M S AN - �� NHOLE PIPE TO PIPE ONE OR BOTH MAN LORE dS B2Smm 33 OR SM/LL1ER I. 321 - 1 CAM ORKSASJIOCU o"•$ourHEAN CLLJFNA'wuwTa " °.° r r CONCRETE COLLAR FOR RCP TH 200 mm 12 T HROUGH 180 mm 72 " 380.2 MANHOLE ID'S 82bmm �� SMALLER ERNE Sw1 SMALLERMAIN LINE MANHOLE'S 825m LL D 3w; >1 ON RE F R 300 12 THROUGH 1800 mm 2" 880.2 ••I Y WW2 o. mm 5 � moor Hall & Fbmman, Inc. ..r • Civil ERGirwwuV • Plannvlg • Surveying • Pubhc Wake M. 24373 515 N. Mountain Ave. Sit. 106 UWm4 CA 91786 -9997 • (909) 982 -7777 �. tt/St/Ot 6 PREPARED UNDER THE SUPERNSION Cf.' RENS IONS CITY OF FONTANA, CALIFORNIA AWN BY STORM GRAN SPROVEMW PLAN SCALE: E.O. HOR12: 1' . 4d SIGNED BY MTAL Si!�T C N. & E 0. FOR CSIECNED BY TRACT NO. 16SS7�L -z DAiC II/so Aff: ' 5195 zoos 1 s of s 11 ©II�AI y.N «N N Y Mnr A r.P N r+a c' • w N r r Ia=� I i 7 H .• f o RRR w• I..r I I I \ 07R11 YEW TOP PLATE i1 1 I W N g 9 1 ' I t'�7^ NT"I -w•Il Null[• L BOTTOM VIEW CAGE RETAINER RFNG 1-� L Ed I H r — h J ( I � r ""' L �v• N -. ... 1 /I.'1 l ! N .i w'i Lw P[ AL M'I•"' IW oI•N -I>r.•U' YN ; - SECII(k•1 A - A 'D LL+ 1 /1T 1 o D� Y Wr. wl B� �>h f�1 I�UI/>75aI II` I I I Nr G] rtIDN4•r ^ A( p�Ij YII r — I ) ( Mw •H •- I T ( m" p I , yl " -K •. Q .� —� C REMOVABLE CENTER NUI(S 1, FOR A p0/.DWAY . B SINGLE GATE. (IB -O')` ` MDC dl USS USF A PLACE THE AMC" CA iCH ON ♦ 1'UNANCNT ENO POST. [APE - r .APE wNG L GARNERS fNI AND OC Be P[R STAN E OF CALIFORNIA fY F SINS i11S NOLS FOR USE W PENFORN4ICC OF WOgK UPp1 lX HIGHWAY. ). nK Ru[cc TORT 91AU BE CUT FR011 MELLOW - SCOTCHLITE _ R1f TOP RCft[C Rvi WEPT: TwG A7 MANlfAC BY NwNCSOTA INNING AND N.HUFACIURING COLVANf OR DEPM Ty[Nl APPROVED EQUIVALENT A. PANT GATE wM ONE W COAT Cr ALLNUM PAWL AFTER FABRICA- a unXAVloruoll rvI c..t. rlrc AV oN <ar 1. a,MP LnI.V ' + • e �- •I f p� y p . ' / � EJ 4YY�''���FFilll IIa32E1J{L IIOR�� CLA NILE • \ \ I'B y \ F W L -� AfY M : LCl "IT { A +.• ; -H-II +� �:�L awITY .PtairuA�IM fdtlE " - " 4 HoIE 1 DIMENSIONS SHOWN ON THIS PLAN FOR MLIRIC AND ENGLISH UNITS ARE NOT EXACT EOUAL VALUES IF METRIC V1l U[S ARE USED. ALL VALUES USED FOR CONS IRUC TIOM SMALL DC METRIC VALUES IF ENGLISH UN117 E USN UNI ARE UStO. ALL VALUER USED FOR CONSTRUCTION SMALL BC NGL Tf. CAS CAS[ 1 AND CASE 2 1. If ANGI[ A IS LE33 THAN AS' OR If D IS LARGER THAN 600 w" 12 + - 1. THEN ANOTHER STANDARD STRUCTURE SHALL BE SPECIFIED. 2 THE OU7S10[ DIAMETER OF THE INLET PIPE SHALL NOT EXCEED ONE -HALF THE INSIDE DIAMETER Of THE WIN LINE. CASE 1 uga1LW►(1 WTN M X SjYYvle.fo.. �— � , 3 TNC INLET PIPE SHALL ENTER THE WIN LINE RADIALLY. if THE INLET PIPE CANING ENTER RAOIALLT. THEN ANOTHER STANDARD STRUC TUNI SHALL 6C Ill C11110, a r K ll - r i' � GATE RETAINING DEVICE DETAIL PO ST DETAIL !