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HomeMy WebLinkAboutTract No. 14573 Hydrology Study1 1 1 1 I 'i 1 f 1 1 1 t 1 r 1 1 1 HYDROLOGY STUDY AND HYDRAULIC ANALYSIS HUNTER'S RIDGE TRACT NO. 14573 In the City of Fontana, California ' OF C 11..F ' March 7, 1997 Rev. c,-2Z-47 Prepared By: The SP Consulting Group 6 Morgan, Suite 100 Irvine, California 92718 (714)587-3012 FAX(714)472-3176 Contact: Thomas A. Petersen, P.E. SITE DESCRIPTION: Tract No. 14273 is a subdivision of Lot 11A and 11B of Tract No. 13750 into 160 single family lots. The site is bordered by Open Space to the north and west, Foxborough Drive and Bridlepath Drive to the east and an open space Southern California Edison Easement to the south.. The drainage area totals 89 acres consisting of single family development, open space brush and street area. Proposed on -site storm drains will consist of two (2) systems. The first will pick up the northerly portion and connect to an existing 48" r.c.p. in Bridlepath Drive west of Foxborough Drive. The southerly portion of the site will drain to an existing 36" R.C.P. stub provided at the knuckle of Vancouver Avenue and Edmonton Drive. The site was considered in a fully developed condition and the design and hydraulics are based on these results. PURPOSE OF THE STUDY: This study will evaluate the run-off from the site and design the proposed facilities needed to convey runoff from and through the site. REFERENCES: 1. County of San Bernardino, "Hydrology Manual",August, 1986. 2. "Handbook of Hydraulics", King and Brater, 6th Edition, 1976. 3. "Open Channel Hydraulics", Chow, 1959. 4. "Standard Plans for Public Works Construction", American Public Works Association, 1994 Edition. 5. " Hunter's Ridge Residential Areas Preliminary Hydrology Studies for Tracts 14274, 14275, 14276, 14277, 14570, 14571, 14572 and 14573", June 1990, J.P. Kapp and Associates, Inc. 6. Hydrology Map for Tract No. 14572, prepared June 5, 1996, by The SP Consulting Group. 7. Subdivision Improvement Plans For Tract No. 14572, prepared June 1996, by The SP Consulting Group. 1 1 M 1 b 8. Water Surface and Pressure Gradient (WSPG) Hydraulic Analysis System, Computer Program, Los Angeles County Department of Public Works Program No. F0515P, April 1979. 9. Advanced Engineering Software, RATSC6 Rational Method for San Bernardino County, HELE1 Hydraulic Elements I for Street Flooding and Catch Basin Design, 1996 version. DESIGN ASSUMPTIONS: 1. The property is located in Valley Rainfall Zone, per isohyetals Figures B-3 and B-4 the Hydrology Manual. 2. The property is located in Soil Group A per Figure C-13 of the Hydrology Manual. 3. The site was analyzed for a 25-year and 100-year storm event per the requirements of the Hydrology Manual. A Rational Method Analysis was performed and the appropriate calculations are provided herein. 4. Storm drains were sized for a 25-year storm, which corresponds to the design of the mainline storm drain this project is connecting. The 25-year design storm will not exceed the top of curb for the interior subdivision streets. 5. The project is located in the southwest portion of the county, therefore a Slope of Intensity Duration is 0.60 per page D-6 of the Hydrology Manual. 6. The Hydrology Map attached at the rear of this study is made a part of the study. 7. Site has a density of 5.4 dwelling units per acre. 8. Antecedent Moisture Condition II (AMC II) per page C-9 of the Hydrology Manual. A H HYDROLOGY 1 1 1 1 1 1 r 1 a r TRACT NO. 14573 - REQUIREMENTS STORM EVENT: 25-YEAR USER PIPE SIZE: 18" MINIMUM USER SPECIFIED GRADIENT FOR FRICTION SLOPE: 0.95% USER DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL 10-YEAR STORM 60-MINUTE INTENSITY : 1.090 IN/HR 100-YEAR STORM 60-MINUTE INTENSITY: 1.620 IN/HR 1-HOUR INTENSITY FOR 25-YEAR STORM = COMPUTED SLOPE OF INTENSITY DURATION = 0.600 FOR THE SOUTHWEST PORTION OF THE COUNTY. SOIL GROUP A PER FIGURE C-13. RESIDENTIAL 160 UNITS/40 ACRES = 4 UNITS PER ACRE ANTECEDENT MOISTURE CONDITION: AMC II PER C-9 OF HYDROLOGY MANUAL a II **************************************************************************** I RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-96 Advanced Engineering Software (aes) Ver. 6.1 Release Date: 01/01/96 License ID 1429 I/ Analysis prepared by: 11 The SP Consulting Group 6 Morgan, Suite 100, Irvine, California 92718 (714) 587-3012 (714) 472-3176 FAX It************************* DESCRIPTION OF STUDY ************************** *.TRACT NO. 14573 - HUNTER'S RIDGE * IIHYDROLOGY STUDY * 25-YEAR STORM ANALYSIS * ************************************************************************** IFILIE NAME: 14573R.TOM TIME/DATE OF STUDY: 14: 0 3/ 6/1997 "USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL*- US SRE PECIFIED STORM EVENT(YEAR) = 25.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 100 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) = 1.090 100-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 1.620 ICOMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 25.00 1-HOUR INTENSITY(INCH/HOUR) = 1.2755 SLOPE OF INTENSITY DURATION CURVE = .6000 II*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) Irl 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 = .0 (FT*FT/S) FLOW PROCESS FROM NODE 1.00 TO NODE 1.01 IS CODE = 2.1 » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« "INITIAL SUBAREA FLOW-LENGTH(FEET) = 303.00 ELEVATION DATA: UPSTREAM(FEET) = 1814.00 DOWNSTREAM(FEET) = 1785.00 11Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.114 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 5.021 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" A 1.05 .98 .50 32 6.11 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .98 JSUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA RUNOFF(CFS) = 4.28 TOTAL AREA(ACRES) = 1.05 PEAK FLOW RATE(CFS) = 4.28 I************************************************************************** FLOW PROCESS FROM NODE 1.01 TO NODE 1.02 IS CODE = 8.1 I»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< t t MAINLINE Tc(MIN) = 6.11 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 5.021 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL LAND USE GROUP RESIDENTIAL "5-7 DWELLINGS/ACRE" A SUBAREA AVERAGE PERVIOUS LOSS SUBAREA AVERAGE PERVIOUS AREA SUBAREA AREA(ACRES) = .33 EFFECTIVE AREA(ACRES) = 1. AREA -AVERAGED Fp(INCH/HR) = TOTAL AREA(ACRES) = 1.38 AREA Fp Ap SCS (ACRES) (INCH/HR) (DECIMAL) CN .33 .98 .50 32 RATE, Fp(INCH/HR) = .98 FRACTION, Ap = .50 SUBAREA RUNOFF(CFS) = 1.35 38 AREA -AVERAGED Fm(INCH/HR) = .49 .98 AREA -AVERAGED Ap = .50. PEAK FLOW RATE(CFS) = 5.63 **************************************************************************** IFLOW PROCESS FROM. NODE 2.00 TO NODE 2.01 IS CODE = 2.1 » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< I»USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 992.00 ELEVATION DATA: UPSTREAM(FEET) = 1984.00 DOWNSTREAM(FEET) = 1858.00 1 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 16.851 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.733 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) "NATURAL FAIR COVER "OPEN BRUSH" SUBAREA AVERAGE PERVIOUS SUBAREA AVERAGE PERVIOUS SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) Ap SCS Tc (DECIMAL) CN (MIN.) A 9.86 .86 1.00 46 16.85 LOSS RATE, Fp(INCH/HR) = .86 AREA FRACTION, Ap = 1.00 16.62 9.86 PEAK FLOW RATE(CFS) = 16.62 k************************************************************************** " FLOW PROCESS FROM NODE 2.01 TO NODE 2.02 IS CODE = 5.2 II» »>COMPUTE NATURAL VALLEY CHANNEL FLOW« «< » »>TRAVELTIME THRU SUBAREA« «< 1 "ELEVATION DATA: UPSTREAM(FEET) = 1858.00 DOWNSTREAM(FEET) = 1805.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 420.00 CHANNEL SLOPE = .1262 NOTE: CHANNEL SLOPE OF .1 WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 16.62 FLOW VELOCITY(FEET/SEC) = 9.02 (PER LACFCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = .78 Tc(MIN.) = 17.63 1'************************************************************************** FLOW PROCESS FROM NODE 2.02 TO NODE 2.02 IS CODE = 8.1 J»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« « < MAINLINE Tc(MIN) = 17.63 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA IILAND USE GROUP (ACRES) NATURAL FAIR COVER "OPEN BRUSH" A SUBAREA AVERAGE PERVIOUS LOSS SUBAREA AVERAGE PERVIOUS AREA SUBAREA AREA(ACRES) = 9.19 EFFECTIVE AREA(ACRES) = 19. AREA -AVERAGED Fp(INCH/HR) = TOTAL AREA(ACRES) = 19.05 2.660 Fp Ap SCS (INCH/HR) (DECIMAL) CN 9.19 .86 1.00 46 RATE, Fp(INCH/HR) = .86 FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 14.89 05 AREA -AVERAGED Fm(INCH/HR) = .86 .86 AREA -AVERAGED Ap = 1.00 PEAK FLOW RATE(CFS) = 30.86 II************************************************************************** FLOW PROCESS FROM NODE 2.02 TO NODE 2.03 IS CODE = 4.1 I»C° MPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » »>USING USER -SPECIFIED PIPESIZE (NEW ELEMENT) « «< ELEVATION DATA: UPSTREAM(FEET) = 1805.00 DOWNSTREAM(FEET) = 1782.00 IFLOW LENGTH(FEET) = 600.00 MANNING'S N = .013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 14.94 