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HomeMy WebLinkAboutTract 15957 Village of Heritage Area 4ADRAINAGE REPORT For VILLAGE OF HERITAGE TRACT 15957 AREA 4 -A FONTANA, CALIFORNIA November 10, 1998 Revised: April 2, 1999 Job No. 5195 Prepared By Hall & Foreman, Inc. 545 North Mountain Avenue Upland, CA 91786 (909) 982 -7777 Prepared Under The Supervision of r ��Iiva JO 1I410 v 1991 £ 'mN Harold Garcelon, P.E. RCE #31681, Exp. 12/31/99 mo Hall & Foreman, Inc. ■■r i Civil Engineering • Planning • Surveying • Public Works r 4 r�r Lad TABLE OF CONTENTS I. NARRATIVE Introduction Present Drainage Methods Proposed Drainage Methodology II. Q25 Hydrology Calculations On -Site Runoff Quantities III. Qloo Hydrology Calculations On -Site Runoff Quantities IV. Hydraulic Calculations Proposed /Existing Storm Drain Calculation V. Street Capacity Calculations Catch Basin Sizing VI. References City of Fontana drawing "Day Canyon Drive- West Liberty Pkwy to Sta 11 +00" (reduced print) VII. APPENDIX Soil Index Map (SBCHM) Exhibit A - Criteria for Design of Flood Control Facilities Tract 15957 Storm Drain Improvement Plans (reduced print) On -Site Hydrology Map (rear pocket) 0 Narrative Introduction This report will present hydrologic and hydraulic calculations which establishes storm water runoff rates, as well as sizing of a proposed Storm Drain System for Tract 15957, Area 4A, Village of Heritage, in the City of Fontana. The project site is bounded by an undeveloped commercial lot to the north, East Avenue Avenue to the west, area 4B to the south and by West Liberty Parkway to the east. The project area is approximately 18 acres in size. All calculations follow recommendations set forth by the "Fontana Master Storm Drain Study ", as prepared by this firm. Project parameters are for the proposed /existing Storm Drain System to convey Q 100 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 42" R.C.P. collects runoff and drains into an existing 36" R.C.P. Storm Drain located in Day Canyon Drive. A City of Fontana reference drawing titled "Day Canyon Drive, West Liberty Parkway to Sta 11 +00" , Sheet 4 of 6 was used as a reference. rr Sheet 4 includes the profile of the 36" R.C.P, which was called out as "Line F. Line F showed an existing 60 c.f.s discharge at the upstream end of the line. This runoff is generated from areas adjacent to East Avenue. The aforementioned temporary inlet, 42" R.C.P. and a catch basin in Day Canyon Drive was also constructed as part of the reference plans. This junction is located near the intersection of Day Canyon Drive and West Liberty Parkway. Runoff entering Line F at the junction is 87.4 c.f.s. Line F transitions to a 54" R.C.P. just after the Junction. A hydraulic grade line elevation of 43.8 feet was used as a control elevation in the hydraulic calculations. Prints of the reference plans are also included in the "Reference" Section of this report. 7 E L Proaosed Drainage Methods The proposed drainage method is by connecting to the existing 36" R.C.P. with a series of 18" laterals from catch basins as line F heads westward on Day Canyon Drive". One pipe will be extended northerly on U Street where it will collect runoff from the undeveloped area north of the site, which will be referred as Line "U" in the hydraulic L calculations. The drainage areas are as shown on the enclosed Hydrology Map. The undeveloped site hydrology was calculated for a developed commercial site. The proposed Q 100 runoff, including the future commercial site was 73.5 c.f.s., below the xi. referenced Q 100 of 87.4 c.f.s. Catch basins were flow -by's on Day Canyon Drive and sumps at the southerly ends of Y, X and W streets. The runoff which could not be collected by the flow -by catch basins was allowed to flow to the next downstream sump catch basin, as shown in the catch basin sizing calculations. Catch basin sizing calculations were performed for a Q 100 year storm. Street capacity calculations were performed for a Q, year storm. Methodology Calculations follow criteria established in the San Bernardino County Hydrology Manual (SBCHM) and the City of Fontana Master Plan of Drainage. The site has soil type "A" per the Hydrologic Soils Group Map. Q 100 and Q 25 Hydrologic calculations were performed with AES software "Rational Method Hydrology Program" Ver. 7.1. Street Capacity and catch basin sizing calculations were executed with AES "Hydraulic Elements 1" Ver. 6.1. Pipe sizing was performed with Los Angeles County "Water Surface Profile Gradient (WSPG) software. it v J Conclusion Calculations presented herein indicate the proposed /existing storm drain system has sufficient hydraulic capacity to convey flows and to maintain emergency vehicle travel during a 100 year storm. 1 a v U) Z O F Q J U J Q U C� O J O W) N a RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CR= TERION) (c) Copyright 1983 -97 Advanced Engineering Software (aes) Ver. 7.1 Release Date: 01/01/97 License ID 1237 Analysis prepared by: HALL & FOREMAN INC. di 545 N. MOUNTAIN AVENUE, SUITE 106 UPLAND, CALIFORNIA 91786 909/982 -7777 + + + + + + + + + + + + + + + + + + + + + + + + ++ DESCRIPTION OF STUDY • HERITAGE VILLAGE • AREA 4A "a * Q 25 FILE: 5195D41.RES FILE NAME: 5195D41.DAT TIME /DATE OF STUDY: 10:42 11/ 5/1998 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 am *ANTECEDENT MOISTURE CONDITION (AMC II) ASSUMED FOR RATIONAL METHOD* *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT - /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (_T) (FT) (n) - -- - - - -- --- - - - - -- - 1 30.0 20.0 018/ .018/ .020 .67 2.00 .03125 .1670 .01500 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = .00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS COLE = 21 -------------------- ------------------- 7 ------------------------------------ »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW- LENGTH(FEET) = 620.00 ELEVATION DATA: UPSTREAM(FEET) = 1279.10 DOWNSTREAM (FEET) = 1269.73 An SCS Tc (DECIMAL) CN (MIN.) .50 32 11.78 .98 3.94 F� Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.777 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.206 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH /HR) RESIDENTIAL "5 -7 DWELLINGS /ACRE" A 1.61 .98 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA RUNOFF(CFS) = 3.94 TOTAL AREA(ACRES) = 1.61 PEAK FLOW RATE(CFS) An SCS Tc (DECIMAL) CN (MIN.) .50 32 11.78 .98 3.94 F� ++++++++++++++*+++*++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 41 ---------------------------------------------------------------------------- » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< - - » »> USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 1258.00 DOWNSTREAM(FEET) = 1257.00 4m FLOW LENGTH(FEET) = 80.00 MANNING'S N = .013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 5.7 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.49 iw GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 3.94 PIPE TRAVEL TIME(MIN.) _ .24 Tc(MIN.) = 12.02 FLOW PROCESS FROM NODE 102.00 TO- MODE - - -1 -02.00 IS CODE = 81 ---------------------------------------------------------------------------- OR » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 12.02 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.167 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "5 -7 DWELLINGS /ACRE" A 1.43 .98 .50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 ' SUBAREA AREA(ACRES) = 1.43 SUBAREA RUNOFF(CFS) = 3.45 EFFECTIVE AREA(ACRES) = 3.04 AREA - AVERAGED Fm(INCH /HR) _ .49 AREA- AVERAGED Fp(INCH /HR) _ .98 AREA - AVERAGED Ap = .50 1 TOTAL AREA(ACRES) = 3.04 PEAK FLOW RATE(CFS) = 7.33 FLOW PROCESS FROM NODE 102.00 TO NODE 103.00 IS CODE = 41 ---------------------------------------------------------------------------- !� » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< » »> USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 1257.00 DOWNSTREAM(FEET) = 1255.00 am FLOW LENGTH(FEET) = 150.00 MANNING'S N = .013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 7.6 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.74 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 7.33 �1 PIPE TRAVEL TIME(MIN.) _ .37 Tc(MIN.) = 12.39 FLOW PROCESS FROM NODE 103.00 TO NODE 103.00 IS CODE = 81 ---------------------------------------------------------------------------- » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 12.39 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.110 SUBAREA LOSS FATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "5 -7 DWELLINGS /ACRE" A 1.43 .98 .50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 1.43 SUBAREA RUNOFF(CFS) = 3.37 EFFECTIVE AREA(ACRES) = 4.47 AREA- AVERAGED Fm(INCH /HR) _ .49 AREA- AVERAGED Fp(INCH /HR) _ .98 AREA- AVERAGED Ap = .50 TOTAL AREA(ACRES) = 4.47 PEAK FLOW RATE(CFS) = 10.55 ++++++++++++++++++++++++++++++++++++++++++*++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ FLOW PROCESS FROM NODE 103.00 TO NODE 104.00 IS CODE = 41 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< - - »»> USING - USER-SPECIFIED - PIPESIZE - (EXISTING - ELEMENT)<<< << ------- - - - - -- ELEVATION DATA: UPSTREAM(FEET) = 1255.00 DOWNSTREAM(FEET) = 1254.00 FLOW LENGTH(FEET) = 80.00 MANNING'S N = .013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 9.3 INCHES J J PIPE -FLOW VELOCITY(FEET /SEC.) = 7.33 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 10.55 PIPE TRAVEL TIME(MIN.) _ .18 Tc(MIN.) = 12.57 +++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ FLOW PROCESS FROM NODE 104.00 TO NODE 104.00 IS CODE = 81 -------- -------------------------------------------------------------------- » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 12.57 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.083 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL - "5-7 DWELLINGS /ACRE" A 1.49 .98 .50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 1.49 SUBAREA RUNOFF(CFS) = 3.48 EFFECTIVE AREA(ACRES) = 5.96 AREA- AVERAGED Fm(INCH /HR) _ .49 AREA- AVERAGED Fp(INCH /HR) _ .98 AREA - AVERAGED Ap = .50 TOTAL AREA(ACRES) = 5.96 PEAK FLOW RATE(CFS) = 13.92 FLOW PROCESS FROM NODE 104.00 TO NODE 105.00 IS CODE = 41 ---------------------------------------------------------------------------- » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< -- »» >USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) ««< --------------- ------------ - - - - -- - ELEVATION DATA: UPSTREAM(FEET) = 1254.00 DOWNSTREAM(FEET) = 1252.00 !� FLOW LENGTH(FEET) = 150.00 MANNING'S N = .013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 10.5 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 8.12 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 13.92 A PIPE TRAVEL TIME(MIN.) = .31 Tc(MIN.) = 12.88 ON FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 IS CODE = 81 ---------------------------------------------------------------------------- »» >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 12.88 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.038 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "5 -7 DWELLINGS /ACRE" A 1.49 .98 .50 32 R! SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 a: SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 1.49 SUBAREA RUNOFF(CFS) = 3.42 EFFECTIVE AREA(ACRES) = 7.45 AREA- AVERAGED Fm(INCH /HR) _ .49 AREA- AVERAGED Fp(INCH /HR) _ .98 AREA- AVERAGED Ap = .50 TOTAL AREA(ACRES) = 7.45 PEAK FLOW RATE(CFS) = 17.10 FLOW PROCESS FROM NODE 105.00 TO NODE 106.00 IS CODE = 41 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< » »>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) ««< -------------------- - - - - -- - ELEVATION DATA: UPSTREAM(FEET) = 1252.00 DOWNSTREAM(FEET) = 1251.00 FLOW LENGTH(FEET) = 80.00 MANNING'S N = .013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 11.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 8.41 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 17.10 PIPE TRAVEL TIME(MIN.) _ .16 Tc(MIN.) = 13.04 +++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ FLOW PROCESS FROM NODE 106.00 TO NODE 106.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< �_41 �Tjlll k` it M Fl MAINLINE Tc(MIN) = 13.04 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.016 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "5 -7 DWELLINGS /ACRE" A 1.50 .98 .50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 1.50 SUBAREA RUNOFF(CFS) = 3.41 EFFECTIVE AREA(ACRES) = 8.95 AREA- AVERAGED Fm(INCH /HR) _ .49 AREA- AVERAGED Fp(INCH /HR) _ .98 AREA - AVERAGED Ap = .50 TOTAL AREA(ACRES) = 8.95 PEAK FLOW RATE(CFS) = 20.37 +++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ FLOW PROCESS FROM NODE 106.00 TO NODE 107.00 IS CODE = 41 ---------------------------------------------------------------------------- »» >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »» >USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT)««< ELEVATION DATA: UPSTREAM(FEET) = 1251.00 DOWNSTREAM(FEET) = 1249.00 FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 13.8 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 8.14 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 20.37 PIPE TRAVEL TIME(MIN.) = .41 Tc(MIN.) = 13.45 +++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ FLOW PROCESS FROM NODE 107.00 TO NODE 107.00 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.) = 13.45 RAINFALL INTENSITY(INCH /HR) = 2.96 AREA - AVERAGED Fm(INCH /HR) = .49 AREA - AVERAGED Fp(INCH /HR) = .98 AREA - AVERAGED Ap = .50 EFFECTIVE STREAM AREA(ACRES) = 8.95 TOTAL STREAM AREA(ACRES) = 8.95 PEAK FLOW RATE(CFS) AT CONFLUENCE = 20.37 +++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + * + + + + + + + + + + + + ++ FLOW PROCESS FROM NODE 200.00 TO NODE 201.00 IS CODE = 21 »» >RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 200.00 ELEVATION DATA: UPSTREAM(FEET) = 1293.00 DOWNSTREAM(FEET) = 1288.00 Tc = K *((LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 16.279 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.640 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH /HR) NATURAL GOOD COVER "GRASS" A 1.28 .94 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 1.96 Ap SCS Tc (DECIMAL) CN (MIN.) .94 TOTAL AREA(ACRES) = 1.28 PEAK FLOW RATE(CFS) = 1.00 38 16.28 1.96 FLOW PROCESS FROM NODE 201.00 TO NODE 202.00 IS CODE = 41 ------------------------------------------------ »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »» >USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) ««< --------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1280.00 DOWNSTREAM(FEET) = 1270.00 FLOW LENGTH(FEET) = 600.00 MANNING'S N = .013 �1 hIll DEPTH OF FLOW IN 24.0 INCH PIPE IS 4.3 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.20 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 ow PIPE- FLOW(CFS) = 1.96 PIPE TRAVEL TIME(MIN.) = 1.92 Tc(MIN.) = 18.20 +++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ FLOW PROCESS FROM NODE 202.00 TO NODE 202.00 IS CODE = 81 ---------------------------------------------------------------------------- » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 18.20 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.469 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 9.16 .98 .10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 9.16 SUBAREA RUNOFF(CFS) = 19.55 EFFECTIVE