— W v 1. GATE HINCES SIML BF HEAVY OUTV MALt[AIRE IRON OR STEEL NRNISTRIAL SERVICE IN,•C 270 DCGNLC SWING. ON OCPARIMLNT APPROVED COuAL SECTION 0 -0 IM Wnf, uF LT6 uTGll • IN RAM .. TXC SIN[ OI ME OP[NIN{ INTO TMC MAIM LINE SMALL O[ INC OUTSIDE Of OF THE INLET PIPE PLUS 30 Nw 11 MINIMUM TO 73 ­N 13.1 MAXIMUM S. ALL CONNECTOR PIPES FOR CASE 2 IN ALL BE ENCASED IM CONCRETE L /L - I S/[ - Armor 11' W "" I 4'r NU U S P E I I C a + [ IOI I L vIl CAw lul"Yos7 D[fK 1 1 6 USE IOOX PEKTHARuN GROOVE WELDS FOR PIPE CONNECTIONS. 7 S� S"ALL BE CUT TO PNONDE A CLOSE Fly-UP Of THE JOIN LANG .YW II.OW 1• CFA NON[ f IF LAID WITHIN THE WIN LINE EXCAVATED IALMCM OR If LAID ON FILL WIN NCH HAS NOT BEEN DEMSIFI[D 6. BURN OR CHIP [ R No OI CONNECTOR PIPE FLUSH W17H INNER SURFACE Of MAIN LINE OUNO LOGE OF CONCRETE PIPE OR RCP. `• �,,� .I �/�y :• I } Wy wL� IN Il TL I' _ [6 C O A a ( I T 6. ALL PIPE N F Sr ARE STANDARD M EIGHT OMINAL 92E PER MSC MM.IIwL Of a EL C()Nf1RlIC PLAT WNL FIr[ PMYILL • 1p W CSI N[ wTA .ADORN II! YM/ 116 lW[• -- —_ - -- -- CASE I 7 ALL C31 AND FITTINGS SHALL BE M" Y12ED. R STATION SPECIFIED ON THE PROJECT DMAWIIIGS APPLIES AT THC INTER SCC TION OF THE INSIDE MALL Of MAIN LINE AND THE UNfCR LINE OF INLET PI ►E. 9 CASE 2 SMALL NOT BE USED TO CONNECT TO THE FLOOR Of A GXA71 NG CATCH BASIN WHERE THE GRATE WILL BE SUBJECT TO It A ArNO[ I A—. AA..M IV Y7-NI I 1 ; I L IN I ya �� W IWYY111I� II�.OHR -' ■ ELEVATION - - CASE 2 SECTION C -C flC( NAG. L . NI K IPOIIIPw WIT I S LEA.. G M.A"A ' VEHICLE TRAFFIC. 10. TON CAS[ 2. NOT MORE THAN 3 3 w Ilrl Of INLET PIP[ SMALL BE LOCATED WITHIN THE MAIN LINE EXCAV FRENCH. SAIL -3 N. CONNECTIONS TO PI ►ES $23 Aw 121 OR LESS IN DIAMETER WITHOUT JUNCTION AT I o.I ANN M HN .IIAyC Iy T 1 0 V Wal •, wW 4R N w In Ipy[gI. A TW, ' - -- - -- - -- I� STRUCTURES OR PRCCAST T BRANCHES SHALL BE MADE WITH SADDLES 12. THE OUTSIDE OIAMETER Of THE INLET PIP[ SHALL NOT EXCEED ONE -HALF 1w • "'�' 0 E'I; PLAN SECTION CASES SADDLE CONNECTION 7HE INSIDE DIAMETER OF THE WIN LING 13. TRIM OR CUT SADDLE TO FIT SMUGLY OVER THE OU TSIDC OF THE WIN LINE SO IT{ AX16 WILL SE ON THE LINE AND GRADE QF TN[ CONNECTOR PIPC. w THE OPENING INTO THE PIPE SHALL 6E CUT AND TRIMMED TO FIT THE SADDLE $0 THAT NO PMT WILL PROJECT WITHIN THE SORT OF MC y IIJ.