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 30.86 PIPE TRAVEL TIME(MIN.) = .67 Tc(MIN.) = 18.30 I************************************************************************** FLOW PROCESS FROM NODE 2.03 TO NODE 2.03 IS CODE = 1 1»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 18.30 RAINFALL INTENSITY(INCH/HR) = 2.60 Fm(INCH/HR) = .86 IAREA-AVERAGED AREA-AVERAGED Fp(INCH/HR) = .86 AREA -AVERAGED Ap = 1.00 EFFECTIVE STREAM AREA(ACRES) = 19.05 ITOTAL STREAM AREA(ACRES) = 19.05 PEAK FLOW RATE(CFS) AT CONFLUENCE = 30.86 If************************************************************************** FLOW PROCESS FROM NODE 2.04 TO NODE 2.05 IS CODE = 2.1 1 » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< il»USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« IIINITIAL SUBAREA FLOW-LENGTH(FEET) = 524.00 ELEVATION DATA: UPSTREAM(FEET) = 1973.00 DOWNSTREAM(FEET) Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 I/ SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.491 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.270 SUBAREA Tc AND LOSS RATE DATA(AMC II): 11 DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) NATURAL FAIR COVER BRUSH" I"°PEN SUBAREA AVERAGE PERVIOUS SUBAREA AVERAGE PERVIOUS SUBAREA RUNOFF(CFS) = IITOTAL AREA(ACRES) = **************************************************************************** A 1.86 .86 LOSS RATE, Fp(INCH/HR) = AREA FRACTION, Ap = 1.00 4.04 1.86 PEAK FLOW RATE(CFS) = IFLOW PROCESS FROM NODE 2.05 TO NODE t = 1890.00 Ap (DECIMAL) 1.00 .86 4.04 SCS Tc CN (MIN.) 46 12.49 2.06 IS CODE = 5.2 » »>COMPUTE NATURAL VALLEY CHANNEL FLOW« «< » »>TRAVELTIME THRU SUBAREA« «< ELEVATION DATA: UPSTREAM(FEET) = 1890.00 DOWNSTREAM(FEET) = 1800.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 730.00 CHANNEL SLOPE = .1233 NOTE: CHANNEL SLOPE OF .1 WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 4.04 FLOW VELOCITY(FEET/SEC) = 6.35 (PER LACFCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.92 Tc(MIN.) = 14.41 *************************************************************************** FLOW PROCESS FROM NODE 2.06 TO NODE 2.06 IS CODE = 8.1 II » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« « < IMAINLINE Tc(MIN) = 14.41 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) NATURAL FAIR COVER "OPEN BRUSH" A ISUBAREA AVERAGE PERVIOUS LOSS SUBAREA AVERAGE PERVIOUS AREA SUBAREA AREA(ACRES) = 4.09 IEFFECTIVE AREA(ACRES) = 5. AREA -AVERAGED Fp(INCH/HR) = TOTAL AREA(ACRES) = 5.95 3.002 Fp Ap SCS (INCH/HR) (DECIMAL) CN 4.09 86 1.00 46 RATE, Fp(INCH/HR) = .86 FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 7.88 95 AREA -AVERAGED Fm(INCH/HR) = .86 .86 AREA -AVERAGED Ap = 1.00 PEAK FLOW RATE(CFS) = 11.47 II************************************************************************** FLOW PROCESS FROM NODE 2.06 TO NODE 2.07 IS CODE = 5.1 I»COMPUTE TRAPEZOIDAL CHANNEL FLOW« «< » »>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) « «< r ELEVATION DATA: UPSTREAM(FEET) = 1800.00 DOWNSTREAM(FEET) = 1784.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 100.00 CHANNEL SLOPE = .1550 CHANNEL BASE(FEET) = 5.00 "Z" FACTOR = 20.000 MANNING'S FACTOR = .015 MAXIMUM DEPTH(FEET) = 1.00 1 ICHANNEL FLOW THRU SUBAREA(CFS) = 11.47 FLOW VELOCITY(FEET/SEC) = 9.10 FLOW DEPTH(FEET) = .16 TRAVEL TIME(MIN.) = .18 Tc(MIN.) = 14.59 ************************************************************************** FLOW PROCESS FROM NODE 2.07 TO NODE 2.03 IS CODE = 4.1 I» »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » »>USING USER -SPECIFIED PIPESIZE (NEW ELEMENT) « «< "ELEVATION DATA: UPSTREAM(FEET) = 1784.50 DOWNSTREAM(FEET) = 1782.00 FLOW LENGTH(FEET) = 100.00 MANNING'S N = .013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 9.93 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 11.47 IIPIPE TRAVEL TIME(MIN.) = .17 Tc(MIN.) = 14.76 **************************************************************************** FLOW PROCESS FROM NODE 2.03 TO NODE 2.03 IS CODE = 1 » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< » » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES« «< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 14.76 RAINFALL INTENSITY(INCH/HR) = 2.96 AREA -AVERAGED Fm(INCH/HR) = .86 AREA -AVERAGED Fp(INCH/HR) = .86 AREA -AVERAGED Ap = 1.00 EFFECTIVE STREAM AREA(ACRES) = 5.95 TOTAL STREAM AREA(ACRES) = 5.95 IIPEAK FLOW RATE(CFS) AT CONFLUENCE = 11.47 ** CONFLUENCE DATA ** IISTREAM Q Tc NUMBER (CFS) (MIN.) 1 • 30.86 18.30 2 11.47 14.76 Intensity Fp(Fm) Ap Ae (INCH/HR) (INCH/HR) (ACRES) 2.601 .86( .86) 1.00 19.0 2.959 .86( .86) 1.00 6.0 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. I** PEAK FLOW RATE TABLE ** STREAM. Q Tc Intensity NUMBER (CFS) (MIN.) (INCH/HR) 1 40.37 18.30 2.601 2 41.48 14.76 2.959 I COMPUTED CONFLUENCE ESTIMATES ARE PEAK FLOW RATE(CFS) = 41.48 EFFECTIVE AREA(ACRES) = 21.32 IIAREA -AVERAGED Fp(INCH/HR) = .86 TOTAL AREA(ACRES) = 25.00 Fp (Fm) (INCH/HR) .86( .86) .86( .86) HEADWATER NODE 2.00 2.04 Ap Ae HEADWATER (ACRES) NODE 1.00 25.0 2.00 1.00 21.3 2.04 AS FOLLOWS: Tc(MIN.) = AREA -AVERAGED AREA -AVERAGED 14.76 Fm(INCH/HR) = .86 Ap = 1.00 11 *************************************************************************** FLOW PROCESS FROM NODE 2.03 TO NODE 2.08 IS CODE = 4.1 1 » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< 1»IJSING USER -SPECIFIED PIPESIZE (NEW ELEMENT) « «< ELEVATION DATA: UPSTREAM(FEET) = 1782.00 DOWNSTREAM(FEET) = 1752.50 FLOW LENGTH(FEET) = 380.00 MANNING'S N = .013 DEPTH OF FLOW IN 24':0 INCH PIPE IS 14.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 20.99 IIGIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 41.48 PIPE TRAVEL TIME(MIN.) = .30 Tc(MIN.) = 15.06 11************************************************************************** FLOW PROCESS FROM NODE 2.08 TO NODE 2.08 IS CODE = 8.1 I[>»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< MAINLINE Tc(MIN) = 15.06 II* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.923 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS ILAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 4.12 .98 .50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 4.12 SUBAREA RUNOFF(CFS) = 9.03 EFFECTIVE AREA(ACRES) = 25.44 AREA -AVERAGED Fm(INCH/HR) = .80 AREA -AVERAGED Fp(INCH/HR) = .87 AREA -AVERAGED Ap = .92 TOTAL AREA(ACRES) = 29.12 PEAK FLOW RATE(CFS) = 48.61 If************************************************************************** FLOW PROCESS FROM NODE 2.08 TO NODE 2.08 IS CODE = 8.1 I/ *************************************************************************** IFLOW PROCESS FROM NODE 2.08 TO NODE 2.09 IS CODE = 4.1 » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » »>USING USER -SPECIFIED PIPESIZE (NEW ELEMENT) « «< "ELEVATION DATA: UPSTREAM(FEET) = 1752.50 DOWNSTREAM(FEET) = 1742.00 FLOW LENGTH(FEET) = 125.00 MANNING'S N = .013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 17.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 22.87 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 54.97 » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< MAINLINE Tc(MIN) = 15.06 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.923 ISUBAREA 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 2.90 .98 .50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 2.90 SUBAREA RUNOFF(CFS) = 6.36 EFFECTIVE AREA(ACRES) = 28.34 AREA -AVERAGED Fm(INCH/HR) = .77 AREA -AVERAGED Fp(INCH/HR) = .88 AREA -AVERAGED Ap = .88 TOTAL AREA(ACRES) = 32.02 PEAK FLOW.RATE(CFS) = 54.97 "PIPE TRAVEL TIME(MIN.) = .09 Tc(MIN.) = 15.15 If************************************************************************** FLOW PROCESS FROM NODE 2.09 TO NODE 2.09 IS CODE = 1 I>»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: IITIME OF CONCENTRATION(MIN.) = 15.15 RAINFALL INTENSITY(INCH/HR) = 2.91 AREA -AVERAGED Fm(INCH/HR) = .77 AREA -AVERAGED Fp(INCH/HR) = .88 AREA -AVERAGED Ap = .88 EFFECTIVE STREAM AREA(ACRES) = 28.34 TOTAL STREAM AREA(ACRES) = 32.02 "PEAK FLOW RATE(CFS) AT CONFLUENCE = 54.97 **************************************************************************** IFLOW PROCESS FROM NODE 2.10 TO NODE 2.11 IS CODE = 2.1 »»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS« « < I»USETIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 605.00 ELEVATION DATA: UPSTREAM(FEET) = 1980.00 DOWNSTREAM(FEET) = 1893.00 1 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 13.488 II* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.123 SUBAREA Tc AND LOSS RATE DATA (AMC I I) : DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) IINATURAL FAIR COVER "OPEN BRUSH" A 1.84 .86 1.00 46 13.49 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .86 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 3.75 TOTAL AREA(ACRES) = 1.84 PEAK FLOW RATE(CFS) = 3.75 I***********************.*************************************************** FLOW PROCESS FROM NODE 2.11 TO NODE 2.12 IS CODE = 5.2 I» »»COMPUTE NATURAL VALLEY CHANNEL FLOW« «< » »>TRAVELTIME THRU SUBAREA« «< ELEVATION DATA: UPSTREAM(FEET) = 1893.00 DOWNSTREAM(FEET) = 1810.