AREA(ACRES) = 10.44 AREA- AVERAGED Fm(INCH /HR) _ .20 AREA- AVERAGED Fp(INCH /HR) _ .95 AREA - AVERAGED Ap = .21 TOTAL AREA(ACRES) = 10.44 PEAK FLOW RATE(CFS) = 21.32 +++++++++++++++++++++++++++++++++++++++++++++ + + + + + + * + + + + + + + + + + * + + + + + + + + + + + ++ FLOW PROCESS FROM NODE 202.00 TO NODE 203.00 IS CODE = 41 »» >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »» >USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 1270.00 DOWNSTREAM(FEET) = 1258.00 No FLOW LENGTH(FEET) = 500.00 MANNING'S N = .013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 13.7 INCHES ill PIPE -FLOW VELOCITY(FEET /SEC.) = 11.47 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 21.32 PIPE TRAVEL TIME(MIN.) _ .73 Tc(MIN.) = 18.93 FLOW PROCESS FROM NODE 203.00 TO NODE 203.00 IS CODE = 81 on ------------------- --------------------------------------------------------- »» >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 18.93 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.412 1A1 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS ( LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "5 -7 DWELLINGS /ACRE" A 1.53 .98 .50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 go SUBAREA AREA(ACRES) = 1.53 SUBAREA RUNOFF(CFS) = 2.65 EFFECTIVE AREA(ACRES) = 11.97 AREA - AVERAGED Fm(INCH /HR) _ .24 AREA- AVERAGED Fp(INCH /HR) _ .96 AREA - AVERAGED Ap = .25 TOTAL AREA(ACRES) = 11.97 PEAK FLOW RATE(CFS) = 23.43 FLOW PROCESS FROM NODE 203.00 TO NODE 204.00 IS CODE = 41 --------------------------------------------------------- » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< -- »» >USING - USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) ««< ---------------- ------------------------------------------------------------ ELEVATION DATA: UPSTREAM(FEET) = 1260.00 DOWNSTREAM(FEET) = 1258.00 FLOW LENGTH(FEET) = 10.00 MANNING'S N = .013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 8.0 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 25.73 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 23.43 PIPE TRAVEL TIME(MIN.) _ .01 Tc(MIN.) = 18.93 FLOW PROCESS FROM NODE 204.00 TO NODE 204.00 IS CODE = 81 ----------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< h' E MAINLINE Tc(MIN) = 18.93 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.411 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "5 -7 DWELLINGS /ACRE" A 5.11 .98 .50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 5.11 SUBAREA RUNOFF(CFS) = 8.85 EFFECTIVE AREA(ACRES) = 17.08 AREA- AVERAGED Fm(INCH /HR) _ .31 w� AREA- AVERAGED Fp(INCH /HR) _ .97 AREA - AVERAGED Ap = .32 TOTAL AREA(ACRES) = 17.08 PEAK FLOW RATE(CFS) = 32.27 FLOW PROCESS FROM NODE 204.00 TO NODE 205.00 IS CODE = 41 am-------------------- -------------------------------------------------- ------ »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< to »» >USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 1258.00 DOWNSTREAM(FEET) = 1252.00 sm FLOW LENGTH(FEET) = 30.00 MANNING'S N = .013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 9.4 INCHES do PIPE -FLOW VELOCITY(FEET /SEC.) = 28.09 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 32.27 PIPE TRAVEL TIME(MIN.) _ .02 Tc(MIN.) = 18.95 +++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ FLOW PROCESS FROM NODE 205.00 TO NODE 107.00 IS CODE = 1 w� ---------------------------------------------------------------------------- »» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »» >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 po CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 18.95 IN RAINFALL INTENSITY(INCH /HR) = 2.41 AREA- AVERAGED Fm(INCH /HR) _ .31 ow AREA- AVERAGED Fp(INCH /HR) _ .97 AREA - AVERAGED Ap = .32 EFFECTIVE STREAM AREA(ACRES) = 17.08 TOTAL STREAM AREA(ACRES) = 17.08 PEAK FLOW RATE(CFS) AT CONFLUENCE = 32.27 !14! ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 20.37 13.45 2.960 .98( .49) .50 8.9 100.00 2 32.27 18.95 2.410 .97( .31) .32 17.1 200.00 ds i RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 49.28 13.45 2.960 .97( .39) .40 21.1 100.00 2 48.10 18.95 2.410 .97( .37) .38 26.0 200.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 49.28 Tc(MIN.) = 13.45 EFFECTIVE AREA(ACRES) = 21.07 AREA- AVERAGED Fm(INCH /HR) _ .39 AREA- AVERAGED Fp(INCH /HR) _ .97 AREA- AVERAGED Ap = .40 TOTAL AREA(ACRES) = 26.03 +++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ FLOW PROCESS FROM NODE 107.00 TO NODE 108.00 IS CODE = 41 ---------------------------------------------------------------------------- »»> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »» >USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) ««< --------------- - - - -- ELEVATION DATA: UPSTREAM(FEET) = 1249.00 DOWNSTREAM(FEET) = 1241.00 FLOW LENGTH(FEET) = 280.00 MANNING'S N = .013 d DEPTH OF FLOW IN 36.0 INCA PIPE IS 16.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 15.12 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 49.28 PIPE TRAVEL TIME(MIN.) _ .31 Tc(MIN.) = 13.76 +rrrrrrrr + +r ++ rrrr+ rrrrrrrr +rrrrrrrrrrrrr +rr + + + + ++ ++rrrr * + + + +r +rr +.. + +r= FLOW PROCESS FROM NODE 108.00 TO NODE 108.00 IS CODE = 81 - - »»> ADDITION - OF - SUBAREA - TO - MAINLINE - PEAK - FLOW<<< << --------------- - - - -- MAINLINE Tc(MIN) = 13.76 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.920 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN SCHOOL A 2.20 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 2.20 SUBAREA RUNOFF(CFS) = 4.62 EFFECTIVE AREA(ACRES) = 23.27 AREA- AVERAGED Fm(INCH /HR) _ .41 nr AREA- AVERAGED Fp(INCH /HR) _ .97 AREA- AVERAGED Ap = .42 TOTAL AREA(ACRES) = 28.23 PEAK FLOW RATE(CFS) = 52.66 � rrr**** rrrrrrrrrrr +rr + + + +rrrrrr + + + + + + +rr +r+ rrrr +rrr +rr + +rrrrr + + +rrrrrrrrrr ++ FLOW PROCESS FROM NODE 108.00 TO NODE 109.00 IS CODE = 41 ------------------------------------------------------- » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< -- » » >USING USER - SPECIFIED PIPESIZE - (EXISTING - ELEMENT) << ------- - - - - -- ELEVATION DATA: UPSTREAM(FEET) = 1239.00 DOWNSTREAM(FEET) = 1238.00 FLOW LENGTH(FEET) = 100.00 MANNING'S N = .013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 24.6 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 10.24 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 52.68 #q PIPE TRAVEL TIME(MIN.) _ .16 Tc(MIN.) = 13.92 END OF STUDY SUMMARY:______________________________________________ TOTAL AREA(ACRES) = 28.23 TC(MIN.) = 13.92 EFFECTIVE AREA(ACRES) = 23.27 AREA- AVERAGED Fm(INCH /HR)= 91 AREA- AVERAGED Fp(INCH /HR) _ .97 AREA- AVERAGED Ap = .42 PEAK FLOW RATE(CFS) 52.68 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 52.68 13.92 2.900 .97( .41) .42 23.3 100.00 2 50.75 19.43 2.374 .97( .39) .40 28.2 200.00 END OF RATIONAL METHOD ANALYSIS 0 0 Cl) Z 0 A 0 0 -j 0 r h RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM rACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983 -97 Advanced Engineering Software (aes) Ver. 7.1 Release Date: 01/01/97 License ID 1237 Analysis prepared by: HALL & FOREMAN INC. 545 N. MOUNTAIN AVENUE, SUITE 106 UPLAND, CALIFORNIA 91786 909/982 -7777 * + * * * * * * * * * * + * * + * * * * * * * * ** DESCRIPTION OF STUDY + + + * * + + + + * * * * * * * * * * + * * ** • HERITAGE VILLAGE • AREA 4A + • Q 100 -FILE: 5195D42.RES /DAT + FILE NAME: 5195D41.DAT TIME /DATE OF STUDY: 10:41 11/ 5/1998 - - 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 a 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 *ANTECEDENT MOISTURE CONDITION (AMC II) ASSUMED FOR RATIONAL METHOD* *USER - DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT - /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 018/ .018/ .020 .67 2.00 03125 1670 .01500 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = .00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE = 21 » »> RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 620.00 ELEVATION DATA: UPSTREAM(FEET) = 1279.10 DOWNSTREAM(FEET) = 1269.73 To = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.777 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.037 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) RESIDENTIAL 11 5 -7 DWELLINGS /ACRE" A 1.61 .98 .50 32 11.78 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, AP = .50 SUBAREA RUNOFF(CFS) = 5.14 TOTAL AREA(ACRES) = 1.61 PEAK FLOW RATE(CFS) = 5.14 F +++rr+r+r r+rr+rrrr+rrrrrr++ r+ r++rr+++ rrr+++rr r +r +rr + + + +rrr + +r +rr + + +rrr + +rrr FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 41 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< - - »»> USING - USER-SPECIFIED - PIPESIZE - (EXISTING - ELEMENT)<<< << ------- - - - - -- ELEVATION DATA: UPSTREAM(FEET) = 1258.00 DOWNSTREAM(FEET) = 1257.00 FLOW LENGTH(FEET) = 80.00 MANNING'S N = .013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 6.5 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.94 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 5.14 w� PIPE TRAVEL TIME(MIN.) _ .22 Tc(MIN.) = 12.00 r+++ rr+++ t+++ rr+++ r+ t+ rrr+ rrr+++ rr+++ rr+++ rrrrrr + + +rrr + + +rrrr + +r + + + + + + + + + +rr FLOW PROCESS FROM NODE 102.00 TO NODE 102.00 IS CODE = 81 ---------------------------------------------------------------------------- » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 12.00 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.992 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "5 -7 DWELLINGS /ACRE" A 1.43 .98 .50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 1.43 SUBAREA RUNOFF(CFS) = 4.51 EFFECTIVE AREA(ACRES) = 3.04 AREA- AVERAGED Fm(INCH /HR) _ .49 AREA- AVERAGED Fp(INCH /HR) _ .98 AREA- AVERAGED Ap = .50 TOTAL AREA(ACRES) = 3.04 PEAK FLOW RATE(CFS) = 9.59 +++ rr+ trr+ rr+++ rrr+ rr++ rrrr+ rt++++ rr+++ rr++ rrr + + +rrrr +rr +rrrr + + +rrr + +rrr + + +r FLOW PROCESS FROM NODE 102.00 TO NODE 103.00 IS CODE = 41 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»> USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 1257.00 DOWNSTREAM(FEET) = 1255.00 FLOW LENGTH(FEET) = 150.00 MANNING'S N = .013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 8.7 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 7.29 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 9.59 PIPE TRAVEL TIME(MIN.) _ .34 Tc(MIN.) = 12.34 FLOW PROCESS FROM NODE 103.00 TO NODE 103.00 IS CODE = 81 ---------------------------------------------------------------------------- so » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 12.34 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.925 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "5 -7 DWELLINGS /ACRE" A 1.43 .98 .50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 1.43 SUBAREA RUNOFF(CFS) = 4.42 EFFECTIVE AREA(ACRES) = 4.47 AREA- AVERAGED Fm(INCH /HR) _ .49 AREA- AVERAGED Fp(INCH /HR) _ .98 AREA- AVERAGED Ap = .50 TOTAL AREA(ACRES) = 4.47 PEAK FLOW RATE(CFS) = 13.83 r+ rr++ r++ rr++ rr++ r++ rr++ r+++ r++ rrr++ rr++ r+ rrr + + +rrr + + + + +rr + + +rrr + + +rr + + +rr ++ FLOW PROCESS FROM NODE 103.00 TO NODE 104.00 IS CODE = 41 ---------------------------------------------------------------------------- » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»> USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 1255.00 DOWNSTREAM(FEET) = 1254.00 FLOW LENGTH(FEET) = 80.00 MANNING'S N = .013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 10.6 INCHES N PIPE -FLOW VELOCITY(FEET /SEC.) = 7.92 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 13.83 PIPE TRAVEL TIME(MIN.) _ .17 Tc(MIN.) = 12.51 FLOW PROCESS FROM NODE 104.00 TO NODE 104.00 IS CODE = 81 ---------------------------------------------------------------------------- »» >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 12.51 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.893 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "5 -7 DWELLINGS /ACRE" A 1.49 .98 .50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 1.49 SUBAREA RUNOFF(CFS) = 4.57 EFFECTIVE AREA(ACRES) = 5.96 AREA- AVERAGED Fm(INCH /HR) _ .49 AREA - AVERAGED Fp(INCH /HR) _ .98 AREA- AVERAGED Ap = .50 OR TOTAL AREA(ACRES) = 5.96 PEAK FLOW RATE(CFS) = 18.27 FLOW PROCESS FROM NODE 104.00 TO NODE 105.00 IS CODE = 41 --------------------------------------------------------------- »» >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »» >USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT)««< ---------------------------------------------------- - - - - -- - ELEVATION DATA: UPSTREAM(FEET) = 1254.00 DOWNSTREAM(FEET) = 1252.00 FLOW LENGTH(FEET) = 150.00 MANNING'S N = .013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 12.1 INCHES to PIPE -FLOW VELOCITY(FEET /SEC.) = 8.76 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 18.27 PIPE TRAVEL TIME(MIN.) _ .29 Tc(MIN.) = 12.80 FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 IS CODE = 81 fA � 1 ------------------- ---------------------------------=----------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< � MAINLINE Tc(MIN) = 12.80 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.841 po SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "5 -7 DWELLINGS /ACRE" A 1.49 .98 .50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 1.49 SUBAREA RUNOFF(CFS) = 4.50 EFFECTIVE AREA(ACRES) = 7.45 AREA- AVERAGED Fm(INCH /HR) _ .49 AREA- AVERAGED Fp(INCH /HR) _ .98 AREA- AVERAGED Ap = .50 TOTAL AREA(ACRES) = 7.45 PEAK FLOW RATE(CFS) = 22.49 FLOW PROCESS FROM NODE 105.00 TO NODE 106.00 IS CODE = 41 --------------------------------------------------------------- »» >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< » »>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT)««< --------------------------------------- --- - - - - -- - ELEVATION DATA: UPSTREAM(FEET) = 1252.00 DOWNSTREAM(FEET) = 1251.00 FLOW LENGTH(FEET) = 80.00 MANNING'S N = .013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 13.7 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 9.06 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 22.49 PIPE TRAVEL TIME(MIN.) = .15 Tc(MIN.) = 12.95 FLOW PROCESS FROM NODE 106.00 TO NODE 106.00 IS CODE = 81 --------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW«« < r d FLOW PROCESS FROM NODE 107.00 TO NODE 107.00 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.) = 13.33 RAINFALL INTENSITY(INCH /HR) = 3.75 AREA - AVERAGED Fm(INCH /HR) = .49 AREA- AVERAGED Fp(INCH /HR) = .98 AREA - AVERAGED Ap = .50 EFFECTIVE STREAM AREA(ACRES) = 8.95 TOTAL STREAM AREA(ACRES) = 8.95 PEAK FLOW RATE(CFS) AT CONFLUENCE = 26.80 FLOW PROCESS FROM NODE 200.00 TO NODE 201.00 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< - --------------- INITIAL SUBAREA FLOW- LENGTH(FEET) = 200.00 ELEVATION DATA: UPSTREAM(FEET) = 1293.00 DOWNSTREAM(FEET) = 1288.00 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)) ** .20 OR SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 16.279 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.325 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) NATURAL GOOD COVER "GRASS" A 1.28 .94 1.00 38 16.28 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .94 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 2.75 TOTAL AREA(ACRES) = 1.28 PEAK FLOW RATE(CFS) = 2.75 +++++++++*+++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ FLOW PROCESS FROM NODE 201.00 TO NODE 202.00 IS CODE = 41 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »» >USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT)««< ---------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1280.00 DOWNSTREAM(FEET) = 1270.00 FLOW LENGTH(FEET) = 600.00 MANNING'S N = .013 MAINLINE TC(MIN) = 12.95 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.815 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "5 -7 DWELLINGS /ACRE" A 1.50 .98 .50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 1.50 SUBAREA RUNOFF(CFS) = 4.49 EFFECTIVE AREA(ACRES) = 8.95 AREA- AVERAGED Fm(INCH /HR) _ .49 AREA - AVERAGED Fp(INCH /HR) _ .98 AREA - AVERAGED Ap = .50 TOTAL AREA(ACRES) = 8.95 PEAK FLOW RATE(CFS) = 26.80 FLOW PROCESS FROM NODE 106.00 TO NODE 107.00 IS CODE = 41 ---------------------------------------------------------------------------- » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »» >USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) ««< --------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1251.00 DOWNSTREAM(FEET) = 1249.00 pq FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 16.