� V pl N I SADDLE PIPE. IS. THE CONNECTOR PIPE SMALL BE SUPPORTED AS SHOWN IN CA393 I AND 2. IO11. M IMNnNrr n W NIIIrrNI. (Nw) AMERICAN /17LLMC WOR" ASSOCLATION - SOUMENI CALIFORNIA CHA/iTA AIlRIC11N PUNIC WORKS ASSOCIATION - SOUTHERN CALFOIURA CHAPTER AMERICAN ORNA TI CIW NZTlalT9T L`1 Q�E — Pi�E'fO�TP (ID <800mm(21 "ll uueH" L 3jy , i W _ S TANDARD PIPE GATE FOR ACCESS ROADS 1 MOD. - -- _ 002 - 1 ...VIP, A• �7�NPUYJCWORKB" S60CMTION- 6WtME1WCALFO111MGIWIG OT N,W JUNCTIONSTRUCTURE —PIPE TO PIPE _ = LD _800 — (24 ")f .,P..DiMCMRmG..ID.HI . cWaNEm.MUeDP. ""'°':.N"' 332 - 1 STANDARD PIPE GATE ACESS ROADS 8 - 1 r.PN�M". o od.NN�mI 11 ©II�AI y.N «N N Y Mnr A r.P N r+a c' • w N r r Ia=� I i 7 H .• f o RRR w• I..r I I I \ 07R11 YEW TOP PLATE i1 1 I W N g 9 1 ' I t'�7^ NT"I -w•Il Null[• L BOTTOM VIEW CAGE RETAINER RFNG 1-� L Ed O P h a n ALT[AN1T( JVYCIIDN ELEVATION a r K ll - r i' � rnI N1Ir I• __ J b -� I� +i•i"'�: �iyry L /L - I S/[ - Armor _ /IOC D -DOATI ORANGE COUNTY EMVNRONIIE N TAG M T OE CT STD PLAN It A ArNO[ I A—. AA..M IV Y7-NI " " "" "�'• 1305 w INLET TYPE Y AT I o.I O P h a n Ei 4 I— A— _ re FAN III ra MIN IN 11 Ir ilia - FOU rk 4 ft, 2 OWN off Efig Barg 9 Bill 2 GaNZ yh!z - L how N p- I T m J IS T ms , mi SERI igig MR J j I -1 -1 •� W WE 9 Ord 7 ■ � ®��tia zf 1 KK H. a 9 i 12- 9 -Ns 1 m its ■ ■ ■ lug ■ V MEN min of i 9 - Fi VA FA 9 m 19EIN-M w Riga itu ICJ . j"WrANZ91 Ron Bois No 'm 01 9P. WIN i��. lie r 11 zw -N -MAW9013m Sib W "` �A . 1r!U2KFWR5 Racm U10— WE" ONES r�a Alan giii 0 ■ mammumm.4 H r 4, 02 022i an WIN .Hifflowil F it L t _ i 4 I— A— _ IIJ e f.- � A -" � LZN f Zi Ir ilia - FOU rk 4 ft, 2 P1 I GaNZ yh!z - L how N p- I J im T J j I -1 -1 •� i® 7 � ®��tia 4R e 9TA 17 /f- Jv cu zivj o — T A XI "I �1 V F3 -, / � I, I . m SISHIM N I m mmm EI a re Ir ilia FOU rk P1 I I im •� i® � ®��tia ■ ■ ■ 0 Jale - ---- ------ 1��IWA A6 — k - -te I - qz 4- R � " 11111111I ;Aor Z - ,4 1 3 /{!if Iar~ apofAow *i N E ow--,4,r —Mm A g4l � If B - -'4 I Ai k&11141" l V— f i � L Q, � '`��,', >; ; : � � -- • r QN- El _ - i 6 � ` � � � � F v C � ( .-. fi � � iQ- FaE;s•[.�s� °c>cycC aw.r a�rez \1'.; T `4 ryry is : " �y ' � " _ ' -'. 41 I 7 I T/. 151 ME X4 s, At— "W ,. y % . . . . . �.�� • •'':; i. :,.�. <�`\ � • ` + I � � � c/� o it 1" KiieoKb tx,I41H,65 v" REVISIONS S SEANARDIND, COUNlY-t'-s, - ;;-kI` DATE DESCRIPTION 'By 0I FLboo CONTROL DISTRiMie. A �A�N SEVAINE Ghk�K Wkngl PROJ + The RECORD DRAWING CREEKS $YWEWS 041 E T c ii 0 -- I Q!l e6110IM31ontm 10n a 41w,150b., [414 AKU SAN IRCE )wst be verdid .1 the 10 A- - A101[(1 ENGR C.U.N By "E jE f uce & I Wmik'� VJC , not re Of 26219 1 - tooStruCtol HAIL E,CH =Ad 130-ty ICI�Xq'. C IC a egr ?a MCI I ED - By LAWO PUNNING "No 60H,i f*ty seen 6 ell "I N the' CIVIL F"(q REM,` CI �Il -a;4 A frLE NO. PHEPA rEU UNULR YnII, SVPEAVISION FoOT)4iLL &Lvi). To vicfbahwy, ihIend 1. " "'I Of K CO VERDE BY I CAL IE , -- .. .DLL S 6 1 rL NAIL r VERT r-4' 1 ILOOI-39 IS B " } - -{ _ -t -SttY ,t? Y , I � �Y. i✓: i I 1 i� .