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 620.00 CHANNEL SLOPE = .1339 NOTE: CHANNEL SLOPE OF .1 WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 3.75 FLOW VELOCITY(FEET/SEC) = 6.24 (PER LACFCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.66 Tc(MIN.) = 15.14 IF************************************************************************** FLOW PROCESS FROM NODE 2.12 TO NODE 2.12 IS CODE = 8.1 I»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< MAINLINE Tc(MIN) = 15.14 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.914 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN INATURAL FAIR COVER "OPEN BRUSH" SUBAREA AVERAGE PERVIOUS LOSS SUBAREA AVERAGE PERVIOUS AREA SUBAREA AREA(ACRES) = 4.23 EFFECTIVE AREA(ACRES) = 6. IAREA -AVERAGED Fp(INCH/HR) = TOTAL AREA(ACRES) = 6.07 A 4.23 .86 1.00 46 RATE, Fp(INCH/HR) = .86 FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 7.82 07 AREA -AVERAGED Fm(INCH/HR) = .86 .86 AREA -AVERAGED Ap = 1.00 PEAK FLOW RATE(CFS) = 11.22 11 ************************************************************************** FLOW PROCESS FROM NODE 2.12 TO NODE 2.13 IS CODE = 5.2 NATURAL VALLEY CHANNEL FLOW« «< I»COMPUTE »>»TRAVELTIME THRU SUBAREA«<« ELEVATION DATA: UPSTREAM(FEET) = 1810.00 DOWNSTREAM(FEET) = 1768.00 'CHANNEL LENGTH THRU SUBAREA(FEET) = 520.00 CHANNEL SLOPE = .0808 CHANNEL FLOW THRU SUBAREA(CFS) = 11.22 FLOW VELOCITY(FEET/SEC) = 7.31 (PER LACFCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.18 Tc(MIN.) = 16.33 ************************************************************************** FLOW PROCESS FROM NODE 2.13 TO NODE 1/ » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< 2.13 IS CODE = 8.1 MAINLINE Tc(MIN) = 16.33 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.785 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) RESIDENTIAL "5-7 DWELLINGS/ACRE" A 6.77 SUBAREA AVERAGE PERVIOUS LOSS SUBAREA AVERAGE PERVIOUS AREA SUBAREA AREA(ACRES) = 6.77 EFFECTIVE AREA(ACRES) = 12. AREA -AVERAGED Fp(INCH/HR) TOTAL AREA(ACRES) = 12.84 Fp Ap SCS (INCH/HR) (DECIMAL) CN .50 32 RATE, Fp(INCH/HR) = .98 FRACTION, Ap = .50 SUBAREA RUNOFF(CFS) = 14.00 84 AREA -AVERAGED Fm(INCH/HR) = .66 .90 AREA -AVERAGED Ap = .74 PEAK FLOW RATE(CFS) = 24.51 I/ ************************************************************************** FLOW PROCESS FROM NODE 2.13 TO NODE 2.09 IS CODE = 4.1 I»COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » »>USING USER -SPECIFIED PIPESIZE (NEW ELEMENT) « «< ELEVATION DATA: UPSTREAM(FEET) = 1768.00 DOWNSTREAM(FEET) = 1742.00 FLOW LENGTH(FEET) = 380.00 MANNING'S N = .013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 17.18 I GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 24.51 PIPE TRAVEL TIME(MIN.) = .37 Tc(MIN.) = 16.70 '1************************************************************************** FLOW PROCESS FROM NODE 2.09 TO NODE 2.09 IS CODE = 1 II>»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< » »>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES« « < A ITOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 16.70 RAINFALL INTENSITY(INCH/HR) = 2.75 AREA -AVERAGED Fm(INCH/HR) = .66 AREA -AVERAGED Fp(INCH/HR) = .90 AREA -AVERAGED Ap = .74 EFFECTIVE STREAM AREA(ACRES) = 12.84 TOTAL STREAM AREA(ACRES) = 12.84 PEAK FLOW RATE(CFS) AT CONFLUENCE = 24.51 ** CONFLUENCE DATA ** STREAM Q Tc NUMBER (CFS) (MIN.) 1 51.79 18.69 1 54.97 15.15 2 24.51 16.70 Intensity (INCH/HR) 2.568 2.913 2.748 Fp(Fm) Ap Ae (INCH/HR) (ACRES) . 87( .78) .89 32.0 . 88( .77) .88 28.3 . 90( .66) .74 12.8 RAINFALL INTENSITY AND TIME OF CONCENTRATION CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity NUMBER (CFS) (MIN.) (INCH/HR) 1 78.97 15.15 2.913 2 74.18 18.69 2.568 3 78.09 16.70 2.748 RATIO Fp(Fm) Ap Ae (INCH/HR) (ACRES) . 88( .74) .84 40.0 .88( .75) .85 44.9 . 88( .74) .84 42.8 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 78.97 Tc(MIN.) = 15.15 IIEFFECTIVE AREA(ACRES) = 39.99 AREA -AVERAGED Fm(INCH/HR) = .74 AREA -AVERAGED Fp(INCH/HR) = .88 AREA -AVERAGED Ap = .84 TOTAL AREA(ACRES) = 44.86 HEADWATER NODE 2.00 2.04 2.10 HEADWATER NODE 2.04 2.00 2.10 II************************************************************************** FLOW PROCESS FROM NODE 2.09 TO NODE 2.14 IS CODE = 4.1 I»COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » »>USING USER -SPECIFIED PIPESIZE (NEW ELEMENT) « «< IE'°N DATA: UPSTREAM(FEET) = 1742.00 DOWNSTREAM(FEET) = 1720.00 FLOW LENGTH(FEET) = 290.00 MANNING'S N = .013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 18.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 24.40 GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 78.97 PIPE TRAVEL TIME (MIN.) = .20 Tc(MIN.) = 15.35 It************************************************************************** FLOW PROCESS FROM NODE 2.14 TO NODE 2.14 IS CODE = 8.1 II» »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< IMAINLINE Tc(MIN) = 15.35 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.890 SUBAREA LOSS RATE DATA (AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS 1 LAND USE RESIDENTIAL II,5-7 DWELLINGS/ACRE" A SUBAREA AVERAGE PERVIOUS LOSS SUBAREA AVERAGE PERVIOUS AREA SUBAREA AREA(ACRES) = 4.01 IIEFFECTIVE AREA(ACRES) = 44. AREA -AVERAGED Fp(INCH/HR) = TOTAL AREA(ACRES) = 48.87 GROUP (ACRES) (INCH/HR) (DECIMAL) CN 4.01 .98 .50 32 RATE, Fp(INCH/HR) _ .98 FRACTION, Ap = .50 SUBAREA RUNOFF(CFS) = 8.67 00 AREA -AVERAGED Fm(INCH/HR) = .71 .89 AREA -AVERAGED Ap = .80 PEAK FLOW RATE(CFS) = 86.14 11************************************************************************** FLOW PROCESS FROM NODE 2.14 TO NODE 2.14 IS CODE = 8.1 I»DITION OF SUBAREA TO MAINLINE PEAK FLOW« «< MAINLINE Tc(MIN) = 15.35 II* 25 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL "RESIDENTIAL LAND USE GROUP "5-7 DWELLINGS/ACRE" A 6.69 .98 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 6.69 SUBAREA RUNOFF(CFS) = 14.47 EFFECTIVE AREA(ACRES) = 50.69 AREA -AVERAGED Fm(INCH/HR) = IAREA -AVERAGED Fp(INCH/HR) = .90 AREA -AVERAGED Ap = .76 TOTAL AREA(ACRES) = 55.56 PEAK FLOW RATE(CFS) = 2.890 AREA Fp Ap (ACRES) (INCH/HR) (DECIMAL) .98 .50 SCS CN 32 .68 100.61 IIt************************************************************************** FLOW PROCESS FROM NODE 2.14 TO NODE 2.15 IS CODE = 4.1 » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< I[>»»USING USER -SPECIFIED PIPESIZE (NEW ELEMENT) « «< ELEVATION DATA: UPSTREAM(FEET) = 1720.00 DOWNSTREAM(FEET) = 1714.00 IFLOW LENGTH(FEET) = 110.00 MANNING'S N = .013 DEPTH OF FLOW IN 42.0 INCH PIPE IS 19.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 23.03 GIVEN PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 100.61 PIPE TRAVEL TIME(MIN.) = .08 Tc(MIN.) = 15.43 It************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 3.01 IS CODE = 2.1 » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS« « < »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 1000.00 "ELEVATION DATA: UPSTREAM(FEET) = 1751.00 DOWNSTREAM(FEET) = 1691.00 1 1 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE) SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 25 YEAR RAINFALL INTENSITY(INCH/HR) SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) RESIDENTIAL "5-7 DWELLINGS/ACRE" A 8.16 ] ** .20 10.822 3.564 Fp (INCH/HR) Ap SCS .Tc (DECIMAL) CN (MIN.) .98 .50 32 10.82 "SUBAREA AVERAGE PERVIOUS SUBAREA AVERAGE PERVIOUS IISUBAREA RUNOFF(CFS) _ TOTAL AREA(ACRES) LOSS RATE, Fp(INCH/HR) = .98 AREA FRACTION, Ap = .50 22.60 8.16 PEAK FLOW RATE(CFS) = 22.60 **************************************************************************** FLOW PROCESS FROM NODE 3.01 TO NODE 3.02 IS CODE = 6.2 » »»COMPUTE STREET FLOW TRAVEL 1»(STREET TABLE SECTION # 1 UPSTREAM ELEVATION(FEET) = 1691 STREET LENGTH(FEET) = 350.00 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 1 INSIDE STREET CROSSFALL(DECIMAL) = = .018 OUTSIDE STREET CROSSFALL(DECIMAL).018 1 1 1 1 1 1 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = .020 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) _ STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .49 HALFSTREET FLOOD WIDTH(FEET) = 18.24 AVERAGE FLOW VELOCITY(FEET/SEC.) = 7.89 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 3.86 STREET FLOW TRAVEL TIME(MIN.) = .74 Tc(MIN.) = 11.56 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.426 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL LAND USE GROUP RESIDENTIAL "5-7 DWELLINGS/ACRE" SUBAREA AVERAGE PERVIOUS SUBAREA AVERAGE PERVIOUS SUBAREA AREA(ACRES) = EFFECTIVE AREA(ACRES) = AREA -AVERAGED Fp(INCH/HR) TOTAL AREA(ACRES) = 9. TIME THRU SUBAREA« «< USED) ««< .00 DOWNSTREAM ELEVATION(FEET) = 1667.00 CURB HEIGHT(INCHES) = 8.0 24.99 AREA Fp Ap SCS (ACRES) (INCH/HR) (DECIMAL) CN A 1.81 .98 .50 32 LOSS RATE, Fp(INCH/HR) = .98 AREA FRACTION, Ap = .50 1.81 SUBAREA RUNOFF(CFS) = 4.79 9.97 AREA -AVERAGED Fm(INCH/HR) = .49 = .98 AREA -AVERAGED Ap = .50 97 PEAK FLOW RATE(CFS) = 26.37 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .50 HALFSTREET FLOOD WIDTH(FEET) = 18.63 FLOW VELOCITY(FEET/SEC.) = 8.00 DEPTH*VELOCITY(FT*FT/SEC.) = 3.96 1r************************************************************************** FLOW PROCESS FROM NODE 3.02 TO NODE 3.03 IS CODE = 4.1 » »»COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< I[>»»USING USER -SPECIFIED PIPESIZE (NEW ELEMENT) « «< ELEVATION DATA: UPSTREAM(FEET) = 1667.00 DOWNSTREAM(FEET) = 1663.00 IFLOW LENGTH(FEET) = 60.00 MANNING'S N = .013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 14.