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 8.75 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 26.80 PIPE TRAVEL TIME(MIN.) _ .38 Tc(MIN.) = 13.33 FLOW PROCESS FROM NODE 107.00 TO NODE 107.00 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.) = 13.33 RAINFALL INTENSITY(INCH /HR) = 3.75 AREA - AVERAGED Fm(INCH /HR) = .49 AREA- AVERAGED Fp(INCH /HR) = .98 AREA - AVERAGED Ap = .50 EFFECTIVE STREAM AREA(ACRES) = 8.95 TOTAL STREAM AREA(ACRES) = 8.95 PEAK FLOW RATE(CFS) AT CONFLUENCE = 26.80 FLOW PROCESS FROM NODE 200.00 TO NODE 201.00 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< - --------------- INITIAL SUBAREA FLOW- LENGTH(FEET) = 200.00 ELEVATION DATA: UPSTREAM(FEET) = 1293.00 DOWNSTREAM(FEET) = 1288.00 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)) ** .20 OR SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 16.279 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.325 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) NATURAL GOOD COVER "GRASS" A 1.28 .94 1.00 38 16.28 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .94 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 2.75 TOTAL AREA(ACRES) = 1.28 PEAK FLOW RATE(CFS) = 2.75 +++++++++*+++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ FLOW PROCESS FROM NODE 201.00 TO NODE 202.00 IS CODE = 41 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »» >USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT)««< ---------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1280.00 DOWNSTREAM(FEET) = 1270.00 FLOW LENGTH(FEET) = 600.00 MANNING'S N = .013 - 0 DEPTH OF FLOW IN 24.0 INCH PIPE IS 5.0 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.74 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 2.75 PIPE TRAVEL TIME(MIN.) = 1.74 Tc(MIN.) = 18.02 ++ rrrrrrrrr+ rrrrrr + + ++ rrrrr+ rrr + + + + +r+ rrr + + + + +r + + + + + ++ +rrrrr + + + + + +r + + +r + +r ++ FLOW PROCESS FROM NODE 202.00 TO NODE 202.00 IS CODE = 81 - - »»> ADDITION - OF - SUBAREA - TO - MAINLINE - PEAK - FLOW<<< << --------------- - - - -- MAINLINE Tc(MIN) = 18.02 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.128 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES)- -(INCH/HR) (DECIMAL) CN COMMERCIAL A 9.16 .98 .10 32 on SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 9.16 SUBAREA RUNOFF(CFS) = 24.98 EFFECTIVE AREA(ACRES) = 10.44 AREA- AVERAGED Fm(INCH /HR) _ .20 AREA - AVERAGED Fp(INCH /HR) _ .95 AREA- AVERAGED Ap = .21 TOTAL AREA(ACRES) = 10.44 PEAK FLOW RATE(CFS) = 27.51 rrrrrrrrr +rrrrrrrrrrr ++ rrrr + + + + + ++ rrrrr + + + + + + ++ +rrrr + + + + + + + + + + + + +rr + + + + + + + ++ FLOW PROCESS FROM NODE 202.00 TO NODE 203.00 IS CODE = 41 ---------------------------------------------------------------------------- » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< » »>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) ««< ----------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1270.00 DOWNSTREAM(FEET) = 1258.00 FLOW LENGTH(FEET) = 500.00 MANNING'S N = .013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 16.3 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 12.09 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 27.51 MR PIPE TRAVEL TIME(MIN.) _ .69 Tc(MIN.) = 18.71 rrrrrrrrrrrrr+ +rrrrrr+ rrr + + + ++ rrrrr ++ +rrrrrr + + + + + +rrrrrrrr ++ +rrrrrr +r + +r + +rr FLOW PROCESS FROM NODE 203.00 TO NODE 203.00 IS CODE = 81 --------- ------------------------------------------------------------------- »»> ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< iw MAINLINE Tc(MIN) = 18. 71__________________ _______________________________ * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.058 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "5 -7 DWELLINGS /ACRE" A 1.53 .98 .50 32 am SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 1.53 SUBAREA RUNOFF(CFS) = 3.54 EFFECTIVE AREA(ACRES) = 11.97 AREA- AVERAGED Fm(INCH /HR) _ .24 AREA- AVERAGED Fp(INCH /HR) _ .96 AREA- AVERAGED Ap = .25 TOTAL AREA(ACRES) = 11.97 PEAK FLOW RATE(CFS) = 30.39 +rrrrrrrr ++ rrr+ +rrrr +r +rrrrrr+ +rrrr ++ +rrrr + +r+ +rrrrrr + + +r+ +rrrr +r +r + + + + + + +r+ FLOW PROCESS FROM NODE 203.00 TO NODE 204.00 IS CODE = 41 ---------------------------------------------------------------------------- » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< » » >USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) ««< ----------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1260.00 DOWNSTREAM(FEET) = 1258.00 FLOW LENGTH(FEET) = 10.00 MANNING'S N = .013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 9.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 27.64 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 30.39 PIPE TRAVEL TIME(MIN.) _ .01 Tc(MIN.) = 18.72 rrr + ++ rrr + + +rr + ++ rrr+++ rr + + + + +r + + + +r + + +r +rr + + + + + +rr +r +r +rrr + + + + + + +rr + + + + + + ++ FLOW PROCESS FROM NODE 204.00 TO NODE 204.00 IS CODE = 81 -------- -------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< ri E H_ 0 �1 t� MAINLINE Tc(MIN) = 18.72 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.058 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "5 -7 DWELLINGS /ACRE" A 5.11 .98 .50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 5.11 SUBAREA RUNOFF(CFS) = 11.82 EFFECTIVE AREA(ACRES) = 17.08 AREA- AVERAGED Fm(INCH /HR) _ .31 AREA- AVERAGED Fp(INCH /HR) _ .97 AREA- AVERAGED Ap = .32 TOTAL AREA(ACRES) = 17.08 PEAK FLOW RATE(CFS) = 42.21 FLOW PROCESS FROM NODE 204.00 TO NODE 205.00 IS CODE = 41 ---------------------------------------------------------------------------- » »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< » » >USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 1258.00 DOWNSTREAM(FEET) = 1252.00 FLOW LENGTH(FEET) = 30.00 MANNING'S N = .013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 11.0 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 30.17 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 42.21 PIPE TRAVEL TIME(MIN.) _ .02 Tc(MIN.) = 18.73 +++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ FLOW PROCESS FROM NODE 205.00 TO NODE 107.00 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.) = 18.73 RAINFALL INTENSITY(INCH /HR) = 3.06 AREA- AVERAGED Fm(INCH /HR) _ .31 AREA - AVERAGED Fp(INCH /HR) _ .97 AREA - AVERAGED Ap = .32 EFFECTIVE STREAM AREA(ACRES) = 17.08 TOTAL STREAM AREA(ACRES) = 17.08 PEAK FLOW RATE(CFS) AT CONFLUENCE = 42.21 ** CONFLUENCE DATA ** STREAM Q Tc NUMBER (CFS) (MIN.) 1 26.80 13.33 2 42.21 18.73 Intensity Fp(Fm) Ap Ae HEADWATER (INCH /HR) (INCH /HR) (ACRES) NODE 3.749 .98( .49) .50 8.9 100.00 3.056 .97( .31) .32 17.1 200.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 64.41 13.33 3.749 .97( .39) .40 21.1 100.00 2 63.32 18.73 3.056 .97( .37) .38 26.0 200.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 64.41 Tc(MIN.) = 13.33 EFFECTIVE AREA(ACRES) = 21.10 AREA- AVERAGED Fm(INCH /HR) _ .39 AREA- AVERAGED Fp(INCH /HR) _ .97 AREA- AVERAGED Ap = .40 TOTAL AREA(ACRES) = 26.03 +++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ FLOW PROCESS FROM NODE 107.00 TO NODE 108.00 IS CODE = 41 » »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 1249.00 DOWNSTREAM(FEET) = 1241.00 FLOW LENGTH(FEET) = 280.00 MANNING'S N = .013 ►7 F! DEPTH OF FLOW IN 36.0 INCH PIPE IS 19.8 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 16.16 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 64.41 PIPE TRAVEL TIME(MIN.) _ .29 Tc(MIN.) = :3.62 FLOW PROCESS FROM NODE 108.00 TO NODE 108.00 IS CO7, E = 81 --------------- ---- ------- ---- -------- ----- ---------- ----------------------- - - »»> ADDITION - OF - SUBAREA _ TO - MAINLINE - PEAK FLOW<<< << --------------- - - - -- MAINLINE Tc(MIN) = 13.62 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.701 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) -_CN SCHOOL A 2.20 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 2.20 SUBAREA RUNOFF(CFS) = 6.17 EFFECTIVE AREA(ACRES) = 23.30 AREA- AVERAGED Fm(INCH /HR) _ .41 AREA- AVERAGED Fp(INCH /HR) = .97 AREA - AVERAGED Ap = .42 TOTAL AREA(ACRES) = 28.23 PEAK FLOW RATE(CFS) = 69.11 FLOW PROCESS FROM NODE 108.00 TO NODE 109.00 IS CODE = 41 ---------------------------------------------------------------------------- - » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< _ - » »> USING - USER-SPECIFIED - PIPESIZE - (EXISTING - ELEMENT)<<< << ------- - - - - -- ELEVATION DATA: UPSTREAM(FEET) = 1239.00 DOWNSTREAM(FEET) = 1238.00 FLOW LENGTH(FEET) = 100.00 MANNING'S N = .013 ASSUME FULL - FLOWING PIPELINE PIPE -FLOW VELOCITY(FEET /SEC.) = 9.78 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 69.11 AAA PIPE TRAVEL TIME(MIN.) = .17 Tc(MIN.) = 13.79 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 28.23 EFFECTIVE AREA(ACRES) = 23.30 AREA- AVERAGED Fp(INCH /HR) _ .97 PEAK FLOW RATE(CFS) = 69.11 TC(MIN.) = 13.79 AREA- AVERAGED Fm(INCH /HR)= .41 AREA - AVERAGED Ap = .42 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 69.11 13.79 3.674 .97( .41) .42 23.3 100.00 2 67.05 19.20 3.011 .97( .39) .40 28.2 200.00 END OF RATIONAL METHOD ANALYSIS t E] 0 P� (1) Z 0 L" j t Li g. t L,;;s U rRe We WO r.48 r4W F771 �l F 0 5 1 5 P WATER SURFACE PROFILE - TITLE CARD LISTING HERITAGE VILLAGE PHASE 4A EXISTING 36" R.C.P. IN DAY CANYON DRIVE, Q 100 FILE: 5195D91.INP /OUT 1 vz J DA=E: 11/10/1998 TIRE: 9:12 F0515P 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;_0) CCCE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD 18 4 1.50 CD 24 4 2.00 CJ 36 4 3.00 CD 54 4 4.50 J 11!!1 a 111 !!A ILIA 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 0.00 38.37 54 43.80 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG 27 MAN H 61.53 39.06 54 0.013 0.00 40.00 0.0c 0 ELEMENT NO 3 IS A JUNCTION * ' U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 64.28 40.50 54 18 0 0.013 4.7 0.0 42.00 0.00 60.00 0.00 ELEMENT NO 4 IS A TRANSITION * ±. U/S DATA STATION INVERT SECT N 78.84 40.66 36 0.013 ELEMENT NO 5 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG 0 0 MAN H 280.72 44.65 36 0.013 0.00 12.00 O.0C ELEMENT NO 6 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 288.82 44.68 36 24 0 0.013 42.2 0.0 45.00 0.00 45.00 0.00 ELEMENT NO 7 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 350.00 45.69 36 0.013 0.00 0.00 0.00 1 ELEMENT NO 8 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 474.30 49.69 36 0.013 0.00 0.00 0.00 0 ELEMENT NO 9 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 478.30 49.74 36 18 0 0.013 4.3 0.0 50.00 0.00 60.00 0.00 ELEMENT NO 10 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT_ MAN H 536.35 51.73 36 0.013 0.00 0.00 0.00 0 ELEMENT NO 11 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 540.35 51.77 36 18 0 0.013 4.2 0.0 52.00 0.00 60.00 0.00 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 647.25 55.36 36 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 652.75 55.53 36 0.013 0.00 0.00 0.00 1 ELEMENT NO 14 IS A REACH 40 U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 701.31 55.90 36 0.013 0.00 0.00 0.00 0 ELEMENT NO 15 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 705.31 55.94 36 18 0 0.013 4.4 0.0 56.00 0.00 60.00 0.00 AI ELEMENT NO 16 IS A REACH iw U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 766.32 56.40 36 0.013 0.00 0.00 0.00 0 lei ELEMENT NO 17 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 770.32 56.44 36 18 0 0.013 4.2 0.0 57.00 0.00 60.00 0.00 ELEMENT NO 18 IS A REACH RSA U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 931.60 57.65 36 0.013 0.00 0.00 0.00 0 ELEMENT NO 19 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 fm 935.60 57.68 36 18 0 0.013 4.4 0.0 58.00 0.00 60.00 0.00 iw ELEMENT NO 20 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 993.71 58.12 36 0.013 0.00 0.00 0.00 0 40 ELEMENT NO 21 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 997.71 58.15 36 18 0 0.013 5.1 0.0 59.50 0.00 60.00 0.00 11�1 pm 00 E F om Oki IV J b� F 0 5 1 5 P PAGE SO 4 WATER SURFACE PROFILE — ELEMENT CAPO LISTING ?LEMENT NO 22 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG 'r= MAN H 1124.65 59.12 36 0.0'.3 0.00 0.00 O.c_ 0 !EMENT NO 23 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG P= MAN H 1195.37 59.75 36 0.Oi3 0.00 45.00 0.0- 0 ELEMENT NO 24 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 1195.37 NO EDIT ERRORS ENCOUNTERED— COMPUTATION IS 59.75 36 NOW BEGINNING 0.00 ** WARNING NO. 2 ** — WATER SURFACE ELEVATION GIVEN IS LESS THFV OR EQUALS INVERT ELEVATION IN HDWKDS, W. S.ELEV. =_INV *,.DC__... ..__ F om Oki IV J b� M e PAGE 1 LICENSEE: HALL & FOREMAN F0515P WATER SURFACE PROFILE LISTING HERITAGE VILLAGE PHASE 4A LINE A IN Q STREET, Q 100 FILE: 5195D41.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 SF AVE HF NORM DEPTH ZR L /ELEM SO 0.00 38.37 5.430 43.600 133.5 8.39 1.094 44.854 0.00 3.400 4.50 0.00 0.00 0 0.00 5.59 0.01121 .009609 0.03 2.620 0.00 5.59 38.43 5.407 43.840 133.5 8.39 1.094 44.934 0.00 3.400 4.50 0.00 0.00 0 0.00 0.00 p" HYDRAULIC JUMP 5.59 38.93 2.036 40.469 133.5 19.09 5.659 46.12E 0.00 3.400 4.50 0.00 0.00 0 0.00 0.79 2.620 0.00 28.71 0.01121 .027663 34.30 38.76 1.970 40.725 133.5 19.94 6.172 46.857 0.00 3.400 4.50 0.00 0.00 0 0.00 27.23 0.01121 .031311 0.85 2.620 0.00 61.53 39.06 1.900 40.960 133.5 20.91 6.790 47.750 0.00 3.400 4.50 0.00 0.00 0 0.00 No 0.0E 0.00 JUNCT STR 0.52364 .030598 64.28 40.50 1.960 42.460 128.8 19.37 5.823 48.283 0.00 3.341 4.50 0.00 0.00 0 0.00 am TRANS STR 0.01099 .030863 0.45 0.00 78.84 40.66 2.961 43.621 128.8 18.27 5.181 48.802 0.00 2.961 3.00 0.00 0.00 0 0.00 0.84 0.01976 .035358 0.03 3.000 0.00 OR 79.68 40.68 3.000 43.677 128.8 18.22 5.155 48.632 0.00 2.961 3.00 0.00 0.00 0 0.00 201.04 0.01976 .031002 7.44 3.000 0.00 280.72 44.65 6.899 51.549 128.8 18.22 5.155 56.7C4 0.00 2.961 3.00 0.00 0.00 0 0.00 !