` ? � _�-? �± t I - 6 + r _ I "_R-- ._ I , ♦_� t :. 'C•M V l 4't" - ---I- _I_L i /160 <� a J, /7 +r 1290 I : - j - - - -- p, I �� '',oilj•%T�? - l�, I �%V1a• / II �•r I '`_-} ; ' _ _ 1 1 ' kal.4r— - ! -- 6' r. 1 ZI rJ [ft \ i a _ rr F-- '- >• -j�-" t r , - t % ? - T _ r ��'�_ - _ _ .. �i.,? • i(_ -' -- i - 1 - x, 1 t 1 N,'trr:' - ls�d�: If y <�sE'E /,emu -•, ,z_ -� F 4 -- -i— � .ray, �1� '� ._ I I � ! • !1 _ _ _ s SI. -,� c7lt'fJ et } •1�.. ; ' r . - - f.-•S s. - _ c q Li I 4- i - t ! - I ' -C IL.+Y ii ' d1.i 1 f I - - - - - �) - _ =c i •S- -. is ? ": r Y: 3i 1¢ i5 i.( ( -- ' -I I .- ' i � j /( j j 1 ? �/J /B tJ I i )0 t�� ir- - r• __ - L i , .. -r � i - 1�ti � _ _ _ _ - _ �' '_ 'i- `F ' •' w #" 5_' - t � �1- � f I 1 i I .� .'.�/ �I fj '. ! 1 ~tl+ /. d'1¢ /:. � � � i I }. 1 I - t -- i- - f- 1 r - _- � ? - _ = 1 i T if' '.► C • t`! !._ _ _ I _ . , � czNT/'ld0lf I , _ ; i. � - I I i i t - ,- ,.) f q , e - -i 1 �y . P - _ 3 '" �'! t .£'�•/ �! 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DATE DESCRIPTION Y FLOOD "CONTROL DISTRICT' -_- 4'- -�{-- -t_ -'_ ', 1 } l ` icY�o,'n +ri�.vo sr� < e 7r/• r i .,, .i::.i -.. _._ : -_ • <- - - -' - - - - le}r11G' 1' fi - } i j -- -- -- - - 'i': ','; r',. • I ;� ��: f/t A'Af �LV ,9f1a�iC! Y/• , ETIWgNW n NE AND SAN SEwE ' _ ? 1.'- I - T I t =} • -i_ {_- -- -•- - I i 1 i 1 I ! I '' ! a-�'' --ice' - i [�. - - - - -- I� , CREEKS SYSTEMS e t �• _ - - - - - j — L_ -.- — _ - _. I - I = i �f /� i�tsX: dltwf <YJA� -i -I _- _ ; -_�( -- - } , • y �J N C ETnVANOq AND SAN SEVAwE CREEKS •1 = ult i'F.I ,f L, ENGN �(FICWN BY REVIEWED BT OO 1 i f .. t_ e sl,bM�r 19 4' {� �� - - f t - - I }. y o T jr R> � "'„ �, Iv , viE fe utn I�I •I b.l tr,r � .ItAt. R.4 :Il 11Bl, E ' CEtAMrE L'' y'-�.t :.'-:- r1 E• w.i •I.G. ..t H,�l ,sl. ., i.._ rkD Br j • - -•- — } - -Y -.,- I / - -t ^^ I -- - CIVIL ENGINEERING LAND PI.ENNING "ND SURVEYING { E • t f' " "- ' f - !' -_-_ f l - _ _ _ - _ 1 i . - - _ _,'••• __ -_ —_ f EDOTNILL, BLVD. TO VICTORIA' HED I,NI:I H Irlt S - 151ON �F FE [�,MMF NLED B �••• tt DATE SCALE FILE NO -DRWG Na _ - _ -- - _ IQcIU -- -- } �� .. taN r•4' - To ' 10 . a I - I - _ _._ ________ _____. I I j >1 . ',+I [' H , k .P.'J Iltrl , -, •'("^'- I ENT I •� 1- b01 - [.'t• N /A] . 