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 17.06 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 26.37 PIPE TRAVEL TIME(MIN.) = .06 Tc(MIN.) = 11.62 11************************************************************************** FLOW PROCESS FROM NODE 3.03 TO NODE 3.03 IS CODE = 1 1 » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« « TOTAL NUMBER OF STREAMS = 2 ICONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 11.62 RAINFALL INTENSITY(INCH/HR) = 3.42 AREA -AVERAGED Fm(INCH/HR) = .49 AREA -AVERAGED Fp(INCH/HR) = .98 AREA -AVERAGED Ap = .50 EFFECTIVE STREAM AREA(ACRES) = 9.97 TOTAL STREAM AREA(ACRES) = 9.97 PEAK FLOW RATE(CFS) AT CONFLUENCE = 26.37 II************************************************************************** FLOW PROCESS FROM NODE 3.04 TO NODE 3.05 IS CODE = 2.1 I»RATIONAL METHOD INITIAL SUBAREA ANALYSIS« « < »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 921.00 ELEVATION DATA: UPSTREAM(FEET) = 1731.00 DOWNSTREAM(FEET) = 1691.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 ISUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.171 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.497 SUBAREA Tc AND LOSS RATE DATA(AMC II): I DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL DWELLINGS/ACRE" A 2.64 .98 .50 32 11.17 I57 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA RUNOFF(CFS) = 7.15 "TOTAL AREA(ACRES) = 2.64 PEAK FLOW RATE(CFS) = 7.15 **************************************************************************** I FLOW PROCESS FROM NODE 3.05 TO NODE 3.06 IS CODE = 6.2 » »>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< »»> (STREET TABLE SECTION # 1 USED) ««< "UPSTREAM ELEVATION(FEET) = 1691.00 DOWNSTREAM ELEVATION(FEET) = 1663.00 STREET LENGTH(FEET) = 370.00 CURB HEIGHT(INCHES) = 8.0 ISTREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = .018 "OUTSIDE STREET CROSSFALL(DECIMAL) = .018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 "STREET PARKWAY CROSSFALL(DECIMAL) = .020 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .36 HALFSTREET FLOOD WIDTH(FEET) = 11.21 AVERAGE FLOW VELOCITY(FEET/SEC.) = 6.39 8.42 IIPRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.32 STREET FLOW TRAVEL TIME(MIN.) = .96 Tc(MIN.) = 12.14 II* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.328 SUBAREA LOSS RATE DATA (AMC I I) : DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" SUBAREA AVERAGE PERVIOUS SUBAREA AVERAGE PERVIOUS SUBAREA AREA(ACRES) = EFFECTIVE AREA(ACRES) = AREA -AVERAGED Fp(INCH/HR) TOTAL AREA(ACRES) = 3. A .99 .98 .50 32 LOSS RATE, Fp(INCH/HR) = .98 AREA FRACTION, Ap = .50 .99 SUBAREA RUNOFF(CFS) = 2.53 3.63 AREA -AVERAGED Fm(INCH/HR) = .49 = .98 AREA -AVERAGED Ap = .50 63 PEAK FLOW RATE(CFS) = 9.28 END OF SUBAREA STREET FLOW HYDRAULICS: IDEPTH(FEET) = .37 HALFSTREET FLOOD WIDTH(FEET) = 11.76 FLOW VELOCITY(FEET/SEC.) = 6.50 DEPTH*VELOCITY(FT*FT/SEC.) = 2.42 1r************************************************************************** FLOW PROCESS FROM NODE 3.06 TO NODE 3.03 IS CODE = 4.1 » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » »>USING USER -SPECIFIED PIPESIZE (NEW ELEMENT) « «< ELEVATION DATA: UPSTREAM(FEET) = 1663.00 DOWNSTREAM(FEET) = 1662.00 IFLOW LENGTH(FEET) = 20.00 MANNING'S N = .013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 12.28 IIGIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 9.28 PIPE TRAVEL TIME(MIN.) = .03 Tc(MIN.) = 12.16 I************************************************************************** FLOW PROCESS FROM NODE 3.03 TO NODE 3.03 IS CODE = 1 I» »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< » »>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES« «< 1 TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 12.16 RAINFALL INTENSITY(INCH/HR) = 3.32 AREA -AVERAGED Fm(INCH/HR) = .49 AREA -AVERAGED Fp(INCH/HR) = .98 AREA -AVERAGED Ap = 50 EFFECTIVE STREAM AREA(ACRES) = 3.63 TOTAL STREAM AREA(ACRES) = 3.63 PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.28 ** CONFLUENCE DATA ** STREAM NUMBER Q Tc (CFS) (MIN.) 1 26.37 11.62 2 9.28 12.16 Intensity Fp(Fm) (INCH/HR) (INCH/HR) 3.415 .98( .49) 3.323 .98( .49) RAINFALL INTENSITY AND TIME OF CONCENTRATION CONFLUENCE FORMULA USED FOR 2 STREAMS. Ap Ae (ACRES) .50 10.0 .50 3.6 RATIO HEADWATER NODE 3.00 3.04 '** PEAK FLOW RATE TABLE ** 1 STREAM Q Tc Intensity Fp(Fm) Ap Ae NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) 1 35.52 11.62 3.415 .98( .49) .50 13.4 2 34.81 12.16 3.323 .97( .49) .50 13.6 HEADWATER NODE 3.00 3.04 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: "PEAK FLOW RATE(CFS) = 35.52 Tc(MIN.) = 11.62 EFFECTIVE AREA(ACRES) = 13.44 AREA -AVERAGED Fm(INCH/HR) = .49 AREA -AVERAGED Fp(INCH/HR) = .98 AREA -AVERAGED Ap = .50 "TOTAL AREA(ACRES) = 13.60 **************************************************************************** IFLOW PROCESS FROM NODE » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » >USING USER -SPECIFIED PIPESIZE (NEW ELEMENT) « « < II ELEVATION DATA: UPSTREAM(FEET) = 1663.00 DOWNSTREAM(FEET) = 1630.00 FLOW LENGTH(FEET) = 485.00 MANNING'S N = .013 IIDEPTH OF FLOW IN 24.0 INCH PIPE IS 13.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 19.26 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES =11 1 PIPE-FLOW(CFS) = 35.52 PIPE TRAVEL TIME (MIN. ) = .42 Tc(MIN.) = - 12.04 **************************************************************************** IIFLOW PROCESS FROM NODE 3.07 TO NODE 3.07 IS CODE = 8.1 » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW«<« IIMAINLINE Tc(MIN) = 12.04 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.343 SUBAREA LOSS RATE DATA(AMC II): 1 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL II"5-7 DWELLINGS/ACRE" A 2.33 .98 .50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 2.33 SUBAREA RUNOFF(CFS) = 5.99 II EFFECTIVE AREA(ACRES) = 15.77 AREA -AVERAGED Fm(INCH/HR) = .49 AREA -AVERAGED Fp(INCH/HR) = .98 AREA -AVERAGED Ap = .50 TOTAL AREA(ACRES) = 15.93 PEAK FLOW RATE(CFS) = 40.53 II*************************************************************************** FLOW PROCESS FROM NODE 3.07 TO NODE 3.07 IS CODE = 8.1 II» »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< 3.03 TO NODE 3.07 IS CODE = 4.1 MAINLINE Tc(MIN) = 12.04 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL LAND USE GROUP RESIDENTIAL "5-7 DWELLINGS/ACRE" A 1.41 .98 ISUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 1.41 SUBAREA RUNOFF(CFS) = 3.62 EFFECTIVE AREA(ACRES) = 17.18 AREA -AVERAGED Fm(INCH/HR) = AREA (ACRES) 3.343 Fp Ap SCS (INCH/HR) (DECIMAL) CN .98 .50 32 .49 AREA -AVERAGED Fp(INCH/HR) = .98 AREA -AVERAGED Ap = .50 TOTAL AREA(ACRES) = 17.34 PEAK FLOW RATE(CFS) = 44.15 I************************************************************************** FLOW PROCESS FROM NODE 3.07 TO NODE 3.08 IS CODE = 4.1 I»COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » » >USING USER -SPECIFIED PIPESIZE (NEW ELEMENT) « «< I ELEVATION DATA: UPSTREAM(FEET) 1630.00 DOWNSTREAM(FEET) = 1619.50 FLOW LENGTH(FEET) = 165.00 MANNING'S N = .013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 16.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 19.64 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 44.15 PIPE TRAVEL TIME(MIN.) = .14 Tc(MIN.) = 12.18 11************************************************************************** FLOW PROCESS FROM NODE 3.08 TO NODE 3.08 IS CODE = 8.1 1»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< IMAINLINE Tc(MIN) = 12.18 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL IILAND USE GROUP RESIDENTIAL "5-7 DWELLINGS/ACRE" A SUBAREA AVERAGE PERVIOUS LOSS SUBAREA AVERAGE PERVIOUS AREA SUBAREA AREA(ACRES) = 3.27 EFFECTIVE AREA(ACRES) = 20. I AREA-AVERAGED Fp(INCH/HR) = TOTAL AREA(ACRES) = 20.61 AREA (ACRES) 3.320 Fp Ap SCS (INCH/HR) (DECIMAL) CN 3.27 .98 .50 32 RATE, Fp(INCH/HR) = .98 FRACTION, Ap = .50 SUBAREA RUNOFF(CFS) = 8.34 45 AREA -AVERAGED Fm(INCH/HR) = .49 .98 AREA -AVERAGED Ap = .50 PEAK FLOW RATE(CFS) = 52.13 11 ************************************************************************** FLOW PROCESS FROM NODE 3.08 TO NODE 3.09 IS CODE = 4.1 I»US » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «<ING USER -SPECIFIED PIPESIZE (NEW ELEMENT) « «< ELEVATION DATA: UPSTREAM(FEET) = 1614.50 DOWNSTREAM(FEET) = 1614.00 I FLOW LENGTH(FEET) = 60.00 MANNING'S N = .013 ASSUME FULL -FLOWING PIPELINE PIPE -FLOW VELOCITY(FEET/SEC.) = 10.62 IS GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPE= 1 PIPE-FLOW(CFS) = 52.13 PIPE TRAVEL TIME(MIN.) = .09 Tc(MIN.) = 12.27 I ************************************************************************** FLOW PROCESS FROM NODE 3.09 TO NODE 3.09 IS CODE = 1 il>»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< TOTAL NUMBER OF STREAMS = 2 ICONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 12.27 RAINFALL INTENSITY(INCH/HR) = 3.31 AREA -AVERAGED Fm(INCH/HR) = .49 IIAREA-AVERAGED Fp(INCH/HR) = .98 AREA -AVERAGED Ap = .50 'EFFECTIVE STREAM AREA(ACRES) = 20.45 TOTAL STREAM AREA(ACRES) = 20.61 PEAK FLOW RATE(CFS) AT CONFLUENCE = 52.13 I.