� 0.22 0.00 JUNCT STR 0.00370 .027075 288.82 44.68 10.977 55.657 86.6 12.25 2.330 57.9E7 0.00 2.824 3.00 0.00 0.00 0 0.00 1.03 2.490 0.00 4" 61.18 0.01651 .016858 thi 350.00 45.69 11.115 56.805 86.6 12.25 2.330 59.135 0.00 2.824 3.00 0.00 0.00 0 0.00 2.10 1.891 0.00 124.30 0.03218 .016858 M e LICENSEE: HALL 6 FOREMAN F0515P =:- = 2 WATER SURFACE PROFILE LISTING HERITAGE VILLAGE PHASE 4A LINE A IN Q STREET, Q 100 FILE: 5195D41.INP /OUT STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NZ AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. _ =_t L /ELEM SO SF AVE HF NORM DEPTH ZR 474.30 49.69 9.211 58.901 66.6 12.25 2.330 61.231 0.00 2.824 3.00 0.00 0.00 : 0.00 JUNCT STR 0.01250 .016042 0.06 0.00 478.30 49.74 9.653 59.393 82.3 11.64 2.105 61.498 0.00 2.791 3.00 0.00 0.00 : 0.00 58.05 0.03428 .015225 0.88 1.790 0.00 536.35 51.73 8.547 60.277 82.3 11.64 2.105 62.382 0.00 2.791 3.00 0.00 0.00 : 0.00 JUNCT STR 0.01000 .014468 0.06 0.00 540.35 51.77 8.962 60.732 78.1 11.05 1.895 62.627 0.00 2.752 3.00 0.00 0.00 0.00 106.90 0.03377 .013711 1.47 1.740 0.00 647.25 55.38 6.818 62.198 78.1 11.05 1.895 64.093 0.00 2.752 3.00 0.00 0.00 : 0.00 5.50 0.02727 .013711 0.08 1.864 0.00 652.75 55.53 6.838 62.368 78.1 11.05 1.895 64.263 0.00 2.752 3.00 0.00 0.00 : 0.00 48.56 0.00762 .013711 0.67 3.000 0.00 701.31 55.90 7.134 63.034 78.1 11.05 1.895 64.929 0.00 2.752 3.00 0.00 0.00 : 0.00 JUNCT STR 0.01000 .012960 0.05 0.00 705.31 55.94 7.537 63.477 73.7 10.43 1.688 65.165 0.00 2.704 3.00 0.00 0.00 : 0.00 61.01 0.00754 .012210 0.74 3.000 0.00 766.32 56.40 7.821 64.221 73.7 10.43 1.688 65.909 0.00 2.704 3.00 0.00 0.00 JUNCT STR 0.01000 .011534 0.05 0.00 770.32 56.44 8.179 64.619 69.5 9.83 1.501 66.120 0.00 2.651 3.00 0.00 0.00 : 0.00 161.28 0.00750 .010858 1.75 3.000 0.00 931.60 57.65 8.721 66.371 69.5 9.83 1.501 67.872 0.00 2.651 3.00 0.00 0.00 : 0.00 JUNCT STR 0.00750 .010192 0.04 0.00 Fi LICENSEE: HALL 6 FOREMAN - F0515P PAGE 3 WATER SURFACE PROFILE LISTING HERITAGE VILLAGE PHASE 4A LINE A IN Q STREET, Q 100 FILE: 5195D41.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 935.60 57.68 9.075 66.755 65.1 9.21 1.317 68.072 0.00 2.587 3.00 0.00 0.00 0 0.00 58.11 0.00757 .009526 0.55 3.000 0.00 993.71 58.12 9.189 67.309 65.1 9.21 1.317 68.626 0.00 2.587 3.00 0.00 0.00 0 0.00 JUNCT STR 0.00750 .008809 0.04 0.00 L 997.71 58.15 9.558 67.708 60.0 8.49 1.119 68.827 0.00 2.502 3.00 0.00 0.00 0 0.00 126.94 0.00764 .008092 1.03 2.543 0.00 1124.65 59.12 9.616 68.736 60.0 8.99 1.119 69.855 0.00 2.502 3.00 0.00 0.00 0 0.00 70.72 0.00891 .008092 0.57 2.340 0.00 1195.37 59.75 9.716 69.466 60.0 8.49 1.119 70.585 0.00 2.502 3.00 0.00 0.00 0 0.00 - t^ Fi 5 7 F 0 5 1 5 P WATER SURFACE PROFILE - TITLE CARD LISTING HERITAGE VILLAGE PHASE 9A LINE U IN U STREET, Q 100 FILE: 5195D9U.INP /OUT r. �1 hl 0 M M DATE: 11/10/1998 TIME: 10:58 F0515P 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) CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD 18 4 1.50 CD 24 4 2.00 CD 36 4 3.00 CD 54 4 4.50 00 IN IAA iw 14 I" lw • 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 998.54 44.93 36 55.60 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG P= MAN H 1046.76 46.18 36 0.013 0.00 60.00 0.0: 0 ELEMENT NO 3 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 1052.61 46.33 36 18 18 0.013 2.9 11.8 47.00 47.00 60.00 60.00 ELEMENT NO 4 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG P- MAN H 1335.78 53.04 36 0.013 0.00 0.00 0.0__ 0 ELEMENT NO 5 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG P' MAN H 1465.57 55.12 36 0.013 0.00 44.00 0.0c 0 ELEMENT NO 6 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG P= MAN H 1561.01 57.38 36 0.013 0.00 0.00 0.0c 0 ELEMENT NO 7 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG P= MAN H 1572.54 57.65 36 0.013 0.00 6.00 0.0_ 0 ELEMENT NO 8 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG P= MAN H 1595.78 59.57 36 0.013 0.00 0.00 0.0: 0 ELEMENT NO 9 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 1595.78 59.57 36 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 AA! /IAI 0 LICENSEE: HALL s FOREMAN F0515P PAGE 1 WATER SURFACE PROFILE LISTING HERITAGE VILLAGE PHASE 4A LINE U IN U STREET, Q 100 FILE: 5195D4U.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 iw 998.54 44.93 10.670 55.600 42.2 5.97 0.553 56.153 0.00 2.116 3.00 0.00 0.00 0 0.00 48.22 0.02592 .004003 0.19 1.305 0.00 1046.76 46.18 9.703 55.883 42.2 5.97 0.553 56.436 0.00 2.116 3.00 0.00 0.00 0 0.00 JUNCT STR 0.02564 .002851 0.02 0.00 1052.61 46.33 10.023 56.353 27.5 3.89 0.235 56.588 0.00 1.696 3.00 0.00 0.00 0 0.00 283.17 0.02370 .001700 0.48 1.060 0.00 1335.78 53.04 3.795 56.635 27.5 3.89 0.235 57.070 0.00 1.696 3.00 0.00 0.00 0 0.00 57.00 0.01603 .001687 0.10 1.177 0.00 1392.78 53.95 3.000 56.953 27.5 3.89 0.235 57.188 0.00 1.696 3.00 0.00 0.00 0 0.00 17.61 0.01603 .001580 0.03 1.177 0.00 1410.39 54.24 2.721 56.957 27.5 4.08 0.258 57.215 0.00 1.696 3.00 0.00 0.00 0 0.00 #� 9.33 0.01603 .001539 0.01 1.177 0.00 1419.72 54.38 2.560 56.945 27.5 4.28 0.284 57.229 0.00 1.696 3.00 0.00 0.00 0 0.00 2.36 0.01603 .001610 0.00 1.177 0.00 ow 1422.08 54.42 2.520 56.943 27.5 4.34 0.292 57.235 0.00 1.696 3.00 0.00 0.00 0 0.00 HYDRAULIC JUMP 0.00 1422.08 54.42 1.104 55.527 27.5 11.66 2.110 57.637 0.00 1.696 3.00 0.00 0.00 0 0.00 17.99 0.01603 .021066 0.36 1.177 0.00 1440.07 54.71 1.084 55.795 27.5 11.93 2.210 58.005 0.00 1.696 3.00 0.00 0.00 0 0.00 pa 25.50 0.01603 .023262 0.59 1.177 0.00 1465.57 55.12 1.048 56.168 27.5 12.51 2.431 58.599 0.00 1.696 3.00 0.00 0.00 0 0.0c 44.48 0.02368 .025448 1.13 1.060 0.00 0 F Fl b LICENSEE: HALL s FOREMAN FO515P - _AGE 2 WATER SURFACE PROFILE = =STING HERITAGE VILLAGE LINE U IN U STREET, PHASE Q 4A 100 FILE: 5195D4U.INP /OUT STATION INVERT DEPTH W.S. Q VEL VEL ENERG'_' SUPER CRITICAL HGT/ BASE/ ZL `Z) AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. = =?R L /ELEM SO SF AVE HF NORM DEPTH ZR 1510.05 56.17 1.033 57.206 27.5 12.74 2.522 59.72: 0.00 1.696 3.00 0.00 0.00 D 0.00 50.96 0.02368 .027944 1.42 1.060 0.00 1561.01 57.38 0.998 58.378 21.5 13.37 2.775 61.15 -- 0.00 1.696 3.00 0.00 0.00 D 0.00 11.53 0.02342 .030504 0.3`_ 1.062 0.00 1572.54 57.65 0.986 58.636 27.5 13.59 2.869 61.50 0.00 1.696 3.00 0.00 0.00 D 0.00 3.86 0.08262 .029431 0.11 0.766 0.00 1576.40 57.97 1.017 58.986 27.5 13.01 2.630 61.616 0.00 1.696 3.00 0.00 0.00 D 0.00 3.58 0.08262 .025937 0.05 0.766 0.00 1579.98 58.27 1.053 59.318 27.5 12.41 2.391 61.705 0.00 1.696 3.00 0.00 0.00 D 0.00 2.99 0.08262 .022736 0.0' 0.766 0.00 1582.97 58.51 1.091 59.603 27.5 11.83 2.174 61.7%' 0.00 1.696 3.00 0.00 0.00 D 0.00 OR 2.53 0.08262 .019937 0.05 0.766 0.00 iw 1585.50 58.72 1.130 59.851 27.5 11.28 1.976 61.82 0.00 1.696 3.00 0.00 0.00 D 0.00 2.13 0.08262 .017487 0.05 0.766 0.00 1�IIU 1587.63 58.90 1.171 60.068 27.5 10.75 1.796 61.865 0.00 1.696 3.00 0.00 0.00 D 0.00 1.79 0.08262 .015347 0.0: 0.766 0.00 1589.42 59.05 1.214 60.259 27.5 10.25 1.633 61.892 0.00 1.696 3.00 0.00 0.00 D 0.00 1�1 1.51 0.08262 .013473 0.02 0.766 0.00 1590.93 59.17 1.258 60.428 27.5 9.78 1.485 61.9:3 0.00 1.696 3.00 0.00 0.00 D 0.00 1�1 1.26 0.08262 .011829 0.0: 0.766 0.00 1592.19 59.27 1.304 60.577 27.5 9.32 1.349 61.926 0.00 1.696 3.00 0.00 0.00 _ 0.00 1.03 0.08262 .010391 0.01 0.766 0.00 Fl b LICENSEE: HALL & FOREMAN F0515P PAGE 3 WATER SURFACE PROFILE LIS::NG HERITAGE VILLAGE PHASE 4A LINE U IN U STREET, Q 100 FILE: 5195D4U.INP /OUT STATION INVERT DEPTH W.S. Q VEL VEL ENERGY S:-'PER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. - - TV DEPTH DIA ID NO. PIER L /ELEM SO SF AVE HF NORM DEPTH ZR 1593.22 59.36 1.352 60.711 27.5 8.89 1.227 61.938 0.00 1.696 3.00 0.00 0.00 0 0.00 0.83 0.08262 .009135 0.01 0.766 0.00 1594.05 59.43 1.403 60.830 - 27.5 8.47 1.115 61.945 0.00 1.696 3.00 0.00 0.00 0 0.00 0.65 0.08262 .008037 0.01 0.766 0.00 1594.70 59.48 1.456 60.937 27.5 8.08 1.014 61.951 0.00 1.696 3.00 0.00 0.00 0 0.00 0.49 0.08262 .007073 0.00 0.766 0.00 1595.19 59.52 1.511 61.032 27.5 7.71 0.922 61.954 0.00 1.696 3.00 0.00 0.00 0 0.00 0.34 0.08262 .006229 0.00 0.766 0.00 1595.53 59.55 1.569 61.118 27.5 7.35 0.838 61.956 0.00 1.696 3.00 0.00 0.00 0 0.00 0.19 0.08262 .005491 0.00 0.766 0.00 1595.72 59.56 1.630 61.195 27.5 7.00 0.762 61.957 0.00 1.696 3.00 0.00 0.00 0 0.0c 0.06 0.08262 .004841 0.00 0.766 0.00 1595.78 59.57 1.696 61.266 27.5 6.67 0.691 61.957 0.00 1.696 3.00 0.00 0.00 0 0.0c 0 A�! an fto K- 9 STREET CAPACITY AND CATCH BASIN CALCULATIONS Im 3 7 w HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -96 Advanced Engineering Software (aes) Ver. 6.1 Release Date: 01/01/96 License ID 1237 Analysis prepared by: 4% HALL & FOREMAN, INC. 545 N. MOUNTAIN AVENUE, SUITE 106 UPLAND, CALIFORNIA 91768 (909) 982 -7777 11�11 TIME /DATE OF STUDY: 14: 7 11/ 4/1998 + + + + + + + + + + + + + + + + + + + + + + + + ++ DESCRIPTION OF STUDY + + + + + + + + + + + + + + + + + + + + + + + + ++ * DEPTH OF FLOW CALCULATION + * CATCH BASIN A + OPM + +++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ ow +++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ » »STREETFLOW MODEL INPUT INFORMATION«« ---------------------------------------------------------------------------- CONSTANT STREET GRADE(FEET /FEET) _ .020000 W CONSTANT STREET FLOW(CFS) = 5.14 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) _ .015000 CONSTANT SYMMETRICAL STREET HALF- WIDTH(FEET) = 18.00 1� DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 16.00 INTERIOR STREET CROSSFALL(DECIMAL) _ .020000 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) _ .50 CONSTANT SYMMETRICAL GUTTER- WIDTH(FEET) = 1.50 CONSTANT SYMMETRICAL GUTTER- LIP(FEET) _ .03125 CONSTANT SYMMETRICAL GUTTER- HIKE(FEET) _ .12500 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS STREET FLOW MODEL RESULTS: ---------------------------- - ----------------------------------------------- STREET FLOW DEPTH(FEET) .36 HALFSTREET FLOOD WIDTH(FEET) = 11.55 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.54 PRODUCT OF DEPTH &VELOCITY = 1.26 1. ki 1AA m llwi A� HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -96 Advanced Engineering Software (aes) Ver. 6.1 Release Date: 01/01/96 License ID 1237 Analysis prepared by: HALL & FOREMAN, INC. 545 N. MOUNTAIN AVENUE, SUITE 106 UPLAND, CALIFORNIA 91768 (909) 982 -7777 ---------------------------------------------------------------------------- TIME /DATE OF STUDY: 14: 9 11/ 4/1998 + + + +r + + * * +r + * + + + + + + + + + + ++ DESCRIPTION OF STUDY • CATCH BASIN SIZING • CATCH BASIN A + » »SUMP TYPE BASIN INPUT INFORMATION«« ---------------------------------------------------------------------- - - - - -- Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. BASIN INFLOW(CFS) = 5.14 — 0 ,00 (;y _ J BASIN OPENING(FEET) _ .67 " 3.S ' O 31 DEPTH OF WATER(FEET) _ .36 » »CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 7.71 " L,t1.. - . 0 IL ++++++++++++++++++++++*++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -96 Advanced Engineering Software (aes) Ver. 6.1 Release Date: 01/01/96 License ID 1237 Analysis prepared by: HALL & FOREMAN, INC. 545 N. MOUNTAIN AVENUE, SUITE 106 UPLAND, CALIFORNIA 91768 (909) 982 -7777 ----------------------------------------------------- TIME /DATE OF STUDY: 14:19 11/ 4/1998 + + + + + + + + + + + + + + + + + + + + + + + + ++ DESCRIPTION OF STUDY + + + + + + + + + + + + + + + + + + + + + + + + ++ • DEPTH OF FLOW CALCULATION • CATCH BASIN B + +++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ +++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ »» STREETFLOW MODEL INPUT INFORMATION«« ---------------------------------------------------------------------------- CONSTANT STREET GRADE(FEET /FEET) _ .020000 CONSTANT STREET FLOW(CFS) = 4.45 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) _ .015000 CONSTANT SYMMETRICAL STREET HALF- WIDTH(FEET) = 22.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 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) _ .34 HALFSTREET FLOOD WIDTH(FEET) = 10.79 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.47 PRODUCT OF DEPTH &VELOCITY = 1.19 9 Ih 3 1A�1 �r 4" �r HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -96 Advanced Engineering Software (aes) Ver. 6.1 Release Date: 01/01/96 License ID 1237 Analysis prepared by: HALL & FOREMAN, INC. 545 N. MOUNTAIN AVENUE, SUITE 106 UPLAND, CALIFORNIA 91768 (909) 982 -7777 TIME /DATE OF STUDY: 14:23 11/ 4/1998 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- + * + + + + + + + + + + + + + + + + + + + + + + ++ DESCRIPTION OF STUDY + + + + + + + + + + + + + + + + + + + + + + + + ++ • CATCH BASIN SIZING • CATCH BASIN B + + +++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ »» FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION«« ----------------------------------------------------- ----- ------------ - - - - -- Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 4.45 -- O ,00 GUTTER FLOWDEPTH(FEET) _ .34 BASIN LOCAL DEPRESSION(FEET) _ .17 FLOWBY BASIN WIDTH(FEET) = 10.00 »»CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 18.0 » »CALCULATED ESTIMATED INTERCEPTION(CFS) = 3.3 0 s0- l -'j l2 L, i), HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -96 Advanced Engineering Software (aes) Ver. 6.1 Release Date: 01/01/96 License ID 1237 Analysis prepared by: HALL & FOREMAN, INC. 545 N. MOUNTAIN AVENUE, SUITE 106 UPLAND, CALIFORNIA 91768 (909) 982 -7777 ---------------------------------------------------------------------------- TIME /DATE OF STUDY: 14:25 11/ 4/1998 + + + + + ++ + + + + + + + + * + + + + + * + + ++ DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * DEPTH OF FLOW CALCULATION * CATCH BASIN C + » »STREETFLOW MODEL INPUT INFORMATION«« ----------------------------------------------------------------- CONSTANT STREET GRADE(FEET /FEET) _ .018000 CONSTANT STREET FLOW(CFS) = 5.39 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) _ .015000 CONSTANT SYMMETRICAL STREET HALF- WIDTH(FEET) = 18.00 04 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 16.00 INTERIOR STREET CROSSFALL(DECIMAL) _ .020000 r 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 to FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS ---- STREET - FLOW - MODEL - RESULTS: --------------------------------------------------------------------- STREET FLOW DEPTH(FEET) _ .37 HALFSTREET FLOOD WIDTH(FEET) = 12.07 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.42 PRODUCT OF DEPTH &VELOCITY = 1.26 1� -t- k.LL( C�3 (Js Il 0 J 0 dw ++++++++++++++**+++++++++++++++++++++++++++++ + * + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -96 Advanced Engineering Software (aes) Ver. 6.1 Release Date: 01/01/96 License ID 1237 Analysis prepared by: HALL 6 FOREMAN, INC. 545 N. MOUNTAIN AVENUE, SUITE 106 UPLAND, CALIFORNIA 91768 (909) 982 -7777 ------------------------------------------------------------------------- TIME /DATE OF STUDY: 14:26 11/ 4/1998 + * * + + + + + + + + + + + + + + + + + + + + + ++ DESCRIPTION OF STUDY + + + + + * * * + + + + * * + + + + + + + + + + ++ * CATCH BASIN SIZING + * CATCH BASIN C * * +++++++++++++++++++++++++***+*+++++*+++++++ + + * + + + + + + * + + + + + + + + + + + + + + + + + + + ++ ++++++++++++++++++++*++++*++++++*+++*+*++++++ + + + + + + + + + + + + + + + * + + + + + * + + + * * + + ++ »»SUMP TYPE BASIN INPUT INFORMATION«« ---------------------------------------------------- ------------------ - - - - -- Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. BASIN INFLOW(CFS) = 5.39 BASIN OPENING(FEET) _ .67 DEPTH OF WATER(FEET) _ .37 » »CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 7.76 e -C-- Cect(Ut a peww 0, S) ,S 7 deo rl� = U. l I . O tL HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -96 Advanced Engineering Software (aes) Ver. 6.1 Release Date: 01/01/96 License