3R /Q - T t ., 2 3 ac W cc l - 100 -YEAR FLOOD CONTAINED WITHIPC STREET R/W 25 -YEAR FLOOD CONTAINED WITHIN THE TOP OF CURBS INITIATE A STORM DRAIN OR CHANNEL WHEN EITHER CONDITION IS EXCEEDED W Z J 3 cc NOMINAL HYDRAULIC GRAD OPEN CHANNEL ru i W UNDERGROUND STORM DRAIN EXHIBIT A CITY OF FONTANA MASTER STORM DRAINAGE FACILITIES R 0 Aft &� e- 26V G Rw,, CRITERIA FOR DESIGN CMTA M" CA UM --Ill _I aru. - Imm"a . -- . --- OF FLOOD CONTROL FACILITIES a • • • • • .. ONSITE • L_ t_, - „ . , _ - ;� •� ` _..I -.� - • ~� I l` � • .. HYDROLOGY MAP w. BASELINE AVENUE -- - HERITAGE E W - - , _ __ _ _ — — I -- -- 1 T 1..- 4. - - 4 9 •T - 4 --, .;, . — t l 5 . -•- - — , -_ .. + 7 TRACT 15957 q 3� a • • . • . . l -- T « ♦ • •• w •,'•'v . r S _ LOT B 1 ` r • - • 0 ' LOT • •A • � « . « . . `i • l : I tTA ` / / \ J II I , ® • AREA � INITIAL 10 8 5 4 1 1 �7 ll � / ®' • i, / 1 `/ i / / / •,..' 1 1 4 • INITIAL - 48 Ac - _ T, = 26 45\ 7 '9 ......./Th AREA 1 11 � 1 .._.__._.._.._._ 4 LEGEND I � 1 / / • .....t.• 1 MI W 77 / 30 31 32 33 34 35 36 37 38 39 40 41 42 / 29 28 27 26 25 24 23 22 0 21 20 19 18 / . % e} y m K.w use .,a . .me cast Z a •p=c� t I.wrts) 36 Ac) ► 33 At . I _ .3, tbl3 / / ..111 104 27 �� e BURNSIDE - PLACE - / / 4 ' v HYDROLOGY TABLE Q100 6 , y "// Z� / A REA y AREA 0' SUM '0' 1 11 At 29 30 32 36 37 40 41 j / A 1.1 1.7e `4 � / Q 'V ' / - B 0.2 0.2 2 02 I I 2 .4 ' c 4.8 8 57 10.59 en � !2 D 3.3 5.52 1613 1 ' ,' 47 / E 2.7 4 51 20.64 a 0 0__64 7 , 2 ' 1 0, 19 _ rs 7 \yQ 20 CO r j F 3.5 10.05 C 2.7 8.83 18.88 ))// i , . , / ,:. 0 11 „ r r' r H t 4 3.27 3952 0, \ _ - •� ,- 1ii 7 5 / / . %�� t " • Q� T, = 4 60 NODE DATA TABLE lir , olsT To A iv 0 0H li % i NO M ELEV NEx1 NODE 0,. -1.05 , -. -� =14 f t 100 87 50 750' Te =13 • 101 78.58 170' i _ - 7 102 77.19 200' E \ . p . 103 74 60 410' //� � '�� - - - - - -- __ 104 6850 315' ( , i - ' r •� , i 105 56.23 37' / 3 , ^ / ' ' 106 49 49 7 /, I zoo 83.30 tozo' //, 201 64.19 88 //// / 1"- 50' 202 t3 354' 49 20} 49 49 — I— — — — — —_ ■air Hall & Foreman Inc. CITY OF FONTANA, - -- — - - - - -- — - - - -- - -- — - — -- a CALIFORNIA ��� ____ . L 4 Enµnae..g • Pynnn9 • Su rump • P UW1c WprkS DRAWN F BY ON -SITE SC HOME ALE: 2/3 N widen de Dr, Sole 300 • Stria Ano, CA 9:705- 1070 • 711,'6E4- 05'0 DE.`,.GNED BY NIVROLOGY -CAP VERT - - -- -- - ---- - - - - -- —.. --- -- — --- - PREPARED UNDER THE SUPER nSION OF C F N _ _ .. — . .— - __ - -__L -- B _ — fGR TRACT 15957 DATE _-- _ _ _ _._ -_ _ CHECK BY NE RI TAG( -VILLAGE 3/8/99 —__ _ -- —__ - - _ –__ __ ___ 708 NO DR NO SW. NO REFERENCE PLANS REVISIONS — mop; � DA tE ,7,, , OA IE S/1 kl wE k RCE 41308 EzP 3/31/99 DATE 5195 °PPROVEDCITY FN,INF ER 05126 DATE 5195J31 1 OF 1