************************************************************************** FLOW PROCESS FROM NODE 3.10 TO NODE 3.11 IS CODE = 2.1 II>>>»RATIONAL METHOD INITIAL SUBAREA ANALYSIS« « < »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 982.00 ELEVATION DATA: UPSTREAM(FEET) = 1784.00 DOWNSTREAM(FEET) = 1697.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 I SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.938 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.751 SUBAREA Tc AND LOSS RATE DATA(AMC II): I DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL II"5-7 DWELLINGS/ACRE" A .80 .98 .50 32 9.94 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA RUNOFF(CFS) = 2.35 "TOTAL AREA(ACRES) = .80 PEAK FLOW RATE(CFS) = 2.35 • **************************************************************************** FLOW PROCESS FROM NODE » »>COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA« « < 3.11 TO NODE 3.12 IS CODE = 9 I UPSTREAM NODE ELEVATION(FEET) = 1697.00 DOWNSTREAM NODE ELEVATION(FEET) = 1660.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 660.00 "V" GUTTER WIDTH(FEET) = 3.00 GUTTER HIKE(FEET) = .050 PAVEMENT LIP(FEET) = .100 MANNING'S N = .0150 PAVEMENT CROSSFALL(DECIMAL NOTATION) = .20000 MAXIMUM DEPTH(FEET) = 2.00 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.414 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS IILAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A .59 .98 .50 32 'SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.13 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 6.51 I AVERAGE FLOW DEPTH(FEET) = .18 FLOOD WIDTH(FEET) = 3.33 "V" GUTTER FLOW TRAVEL TIME(MIN.) = 1.69 Tc(MIN.) = 11.63 SUBAREA AREA(ACRES) = .59 SUBAREA RUNOFF(CFS) = 1.55 I EFFECTIVE AREA(ACRES) = 1.39 AREA -AVERAGED Fm(INCH/HR) = .49 AREA -AVERAGED Fp(INCH/HR) = .98 AREA -AVERAGED Ap = .50 TOTAL AREA(ACRES) = 1.39 PEAK FLOW RATE(CFS) = 3.66 IIEND OF SUBAREA "V" GUTTER HYDRAULICS: DEPTH(FEET) = .20 FLOOD WIDTH(FEET) = 3.48 FLOW VELOCITY(FEET/SEC.) = 6.91 DEPTH*VELOCITY(FT*FT/SEC) = 1.37 I ************************************************************************ FLOW PROCESS FROM NODE 3.12 TO NODE 3.13 IS CODE = 4.1 » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » »>USING USER -SPECIFIED PIPESIZE (NEW ELEMENT) « «< II -ELEVATION DATA: UPSTREAM(FEET) = 1660.00 DOWNSTREAM(FEET) = 1657.00 FLOW LENGTH(FEET) = 130.00 MANNING'S N = .013 IDEPTH OF FLOW IN 18.0 INCH PIPE IS 5.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.20 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.66 PIPE TRAVEL TIME(MIN.) = .30 Tc(MIN.) = 11.93 **************************************************************************** FLOW PROCESS FROM NODE 3.13 TO NODE 3.13 IS CODE = 8.1 » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< MAINLINE Tc(MIN) = 11.93 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.362 "SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL LAND USE GROUP RESIDENTIAL "5-7 DWELLINGS/ACRE" A SUBAREA AVERAGE PERVIOUS LOSS SUBAREA AVERAGE PERVIOUS AREA 'SUBAREA AREA(ACRES) = 1.71 EFFECTIVE AREA(ACRES) = 3 AREA -AVERAGED Fp(INCH/HR) = TOTAL AREA(ACRES) = 3.10 AREA Fp Ap SCS (ACRES) (INCH/HR) (DECIMAL) CN 1.71 .98 .50 32 RATE, Fp(INCH/HR) = .98 FRACTION, Ap = .50 SUBAREA RUNOFF(CFS) = 4.42 .10 AREA -AVERAGED Fm(INCH/HR) = .49 .98 AREA -AVERAGED Ap = .50 PEAK FLOW RATE(CFS) = 8.02 11************************************************************************** FLOW PROCESS FROM NODE 3.13 TO NODE 3.14 IS CODE = 6.2 1»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< » »>(STREET TABLE SECTION # 1 USED) « «< UPSTREAM ELEVATION(FEET) = 1657.00 DOWNSTREAM ELEVATION(FEET) = 1619.50 STREET LENGTH(FEET) = 1000.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = .018 I OUTSIDE STREET CROSSFALL(DECIMAL) = .018._ SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = .020 I**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .44 HALFSTREET FLOOD WIDTH(FEET) = 15.66 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.35 IPRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.36 STREET FLOW TRAVEL TIME(MIN.) = 3.12 Tc(MIN.) = 15.05 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.925 SUBAREA LOSS RATE DATA(AMC II): 1 = 12.75 IIDEVELOPMENT TYPE/ LAND USE I RESIDENTIAL "5-7 DWELLINGS/ACRE" A SUBAREA AVERAGE PERVIOUS LOSS SUBAREA AVERAGE PERVIOUS AREA "SUBAREA AREA(ACRES) = 4.30 EFFECTIVE AREA(ACRES) = 7.40 AREA -AVERAGED Fp(INCH/HR) = .98 "TOTAL AREA(ACRES) = 7.40 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .47 HALFSTREET FLOOD WIDTH(FEET) = 17.30 FLOW VELOCITY(FEET/SEC.) = 5.66 DEPTH*VELOCITY(FT*FT/SEC.) SCS SOIL AREA Fp Ap SCS GROUP (ACRES) (INCH/HR) (DECIMAL) CN 4.30 .98 .50 32 RATE, Fp(INCH/HR) = .97 FRACTION, Ap = .50 SUBAREA RUNOFF(CFS) = 9.43 AREA -AVERAGED Fm(INCH/HR) = .49 AREA -AVERAGED Ap = .50 PEAK FLOW RATE(CFS) = 16.23 2.67 **************************************************************************** FLOW PROCESS FROM NODE 3.14 TO NODE 3.09 IS CODE = 4.1 » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< 1»USING USER -SPECIFIED PIPESIZE (NEW ELEMENT) « «< ELEVATION DATA: UPSTREAM(FEET) = 1615.50 DOWNSTREAM(FEET) = 1614.00 IFLOW LENGTH(FEET) = 30.00 MANNING'S N = .013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 14.05 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 IIPIPE-FLOW(CFS) = 16.23 PIPE TRAVEL TIME(MIN.) = .04 Tc(MIN.) = 15.08 II*************************************************************************** FLOW PROCESS FROM NODE 3.09 TO NODE 3.09 IS CODE = 1 » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< » »>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES« «< 1 TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 15.08 RAINFALL INTENSITY(INCH/HR) = 2.92 AREA -AVERAGED Fm(INCH/HR) = .49 AREA -AVERAGED Fp(INCH/HR) = .98 AREA -AVERAGED Ap = .50 EFFECTIVE STREAM AREA(ACRES) = 7.40 TOTAL STREAM AREA(ACRES) = 7.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 16.23 ** CONFLUENCE DATA ** STREAM Q Tc NUMBER (CFS) (MIN.) 1 52.13 12.27 1 50.95 12.82 2 16.23 15.08 Intensity (INCH/HR) 3.305 3.220 2.921 Fp(Fm) Ap Ae (INCH/HR) (ACRES) .98( .49) .50 20.4 .97( .49) .50 20.6 .98( .49) .50 7.4 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) 1 67.43 12.27 3.305 .98( .49) Ap Ae (ACRES) .50 26.5 HEADWATER NODE 3.00 3.04 3.10 HEADWATER NODE 3.00 1 2 66.44 12.82 3.220 .97( .49) .50 26.9 3.04 3 61.61 15.08 2.921 .98( .49) .50 28.0 3.10 "COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 67.43 Tc(MIN.) = 12.27 EFFECTIVE AREA(ACRES) = 26.47 AREA -AVERAGED Fm(INCH/HR) = .49 I AREA-AVERAGED Fp(INCH/HR) = .98 AREA -AVERAGED Ap = .50 TOTAL AREA(ACRES) = 28.01 U ************************************************************************** FLOW PROCESS FROM NODE 3.09 TO NODE 3.15 IS CODE = 4.1 » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » »>USING USER -SPECIFIED PIPESIZE (NEW ELEMENT) « « < ELEVATION DATA: UPSTREAM(FEET) = 1619.00 DOWNSTREAM(FEET) 1613.40 "FLOW LENGTH(FEET) = 245.00 MANNING'S N = .013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 21.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 14.98 I GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 67.43 PIPE TRAVEL TIME(MIN.) = .27 Tc(MIN.) = 12.55 I************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 4.01 IS CODE = 2.1 I» »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« 'INITIAL SUBAREA FLOW-LENGTH(FEET) = 770.00 ELEVATION DATA: UPSTREAM(FEET) = 1751.00 DOWNSTREAM(FEET) = 1710.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 "SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.984 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.741 SUBAREA Tc AND LOSS RATE DATA(AMC II): I DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) RESIDENTIAL "5-7 DWELLINGS/ACRE" SUBAREA AVERAGE PERVIOUS SUBAREA AVERAGE PERVIOUS SUBAREA RUNOFF(CFS) = "TOTAL AREA(ACRES) = **************************************************************************** Fp (INCH/HR) A .95 .98 LOSS RATE, Fp(INCH/HR) = AREA FRACTION, Ap = .50 2.78 .95 PEAK FLOW RATE(CFS) "FLOW PROCESS FROM NODE 5.00 TO NODE 1 Ap SCS Tc (DECIMAL) CN (MIN.) .50 32 9.98 .98 = 2.78 5.01 IS CODE = 2.1 » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 742.00 ELEVATION DATA: UPSTREAM(FEET) = 1895.00 DOWNSTREAM(FEET) = 1806.