ID 1237 Analysis prepared by: HALL & FOREMAN, INC. 545 N. MOUNTAIN AVENUE, SUITE 106 UPLAND, CALIFORNIA 91768 (909) 982 -7777 --------- ------------------------------------------------------------------ TIME /DATE OF STUDY: 14:29 11/ 4/1998 * * *** * * * * * * * * * * * ** * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * DEPTH OF FLOW CALCULATION * CATCH BASIN D ` * ********************************************* *** * * * * * * * * * * * * * * * * * * * * * * * * * * ** » »STREETFLOW MODEL INPUT INFORMATION«« ---------------------------------------------------------------------------- CONSTANT STREET GRADE(FEET /FEET) = 018000 CONSTANT STREET FLOW(CFS) = 4.44 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 on 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) _ .35 HALFSTREET FLOOD WIDTH(FEET) = 11.04 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.32 PRODUCT OF DEPTH&VELOCITY = 1.15 0 �i t k� 3 it J 3 3 7 HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -96 Advanced Engineering Software (aes) Ver. 6.1 Release Date: 01/01/96 License ID 1237 Analysis prepared by: HALL & FOREMAN, INC. 545 N. MOUNTAIN AVENUE, SUITE 106 UPLAND, CALIFORNIA 91768 (909) 982 -7777 ----------------------------------------------------------------- TIME /DATE OF STUDY: 14:35 11/ 4/1998 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * + + + + + + + * + * * + + + * * * * + * * * * ** • CATCH BASIN SIZING • CATCH BASIN D * »» FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION«« Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 4.44 01 00 GUTTER FLOWDEPTH(FEET) _ .35 BASIN LOCAL DEPRESSION(FEET) _ .17 FLOWBY BASIN WIDTH(FEET) = 10.00 »»CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 17.4 » »CALCULATED ESTIMATED INTERCEPTION(CFS) = 3.4 [2" �i] M HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -96 Advanced Engineering Software (aes) a Ver. 6.1 Release Date: 01/01/96 License ID 1237 Analysis prepared by: HALL & FOREMAN, INC. 545 N. MOUNTAIN AVENUE, SUITE 106 UPLAND, CALIFORNIA 91768 (909) 982 -7777 0 ---------------------------------------------------------------------------- TIME /DATE OF STUDY: 14:37 11/ 4/1998 *+ + + + + + ++ + + + + + * + + + + + + + + * ++ DESCRIPTION OF STUDY * * * * * * * * + + + + + + + + + + + + + + + + ++ • DEPTH OF FLOW CALCULATION • CATCH BASIN E * +++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ ++++++++++++++++++++++++++++++++++*++++++++++ + + + + + + * + + + + + + + + + + + + + + + + + + + + + + ++ » »STREETFLOW MODEL INPUT INFORMATION«« ---------------------------------------------------------------------------- CONSTANT STREET GRADE(FEET /FEET) _ .020000 CONSTANT STREET FLOW(CFS) = 5.26 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) _ .015000 CONSTANT SYMMETRICAL STREET HALF- WIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 16.00 INTERIOR STREET CROSSFALL(DECIMAL) _ .020000 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) _ .50 CONSTANT SYMMETRICAL GUTTER- WIDTH(FEET) = 1.50 CONSTANT SYMMETRICAL GUTTER- LIP(FEET) _ .03125 CONSTANT SYMMETRICAL GUTTER- HIKE(FEET) _ .12500 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS STREET FLOW MODEL RESULTS: ---------------------------------------------------------------------------- STREET FLOW DEPTH(FEET) _ .36 HALFSTREET FLOOD WIDTH(FEET) = 11.55 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.62 PRODUCT OF DEPTH &VELOCITY = 1.29 0 �I 0 �l 4 " �l III 4` HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -96 Advanced Engineering Software (aes) Ver. 6.1 Release Date: 01/01/96 License ID 1237 Analysis prepared by: HALL 6 FOREMAN, INC. 545 N. MOUNTAIN AVENUE, SUITE 106 UPLAND, CALIFORNIA 91768 (909) 982 -7777 --------------- - - -- TIME /DATE OF STUDY: 14:38 ll/ 4/1998 + + + + + * + + * * * * + * * + * + * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** • CATCH BASIN SIZING • CATCH BASIN E + +++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ +++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ » »SUMP TYPE BASIN INPUT INFORMATION«« ---------------------------------------------------------------------- - - - - -- Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. BASIN INFLOW(CFS) = 5.26 — q,oc- I BASIN OPENING(FEET) _ .67 7� `-1. DEPTH OF WATER(FEET) _ .36 » »CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 7.89 L Uie 11 "v`2'`LQ. e ec�Lo e vpeA4wi11 _ x.31 > 14'eL3 ��: o' M ************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -96 Advanced Engineering Software (aes) Ver. 6.1 Release Date: 01/01/96 License ID 1237 Analysis prepared by: HALL & FOREMAN, INC. 545 N. MOUNTAIN AVENUE, SUITE 106 UPLAND, CALIFORNIA 91768 (909) 982 -7777 TIME /DATE OF STUDY: 14:41 11/ 4/1998 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** (1rl * DEPTH OF FLOW CALCULATION * CATCH BASIN F * ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * ** ** * ** » »STREETFLOW MODEL INPUT INFORMATION«« ------------------------------------- - -------------------------------------- CONSTANT STREET GRADE(FEET /FEET) 020000 CONSTANT STREET FLOW(CFS) = 4.31 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 �1 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 40 STREET FLOW MODEL RESULTS: ---------------------------------------------------------------------------- STREET FLOW DEPTH(FEET) _ .35 HALFSTREET FLOOD WIDTH(FEET) = 11.04 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.22 4�1 PRODUCT OF DEPTH &VELOCITY = 1.12 m h 0 +++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -96 Advanced Engineering Software (aes) Ver. 6.1 Release Date: 01/01/96 License ID 1237 Analysis prepared by: HALL & FOREMAN, INC. 545 N. MOUNTAIN AVENUE, SUITE 106 lei UPLAND, CALIFORNIA 91768 (909) 982 -7777 00 ---------------------------------------------------------------------------- 10 TIME /DATE OF STUDY: 14:53 11/ 4/1998 + ++ + + + + + + + + + + + + + + + + + + + + + ++ DESCRIPTION OF STUDY + + + + + + + + + + + + + + + + + + + + + + + + ++ Yo * CATCH BASIN SIZING * CATCH BASIN F + »» 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. iltli STREETFLOW (CFS ) = 4.31 — Q,.,D GUTTER FLOWDEPTH(FEET) _ .35 BASIN LOCAL DEPRESSION(FEET) _ .17 FLOWBY BASIN WIDTH(FEET) = 10.00 »»CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 16.9 am » »CALCULATED ESTIMATED INTERCEPTION(CFS) = 3.4 C A C low � ` 1 wl2" LO 4M 0 +++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -96 Advanced Engineering Software (aes) #- Ver. 6.1 Release Date: 01/01/96 License ID 1237 Analysis prepared by: HALL & FOREMAN, INC. 545 N. MOUNTAIN AVENUE, SUITE 106 UPLAND, CALIFORNIA 91768 (909) 982 -7777 is 0 ---------------------------------------------------------------------------- TIME /DATE OF STUDY: 10:55 11/ 5/1998 + + + + + + + + + + + + + + + + + + + + + + + + ++ DESCRIPTION OF STUDY + + + + + * + + + + + + + + + + + + + + + + + + ++ • DEPTH OF FLOW CALCULATION • CATCH BASIN G + + ++**+++++++++++*+++++++++++++++++++++++++*+ + + + + + * * + * * * * + + * + * + + + + + + + + + + + + ++ » »STREETFLOW MODEL INPUT INFORMATION«« ---------------------------------------------------------------------------- CONSTANT STREET GRADE(FEET /FEET) _ .030000 CONSTANT STREET FLOW(CFS) = 3.78 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) _ .015000 CONSTANT SYMMETRICAL STREET HALF- WIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 16.00 INTERIOR STREET CROSSFALL(DECIMAL) _ .020000 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) _ .50 CONSTANT SYMMETRICAL GUTTER- WIDTH(FEET) = 1.50 CONSTANT SYMMETRICAL GUTTER- LIP(FEET) _ .03125 CONSTANT SYMMETRICAL GUTTER- HIKE(FEET) _ .12500 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS STREET FLOW MODEL RESULTS: ---------------------------------------------------------------------------- STREET FLOW DEPTH(FEET) _ .32 HALFSTREET FLOOD WIDTH(FEET) = 9.49 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.71 PRODUCT OF DEPTH &VELOCITY = 1.17 P HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -96 Advanced Engineering Software (aes) Ver. 6.1 Release Date: 01/01/96 License ID 1237 Analysis prepared by: HALL & FOREMAN, INC. 545 N. MOUNTAIN AVENUE, SUITE 106 UPLAND, CALIFORNIA 91768 (909) 982 -7777 TIME /DATE OF STUDY: 10:56 11/ 5/1998 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * + + + + + * * + + * + + * * * * +* • CATCH BASIN SIZING • CATCH BASIN G * + » »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) = 3.78,�J _ BASIN OPENING(FEET) _ .67 DEPTH OF WATER(FEET) _ .32 » »CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 6.76 ��ejti)C o _ 3lJ dept'4= • ;� ©k 3 fl +++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -96 Advanced Engineering Software (aes) Ver. 6.1 Release Date: 01/01/96 License ID 1237 Analysis prepared by: HALL & FOREMAN, INC. 545 N. MOUNTAIN AVENUE, SUITE 106 UPLAND, CALIFORNIA 91768 (909) 982 -7777 TIME /DATE OF STUDY: 10:58 11/ 5/1998 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** • DEPTH OF FLOW CALCULATION • CATCH BASIN H + + +++++++++++++++++++++++++++++++++++++++++++ + + + + * + + + + + + * + + + + + + + + + + + + + + + + + ++ »»STREETFLOW MODEL INPUT INFORMATION«« ---------------------------------------------------------------------------- PM CONSTANT STREET GRADE(FEET /FEET) _ .030000 CONSTANT STREET FLOW(CFS) = 11.82 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) _ .015000 CONSTANT SYMMETRICAL STREET HALF- WIDTH(FEET) = 18.00 �w DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 16.00 INTERIOR STREET CROSSFALL(DECIMAL) _ .020000 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) _ .50 CONSTANT SYMMETRICAL GUTTER- WIDTH(FEET) = 1.50 CONSTANT SYMMETRICAL GUTTER- LIP(FEET) _ .03125 CONSTANT SYMMETRICAL GUTTER- HIKE(FEET) _ .12500 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS ---- STREET - FLOW - MODEL - RESULTS: --------------------------------------------------------------------- STREET FLOW DEPTH(FEET) _ .43 HALFSTREET FLOOD WIDTH(FEET) = 15.16 AVERAGE FLOW VELOCITY(FEET /SEC.) = 4.89 PRODUCT OF DEPTH &VELOCITY = 2.10 0 �l wit ihw P" �w Y N HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -96 Advanced Engineering Software (aes) Ver. 6.1 Release Date: 01/01/96 License ID 1237 Analysis prepared by: HALL S FOREMAN, INC. 545 N. MOUNTAIN AVENUE, SUITE 106 UPLAND, CALIFORNIA 91768 (909) 982 -7777 TIME /DATE OF STUDY: 11: 0 11/ 5/1998 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** • CATCH BASIN SIZING • CATCH BASIN H * »» FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION«« ---------------------------------------------------------------------- - - - - -- Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 11.82 GUTTER FLOWDEPTH(FEET) _ .43 BASIN LOCAL DEPRESSION(FEET) _ .17 FLOWBY BASIN WIDTH(FEET) = 21.00 » »CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 36.6 »»CALCULATED ESTIMATED INTERCEPTION(CFS) = 9.2 vie ��' �, l2 L . HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -96 Advanced Engineering Software (aes) Ver. 6.1 Release Date: 01/01/96 License ID 1237 Analysis prepared by: HALL & FOREMAN, INC. 545 N. MOUNTAIN AVENUE, SUITE 106 UPLAND, CALIFORNIA 91768 (909) 982 -7777 TIME /DATE OF STUDY: 11: 2 11/ 5/1998 * * * * * * * ** * * * * *+ * * + * * * + * * ++ DESCRIPTION OF STUDY • DEPTH OF FLOW CALCULATION • CATCH BASIN I * + »»STREETFLOW MODEL INPUT INFORMATION«« ---------------------------------------------------------------------------- CONSTANT STREET GRADE(FEET /FEET) = .023300 CONSTANT STREET FLOW(CFS) = 7.32 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) _ .015000 CONSTANT SYMMETRICAL STREET HALF- WIDTH(FEET) = 22.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 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) = .39 HALFSTREET FLOOD WIDTH(FEET) = 13.35 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.85 PRODUCT OF DEPTH &VELOCITY = 1.51 ji Q�! 1�! 6 6 t it a HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -96 Advanced Engineering Software (aes) Ver. 6.1 Release Date: 01/01/96 License ID 1237 Analysis prepared by: HALL & FOREMAN, INC. 595 N. MOUNTAIN AVENUE, SUITE 106 UPLAND, CALIFORNIA 91768 (909) 982 -7777 ---------------------------------------------------------------------------- TIME /DATE OF STUDY: 11: 3 11/ 5/1998 + + + + + + + + + + + + + + + + + + + + + + + + ++ DESCRIPTION OF STUDY • CATCH BASIN SIZING • CATCH BASIN I + * »» 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) = 7.32 Q,�p GUTTER FLOWDEPTH(FEET) = .39 BASIN LOCAL DEPRESSION(FEET) = .17 FLOWBY BASIN WIDTH(FEET) = 25.30 »»CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 25.3 » »CALCULATED ESTIMATED INTERCEPTION(CFS) = 7.3 use ZJ `'`��2`'LD Ali REFERENCES am Mme. 1 2 � 1�• 1 r ; 1"� �/ 7 t a . 1rj{}•+r � •. IR1i 9 rj�'t'. i dl: r1F G �5,.`. S Iv f M1 f . ■� ■_■ EARN 02 Iwo i■e■■■■ ■ ---- -, i' Ism ® ■� , � - ■ M ■® ■HOME■ IN ® ®RE I ■O ■ ■ ■ ® ® ®■E�■ I ■® ® ® ■E ■ IE ■ mom ®■ ■M C � in 1119 ME [mammon a Immilmomm 1, ANNE HH ■ ®lE�■ ■■ a� I ■ ■HHOH ■■ E� �■ �E I■OmHHHO®■ ■C■ ME _ IH®>HHHu®HO■ iffiffimaguffiffiffis IM®OHH ■ ® ■■ ■Q �i =■ i®®HHOHOH ■EE ■E �O..I ® �.® ® ■.����� ®...._. ■■■ N tf•ie•3o•w V CONSTRUCT /ON NOTES © CON5T 36 ^RCP -- 5EE 9d0A0 aV PA'0'1LE Q LoHST. 42' RCP -SEE D -L0,40 OH PROFILE CON5T. MH NO / PE4 OETA /L SNEET 12 CONST MN A'O 2 -rie OETq /L .�V/EET © C0N5T CB AND LA'AL 41- `?E55 10N 45 NOTED CON5T TEMP /NLET 57R/lCTLURE oER OfTdL OV SNEET 2 ''in, CpV5T COA/C. P /PE SLOPE µCNOR PER DETA2 SNEET •Z R 03vs'.A9' w - -- - -- j - - - - -- �� -- — - - C`A' 1WV 1 h r h o O q h �� Vl h h � I -4� 4 e LINE F" CURVE DA T4 / J O R I L I T I COMMENTS _ ® ze ' 19'0," 1 4:5' 1 210041107ZI' l V. 70 EC = it -94 4 o �\ 7� 'z- 0111111=i 1 �/� O sr �� h J• � r CITY OF FONTANA CALIFORNIA i - PUBLIC WORKS (DEPARTMENT-" 0P,0 d4'fN n6 rt• vz <.. •- ��. /.'(`� // /� ® /y V /y /� 1 /y // I J w. ll)A AVENUE GOSI• Mf SA (•..: sttl rl!• 11111 641 0717 CIVIL 9MG4009EAING LAND PLANNING LAND {URVIVINO PREPARED UNDER THE SUPERVISION OF, �.�••,,� 3_F'•.Lr „111i pCE. DATE DRAWN BY Sr(�.Q/Y L>P/�.W ; AL DES Li4JV CANYONLLP /!iE' C HECKED fY JC,/ `!v LA WII ~Aw 7D_Sxq . / /8 KALE: t NOR M. r IO VENT, '1 v i G47I0 LY0 /W li lMG 1`'i(�(��(� – - _ - — — OATEI •I /�� / C.� J OB .ula -m APPROVED .� ��,� • •�'t �• �i+�I •(f• A ENGINEER ROE. Z5 /: OR. Na q irD�L fN4 NO. ? 0I 6 REVISIONS fNGRS PPRO DATE ppROVA DATE 100 -YEAR FLOOD CONTAINED WITHIN! 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IrlITi i 1 • r 1 iUMJ l iu t V �•!M, -x-11 m r �, iIEF �. /�l � : ..,,,��.. r r I. ., „. �,� c�; ,� .. . � r• Q 7 ` ,° r 'r r '•' ����ttiil C � , l r '� �'� t1jpR�i111-117 J � �`x����'CI�Iy��rli't't�arl• 4.l1,�tij,•L,•� .: .a',•` .'l u[ � l �f �vr;� �je�/ :`.•_• � p I .1� ' r .1' � � � 31 �1 �_ i f .� Underground Service Alerf e of ■���' HO & hbrem Inc RAW BY BENCH MARK No 372 --- - -- - - - O/6 L ^ e c _� E o Call: TOLL FREE p^ Q TOP REINFORCING ROD IN FLOOD - s A Civil Engineering Planning �)FSIGNED B7 1-800 - 4.7IJ CONTROL RETAINING WALL SW CUR - - -- - -- r •■� Cl E y ' P 9 ' Sur veying PUBIC Works C N & E 0 BANANA � FOOTHLL -- -- ��NO 24573�A 545 N Muuntom Ave Ste. 106 Upland, CA 91786 -9997• (909) 982 -7777 422 -4133 y 67 - -_ -_ _ A E.P 12/31/01 :HECKED BY , Y 4 PREPARED UNDER THE SUPERVISION OF AG 6 R B TWO, TO DAYS 9 f CI � I � JOB NO. - BEORE YOU DIG - ENGR'S �T\ CA11 5195 - - RC - REVISIONS appRn�Al G AVPRnv11 DA TC \� RICHARD L BOWMAN E 2457} p'q TE CITY OF FONT ANA, CALIFORNIA STORM DRAIN PLANS SCALE: TITLE SHEET HORIZ: AS NOTED VERT: AS NOTED FOR DATE TRACT NO. 15957 -3, -4, -5 10/29/95 NO ISMIT. NO. 2888 1 1 OF 6 STORM DRAIN CONSTRUCTION NOTES & QUANTITIES: CITY OF FONTANA GENERAL NOTES PRIVATE ENGINEER'S NOTICE TO CONTRACTORS TRACT FOR THE CONTRACTOR AGREES THAT HE SHALL ASSUME SOLE AND COMPLETE STORM DRAIN IMPROVEMENT PLANS RESPONSIBILITY FOR JOB SITE CONDITIONS DURING THE COURSE OF WNSTR OF THIS PROJECT, INCLUDING SAFETY OF ALL PERSONS CITY OF FONTANA EM DESCRIPTION 15957 -3 QUANTITY 15957 -4 QUANTITY 15957 -5 QUANTITY UNI' AND PROPERTY, THAT THIS REQUIREMENT SHALL APPLY CONTINUOUSLY AND PRU AND NOT BE LIMITED TO NORMAL WORKING HOURSI AND THAT THE 0 CONSTRUCT 18" DIA R C P, D -LOAD PER PROFILE 45 105 224 LF 1. ALL WORK SHALL BE IN ACCORDANCE WITH THESE PLANS, THE CITY OF FONTANA STANDARD DARO CONTRACTOR SHALL DEFEND, INDEMNIFY, AND HOLD THE OWNER AND THE REAL ®� CONSTRUCT 36' PER PROFILE - - LF SPECIFICATIONS OR P C WORKS BOOK L TE IN CONNEC ION VITH PERFORMANCE OFAWORK THIS PROJECT S TORM DRAIN PLANS CIA RCP, D -LOAD EDITION). EXCEPTING FOR LIABILITY ARISING FROM THE SOLE NEGLIGENCE OF THE „/ CONSTRUCT JS-PIPE TO PIPE PER APWA SID 0332 -1 SEE SHT6 1 - - EA 2. CONSTRUCTION PERMITS SHALL BE OBTAINED FROM THE CITY OF FONTANA OWNER OR THE ENGINEER R 17D IT Fc E cTR rT 1RFS FOR (a� CONSTRUCT J 5 - PIPE TO PIPE PER APIA STD, y }31 - 2 SEE SHI -5 - 2 4 EA ENGINEERING DIVISION PRIOR TO START OF ANY WORK WITHIN THE CITY iWD •Rf119Nn 5 CONSTRUCT TS-PIPE TO PIPE PER APWA STD 0340 -1. SEE SHT 5 1 - - EA LIMITS. INSPECTION COORDINATION SHALL BE REQUESTED L LEAST TWO WORKING DAYS PRIOR TO THE START OF ANY WORK. CALL (909) 350 -7610 THE EXISTENCE AND LOCATION OF ANY UNDERGROUND UTILITIES OR STRUCTURES SHAWN IN THESE PLANS WAS OBTAINED BY A SEARCH OF TRACT 15957 -3 ^ `�o/ CONSTRUCT CONCRETE COLLAR FOR PIPE PER APWA STD 0380 -2 SEE SHT6 1 - 3 EA 3. THE CONTRACTOR SHALL NOT OPERATE ANY FIRE HYDRANTS OR WATER AVAILABLE RECORDS TO THE BEST OF OUR KNOWLEDGE, THERE ARE NO I NG UT T HOSE \7/ CONSTRUCT CATCH BASIN, (W =PER PLAN), PER CITY OF FONTANA STD DETAIL 121 MAIN VALVES. CONTRACTOR SHALL COORDINATE NTH THE APPROPRIATE WATER COMPANY FOR VALVE OPERATIONS AND WATER REQUIREMENTS IS REQ TAKE ALL PRECAUTIONARY RECAUI ONARY MEASURES T❑ PROTECT THE UTILITIES SHOWN, AND IS RESPONSIBLE FOR THE PROTECTION TRACT 15957 -4 -- W 7, v =a' 1 1 2 EA 4. STATIONING REFERS TO THE CENTERUNE OF STORM DRAIN EXCEPT WHERE OF AND ANY DAMAGE TO, THESE LINES OR STRUCTURES b W =14', 'J =4' _ 1 2 EA OTHERWISE NOTED. 'CAUTION, TRACT 15957 -5 - ____ ° W =21 , _V� 4 - _ -- - - - - -- -- -- 1 - - EA 5. ALL UNDERGROUND WORK SHALL BE COMPLETED, TESTED AND APPROVED THE ENGINEER PREPARING THESE PLANS WILL NOT BE d w =25, v >a' 1 - - EA PRIOR TO PAVING OF STREETS. RESPONSIBLE FOR, OR LIABLE FOR, UNAUTHORIZED CHANGES OR USES OF - G. THE LOCATIONS OF PUBLIC UTILITIES SHOWN HAVE BEEN DETERMINED FROM THESE PLANS. ALL REQUESTED CHANGES TO THE PLANS MUST BE IN WRITING AND MUST BE APPROVED BY THE PREPARER OF THESE PLANS' 12 -� - CONSTRUCT MANHOLE -PIPE TO PIPE PER APWA SID 0322 -1. SEE SHT5 -- - - -- 1 - - EA AVAILABLE INFORMATION. HOWEVER. IT SHALL BE THE RESPONSIBILITY OF \'� REMOvE EXISTING FACILITY 1 - - EA THE CONTRACTOR TO DETERMINE THE TRUE LOCATION AND ELEVATION IN THE _ G1 _ FIELD OF ANY EXISTING UTILITIES, AND TO EXERCISE PROPER PRECAUTIONS TO � CONSTRUCT BRICK AND MORTAR END 1 - - EA AVOID DAMAGE THERETO. CONTRACTOR SHALL CONTACT UNDERGROUND SERVICE ALERT FOR UTILITY LOCATION BEFORE EXCAVATION AT 800- 422 -4133 t° CONSTRUCT STORM DRAIN CONCRETE PIPE SLOPE ANCHOR O C. STD PLAN 1333 SEE SN T.6 2 - - EA 7. ALL MANHOLES, CLEANOUT FRAMES AND COVERS SHALL BE CONSTRUCTED SIX INCHES BELOW FINISHED GRADE AND SHALL BE RAISED TO GRADE BY THE 3" MAX SIZE NATIVE PAVING CONTRACTOR UPON COMPLETION OF PAVING. SOIL, COMPACTED 95R 6_ MIN 6' MIN 8. REFER TO CITY OF FONTANA UNDERGROUND UTILITY LOCATION STANDARD 10� MAX 10 MA% DETAIL NO. 129. - 9. THE CONTRACTOR(S) SHALL COORDINATE CONSTRUCTION WITH ALL UTILITY COMPANIES INCLUDING, BUT NOT UMITED 70, GAS, TELEPHONE, ELECTRICAL, -- SHEET 2 6' MAX SIZE NATIVE LI CABLE TELEVISION, LANDSCAPING, LANDSCAPE IRRIGATION, I_ - SOIL, COMPACTED 90R ° DOMESTIC WATER, RECLAIMED WATER, SEWER, STORM DRAIN, AND FLOOD D - -- - - - -- - - - - - -- - - - - -- - -- - - - - - - - - -� -- - -- - - -- - -� _ CONTROL 1" MAX, SIZE SELECTED ■ _ ■ ■ ■ - s M p s •r ' NATIVE BEDDING COMPACTED 10. AS BUILT DRAWINGS SHALL BE PROVIDED BY THE CONTRACTOR TO THE ■ TO 90% ENGINEER OF RECORD, WHO SHALL PROVIDE RECORD DRAWINGS TO THE CITY ENGINEER. N i n R ■ a o a 11. NO CONCRETE SHALL BE PLACED UNTIL THE FORMS AND REINFORCING STEEL HAVE BEEN PLACED. INSPECTED AND APPROVED 9 y i /� �� ? a ■ ■ 5 = p - 12. THE WALLS AND FACES OF ALL EXCAVATIONS GREATER THAN FIVE (5) FEET •.o.x '/ ' 9 W s ■ ■ 7 a ■ o IN DEPTH SHALL BE WARDED BY A SHORING, SLOPING OF THE GROUND OR p' / > ■ ■ p OTHER APPROVED MEANS. TRENCHES LESS THAT FIVE (5) FEET SHALL ALSO BE GUARDED WHEN THE POTENTIAL EXISTS FOR GROUND MOVEMENT. CITY OF FONTANA b I i"J ■ ■ C ■ RCP 13. THE CON TRACTOR SHALL OBTAIN A PERMIT TO PERFORM EXCAVATION OR ' -= "°1O / m PROPOSED p STORM DRAIN TRENCH WORK FROM THE CALIFORNIA STATE DIVISION OF INDUSTRIAL SAFETY. "` (A J m ■ ■ m ■ ILL II I ■ 'STANDARD SECTION 306 -116 I gll� ~ SEE SPECIFICATIONS' RANCHONGA WI ■ ; i n ^1^ s TYPICAL BEDDING FOR RCP 14. NO TRENCH BACKFILL SHALL TAKE PLACE WITHOUT PRIOR APPROVAL OF CUCA / / ■ • p STORM DRAIN m THE CITYS INSPECTOR. / / ITE �11 - ■ ■ - ■ - Iv ■ A Q LEGEND: 15. THE CONTRACTOR SHALL NOT CAUSE ANY MUD, SILT OR DEBRIS TO BE DEPOSITED ONTO PUBLIC OR ADJACENT PROPERTY DURING CONSTRUCTION. ��. •w+.c _ A NYO D I E _ ANY MUD OR DE13RIS ON PUBLIC PROPERTY SHALL BE REMOVED IMMEDIATELY COUNTY // OF SAN BERNARDINO i - ♦ ESMT EASEMENT DUST SHALL BE CONTROLLED BY WATERING OR OTHER APPROVED MEANS j / - TC TOP OF CURB ELEVATION 15. THE SOLS ENGINEER SHALL CERTIFY ALL BACKFILL COMPACTION AT I / i I I I I I I I / .>�• FS �• FINISHED SURFACE ELEVATION INTERVALS REWIRED BY THE INSPECTOR FAILURE TO OBTAIN THE REQUIRED DENSITY SHALL REWIRE RE- WORKING OF THAT PORTION OF THE WORK UNTIL I j TRACT D�7 - •8 f i FL FG FLOW LINE ELEVATION FINISHED GROUND ELEVATION THE SPECIFIED DENSITY IS OBTAINED. CITY OF FONTANA SHEET 3 - DAYLIGHT LINE 17. ALL MATERIALS AND METHODS ARE SUBJECT THE THE APPROVAL OF THE INDEX MAP TRACT BOUNDARY / PROPERTY ENE CITY ENGINEER. VICINI P NTS 1% DIRECTION OF FLOW AND GRADE RATE 1Q ADEOUATE CONTROL STAKES SHALL BE SET BY THE ENGINEER TO ENABLE THE CONTRACTOR TO CONSTRUCT THE WORK TO THE PLAN GRADES. THE -- -R - - -- RIDGE LINE CONTRACTOR SHALL BE RESPONSIBLE FOR THE PRESERVATION OF BENCHMARKS AND CONTROL STAKING DURING CONSTRUCTION. INDICATES PROPOSED SLOPE 19. CARE SHOULD BE TAKEN TO PREVENT GRADES, DITHCES, AND SWALES FROM INDICATES RETAINING WALL UNDERMINING STREET IMPROVEMENTS. UPON INSPECTION OF THE SITE, THE CITY ENGINEER MAY REWIRE TEMPORARY UNITE SWALES ENTERING OR - 80 - PROPOSED FINISHED GRADE CONTOUR LEAVING IMPROVEMENTS UTILITY PURVEYORS: EXISTING CONTOUR 20. NO MATERIAL OR EQUIPMENT SHALL BE STORED IN THE PUBLIC RIGHT OF NTS NOT 70 SCALE WAY WITHOUT PRIOR APPROVAL OF THE CITY ENGINEER. PHASE ENE 21. PRIOR TO CONSTRUCTION, THE CONTRACTOR SHALL EXPOSE EXISTING EI.ECI &!L TELEPHONE MH MANHOLE FACILITIES, AND VERIFY ELEVATION AND LOCATION OF CONNECTIONS. CITY APPROVAL OF CONNECTIONS TO EX ISTING GOES NOT IMPLY FAONS GSHOW SOUTHERN CALIFORNIA EDISON CO. PACIFIC BELL JS JUNCTION STRUCTURE OCATI N ON THE PLANS CORRECTNESS OF ELEVATIONS OR LOCATIONS SHOW 300 N PEPPER AVE. 4025 LA PALMA STREET RIALTO, CA, 92376 ANAHEIM, CA 92807 IS TRANSITION JUNCTION STRUCTURE 22. THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING AN EFFECTIVE UNDERGROUND. ( 357_ 237 (909 TRANSMISSIONS. (909) 875 -510 0 A A TTN. DE L IA L ERMA 70 TTN. LATERAL MEANS OF DUST CONTROL, WHICH SHALL INCLUDE PROVISIONS FOR ADEQUATE PIPELINES J) 657 -1233 SDT STORM DRAIN WATERING, W RING EXCAVATION AND GRADING. DISTRIBUTIONN: : (909) 357 -6233 S SEWER 23. THE CONTRACTOR SHALL BE FULLY RESPONSIBLE FOR THE LOCATION AND 'SEWER !`a AS W BC WATER BEGINNING OF CURVE PROTECTION OF ALL UNDERGROUND FACILITIES WHETHER SHOWN ON THESE CITY OF FONTANA PLANS OR NOT. SOUTHERN CALIFORNIA GAS CO 8353 SIERRA AVE EC END OF CURVE 24, RIM ELEVATIONS SHOWN ON PLANS ARE APPROXIMATE ONLY AND ARE NOT 1981 LUGONIA AVE FONTANA, CA. 92335 REDLANDS, CA 92374 (909) 350 -6632 G8 Ce GRADE BREAK CATCH BASIN TO BE USED FOR SETTING MANHOLE RINGS. (909) 335 -7744 ATTN. CARLOS NAVARRO INV INVERT 25. THE CONTRACTOR SHALL BE RESPONSIBLE FOR NOTIFYING ALL AGENCIES EMERGENCIES: (800) 427 -2200 PRC POINT OF REVERSE CURVE CONCERNED WITH THE RELOCATION OF FACILITIES LOCATED WITHIN THE AREA CABLE CO TO BE IMPROVED AND INTERFERING WITH CONSTRUCTION PRIOR TO NOTICE TO CONTRACTOR: COMMENCING CONSTRUCTION. WATER COMCAST CABLE 26. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO MAINTAIN CUCAMONGA COUNTY WATER DISTRICT 1205 DUPONT AVE ONTARIO, UTILITIES SHOWN HEREON A$ PROPOSED MAY IN FACT BE EXISTING BARRICADES, DELINEATORS OR OTHER TRAFFIC CONTROL DEVICES AT ALL 9641 SAN BERNARDINO ROAD (909) 390 - - 47338 8 AT THE TIME OF THIS CONSTRUCTION. THE CONTRACTOR SHALL TIMES, RANCHO CUCAMONGA, CA 91730 DETERMINE IF ANY "FUTURE OR PROPOSED" UTILITY HAS BEEN (909) 483 -7440 CONSTRUCTED 27. SURVEY MONUMENTS THAT WILL BE DESTROYED AS A RESULT OF THIS BASIS OF BEARINGS CONSTRUCTION SHALL BE REPLACED. THE CONTRACTOR SHALL NOTIFY THE ENGINEER ONE WEEK PRIOR TO CONSTRUCTION SO THAT TIES TO MONUMENTS THE BEARINGS SHOWN HEREON ARE BASED ON THE SOUTHERLY LINE a 4a 4a Zia CAN BE ESTABLISHED FOR LATER REPLACEMENT OF THE MONUMENT. OF PARCEL 1 IN BOOK 159 TIEING N69'48'30 "W PER PARLEL MAP NO 11549 FILED PAGES 64 THROUGH 66, INCLUSIVE OF PARCEL MAPS, RECORDS OF SAN BERNARDINO COUNTY Underground Service Alerf e of ■���' HO & hbrem Inc RAW BY BENCH MARK No 372 --- - -- - - - O/6 L ^ e c _� E o Call: TOLL FREE p^ Q TOP REINFORCING ROD IN FLOOD - s A Civil Engineering Planning �)FSIGNED B7 1-800 - 4.7IJ CONTROL RETAINING WALL SW CUR - - -- - -- r •■� Cl E y ' P 9 ' Sur veying PUBIC Works C N & E 0 BANANA � FOOTHLL -- -- ��NO 24573�A 545 N Muuntom Ave Ste. 106 Upland, CA 91786 -9997• (909) 982 -7777 422 -4133 y 67 - -_ -_ _ A E.P 12/31/01 :HECKED BY , Y 4 PREPARED UNDER THE SUPERVISION OF AG 6 R B TWO, TO DAYS 9 f CI � I � JOB NO. - BEORE YOU DIG - ENGR'S �T\ CA11 5195 - - RC - REVISIONS appRn�Al G AVPRnv11 DA TC \� RICHARD L BOWMAN E 2457} p'q TE CITY OF FONT ANA, CALIFORNIA STORM DRAIN PLANS SCALE: TITLE SHEET HORIZ: AS NOTED VERT: AS NOTED FOR DATE TRACT NO. 15957 -3, -4, -5 10/29/95 NO ISMIT. NO. 2888 1 1 OF 6 .I t L ' •i . ;f � "J • T� ti 1 -- - -- _ -- __ i } I } i ( t $ II 1 1 I 1I f ', FL 1 1 1` f LATERAL PROFILES , I 1 } I ' t I i ! i SwEO � St/NFACJ OVER;STC� RNN I _ i ; , t I I ' t I ! I I f i _ 14 —1-4 r-i 64.73r ' WYSI i lam Ur Y 9fA - - - - - - - - - - - _ f — _— - _ - - - - i i �} i 1 I j I I i 1 l ! 1 { •�N It i t� ' r l DAY CANYON DRIVE SEE SHEET NO 3 i I I III ST +02 1 - ���_ST 11 +925 c T �r _ - _ _ _ It .- 11 -1 -- EXIST ST 6RW11 PER DRAW NO 1532 l I < d J i 5 SHT NO 4 6 7N I 17 1G \ ; 15 1 14 13 00 T BUNKER HILL PL CURVE TABLE BULL RUN PL. MwM� DW10 Rodin L4ngN Tong4nl Q 39'49'33 22.50' 23 49' 12 94' 0 2972'46 1T 50' 6194• 4496' Q 297Y46 2250' 1154' 590' CONSTRUCTION NOTES to- CONST. 18 DIA. R.C.P." D -LOAD PER PLAN CONST 36" D �CONST. TS.-PIPE R 0 PIPE PER APWA STD. 340 -1. SEE SPITS 8o-- CONST. CONCRETE COLLAR FOR PIPE PER APWA STD. 0380 -2 SEE SHT6 7O-- CONST, CURB INLET CATCH BASIN, (W-WIDTH PER PLAN) ER OF OF FONTANA STD 121 12 CONST. MANHOLE -PIPE TO PIPE PER APWA STD /322 -1. SEE SHT5 14 CONST. BRICK AND MORTAR END PER GRADING PLAN 15 CONST. SO CONCRETE PIPE SLOPE ANCHOR 0 C STD PLAN 1333 SEE DETAIL ON SHT MEWE � !3 "A! c� S 12 °, 5 11 NOTE CONTRACTOR TO VERIFY LEGEND: a0 D w 12V S _ DEPTH h I OC' TI OF — 4 S AI E 1 3 2 EASEMENT 3 4 5 6 7 g FINISHED SURFACE ELEVATION CITY OF FONTANA, CALIFORNIA u LATERAL TABLE ___.___ _ EAT 'G' - N55'40'19 'W - 2663 LF --- - - - - -- - - -- paORSS,cy� i7� FL G; STORM DRAIN PLAN WROVN SCALE: -_ Q ��-�5 LAT. 'H' - N61'06'13'W - 21 70 LF 4 FG 0 8 HORIZ: 1 - . 40' -" -_ - ` l I iii 3D/ i • - c Works 545 N Mountcm Ave Ste. 106 Upland, CA 91 786- -999 7 • (909) 982 -7777 DAYLIGHT LINE RACY 1\10, - 1 - 50 - 5 f-3 TRACT BOUNDARY / PROPERTY LINE T RACT NO. 1595 -3. - 4. -5 11/10/90 'ry �-- DIRECTION OF FLOW AND GRADE RATE OR N0. SHT NO w REVISIONS - ENCR"5 DAB CITY DAB -'� PPRp lal 'PPknv>I i RIDGE LANE ' —� INDICATES PROPOSED SLOPE ' INDICATES RETAINING WALL BO — PROPOSED FINISHED GRADE CONTOUR EXISTING CONTOUR .<.d3 NOT TO SCALE \ �� PHASE LIE 1 _ 5 514 15+6101 5 ' I I - SO STA 150254 I JUNCTION STRUCTURE � EC TRANSITION JUNCTION STRUCTURE _ _ SEE GRADING PLAN EAT LATERAL FOR CHANNEL SD STORM DRAIN (PLAN NO B98060) I � SEWER 12 I / WATER BC BEGINNING OF CURVE - -- - END OF CURVE STA GB GRADE BREAK I CB CATCH BASIN o - INV INVERT ` 1 syi E% *4 POINT OF REVERSE CURVE I U7 'cs s 11 +00 12 +00 s ._ -_ -- 13 +u0 - __. -_ __- - ' - -_ 14,00 STA 1 + 43 T g I ' - _ -- U7 K d - - -- --- 2 - - - -- - -- - - - - -- -- - 2 ST +02 1 - ���_ST 11 +925 c T �r _ - _ _ _ It .- 11 -1 -- EXIST ST 6RW11 PER DRAW NO 1532 l I < d J i 5 SHT NO 4 6 7N I 17 1G \ ; 15 1 14 13 00 T BUNKER HILL PL CURVE TABLE BULL RUN PL. MwM� DW10 Rodin L4ngN Tong4nl Q 39'49'33 22.50' 23 49' 12 94' 0 2972'46 1T 50' 6194• 4496' Q 297Y46 2250' 1154' 590' CONSTRUCTION NOTES to- CONST. 18 DIA. R.C.P." D -LOAD PER PLAN CONST 36" D �CONST. TS.-PIPE R 0 PIPE PER APWA STD. 340 -1. SEE SPITS 8o-- CONST. CONCRETE COLLAR FOR PIPE PER APWA STD. 0380 -2 SEE SHT6 7O-- CONST, CURB INLET CATCH BASIN, (W-WIDTH PER PLAN) ER OF OF FONTANA STD 121 12 CONST. MANHOLE -PIPE TO PIPE PER APWA STD /322 -1. SEE SHT5 14 CONST. BRICK AND MORTAR END PER GRADING PLAN 15 CONST. SO CONCRETE PIPE SLOPE ANCHOR 0 C STD PLAN 1333 SEE DETAIL ON SHT MEWE � !3 "A! c� S 12 °, 5 11 NOTE CONTRACTOR TO VERIFY LEGEND: a0 D w 12V S _ DEPTH h I OC' TI OF — 4 S AI E 1 3 ESMT EASEMENT SCALE: 1' =40' TC TOP OF CURB ELEVATION I FS FINISHED SURFACE ELEVATION CITY OF FONTANA, CALIFORNIA u LATERAL TABLE ___.___ _ EAT 'G' - N55'40'19 'W - 2663 LF --- - - - - -- - - -- paORSS,cy� i7� FL FLOW LINE ELEVATION STORM DRAIN PLAN WROVN SCALE: -_ Q ��-�5 LAT. 'H' - N61'06'13'W - 21 70 LF 4 FG FINISHED GROUND ELEVATION HORIZ: 1 - . 40' -" -_ - ` l I iii 3D/ i • - c Works 545 N Mountcm Ave Ste. 106 Upland, CA 91 786- -999 7 • (909) 982 -7777 DAYLIGHT LINE vERr: 1 . 4' �. FOR DATE -a PREPARED UNDER THE SUPERVISION OF TRACT BOUNDARY / PROPERTY LINE T RACT NO. 1595 -3. - 4. -5 11/10/90 'ry �-- DIRECTION OF FLOW AND GRADE RATE OR N0. SHT NO w REVISIONS - ENCR"5 DAB CITY DAB -'� PPRp lal 'PPknv>I —R— RIDGE LANE ' —� INDICATES PROPOSED SLOPE ' INDICATES RETAINING WALL BO — PROPOSED FINISHED GRADE CONTOUR EXISTING CONTOUR NTS NOT TO SCALE \ �� PHASE LIE 1 _ 5 514 15+6101 5 MM MANHOLE - SO STA 150254 JS JUNCTION STRUCTURE I .I EC TS TRANSITION JUNCTION STRUCTURE _ _ SEE GRADING PLAN EAT LATERAL FOR CHANNEL SD STORM DRAIN (PLAN NO B98060) S SEWER 12 �� W WATER BC BEGINNING OF CURVE EC END OF CURVE Q GB GRADE BREAK CB CATCH BASIN o INV INVERT ` 1 PRC POINT OF REVERSE CURVE 1 NOTE CONTRACTOR TO VERIFY a0 D w 12V S DEPTH h I OC' TI OF — 4 S AI E 1 3 EXIST 36" RCP PRIOR TO IUNSTRUCTIUN v 0 CITY OF FONTANA, CALIFORNIA u LATERAL TABLE ___.