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.362 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.161 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) Ap SCS Tc (DECIMAL) CN (MIN.) "RESIDENTIAL "5-7 DWELLINGS/ACRE" A 3.15 .98 .50 32 8.36 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA RUNOFF(CFS) = 10.41 IITOTAL AREA(ACRES) = 3.15 PEAK FLOW RATE(CFS) = 10.41' ************************************************************************** FLOW PROCESS FROM NODE 5.01 TO NODE 5.02 IS CODE = 4.1 I» »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« « < » »>USING USER -SPECIFIED PIPESIZE (NEW ELEMENT) « «< "ELEVATION DATA: UPSTREAM(FEET) = 1806.00 DOWNSTREAM(FEET) = 1802.00 FLOW LENGTH(FEET) = 20.00 MANNING'S N = .013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.8 INCHES IIPIPE -FLOW VELOCITY(FEET/SEC.) = 20.97 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 10.41 "PIPE TRAVEL TIME(MIN.) = .02 Tc(MIN.) = 8.38 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 3.15 Tc(MIN.) = 8.38 EFFECTIVE AREA(ACRES) = 3.15 AREA -AVERAGED Fm(INCH/HR)= .49 AREA -AVERAGED Fp(INCH/HR) = .98 AREA -AVERAGED Ap = .50 PEAK FLOW RATE(CFS) = 10.41 END OF RATIONAL METHOD ANALYSIS 1 1 1 1 1 F 1 1 **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-96 Advanced Engineering Software (aes) Ver. 6.1 Release Date: 01/01/96 License ID 1429 Analysis prepared by: The SP Consulting Group 6 Morgan, Suite 100, Irvine, California 92718 (714) 587-3012 (714) 472-3176 FAX DESCRIPTION OF STUDY ************************** * TRACT NO. 14573 - HUNTER'S RIDGE "HYDROLOGY STUDY 100-YEAR STORM ANALYSIS ************************************************************************** FILE NAME: 14573R.TOM TIME/DATE OF STUDY: 14: 0 3/ 7/1997 FUSER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL*-- tUSER SPECIFIED STORM EVENT(YEAR) = 100.6.0 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) = 1.090 100-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 1.620 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1-HOUR INTENSITY(INCH/HOUR) = 1.6200 SLOPE OF INTENSITY DURATION CURVE = .6000 II *ANTECEDENT MOISTURE CONDITION (AMC II) ASSUMED FOR RATIONAL METHOD* 0 *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 IGLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = .00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) It2. (Depth)*(Velocity) Constraint =. .0 (FT*FT/S) ************************************************************************** �. FLOW PROCESS FROM NODE 1.00 TO NODE 1.01 IS CODE = 2.1 iI » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« f INITIAL SUBAREA FLOW-LENGTH(FEET) = 303.00 ELEVATION DATA: UPSTREAM(FEET) = 1814.00 DOWNSTREAM(FEET) = 1785.00 IITc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.114 II* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 6.377 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) RESIDENTIAL "5-7 DWELLINGS/ACRE" A 1.05 .98 .50 32 6.11 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA RUNOFF(CFS) 5.57 TOTAL AREA(ACRES) = 1.05 PEAK FLOW RATE(CFS) = 5.57 1************************************************************************** FLOW PROCESS FROM NODE 1.01 TO NODE 1.02 IS CODE = 8.1 i»DITI0T OF SUBAREA TO MAINLINE PEAK FLOW« « < MAINLINE Tc(MIN) = 6.11 II* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 6.377 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA GROUP (ACRES) 1 LAND USE "RESIDENTIAL "5-7 DWELLINGS/ACRE" A .33 .98 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = Fp Ap SCS Tc (INCH/HR) (DECIMAL) CN (MIN.) IISUBAREA AVERAGE PERVIOUS AREA SUBAREA AREA(ACRES) = .33 EFFECTIVE AREA(ACRES) = 1. AREA -AVERAGED Fp(INCH/HR) = TOTAL AREA(ACRES) = 1.38 Fp Ap SCS (INCH/HR) (DECIMAL) CN .50 32 .98 FRACTION, Ap = .50 SUBAREA RUNOFF(CFS) = 1.75 38 AREA -AVERAGED Fm(INCH/HR) = .49 .98 AREA -AVERAGED Ap = .50 PEAK FLOW RATE(CFS) = 7.31 ************************************************************************** il FLOW PROCESS FROM NODE 2.00 TO NODE 2.01 IS CODE = 2.1 » »»RATIONAL METHOD INITIAL SUBAREA ANALYSIS« « < »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« • INITIAL SUBAREA FLOW-LENGTH(FEET) = 992.00 ELEVATION DATA: UPSTREAM(FEET) = 1984.00 DOWNSTREAM(FEET) = 1858.00 * **CHANGE)]** Tc K [(LENGTH 3.00)/(ELEVATION .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 16.851 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.471 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 FAIR COVER "OPEN BRUSH" "SUBAREA AVERAGE PERVIOUS SUBAREA AVERAGE PERVIOUS SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = 1************************************************************************** FLOW PROCESS FROM NODE 2.01 TO NODE 2.02 IS CODE = 5.2 I» »»COMPUTE NATURAL VALLEY CHANNEL FLOW« «< > >>TRAVELTIME THRU SUBAREA« «< A 9.86 .86 1.00 46 16.85 LOSS RATE, Fp(INCH/HR) = .86 AREA FRACTION, Ap = 1.00 23.17 9.86 PEAK FLOW RATE(CFS) = 23.17 i "ELEVATION DATA: UPSTREAM(FEET) = 1858.00 DOWNSTREAM(FEET) = 1805.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 420.00 CHANNEL SLOPE = .1262 INOTE: CHANNEL SLOPE OF .1 WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 23.17 FLOW VELOCITY(FEET/SEC) = 9.86 (PER LACFCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = .71 Tc(MIN.) = 17.56 II» »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< ************************************************************************** FLOW PROCESS FROM NODE 2.02 TO NODE 2.02 IS CODE = 8.1 *MAINLINE Tc(MIN) = 17.56 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3 386 SUBAREA LOSS RATE DATA(AMC II): 11 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "OPEN BRUSH" A 9.19 .86 1.00 46 ISUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .86 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 9.19 SUBAREA RUNOFF(CFS) = 20.89 EFFECTIVE AREA(ACRES) = 19.05 AREA -AVERAGED Fm(INCH/HR) = .86 AREA -AVERAGED Fp(INCH/HR) = .86 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 19.05 PEAK FLOW RATE(CFS) = 43.31 It************************************************************************** FLOW PROCESS FROM NODE 2.02 TO NODE 2.03 IS CODE = 4.1 ‚»COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » »>USING USER -SPECIFIED PIPESIZE (NEW ELEMENT) « «< ELEVATION DATA: UPSTREAM(FEET) = 1805.00 DOWNSTREAM(FEET) = 1782.00 FLOW LENGTH(FEET) = 600.00 MANNING'S N = .013 ASSUME FULL -FLOWING PIPELINE PIPE -FLOW VELOCITY(FEET/SEC.) = 13.78 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 43.31 PIPE TRAVEL TIME(MIN.) = .73 Tc(MIN.) = 18.29 II* FLOW PROCESS FROM NODE 2.03 TO NODE 2.03 IS CODE = 1 ********** ir>>>»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< TOTAL NUMBER OF STREAMS = 2 IICONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 18.29 RAINFALL INTENSITY(INCH/HR) = 3.30 1[AREA-AVERAGED Fm(INCH/HR) = .86 AREA -AVERAGED Fp(INCH/HR) = .86 AREA -AVERAGED Ap = 1.00 EFFECTIVE STREAM AREA(ACRES) = 19.05 TOTAL STREAM AREA(ACRES) = 19.05 PEAK FLOW RATE(CFS) AT CONFLUENCE = 43.31 11 ************************************************************************** FLOW PROCESS FROM NODE 2.04 TO NODE 2.05 IS CODE = 2.1 » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« 1 INITIAL SUBAREA FLOW-LENGTH(FEET) = 524.00 ELEVATION DATA: UPSTREAM(FEET) = 1973.00 DOWNSTREAM(FEET) = 1890.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.491 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.154 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) NATURAL FAIR COVER II"OPEN BRUSH" SUBAREA AVERAGE PERVIOUS SUBAREA AVERAGE PERVIOUS SUBAREA RUNOFF(CFS) _ "TOTAL AREA(ACRES) = A 1.86 .86 LOSS RATE, Fp(INCH/HR) = AREA FRACTION, Ap = 1.00 5.51 1.86 PEAK FLOW RATE(CFS) _ Ap SCS (DECIMAL) CN Tc (MIN.) 1.00 46 12.49 .86 5.51 **************************************************************************** t } FLOW PROCESS FROM NODE 2.05 TO NODE 2.06 IS CODE = 5.2 » »>COMPUTE NATURAL VALLEY CHANNEL FLOW« « < » »>TRAVELTIME THRU SUBAREA« «< ELEVATION DATA: UPSTREAM(FEET) = 1890.00 DOWNSTREAM(FEET) = 1800.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 730.00 CHANNEL SLOPE = .1233 NOTE: CHANNEL SLOPE OF .1 WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 5.51 FLOW VELOCITY(FEET/SEC) = 6.83 (PER LACFCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.78 Tc(MIN.) = 14.27 **************************************************************************** FLOW PROCESS FROM NODE 2.06 TO NODE 2.06 IS CODE = 8.1 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< MAINLINE Tc(MIN) = 14.27 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.834 SUBAREA LOSS RATE DATA (AMC II): li DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "OPEN BRUSH" A 4.09 .86 1.00 46 IISUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .86 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 4.09 SUBAREA RUNOFF(CFS) = 10.95 EFFECTIVE AREA(ACRES) = 5.95 AREA -AVERAGED Fm(INCH/HR) = .86 AREA -AVERAGED Fp(INCH/HR) = .86 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 5.95 PEAK FLOW RATE(CFS) = 15.93 1•************************************************************************** FLOW PROCESS FROM NODE 2.06 TO NODE 2.07 IS CODE = 5.1 I» »>COMPUTE TRAPEZOIDAL CHANNEL FLOW« «< » »>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) « «< ELEVATION DATA: UPSTREAM(FEET) = 1800.00 DOWNSTREAM(FEET) = 1784.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 100.00 CHANNEL SLOPE = .1550 CHANNEL BASE(FEET) = 5.00 "Z" FACTOR = 20.000 MANNING'S FACTOR = .015 MAXIMUM DEPTH(FEET) = 1.00 CHANNEL FLOW THRU SUBAREA(CFS) = 15.93 FLOW VELOCITY(FEET/SEC) = 9.82 FLOW DEPTH(FEET) = .19 TRAVEL TIME(MIN.) = .17 Tc(MIN.) = 14.44 **************************************************************************** - PROCESS FROM NODE 2.07 TO NODE 2.03 IS CODE = 4.1 IFLOW » »»COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< »»USING USER -SPECIFIED PIPESIZE (NEW ELEMENT) « «< "ELEVATION DATA: UPSTREAM(FEET) = 1784.50 DOWNSTREAM(FEET) = 1782.00 FLOW LENGTH(FEET) = 100.00 MANNING'S N = .013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 14.