___ _ EAT 'G' - N55'40'19 'W - 2663 LF --- - - - - -- - - -- paORSS,cy� i7� ■■.�, A �(� (� Hall & Pb1 Vman Inc. OR AVMOBY STORM DRAIN PLAN WROVN SCALE: -_ Q ��-�5 LAT. 'H' - N61'06'13'W - 21 70 LF 4 ■■� Civil Engineering Henning • Surveying Public -__ BY HORIZ: 1 - . 40' -" -_ - ` l I iii 3D/ i • - c Works 545 N Mountcm Ave Ste. 106 Upland, CA 91 786- -999 7 • (909) 982 -7777 CN hE0 CHECKED BY vERr: 1 . 4' �. FOR DATE -a PREPARED UNDER THE SUPERVISION OF AC & RB T RACT NO. 1595 -3. - 4. -5 11/10/90 'ry TOB NO OR N0. SHT NO w REVISIONS - ENCR"5 DAB CITY DAB -'� PPRp lal 'PPknv>I - -- RICH 4kD l BOWMAN RCE :457} DATE 5195 0 � CITY ENGINEER R.CE. No 25128 46" 2 OF d �z ''A �j Aff-T 6 'Wrlm r m 'Las CONTRACTO TO VERIFY r I LOCATION AND ELEVATION OF EXISTING PIPE IN THE FIELD AS FIRST ITEM OF WORK I fA t - T Soo 1 4 �J- f 12 11 10 9 EAST AVE. LAWRENCE PL I� i RACT N KfT o') 7 ' II. V. 41 S.0 A1+ EC 5.37 I GI LAT ST STA. DAY C� 11+00 IG, 6 9, DO -i 2-- ENS STORM DRAW PER DRAY" 9011 SHT NO II LEGEND: ESMT EASEMENT TIC TOP OF CU it FS FINISHED S II FL FLOW LINE FG F INIS H ED C DAYLI L TRACT BOU DIRECTION EAST AVE. --R— RIDGE LINE C ONSTRUCTION NOTES &CONST. 18" DiA. R.C.P., D-LOAD PER PLAN F CONST J S - PIPE TO PIPE PER APWA STD. #332-1. SEE SHT 6 CONST� Ji.-PIPE TO PIPE PER APWA STD 331-2. SEE SHT5 CONST T.S. -PI TO PIPE PER APWA STD. 340-1. SEE SHT 5 CONST: CONCRETE COLLAR FOR PIPE PER APWA STD. #380-2 SEE SHT 6 CONST. CURB INLET CATCH BASIN. (W=WIDTH PER PLAN) PER CATY OF FONTANA STD 121 , REMOVE & RELOCATE EXISTING CATCH BASIN 4A r,�� 2 o T i —_ ___ —_ — -- -- � {I I �� I } {�Illllj i� II 1!!�Ii�i�l!Ii "! li Ii } � }}_, ({ i1i11 { - -- _- - -_ _- _ - - } � _, � � i i } 1 i 1 i } ( i-4 ! 1 ; i I � } � b t i { i I 1 } t ! I ; t } ! I i , I } ( ; I i f } ! } }- { -�{ } - =- - _ _ �_ - = __ - -I -�_: — ; } 1 I ' ' , I l l i e I +� I i t } i } I : 1 � ! + } i t } r } � - - - - - - , 4i,� I 6-0!92 - { 1 ! ! �! 1 • s-0 1004 i ' I 4t � { • � i -1 } ! 1 - i i + 1 I - � - � c _ __ _ _ - - - -_ - _ - - - •tip I 1 �_ } -� t {- I A � ; { t } } I t � � ; I ( i � W; � ��G �; 1 i I ! � ! 1 ! � } PROFILES t Zzm 4- 4 ki T - - - - _ _ � � { i 1 1 - I �, I i �!. d•T , ! 3 t� I ! I � 4` � I vvI � � , } } ; � f �• � _ - � - __ t � f _ _ 0 _ _ _ - _ - _ - - - - � � L 4 � i ; I ' � � I j ! I I } ! `'��� � �r��?' 1 { i I i, I � ` 4 ' � I ! 4 ! t ! ! 1 � �t i � 1 � _ ! � {1 { - - - - �- 62 66 V, IV owsl 7 Rj COW 93 Lr t8 RCA �061 36 24 A A L "B C pi "D" LAT.� I( 4 1 IT t t t I CONTRACTOR TO VERIFY I 1 1 ! ! I I • ! . I Y LAT .: F To VERIFY LOCATION AND ELEVATION PIPE IN THE OF EXISTING I FIELD AS FIRST ITEM LAT. �F I OF WORK =4 1 FPROFILE SCALES � LAN HORIZ 1"� VERT I"=4' Hf 40' [NOTE: SEE SHT. NO.3 FOR P • o' WERA CITY OF FONTANA, CALIFORNIA CONSTRUCTION NOTES s' STORM RAWN BY ::�L" I SCALE: LATERAL TABLE Han & Fbreman In STORM ORAPI U41OVEANEFff R12: 1'- 40' PROFILE & J.S.-PIPE TO PIPE PER APWA STD 331-2. SEE SHT5 LAT "A" - 528'43'03 7064 LF mor C,a Engineening - Plancirig - Sui�a - PublIc Aorks UFSIIGNED BY DETAL VERT: I' - 4' 9---�CONST. CONCRETE COLLAR FOR PIPE PER APWA STO. #380-2� SEE SHT4 LAI .8. S28*43:03 39 76 LF 3 CN & EO FOR T " ",I 9997 - (909) 982- 7771 - NECKED BY LA 'C: S28 43 66 64 LF �, 515 N Mcwmam Ave A,e Ste 106 Upland CA 91786 - A G & R8 TRACT NO. 1557- 4 5 LA T *0 S30 59'E 37 98 LF PREPARED UNDLk IHE SUPERVISION OF 93 DATE. c , -, - 11 �II�98 LAI 'E' S28*4303"E 66 64 LF cA -K)B NO DR. NO. SHT. NO. , - F - APPROVED 17, A S28*43'03'E 35 71 LF REVISIONS L. DA rE ---- RICHAkrjT - b,..,N ---- - RTE - 24�13 D� TF- 5195 CITY ENGINEER R.C.E. No. 2 2688 1 4 OF 6 i4 •• Isi12 {oRO -01■ 1e• 0 If11 TS -I" «grtWIB F f Mt10,IM nun 14. E6cE a {Y { l Nt AMTO"k .VIE <OM{ M NMI01E MN[ Ct t C t tF1M 4 n n 1 w1 Ir4 4•�,�oxt - ANI trANMY Q�1 %M1?IIYL ►IPM � Q � NOwY IL •N ' ND r 14'1 M was MI CDYtII IqT [ •- [oWN 9ARtPt uE Nea, � E 4 4696AM Nt tM St 6 • I [ wwwt r was 1 Wl W we AIR � n of* E f w•-M HMMIaAt Y $It PL 43o PLAN MAR ~T NO MOr K ts" Is SAID 8TOtE n� THE {Mt F sms B TI[ 6M [ OARR. of t MORE MAT • {Mt Yf tMt 13Y S 410 r IN 0 14•I «MIN WAY1. to R[ SECTION 0 -0 IM1 4 r IN { Al « 41,111121 WHEN ■ Ii 1300 Sol: •ATM. TO K um 1■09 ON YoR[ wlp 0. 1[ 400 ni■ 1409 M YM[ SECTION N-M -P-O coomo i *IN" m. SNT THIS STEP W $TB RUN 194 Pa ITRQit }6{[7 NW t Is... rw•.19 MO r 14 ly 244 w� ■ 4M r wq FM PAIRED r 149 1R[[Tt. 630 M -r M SM YIIAVOID SnwT Y `[ YIYI; TM 1A t1[ SMt J IMt ROYM■ T{ T/ .• 9 t SECTION C -C AINMOAN PUBLIC WORKS ASSOCIATION - SOUTHERN CALIFORNA CHAPTER ��"•, MANHOLE PIPE TO PIPE IT ,,, LARGE SIDE INLET) 322-1 4. ELEVATION S SHALL BE SHOWN ON THE PROJECT DRAWINGS IF AN INLET pa., i a . AlpAllD tP■uIIGH1Olw F01111MM1O WON14 ` Ww q�ISw 11 q Iw11/M No MMQQ44 1 1 Nw 1 ((LAl[RAL/ �.PBCTOR Iwe ROURD 1 T 7s wtrta c r Q ■ 179 t Zt 1i Y 1 � � I'li {HMS 1.•. [AIOI { M1 ]Y•73r 1.1 • 79 «. 1R MOT[ ■ -- TABLE OF {o r ■u Non 1 VALUES FOR T _ 119 IYl A. I B T A tau No7[ t PLAN .o• no�u•1 41 so u•i an ICI 1 X 14.1 L W YI Ne V 11 vt'1 V1w �TIt4SM� V. in 4 1 {M ISM t *a r r NNI Iii {[IMMHSM itm {M1 ISO { N « » .-. U •1 no n Iir1 •• IM IM .. ,. VYI 6rRtr� - J. LNw �� ■pI1Ip � � � ' ilE eus Ii My 1N� D VIA w'1 OE \pit, 6 � � c 1Ms cw�' aA _ w�Rppb� 26 •14 -[000L [M7N �00�C SECTION Z -Z SECTION li AYIRICAN PUBLIC WORKS ASSOCIATION - SOtM*U IN CALFRORNA CHAPTER n....N.nn. STRUCTURE - PPE TO PPE ELEVATION S APPLIES AT INSIDE WAIL OF STRUCTURE. or- D 600mm ORD >112A"LINED 331 -2 OPERATION. [ %LEPT TWAT THE OPTION Of PLACING AT THE SPAINS LINE A CONSTRUCTION JOINT 4,•, i i » RAM MM tTA11Nlw 11tORGTXMY 1011 Purx WONT LYXMTIWICIIw1 (WYI /- {p I K I FLIT r Ir .YI $4 DSM DS ME ROUND .' TO 76 r13 R Too -41 A M LONGITUDINAL SECTION .ECr a s A AYEAICAN PUBLIC WORKS ASSOMATION- SOUTHERN CALIFORNIA, CHAPTER rt• ».. MANHOLE PIPE TO PIPE (LARGE SIDE INLET) 322 -1 NOTES 1. THI3 JUNCTION STRUCTURE SHALL BE USED WHEN THE OUTSIDE DIAMETER OF THE LATERAL IS GREATER THAN 1/2 THE INSIDE DIAMETER D OF THE MA IN LINE: OR WHEN THE INSIDE DIAMETER B OF THE LATERAL 13 GREATEN THAN 600 RR 1 B SHALL NOT EXCEED .75 D OR 975 RR 139 2. IF THE MAIN LINE IS A REINFORCED MONOLITHIC ARCH STORM DRAIN. 0 SHALL REFER TO THE CLEAR SPAN OF THE ARCH. REINFORCING STEEL SHALL BE CUT AND BENT INTO THE JUNCTION STRUCTURE IN THE $AME MANNER AS FOR A PIPE A CONCRETE CRADLE IS NOT REQUIRED FOR A REINFORCED MONOLITHIC ARCH. 3. STATIONS SHOWN ON THE PROJECT DRAWINGS FOR LATERALS APPLY AT THE INTERSECTION Of CENTER LINES OF MAIN LINE AND LATERAL . STATIONS SHOWN ON THE PROJECT DRAWINGS FOR CATCH BASIN CONNECTOR PIPES APPLY AT THE INTERSECTION OF THE INSIDE WALL OF THE MAIN LINE WITH THE CONNECTOR PIPE CENTER LINE. 4. VALUES FOR A, S. C AND 0 SMALL BE SHOWN ON THE PROJECT DRAWINGS ELEVATION R AND ELEVATION S SMALL BE SHOWN ONLY WHEN REQUIRED PER NOTE 5. 3. e. ELEVATIONS R AND S NEED NOT BE SHOWN ON THE PROJECT DRAWINGS IF THE INLET PIPE IS TO ENTER THE MAIN LINE RADIALLY. b. ELEVATION R SMALL BE SHOWN ON THE PROJECT DRAWINGS ONLY IF A STUB IS TO BE POO'aQED IN THE MAIN LINE FOR FUTURE CONNECTION OF AN INLET PIPE. 4. ELEVATION S SHALL BE SHOWN ON THE PROJECT DRAWINGS IF AN INLET PIPE 13 TO ENTER THE MAIN LINE OTHER THAN RADIALLY. INLET PIPE SMALL BE LAID ON A lT11A1 WIT 011ADE FROM ELEVATION $ TO THE CATCH BASIN OR GRADE BREAK IN LINE. 6. THE INLET PIPE SMALL ENTER THE MAIN LINE RADIALLY UNLESS OTHERWISE INDICATED. THE INLET PIPE MAY ENTER THE MAIN LINE OTHER THAN RADIALLY IF ANGLE A IS GREATER THAN 45•. B IS LESS THAN OR EQUAL TD. 600 - (24 AND THE OUTSIDE DIAMETER OF THE INLET PIPE IS LESS THAN .5 01 OTHERWISE. STANDARD PLAN 340 $HALL BE USED. 7. NO MORE THAN ONE OPENING SMALL BE MADE IN ANY ONE SECTION Of PIPE 6. THE OPENING FOR THE BREAKOUT SMALL BE RECTANGULAR AND CUT NORMAL TO THE PIPE SURFACE WITHOUT DAMAGING THE REINFORCING STEEL. THE TRANSVERSE REINFORCEMENT OF THE MAIN LINE SHALL BE CUT AT THE CENTER OF THE OPENING AND SENT INTO THE TOP AND BOTTOM SLABS Of THE SPUR, 9. THE MAIN LINE SMALL BE REINFORCED WITH A CONCRETE CAROLC AND ENCASEMENT (A! APPLICABLE). A CONCRETE ENCASEMENT 1$ REQUIRED IF A JOINT IN THE MAIN LINE FALLS WITHIN THE LIMITS OF THE CRADLE. THE CONCRETE ENCASEMENT SMALL EXTEND 300 Ron 112'1 ABOVE THE TOP OF THE MAIN LINE AND TO THE LIMITS OF THE CRADLE. IF CONNECTING TO AN EXISTING STORM DRAIN. PORTION OF CRADLE OPPOSITE INLET MAY BE OMITTED. 10. REINFORCING STEEL SMALL CONFORM TO ASTON A DISK GRADE 300. (ASTM A 615. GRADE 40). AND BE PLACED 40 - 11 112 CLEAN FROM CONCRETE SURFACE5 UNLESS OTHERWISE SHOWN F BARS SMALL BE CARRIED TO A POINT NOT LESS THAN J DISTANCE FROM CENTER LINE WITH J•70/12 • I30 RN (6 N. FLOOR OF THE SPUR SHALL 9E STEEL - TROWELED TO THE SPRING LINE OF THE SPUR. It. DIMENSIONS SHOWN ON THIS PLAN FOR METRIC AND ENGLISH UNIT$ ACE NOT EXACT EQUAL VALUES. If METRIC VALUES ARE USED ALL VALUES USED FOR CONSTRUCTION SMALL BE METRIC VALUES EXCEPT REINFORCING BANS SIZES In ENGLISH UNITS MAY Be SUBSTITUTED FORS METRIC BAR SIZES. IF ENCAS3H LIM] G ARE USED, ALL VALUES USED FOR CONSTRUCTION SHALL BE ENGLISH UNI ?S AMERICAN PUBLIC WORKS ASSOCIATION - SOUTHERN CALIFORNIA CHAPTER ELEVATION S APPLIES AT INSIDE WAIL OF STRUCTURE. JUNCTION STRUCTURE - PIPE TO PIPE INLET 331 2 ID 2 800 mm 24" OR > 1J2 MAIN LINE ID OPERATION. [ %LEPT TWAT THE OPTION Of PLACING AT THE SPAINS LINE A CONSTRUCTION JOINT NOTES 1. VALUES FOR A. B. C. D,. Ox. ELEVATION R AND ELEVATION S ARE SHOWN ON THE PROJECT DRAWINGS ELEVATION S APPLIES AT INSIDE WALL OF STRUCTURE. 2. WHEN DEPTH Y FROM STREET GRADE TO THE TOP OF THE BOX IS LESS THAN 667 mm 12• -10 1 /21 FOR PAVED STREETS OR 1060 RR (3' -6•) FOR UNPAVED STREETS. CONSTRUCT MONOLITHIC SHAFT PER SECTION C -C AND DETAIL 'N' SHAFT FOR ANY DEPTH OF MANHOLE MAY BE CONSTRUCTED PER SECTION C -C. WHEN DIAMETER DI IS 1200 mR (46 OR LESS. CENTER OF SHAFT MAY BE LOCATED PER NOTE 3. 3. CENTER OF MANHOLE SHAFT SHALL BE LOCATED OVER CENTER LINE OF STORY DRAIN WHEN DIAMETER DI 15 1200 -9481 OR LESS. IN WHICH CASE PLACE E BARS SYMMETRICALLY AROUND SHAFT AT 43' WITH CENTER LINE. 4. LENGTH OF MANHOLE MAY BE INCREASED AT OPTION TO MEET PIPE ENDS. BUT ANY CHANGE IN LOCATION OF SPUR MUST BE APPROVED BY THE ENGINEER. S. P SMALL BE 125 13'1 FOR DV2400 R.N 196 ON LESS AND 200 RR 16 FOR DE OVER 2400 RR (96 6. REI SHALL CONFORM TO ASTM A 6154. GRADE 3001 A 615 GRADE 40). AND SHALL TERMINATE 40 mm 11 1/2 CLEAR OF CONCRETE SUR- FACES UNLESS OTHERWISE SHOWN T. FLOOR OF MANHOLE SHALL BE STEEL TROWELED TO SPRING LINE. I. BODY OF MANHOLE SHALL BE POURED IN ONE CONTINUOUS OPERATION EXCEPT THAT A CONSTRUCTION JOINT WITH A LONGITUDINAL KEYWAY MAY BE PLACED AT SPRING LINE. 9. THICKNESS OF THE DECK SHALL WARY WHEN NECESSARY TO PROVIDE A LEVEL SEAT BUT SHALL NOT BE LESS THAN THE TABULAR VALUES OF F SHOWN ON TABLE. SM. I. 10. IF LATERALS ENTER ON BOTH SIDE! OF MANHOLE. SHAFT SHALL BE LOCATED ON SIDE RECEI VINO THE SMALLER LATERAL. 11. STEPS SHALL CONFORM TO STANDARD PLAN 633 OR 636, UNLESS OTNERWISt SHOWN. STEPS SHALL BE UNIFORMLY SPACED 350 RIR (14 TO 3T3 113 OC THE LOWEST STEP SHALL NOT BE MORE THAN 600 Rm 124 ABOVE THE INVERT 12. THE FOLLOWING CRITERIA SHALL BE USED FOR THIS MANHOLE A. THI3 STANDARD PLAN IS USED WHEN STANDARD PLAN 320 IS INADE- QUATE. MAIN LINE n 900 _ 136 INSIDE DIAMETER OR LARGER. 9. LATERAL R 300 Roo (12 TO 3600 inn (144•) INSIDE DIAMETER HOWErIR THE INSIDE DIAMETER SHALL NOT EXCEED THE INSIDE DIAMETER OF THE MAIN LIME. AMERICAN PUBLIC YY0RR0 AEIM/GNIRJN -{uV IIR1.114/1llUNIM11 YIW I CH MANHOLE PIPE TO PIPE (LARGE SIDE INLET) OR-- 322-1 coi[cio PIPE N' H 0 ] N00'1 1 > �pNp OI Yv�0 or c L WD r N•11WY 61 �T7 f � t � 7E1, A a.$ 1- gNgr (ppE To T3.•1190 E MMM LINE 101241 AID �a nut 3 Nil al.7E W MICMM MANHOLE SHAFT SMALL CONFORM TO STANDARD PLAN 324 UNLESS OTHERWISE SHOWN. �T7 � =E UM ri . S[II7i" �3'i1iI1•m SPECIFIED REFER TO STANDARD PLAN 328. 17. WHERE A PRESSURE MANHOLE SHAFT - 914 was 136 WITHOUT 18 tFT11iTMM1M SPECIFIED REFER TO STANDARD PLAN 329. •ffM DIMENSIONS SHOWN ON THIS PLAN FOR METRIC AND ENGLISH UNITS ARE g ��SiT10. of ffm L IF ENGLI68 UNITS ARE USED. Y ALL VALUES USED FOR FOR RUCTION SHALL LlT�t[if'7flm BE ENGLISH UNITS. THE FOLLOWING STANDARD PLANS ARE INCORPORATED HEREIN 011 @dSi•TmEt7t7m or= or 71111 El" 328 PRESSURE MANHOLE SHAFT - WITH ECCENTRIC �7 BE7t^-7f$L7 REDUCER OrLNWr=§F ==U=U 635 STEEL STEP d SfT1<TS AMERICAN PUBLIC WORKS ASSOCIATION - SOUTHERN CAL VO1MRR CHAPTER rim MANHOLE PIPE TO PIPE (LARGE SIDE INLET); cT-7i.'7f8[L78ITa 7 iT1>t1:'fMIIii THE HORIZONTAL !WOLF OF CONVERGENCE OR DIVERGENCE. A. SHALL NOT EXCEED 5.43'. fi 11 fLL7i'itT778EtLi i7 R.'1iSEINE ORAWIN GS R REQUIRED BY NOTE 10. 3. fTF!7w-iow fi !'7t.7li REINFORCEMENT STEEL SMALL CONFORM TO ASTM A 613 M lA 6151. GRADE 3001401 ANO SMLLL TERMINATE 40 - 11 1/2 CLEAR Of f'I!TI SBii ONE T 7 7CIA ELEVATION S APPLIES AT INSIDE WAIL OF STRUCTURE. 6. f'.F:W SIFT!- 78SI?i��ECI7 �1tCfE6a OPERATION. [ %LEPT TWAT THE OPTION Of PLACING AT THE SPAINS LINE A CONSTRUCTION JOINT LONGITUDINAL KEYWAY. fIIZ7E�7EtQ7tiP7 f!^Et:Ll1 L TH Of THE STRUCTURE MAY BE INCREASED AT THE � US BAR$ t2T7i[i f THE TH CN TRACTOR 3T E TE NDED PORTION LON REIXFOR N THE TABLE BUT I tTAT1DNj J N �.1 �Y� q1 NIL "•M 1 3rATION PT. Do 5 2401[ 4 D D-3---- �� ,4111 0 N B IS M . -O [ 1, GIT L dwnf" 1 LONUDINA SECTION D 641 r i NN 1• A tM1 M NI I ■M1 oYwsa r POTH 1'OC Q W MoS[t 1.1001 i 4. WIN LIK� SECTION N' -N' -N• PRbJFjf�b�N - 1 -M -N' ORKS ASSOCIATION - SOUTHERN CALIFORNIA CHAPTER TRANSITION STRUCTURE PIPE TO PIPE 340-1 rA1NY6o tP[a1ICw11ow roR rl,Mlo WONM Ca.YrN1DI1aw wN1r�a. I3. MANHOLE FRAME AND COVER SMALL CONFORM TO STANDARD PLAN $30 UNLESS OTHERWISE SHOWN. N. MANHOLE SHAFT SMALL CONFORM TO STANDARD PLAN 324 UNLESS OTHERWISE SHOWN. IS. WHERE A MANHOLE SHAFT - 900 RR, 136.1 WITHOUT REDUCER IS SPECIFIED REFER TO STANDARD PLAN 326. 16. WHERE A PRESSURE MANHOLE SHAFT - WITH ECCENTRIC REDUCER IS SPECIFIED REFER TO STANDARD PLAN 328. 17. WHERE A PRESSURE MANHOLE SHAFT - 914 was 136 WITHOUT 18 SPECIFIED REFER TO STANDARD PLAN 329. 16. DIMENSIONS SHOWN ON THIS PLAN FOR METRIC AND ENGLISH UNITS ARE NOT EXACT EQUAL VALUES. IF METRIC VALUES ARE USED. ALL VALUES USED FOR CONSTRUCTION SHALL BE METRIC VALUES. EXCEPT REINFON�ING IF ENGLI68 UNITS ARE USED. Y ALL VALUES USED FOR FOR RUCTION SHALL BE ENGLISH UNITS. THE FOLLOWING STANDARD PLANS ARE INCORPORATED HEREIN 324 MANHOLE SHAFT - WITH ECCENTRIC REDUCER 326 MANHOLE SHAFT - $00 - 136.1 WITHOUT REDUCER 328 PRESSURE MANHOLE SHAFT - WITH ECCENTRIC 329 PRESSURE MANHOLE SHAFT - 914 - (36.1 WITHOUT REDUCER 630 $10 A.R 124 MANHOLE FRAME AND COVER 633 914 ARR 136•) MANHOLE FRAME AND COVER 635 STEEL STEP 636 POLYPROPYLENE PLASTIC STEP AMERICAN PUBLIC WORKS ASSOCIATION - SOUTHERN CAL VO1MRR CHAPTER trAR,.•• : ..., MANHOLE PIPE TO PIPE (LARGE SIDE INLET); .a1n. 1 NOTES I. THE HORIZONTAL !WOLF OF CONVERGENCE OR DIVERGENCE. A. SHALL NOT EXCEED 5.43'. 2 f ARID D EI.EVATION ARE III E G ELAVATIGM SHOWN WH N ORAWIN GS R REQUIRED BY NOTE 10. 3. FLOOR OF STRUCTURE SHALL BE STEEL TROWELED TO SPRING LIME 4. REINFORCEMENT STEEL SMALL CONFORM TO ASTM A 613 M lA 6151. GRADE 3001401 ANO SMLLL TERMINATE 40 - 11 1/2 CLEAR Of UNLESS BARS IOY 450 - 1.3 OTHE BUS L ONGI T UDINAL OR T LESS. S. ELEVATION S APPLIES AT INSIDE WAIL OF STRUCTURE. 6. TRANSITION STRUCTURE SHALL BE POUREO IN ONE CONTINUOUS CONTRACTOR SMALL HAVE THE OPERATION. [ %LEPT TWAT THE OPTION Of PLACING AT THE SPAINS LINE A CONSTRUCTION JOINT LONGITUDINAL KEYWAY. 7• L TH Of THE STRUCTURE MAY BE INCREASED AT THE � US BAR$ f THE TH CN TRACTOR 3T E TE NDED PORTION LON REIXFOR N THE TABLE BUT OF SAYE DIAMETER AND SPACING AS SPECIFIED IN ANY CHANGE IN THE LOCATION OF SPUR MUST BE APPROVED OY THE ENGINEER. I. EMBEDMENT �� E Ep � HESS iH0 " MAN oN THE iI H DNiWI S. WHEN THERE IS NO SPUR REOUIREM A 6 B BAR! SHALL BE OYTTED. 10. WHEN ELEVATION R AND ELEVATION 3 ARE NOT SHOWN ON PROJECT DRAWINGS. INLET PI PE SHALL ENTER MAIN LINE RADIALLY. VMN INLET PV[ ENTNS MAW LINE OTHER THAN RADIALLY ELEVATION S ON PROJECT DR AWINGS ANO INLET O WE SHALL !MALL BE SHOWN BE LAID ON A STRAIGHT GRADE FROM ELEVATION S TO CATCH BASIN OR GRADE GREY IN LINE. ELEVATION R BE SHOWN ON pI(N�LE�T ( SHAH TOR FUTURE COiISTRLIC PIPg ROVIDED IN MAIM LINE .0. Oi 1 M. THE MAXIMUM OVER ABOVE T 1 TRUCNRE {HALL ssE 7.8 w ISS'1. =i A SPECIAL TRUCTURC SHALL BE EXCEEDS DESI FOR TH COVER AND OEI AILED ON THS MOJECT ORAWINOS. 12. DIMENSIONS SHOWN ON THIS PLAN FOR METRIC AND [IWLI UNITS E CT�OM BE Y CEP y4 E o TR b l METRIC REINFORCING BAR SIZES IN ENGLISH UNITS MAY BE SUBSTITUTED FOR IC BAR SIZES. IF USED. AlL VALUES USED METRCONSTRUCTION $HALL WRIT AMERICAN PUBLIC WORKS ASSOCIATION - SOUTHERN CALFOOOM CWAPM TRANSITION PIPE T R M!K PIPE TO ___ _ _ _ __ -- y�QEf ■���'" Hall & Fbreman, Inc DRAWN BY q ' DESIGN .■r I IVd Engineering • Planning • Swveymg • PuD11e Wurks ED B u -- - - -- Eo wwoi 545 N Mountain Ave. Ste 106 Upland, CA 91186 -9997 •(909) 982 -7777 CNECE.EU B' s. PREPARED UNDER THE SUPEROS,ON Of AC __- ___ __- __ -_ •, 4,�: ,L v�v /� �/ ,ROB NO _ - CITY - -_ - -_ -- - - -- 5195 REVISIONS AapROV.1 DA iE apppova DAtE RICHARD L BGWIJ AN R C E 24573 DATE CITY OF FONTANA, CALIFORNIA DETAILS SCARF FOR HORIZ. 1' 40 VERT. 1' . 4' TRACT NO. 15957 -5, -4. -5 DATE: 11/11/96 OR. N SHT. H0. WPROVID L6 17N 5 OF A CITY ENGINEER R C E. No. 23146 k L M TO D TO tt =t lE IM B e mai l T4 tM •N of ww Ct 4-11010-61. E SAN' t Ir -S'1 L IQ wtt S .31 TIE BAR 1310. 9 I 1 J VS 41 • 11' 01 L.(II ou n roe •L 9Mt No DETAIL 'N r O NO= UK BRINGS AID COVEN NOT 1 pvtli .L Su wn i PLAN IK[ wtt 11 lOtlAfT wT tNGWN INA� BM KW 3 """ "" x 320-1 I j 'r gym" W IDN900 mm 36" OR LARGER 1q SN w U*1 3 T [ tMYT Bear I lb .„ 00 r FIFE ­. ALAN it1 ►wt SLAT S SEE NHOTE 000 r Ir 9 BASS wS Tit SAllt _ _.I T SNS 7VE A- 6 9 RAMS oI m 'N E J BAITS 14M NF ROYMD � 6 7PSIw LIME ~� 1 Mai • 450 BB9 BO M EMEYA 9LcTA TION POIN t WAYS WAYS TO . wED tMEN Ii Ii09 r W I AT po THIS ►011(T BQ w US SA 4 loan SECTION 8-8 SECTION A -A eoRGAEn RINK STREET MADE PLAN i94 m r . O r if Now RAT MT MIS N wS /. iAKO tTKETB IQ I TABLE 'MIA M.E &Z SAM 010 r E 6441 AM, r K9 FOR 111 04 NI ►AI tTRQn. K9 r If-29 Toll M Wt WAVtD 3TRRn J BMi to= n n r SECTION 17.0 C -C AMMbCAN PLARX WORKS ASSOCIATION - SOUnf= CALM*O U" CHAPTER sr«e MANHOLE PIPE TO PIPE MAIN LINE """ "" x 320-1 I j 'r gym" W IDN900 mm 36" OR LARGER 1q 600 AM 124 TO 750 r 1304 0 LATUMA"UTOR PW CON. Pwt An on CAP E WIN LIME RW L WIR Lima RO B CLRS� p a9aQL- i[[ »o rt 4 to S IM A¢VNL W17N 3 - 1T f t E O ~ O 4 0 0 R I M i + " c ppyy IL [CV� I Ow CASE 1 w01tTURUD wM 9►[clFwIfATNRa ELM CASE I 0Y1L(T SECTION Q -B GTCM 6ABN F�LYt 4% CATCH SASH RDOR wi °IT. Lyal 00 MRS. CT was StE wtt �I•N �i CASE 2 3• CASE 1 SECTION C -C (ta wTn 9 • of M 441 MY .TO WIT I j W1q $ = CLASS c MOST. la ELM SECTION CASE 3 8ADOLE CONNECTION AiMOOM( FUKJC INORKS ASSOCIATION - BOUTHERN CALIFORNIA CHAPTER R PIPE T JUNCTION STRUCTURE - O PIPE " : """ D < 800 mm 24" 332 -1 MINI !M- P011 PVRl1C VrDIwi o1XNTIWw9DN all- I,r. it ffu M 1111•:471'.!6:•LU� 4A71'iJ•73i.ii i�4� iT:T44� f`C�Fi �� �f- LTT�1...7R GENERAL NOTE 1. DIMENSIONS SHOWN ON THIS PLAN FOR METRIC AND ENGLISH UNITS ANE NOT EXACT EQUAL VALUES. IF METRIC VALUES ARE USED. ALL VALUES USED FOR CONSTRUCTION SHALL BE METRIC VALUES. IF ENGLISH UNITS ARE USED. ALL VALUES USED FOR CONSTRUCTION SHALL BE ENGLISH UNITS. C AND CASE 2 1. IF ANGLE A 18 LESS THAN 45 OR IF D It LARGER THAN 600 . 124 THEN ANOTHER STANDARD STRUCTURE SHALL BE SPECIFIED 2. THE OUTSIDE DIAMETER OF THE INLET PIPE SHALL NOT EXCEED ONE -HALF THE INSIDE DIAMETER OF THE WIN LINE. 3. THE INLET PIPE SMALL ENTER THE MAIN LINE RADIALLY. IF THE INLET PIPE CANNOT ENTER RADIALLY. THEN ANOTHER STANDAR D STRUCTURE SHALL BE SPECIFIED, 4. THE SIZE OF THE OPENING INTO THE MAIN LINE SHALL BE THE OUTSIDE DIAMETER OF THE INLET PIPE PLUS 30 r 11.1 MINIMUM TO 73 - 13 MAXIMUM S. ALL CONNECTOR PIPES FOR CASE 2 SHALL BE ENCASED IN CONCRETE IF LAID WITHIN THE MAIN LINE EXCAVATED TRENCH OR IF LAID ON FILL WHICH HAS NOT BEEN DENSIFIEO. 6. BURN OR CHIP END OF CONNECTOR PIPE FLUSH WITH INNER SURFACE OF WIN LINE. ROUND EDGE OF CONCRETE PIPE OR RCP. 7. ALL CSP AND FITTINGS SHALL BE GALVANIZED, B. STATION SPECIFIED ON THE PROJECT DRAWINGS APPLIES AT THE INTERSECTION OF THE INSIDE WALL OF MAIN LINE AM THE CENTER LINE OF INLET PIPE. 9. CASE 2 SHALL NOT BE USED TO CONNECT TO THE FLOOR OF A GRATING CATCH BASIN WHERE THE GRATE WILL BE SUBJECT TO VEHICLE TRAFFIC. 10. FOR CASE 2. NOT MORE THAN 3.5 No 112'1 OF INLET PIPE SMALL BE LOCATED WITHIN THE MAIN LINE EXCAVATED TRENCH. CASE } U. CONNECTIONS TO PIPES 525 r 121.1 OR LESS IN DIAMETER WITHOUT JUM I.,N STRUCTURES OR PRECAST V BRANCHES $HALL BE MADE WITH SADDLES. 12. THE OUTSIDE DIAMETER OF THE INLET PIPE SHALL NOT EXCEED ONE -HALF THE INSIDE DIAMETER OF THE MAIN LINE. 13. TRIM OR CUT SADDLE TO FIT SNUGLY OVER THE OUTSIDE OF THE MAIN LINE 90 ITS AXIS WILL BE ON THE LINE AND GRADE OF THE CONNECTOR PIPE. 14. THE OPENING INTO THE PIPE $HALL BE CUT AM TRIMMED TO FIT THE 3ADOLE SO THAT NO PART WILL PROJECT WITHIN THE BORE OF THE SADDLE PIPE. 13. THE CONNECTOR PIPE $HALL BE SUPPORTED AS SHOWN IN CASES I AND 2 NOTES I. WHEN DEPTH M FROM STREET GRADE TO THE TOP OF THE BOX IS LESS THAN 867 r 12-10 1/2.1 FOR PAVED STREETS OR WAG r I3-6.1 fOR PAVED STREETS. CONSTRUCT MONOLITHIC SHAFT PER SECTION C{ AND DETAIL 'N'. SHAFT FOR ANY DEPTH OF MANHOLE MAY BE CONSTRUCTED PER SECTION C - C. WHEN DIAMETER 0, IS 1200 . 148 OR LESS. CENTER OF SHAFT MAY BE LOCATED PER NOTE 2- 2. CENTER Of MANHOLE SHAFT SHALL BE LOCATED OVER CENTER LINE OF STORM DRAIN WHEN DIAMETER DI 1$ 1200. 140 OR LESS. IN WHICH I I 1 PLACE E BARS SYMMETRICALLY AROUND SHAFT AT 45• WITH CENTER LI., AND OMIT J BARS. 3. L AND P SHALL HAVE THE FOLLOWING VALUES UNLESS OTHERWISE SHOWN ON THE PROJECT DRAWINGS A. D,•2400 r 196 OR Less. L•1.7 • IS' -6 P•130 r IS') B. DM OVER 2400 r 1961. L•1.0 n I6-0.1. P•210 r (8.1 L MAY BE INCREASED OR LOCATION OF MANHOLE SHIFTED TO MEET PIPE ENDS WHEN L GREATER THAN THAT SHOWN ABOVE IS SPECIFIED. D BARS SHALL BE CONTINUED 150 r l6.1 OC. 4. STATIONS MA AHOLES SHOWN ON PROJECT DRAWINGS APPLY AT CENTFN LINE Of SHAFT. ELEVATIONS ARE SHOWN AT CENTER LINE OF SHAFT AND REFER TO THE PROLONGED INVER T GRADE LINES. S. REINFORCEMENT SHALL CONFORM TO AS TM A III GRADE 300 IASTM A I,! GRADE 401. AND SHALL TERMINATE 40 r 11 1/2 CLEAR Of CONCRETE o11 , FACES UNLESS OTHERWISE SHOWN. 6, FLOOR OF MANHOLE SHALL BE STEEL TROWELED TO SPRING LINE, T. BODY OF MANHOLE SHALL BE POURED IN ONE CONTINUOUS OPERATION EXCEPT THAT A CONSTRUCTION JOINT WITH A LONGITUDINAL KEYWAY MAY BE PLACED AT SPRING LINE. 9. THICKNESS OF THE DECK SHALL VARY WHEN NECESSARY TO PROVIDE A LEVEL SEAT BUT SHALL NOT BE LESS THAN THE TABULAR VALUES FOR P SHOWN ON TABLE SH. 2. 9. D BARS SHALL BE I5MII.41 FOR D.•975 .139'1 OR LESS. ISMM•SI FOR 01 •1050 r 142 TO 2100 r 164 INCLUSIVE AND 2014.61 FOR 01.2230 r 190'1 OR OVER 10. CENTER LINE Of INLET PIPE SHALL INTERSECT INSIDE FACE OF CONE AT SPRING LINE UNLESS OTHERWISE SHOWN N. STEPS SHALL CONFORM TO STANDARD PLAN 633 OR 636 UNLESS OTHER SHOWN. STEPS SHALL BE UNIFORMLY SPACED 3SO r (14 TO 375 r D5'1 THE LOWEST STEP SHALL NOT BE MORE THAN 600. (24 ABOVE THE INVCR1 12. THE FOLLOWING CRITERIA SHALL BE USED FOR THIS MANHOLE A. WIN Llw • 900 r 136 INSIDE DIAMETER OR LARGER EXCEPT IF i "I ,..i LINE RCP DOWNSTREAM OF MANHOLE I3 900. 136'1 TO 1030 r 14. INSIDE DIAMETER AND THE MAIN LINE PCP UPSTREAM IS 923 . I33'I LESS STANDARD PLAN 321 SHALL BE USED. • 9W IIIC.H 4K"vRnl/r .. .. PIPE MAIN LINE 320-1 OR LARGER ISM 9 SOD r 1N 9 ITF -- / , 330 -C -t3 IMO { -7 =501 HXNICS[R L/S ITY ►.1 -1 / 93 r 01 ITTP.1 ROW L I 10 � 13M • 11 A W IN •i f1 -4)' IACULM TIES. ISO r CUT N o I'1 {9^,wlMl CUT w. I LIME L ►0• N \ MINE CUT NG. 2 w • 3.14 wA-,w p � y QETAIL 'A• (GEE Ron NI O/T/Ix SIWAE SONG -TU.L On EQUAL INTERIOR FORM CUT w. N SAW We TINE AT M MAIL[ Of NS MAIM ME TRANS- DETAIL '8' VERSE RN' A. REVEJIR ONE SECTION AND TAP[ BOW SECTIONS TOGETHER FONWw ME DEFLECTION AMU A TYPICAL JOINT FOR CUT w. 9 SAW IRS TWS LOHSITIIWRI AfMOVHIS A STHP S[INFORCED CONCRETE PIPE 1 H4 IOe-0 1 WNR ON 7H[ ENR 0'1 THE WEN JOINT. Kw Mt tNK W M[ CUT TORTNEI AD .MaT I.[ TIN[ N INC ►IPL S. THE OUTSIDE DIAMETER Of THE LATERAL MUST BE LESS THAN OR EQUAL TO 1/2 THE INSIDE DIAMETER Of THE WIN LINE. If THE UPSTREAM AND DOWNSTREAM DIAMETERS OF THE MANHOLE ME NOT THE SAME. THE GOVERNNG INSIDE DIAMETER Of THE WIN LINE SHALL Be CONSIDERED TO BE THAT WMENE THE EXTENDED CENTER LINE OF THE LATERAL ENTERS THE MANHOLE. C. IN NO INSTANCE SHALL THE INSIDE DIAMETER Of THE LATERAL TO THE MANHOLE 8E GREATER THAN 750 13. MANHOLE FRAME AND COVER SMALL CONFORM TO STANDARD PLAN 630 UNLESS OTHERWISE SHOWN 14. MANHOLE SHAFT SHAT CONFORM TO STANDARD PLAN 524 UNLESS OTHERWISE SHOWN. W WHERE A MANHOLE SHAFT - 900 r 136 WITHOUT REOUCER IS SPECIFIED REFER TO STANDARD PLAN $26. N. WHERE A PRESSURE MANHOLE SHAFT - WITH ECCENTRIC REDUCER 16 SPECIFIED REFER TO STANDARD PLAN 320. 17. WHERE A PRESSURE MANHOLE SHAFT - 914 r 138.1 WITHOUT REDUCER IS SPECIFIED REFER TO STANDARD PLAN 329. 14. DIMENSIONS SHOWN ON THIS PLAN FOR METRIC AND ENGLISH UNITS ARE NOT EXACT EQUAL VALUES IF METRIC VALUES ARE USED. ALL VALUES USED FOR CONSTRUCTION SMALL BE METRIC VALUES EXCEPT REINFORCING BM I S12ES IN ENGLSH UNITS WY BE SUBSTITUTED FOR METRIC SAN SIZES. If ENGLISH OMTS ARE USED. ALL VALUES USED FOR CONSTRUCTION SHALL BE ENGLISH UNITS. THE FOLLOWING STANDARD PLANS ARE INCORPORATED HER[IM 324 MANHOLE SHAFT - WITH ECCENTRIC REDUCER 326 MANHOLE SHAFT - 900 r 116 WITHOUT REDUCER 320 PRESSURE MANHOLE SHAFT - WITH ECCENTRIC 329 PRESSURE MANHOLE SHAFT 914 r 136'1 WITHOUT RCOUCEN 630 610 r 124 MANHOLE FRAME AND FRYER 653 911 36 136 MA MANOLE FRAME AND COVER 635 STEEL STEP - 636 POLYPROPYLENE PLASTIC STEP NOTES L A CONCRETE COLLAR IS REQUIRED WHERE THE CHANGE IN GRADE EXCEEDS 10 PERCENT. 2. FOR CURVE JOINTS ISEE DETAIL S. SHEET 11 IF THE EXTREME ENDS OF THE PIPE LEAVE A CLEAR SPACE IN AT IS GREATER THAN 23 RWI 11.1. BUT IS LESS THAN 73 rN3.1 A CONCRETE COVER IS REQUIRED IN ACCORDANCE WITH SUBSECTION 306-1.2.4 OF THE SSPWC. IF THE EXTREME ENDS OF THE PIPE LEAVE A CLEAR SPA THAT IS E UAL TO OR 6REATEII 3 R TNW 75 . 13 F .1. BUT fE({{ THAN SPACE S I - 161 OR GREATER .ATII AMBITION STRUCTURE 18 REQUIRED. 3 TO N LIOLLLAR SHALL NOT BE USED FOR A SIZE CHANGE ON 4. CONNECTOR PIPES WHERE MEp ~ cOMCJRETE LOLL D L AHD 1 DI ALL TNOfE OF TH( L� PIPE. 0•q OR ppF� WHICHEVER I8 GREATER. t. WHEN q IS EQUAL TO OR LESS THAN Co. OIN INVERTS AND WHEN q IS GREATER THAN DL JOIN SOFFITS. S. FOR PIPE LARGER THAN 1600 - 172 SPECIAL COLLAR DETAILS ME REQUIRED. S. FOR PIPE SIZE 160T LISTED USE NEXT SIZE LARGER. 7. REINFORCEMENT SMALL CONFORM TO Astral A 615 M IA 6131 GRADE 3001401. 8. TES S REINFO 12 13 REQUIRED 1EERE DIAMETER W THE CIRCULAR 9. REINFORCING SHALL BE USED WHERE THE PIPE DIAMETER 18 GREATER THAN 525 ALA (21 AND ON ALL PIPES WHER E THE SPACES BETWEEN THE EXTREME OUTER EMS IS 73 Aw 13 OR LARGER. CIRCULAR TIES• PIPE DIAMETER CIRl3 TtE3 323 RRR 121 OR LESS 3 600 AM 124 TO 750 r 1304 3 023 r 133 TO 1423 RIIII 137 4 1500 RNR 160 TO 1000 r 172'1 3 N CIRCUL TIES BE I E% A$ED TO WI1 AN APPROXIMATE SPACING OF ISO Ma IS, O.C. 10. WHERE THE PIPE It 525 r 121 OR L IN DIAMETER AN INTERIOR PROMO, A SMOOTH INTERIOR JOINT. THE PAPER FO WY BE LEFT IN (LACE t (SEE DETAIL Al. WHEN THE � P A IPPEE 1 /(60�0Ep (24• /N�ERION JOINifRALL SE C01El.ETELY i1 WNTN AMID NEATLY POINTED. M DI MENSIONS SHOWN ON THIS ►LAN `OR METRIC AND 18N UNIT, ARE ROT EXACT EQUAL gg VALU C ES. If MI'M CEVALLIES ARE U { A C L LL L MEINFORCINi BAA 912ES IN ENOLMSN WV BE ITIIU i0R MET UALL ENGLISH AR UNITS C0. ALL VALUE, USED 300 off Ss moor Hall & Foreman Inc DR - BY p Y \ E O ..r . Civil Engineering • Planning • Surveying • Public Works DESIGNED BY 1.o M Dia h RIM 545 N M,JUntwn Ave Ste 106 Uplund, CA 911bb -9' 'j97 •(909) 982 -7177 HEGNED BY PH AG OF _ AG [PARED UNDER THE SUPER CI E" JOB 'O 0 C UI REVISIONS nppRn.SaI DARE nP qT ` >t DATE RICHARD I BOWMAN R C E 2457} -DATE 5 95 "1 32" -1 aHH r , I THERM CAUPOMM d1A/T6l AMR FOR RCP 380-2 1800 mm (72 ") MW.. CITY OF FONTANA, C ALIFORNIA DETAILS SCALE: FOR HORIZ: I' . 40' VERT. I' - 4' TRACT NO. 150.57-3, -4. - 5 DATE 11/11/98 DR. NO SHT NO iPPROVED A OF 0 CITY ENGINEER R.C.E. No. 23146 26 y - --- - ,wa -- -- -- -- - --- ONSITE ,sF1 - - r:- - - - HYDROLOGY MAP . - -- -- -- - - HERITAGE VILLAGE • • / w 4 (Al) m •' A A • • a • • • • • • . • » . LO • >..,.... . » . , ,. c. 4 .. A » • .... . , .. • TRACT 15957 • - �,) l 7 10 9 7 6 5 AREA 4 -A . I 7 i `, LEGEND / MI a .i a 0 ' mwmlwT •� moor P*0005(13 5100m 101.0i 114 'V . i ,z . \ . -i it ■00 WV. MammZ AT mat lost ` 1' A� me ar ewm+•.nam (wwas) j HYDROLOGY TABLE Q100 t._ a." ' i t� /� I - - -- - AREA N AREA "0 SUM .O. • - � I I ..- I I A 1.61 5.14 , • • ;4 \ I I B 1.43 a.a5 9.59 ' ;'= ' '; 1 ./ \ / C 1.43 4 24 13 83 b 3 / N ' * ' ", ; ' I / \ / I D 1 49 4.44 18.27 - T. i 1 E 1.49 4 22 22.49 : te T I' , I 11 t M 11 1 - - . F 150 a. 31 26.80 . . 1I ! 29A i,.ie of __ .s 0 -1 1 28 1.28 1 1 or. lro ... . - r _ G 1.53 3 59 30.39 - it o 0 -2 916 26.23 27.51 1 �J U tl �� � 24 2S 26 I il 2 3 H 5 11 14.7 42.21 ', �i 1 1 , w .9 i w °' \ I i.4 4.7 69.11 • NODE DATA TABLE ` \ NODE N ELEV. NFXT TO . `( = n n n i � 79.10 .4 111. � � 2� 1� 100 620• 101 69 73 BO' e ill on m !m7 n \ 1 30 I � 102 57 0 150' ®� \[ F \ 103 55 0 BO' 150 k o l 10 � toa 54.0 150' t 4 _ 1I ( ^ 20 / 105 52.0 BO' �..:. Y, _ ' ....1 I :7 ■ ``� � j - - 106 St.O 200' I 1 r Z y m .n .. ;II� Q 't: - 107 490_ - . t tii _ B N1 ��P 200 930 200' tV 3 N Li- 0V � I I . t P 2 88.0 600' I s 20 , 2 0 2 70 0 500' I 1: •� 1 0 �.� a n \_ 38 O E D 203 60. 10' ea • I I � B 1 �42 .._. .. 107 49.0 280' • � y 205 52.0 � � . � t , C 108 100' .J":' 08 41 0 N j 0 ®• .12 ®T . •11.]a® •..151 .•1295 \ 1f�` as \� I■ F ,. 1 i 205 '-� - - ,w 109 36 0 - U I U _ Y.80 I II r/ r o• w• Bo' 120• I (I j+ , cB wmlc SC E 1 .401 .40 k. „: - CITY OF FONTANA, III CALIFORNIA : ':=` - PC ■�� Hall & Fbreman Inc JR4 BY ON- HYDROLOGY SCALE: e ; ,r" • - -- _ - ���o .�.6 ? • • c F m NOW: 1" . 80' .. ___ /t " .mr • CIAI Englneenng • FUSY2' • Sur ye In. • Public Works DESIGNED BY FOR VERr: r . a' cr" TRACT NO. 15957 • AREA 4 -A on 545 II. Mountain Ave Ste. 106 U Icnd, CA 91 766 -9 9 37 • 909 982 -7777 - = _ !\7:,,'''' ' z 12 pI /m P ( nECI B BY DATE' PREPARED UNDER TILE SUPER NSiON OF B tl /1098 J '''.:-.9: F uls JGB NO OR. NO. 'SOT. N0. __ -__ -_ ---- . •ZNZk'S . _ 0_ -. - uir -- - 514` REVISIONS APPRD JAI D TE APPROJ, DATE _ . R ii, HA01 l 01 MAAN - - R C E 24515 - DAT APPROVED CITY ENGINEER R.0 E. No. 25126 1