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 10.44 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = IIPIPE-FLOW(CFS) = 15.93 PIPE TRAVEL TIME(MIN.) = .16 Tc(MIN.) = 14.60 **************************************************************************** I/FLOW PROCESS FROM NODE 2.03 TO NODE 2.03 IS CODE = 1 » »»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< I»ANDCOMPUTE VARIOUS CONFLUENCED STREAM VALUES« «< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 14.60 RAINFALL INTENSITY(INCH/HR) = 3.78 AREA -AVERAGED Fm(INCH/HR) = .86 AREA -AVERAGED Fp(INCH/HR) = .86 AREA -AVERAGED Ap = 1.00 EFFECTIVE STREAM AREA(ACRES) = 5.95 TOTAL STREAM AREA(ACRES) = 5.95 PEAK FLOW RATE(CFS) AT CONFLUENCE = 15.93 ** CONFLUENCE DATA ** IISTREAM Q Tc NUMBER (CFS) (MIN.) 1 43.31 18.29 2 15.93 14.60 r Intensity Fp(Fm) (INCH/HR) (INCH/HR) 3.305 .86( .86) 3.782 .86( .86) RAINFALL INTENSITY AND TIME OF CONCENTRATION CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity il NUMBER (CFS) (MIN.) (INCH/HR) 1 56.63 18.29 3.305 2 57.27 14.60 3.782 Ap Ae HEADWATER (ACRES) NODE 1.00 19.0 2.00 1.00 6.0 2.04 RATIO Fp(Fm) Ap Ae (INCH/HR) (ACRES) .86( .86) 1.00 25.0 .86( .86) 1.00 21.2 HEADWATER NODE 2.00 2.04 ICOMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 57.27 Tc(MIN.) = 14.60 EFFECTIVE AREA(ACRES) = 21.16 AREA -AVERAGED Fm(INCH/HR) = .86 AREA -AVERAGED Fp(INCH/HR) = .86 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 25.00 II************************************************************************** FLOW PROCESS FROM NODE 2.03 TO NODE 2.08 IS CODE = 4.1 11>»»COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< II>>>»USING USER -SPECIFIED PIPESIZE (NEW ELEMENT) « «< ELEVATION DATA: UPSTREAM(FEET) = 1782.00 DOWNSTREAM(FEET) = 1752.50 FLOW LENGTH(FEET) = 380.00 MANNING'S N = .013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 18.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 22.22 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 57.27 PIPE TRAVEL TIME(MIN.) = .29 Tc(MIN.) = 14.89 t************************************************************************** FLOW PROCESS FROM NODE 2.08 TO NODE 2.08 IS CODE = 8.1 II>»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< MAINLINE Tc(MIN) = 14.89 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) IIRESIDENTIAL "5-7 DWELLINGS/ACRE" A 4.12 .98 IISUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 4.12 SUBAREA RUNOFF(CFS) = 12.06 EFFECTIVE AREA(ACRES) = 25.28 AREA -AVERAGED Fm(INCH/HR) = 11 AREA -AVERAGED Fp(INCH/HR) = .87 AREA -AVERAGED Ap = .92 TOTAL AREA(ACRES) = 29.12 PEAK FLOW RATE(CFS) = 32 .80 66.88 I/ *************************************************************************** 'FLOW PROCESS FROM NODE 2.08 TO NODE 2.08 IS CODE = 8.1 f 1 » »>ADDITION OF SUBAREA TO MAINLINE PEAK 3.739 Fp Ap SCS (INCH/HR) (DECIMAL) CN FLOW« «< .98 .50 MAINLINE Tc(MIN) = 14.89 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.739 I SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN IRESIDENTIAL "5-7 DWELLINGS/ACRE" A SUBAREA AVERAGE PERVIOUS LOSS SUBAREA AVERAGE PERVIOUS AREA ISUBAREA AREA(ACRES) = 2.90 EFFECTIVE AREA(ACRES) = 28. 'AREA -AVERAGED Fp(INCH/HR) = TOTAL AREA(ACRES) = 32.02 **************************************************************************** IFLOW PROCESS FROM NODE » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< AREA Fp Ap SCS. 2.90 .98 .50 32 RATE, Fp(INCH/HR) = .98 FRACTION, Ap = .50 SUBAREA RUNOFF(CFS) = 8.49 18 AREA -AVERAGED Fm(INCH/HR) = .77 .88 AREA -AVERAGED Ap = .88 PEAK FLOW RATE(CFS) = 75.37 2.08 TO NODE 2.09 IS CODE = 4.1 » »>USING USER -SPECIFIED PIPESIZE (NEW ELEMENT) « «< "ELEVATION DATA: UPSTREAM(FEET) = 1752.50 DOWNSTREAM(FEET) = 1742.00 FLOW LENGTH(FEET) = 125.00 MANNING'S N = .013 ASSUME FULL -FLOWING PIPELINE PIPE -FLOW VELOCITY(FEET/SEC.) = 23.99 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 75.37 PIPE TRAVEL TIME(MIN.) = .09 Tc(MIN.) = 14.97 11************************************************************************** FLOW PROCESS FROM NODE 2.09 TO NODE 2.09 IS CODE = 1 INDEPENDENT STREAM FOR CONFLUENCE« «<J»DESIGNATE TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 14.97 RAINFALL INTENSITY(INCH/HR) = 3.73 AREA -AVERAGED Fm(INCH/HR) = .77 AREA -AVERAGED Fp(INCH/HR) _ .88 AREA -AVERAGED Ap = .88 EFFECTIVE STREAM AREA(ACRES) = 28.18 TOTAL STREAM AREA(ACRES) = 32.02 "PEAK FLOW RATE(CFS) AT CONFLUENCE = **************************************************************************** IFLOW PROCESS FROM NODE 2.10 TO NODE 2.11 IS CODE = 2.1 »»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« 75.37 INITIAL SUBAREA FLOW-LENGTH(FEET) = 605.00 ELEVATION DATA: UPSTREAM(FEET) = 1980.00 DOWNSTREAM(FEET) = 1893.00 ITc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 13.488 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.967 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) NATURAL FAIR COVER "OPEN BRUSH" A 1.84 .86 SUBAREA AVERAGE PERVIOUS SUBAREA AVERAGE PERVIOUS SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = LOSS RATE, Fp(INCH/HR) = AREA FRACTION, Ap = 1.00 5.14 1.84 PEAK FLOW RATE(CFS) = 5.14 Ap SCS Tc (DECIMAL) CN (MIN.) 1.00 46 13.49 .86 I************************************************************************** FLOW PROCESS FROM NODE 2.11 TO NODE 2.12 IS CODE = 5.2 II>»»COMPUTE NATURAL VALLEY CHANNEL FLOW« «< » »>TRAVELTIME THRU SUBAREA« «< ELEVATION DATA: UPSTREAM(FEET) = 1893.00 DOWNSTREAM(FEET) = 1810.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 620.00 CHANNEL SLOPE = .1339 NOTE: CHANNEL SLOPE OF .1 WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 5.14 FLOW VELOCITY(FEET/SEC) = 6.72 (PER LACFCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.54 Tc(MIN.) = 15.03 11 ************************************************************************** FLOW PROCESS FROM NODE 2.12 TO NODE 2.12 IS CODE = 8.1 11 » »»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « < 1 MAINLINE Tc(MIN) = 15.03 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.718 "'NATURAL FAIR COVER "OPEN BRUSH" A SUBAREA AVERAGE PERVIOUS LOSS SUBAREA AVERAGE PERVIOUS AREA SUBAREA AREA(ACRES) = 4.23 EFFECTIVE AREA(ACRES) = 6. AREA -AVERAGED Fp(INCH/HR) = TOTAL AREA(ACRES) = 6.07 I/SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL LAND USE GROUP AREA Fp Ap SCS (ACRES) (INCH/HR) (DECIMAL) CN 4.23 .86 1.00 46 RATE, Fp(INCH/HR) = .86 FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 10.88 07 AREA -AVERAGED Fm(INCH/HR) = .86 .86 AREA -AVERAGED Ap = 1.00 PEAK FLOW RATE(CFS) = 15.61 li************************************************************************** FLOW PROCESS FROM NODE 2.12 TO NODE 2.13 IS CODE = 5.2 f»COM» NATURAL VALLEY CHANNEL FLOW« «< PUTE » »>TRAVELTIME THRU SUBAREA« «< II*************************************************************************** FLOW PROCESS FROM NODE 2.13 TO NODE 2.13 IS CODE = 8.1 1[» »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< ELEVATION DATA: UPSTREAM(FEET) = 1810.00 DOWNSTREAM(FEET) = 1768.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 520.00 CHANNEL SLOPE = .0808 CHANNEL FLOW THRU SUBAREA(CFS) = 15.61 FLOW VELOCITY(FEET/SEC) = 7.97 (PER LACFCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.09 Tc(MIN.) = 16.11 1 i i MAINLINE Tc (MIN) = 16.11 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.565 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) RESIDENTIAL "5-7 DWELLINGS/ACRE" A 6.77 .98 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 6.77 EFFECTIVE AREA(ACRES) = 12 84 AREA -AVERAGED Fp(INCH/HR) = .90 TOTAL AREA(ACRES) = 12.84 Fp Ap SCS (INCH/HR) (DECIMAL) CN .50 32 SUBAREA RUNOFF(CFS) = 18.75 AREA -AVERAGED Fm(INCH/HR) = .66 AREA -AVERAGED Ap = .74 PEAK FLOW RATE(CFS) = 33.53 ************************************************************************** FLOW PROCESS FROM NODE 2.13 TO NODE 2.09 IS CODE = 4.1 r»COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< »USING USER -SPECIFIED PIPESIZE (NEW ELEMENT) « «< ELEVATION DATA: UPSTREAM(FEET) = 1768.00 DOWNSTREAM(FEET) = 1742.00 FLOW LENGTH(FEET) = 380.00 MANNING'S N = .013 ASSUME FULL -FLOWING PIPELINE PIPE -FLOW VELOCITY(FEET/SEC.) = 18.97 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 33.53 PIPE TRAVEL TIME(MIN.) = .33 Tc(MIN.) = 16.45 11************************************************************************** FLOW PROCESS FROM NODE 2.09 TO NODE 2.09 IS CODE = 1 1 II>»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< » »>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES« «< 1 I 1 TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 16.45 RAINFALL INTENSITY(INCH/HR) = 3.52 AREA -AVERAGED Fm(INCH/HR) = .66 AREA -AVERAGED Fp(INCH/HR) = .90 AREA -AVERAGED Ap = .74 EFFECTIVE STREAM AREA(ACRES) = 12.84 TOTAL STREAM AREA(ACRES) = 12.84 PEAK FLOW RATE(CFS) AT CONFLUENCE = 33.53 ** CONFLUENCE DATA ** STREAM Q Tc NUMBER (CFS) (MIN.) 1 71.92 18.66 1 75.37 14.97 2 33.53 16.45 Intensity Fp(Fm) Ap Ae (INCH/HR) (INCH/HR) (ACRES) 3.264 .87( .78) .89 32.0 3.726 .88( .77) .88 28.2 3.522 .90( .66) .74 12.8 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO I CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity NUMBER (CFS) (MIN.) (INCH/HR) 1 108.07 14.97 3.726 2 102.44 18.66 3.264 3 107.52 16.45 3.522 Fp(Fm) Ap Ae (INCH/HR) (ACRES) .88( .74) .83 39.9 .88( .75) .85 44.9 .88( .74) .84 42.6 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 108.07 Tc(MIN.) = EFFECTIVE AREA(ACRES) = 39.87 AREA -AVERAGED AREA -AVERAGED Fp(INCH/HR) = .88 AREA -AVERAGED TOTAL AREA(ACRES) = 44.86 HEADWATER NODE 2.00 2..04 2.10 HEADWATER NODE 2.04 2.00 2.10 14.97 Fm(INCH/HR) = .74 Ap = .83 I************************************************************************** FLOW PROCESS FROM NODE 2.09 TO NODE 2.14 IS CODE = 4.1 I»C0Mr'UTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » »>USING USER -SPECIFIED PIPESIZE (NEW ELEMENT) « «< 1/ELEVATION DATA: UPSTREAM(FEET) = 1742.00 DOWNSTREAM(FEET) = 1720.00 FLOW LENGTH(FEET) = 290.00 MANNING'S N = .013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 24.1 INCHES IIPIPE-FLOW VELOCITY(FEET/SEC.) = 25.57 GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 108.07 PIPE TRAVEL TIME(MIN.) = .19 Tc(MIN.) = 15.16 ************************************************************************** FLOW PROCESS FROM NODE 2.14 TO NODE 2.14 IS CODE = 8.1 1»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW«<« 1 MAINLINE Tc(MIN) = 15.16 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.698 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS 1 LAND USE RESIDENTIAL E5-7 DWELLINGS/ACRE" A AVERAGE PERVIOUS LOSS SUBAREA AVERAGE PERVIOUS AREA SUBAREA AREA(ACRES) = 4.01 IIEFFECTIVE AREA(ACRES) = 43. AREA -AVERAGED Fp(INCH/HR) TOTAL AREA(ACRES) = 48.87 t GROUP (ACRES) (INCH/HR) (DECIMAL) CN 4.01 .98 .50 32 RATE, Fp(INCH/HR) = .98 FRACTION, Ap = .50 SUBAREA RUNOFF(CFS) = 11.59 88 AREA -AVERAGED Fm(INCH/HR) = .71 .89 AREA -AVERAGED Ap = .80 PEAK FLOW RATE(CFS) = 117.83 ************************************************************************** FLOW PROCESS FROM NODE 2.14 TO NODE 2.14 IS CODE = 8.1 I»ADITION OF SUBAREA TO MAINLINE PEAK FLOW« «< MAINLINE Tc(MIN) = 15.16 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA LOSS RATE DATA(AMC I I) : DEVELOPMENT TYPE/ SCS SOIL "RESIDENTIAL LAND USE GROUP "5-7 DWELLINGS/ACRE" 6.69 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 6.69 SUBAREA RUNOFF(CFS) = 19.33 EFFECTIVE AREA(ACRES) = 50.57 AREA -AVERAGED Fm(INCH/HR) = IIAREA-AVERAGED Fp(INCH/HR) = .90 AREA -AVERAGED Ap = .76 TOTAL AREA(ACRES) = 55.56 PEAK FLOW RATE(CFS) = 137.16 A 3.698 AREA Fp Ap SCS (ACRES) (INCH/HR) (DECIMAL) CN .98 .98 .50 32 .68 ************************************************************************** FLOW PROCESS FROM NODE 2.14 TO NODE 2.15 IS CODE = 4.1 PIPE -FLOW TRAVEL TIME THRU SUBAREA« «<I»COMPUTE » »>USING USER -SPECIFIED PIPESIZE (NEW ELEMENT) « « < ELEVATION DATA: UPSTREAM(FEET) = 1720.00 DOWNSTREAM(FEET) = 1714.00 FLOW LENGTH(FEET) = 110.00 MANNING'S N = .013 DEPTH OF FLOW IN 42.0 INCH PIPE IS 23.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 24.87 GIVEN PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 137.16 PIPE TRAVEL TIME(MIN.) = .07 Tc(MIN.) = 15.24 ************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 3.01 IS CODE = 2.1 I»RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 1000.00 "ELEVATION DATA: UPSTREAM(FEET) = 1751.00 DOWNSTREAM(FEET) = 1691.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 "SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.822 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.527 SUBAREA Tc AND LOSS RATE DATA(AMC II): II DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) RESIDENTIAL "5-7 DWELLINGS/ACRE" A 8.16 t Ap SCS •Tc (DECIMAL) CN (MIN.) .98 .50 32 10.82 SUBAREA AVERAGE PERVIOUS SUBAREA AVERAGE PERVIOUS SUBAREA RUNOFF(CFS) _ TOTAL AREA(ACRES) = LOSS RATE, Fp(INCH/HR) = .98 AREA FRACTION, Ap = .50 29.67 8.16 PEAK FLOW RATE(CFS) = 29.67 *************************************************************************** ,FLOW PROCESS FROM NODE 3.01 TO NODE 3.02 IS CODE = 6.2 » »»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< $»(STREET TABLE SECTION # 1 USED) «<« t UPSTREAM ELEVATION(FEET) = 1691 00 DOWNSTREAM ELEVATION(FEET) = 1667.00 STREET LENGTH(FEET) = 350.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = .018 OUTSIDE STREET CROSSFALL(DECIMAL) = .018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = .020 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .53 HALFSTREET FLOOD WIDTH(FEET) = 20.35 IIAVERAGE FLOW VELOCITY(FEET/SEC.) = 8.43 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 4.44 STREET FLOW TRAVEL TIME(MIN.) = .69 Tc(MIN.) II* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.362 SUBAREA LOSS RATE DATA (AMC II): DEVELOPMENT TYPE/ SCS SOIL LAND USE GROUP I RESIDENTIAL "5-7 DWELLINGS/ACRE" A 1.81 .98 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 1.81 SUBAREA RUNOFF(CFS) = 6.31 EFFECTIVE AREA(ACRES) = 9.97 AREA -AVERAGED Fm(INCH/HR) = .49 AREA -AVERAGED Fp(INCH/HR) = .98 AREA -AVERAGED Ap = .50 TOTAL AREA(ACRES) = 9.97 PEAK FLOW RATE(CFS) = 34.76 32.82 = 11.51 AREA Fp Ap SCS (ACRES) (INCH/HR) (DECIMAL) CN .98 .50 32 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .53 HALFSTREET FLOOD WIDTH(FEET) = 20.82 FLOW VELOCITY(FEET/SEC.) = 8.55 DEPTH*VELOCITY(FT*FT/SEC.) 4.57 II************************************************************************** FLOW PROCESS FROM NODE 3.02 TO NODE 3.03 IS CODE = 4.1 11>>>»COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » »USING USER -SPECIFIED PIPESIZE (NEW ELEMENT) « «< ELEVATION DATA: UPSTREAM(FEET) = 1667.00 DOWNSTREAM(FEET) = 1663.00 IFLOW LENGTH(FEET)= 60.00 MANNING'S N = .013 ASSUME FULL -FLOWING PIPELINE PIPE -FLOW VELOCITY(FEET/SEC.) = 19.67 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 34.76 PIPE TRAVEL TIME(MIN.) = .05 Tc(MIN.) = 11.56 1 II************************************************************************** FLOW PROCESS FROM NODE 3.03 TO NODE 3.03 IS CODE = 1 11>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« « < TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 11.56 RAINFALL INTENSITY(INCH/HR) = 4.35 AREA -AVERAGED Fm(INCH/HR) = .49 AREA -AVERAGED Fp(INCH/HR) _ .98 AREA -AVERAGED Ap = .50 EFFECTIVE STREAM AREA(ACRES) = 9.97 TOTAL STREAM AREA(ACRES) = 9.97 PEAK FLOW RATE(CFS) AT CONFLUENCE = 34.76 I************************************************************************** FLOW PROCESS FROM NODE 3.04 TO NODE 3.05 IS CODE = 2.1 I» »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 921.00 ELEVATION DATA: UPSTREAM(FEET) = 1731.00 DOWNSTREAM(FEET) = 1691.00 Tc = K*((LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.171 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.442 SUBAREA Tc AND LOSS RATE DATA(AMC II): II DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" A 2.64 .98 .50 32 11.17 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA RUNOFF(CFS) = 9.40 "TOTAL AREA(ACRES) = 2.64 PEAK FLOW RATE(CFS) = 9.40 **************************************************************************** FLOW PROCESS FROM NODE 3.05 TO NODE 3.06 IS CODE = 6.2 » »>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< I7»(STREET TABLE SECTION # 1 USED) « «< UPSTREAM ELEVATION(FEET) = 1691.00 DOWNSTREAM ELEVATION(FEET) = 1663.00 STREET LENGTH(FEET) = 370.00 CURB HEIGHT(INCHES) = 8.0 "STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 'INSIDE STREET CROSSFALL(DECIMAL) = .018 OUTSIDE STREET CROSSFALL(DECIMAL) = .018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 "STREET PARKWAY CROSSFALL(DECIMAL) = .020 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 11.07 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .39 HALFSTREET FLOOD WIDTH(FEET) = 12.70 AVERAGE FLOW VELOCITY(FEET/SEC.) = 6.78 1 IIPRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.64 STREET FLOW TRAVEL TIME(MIN.) = .91 Tc(MIN.) = 12.08 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.238 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN IIRESIDENTIAL "5-7 DWELLINGS/ACRE" A SUBAREA AVERAGE PERVIOUS LOSS SUBAREA AVERAGE PERVIOUS AREA SUBAREA AREA(ACRES) = .99 EFFECTIVE AREA(ACRES) = 3.63 AREA -AVERAGED Fp(INCH/HR) = .98 TOTAL AREA(ACRES) = 3.63 .99 .98 .50 32 RATE, Fp(INCH/HR) = 98 FRACTION, Ap = .50 SUBAREA RUNOFF(CFS) = 3.34 AREA -AVERAGED Fm(INCH/HR) = .49 AREA -AVERAGED Ap = .50 PEAK FLOW RATE(CFS) = 12.25 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .40 HALFSTREET FLOOD WIDTH(FEET) = 13.24 FLOW VELOCITY(FEET/SEC.) = 6.96 DEPTH*VELOCITY(FT*FT/SEC.) = 2.78 II************************************************************************** FLOW PROCESS FROM NODE 3.06 TO NODE 3.03 IS CODE = 4.1 I » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » »>USING USER -SPECIFIED PIPESIZE (NEW ELEMENT) « « < ELEVATION DATA: UPSTREAM(FEET) = 1663.00 DOWNSTREAM(FEET) = 1662.00 FLOW LENGTH(FEET) = 20.00 MANNING'S N = .013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 13.18 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 12.25 PIPE TRAVEL TIME(MIN.) = .03 Tc(MIN.) = 12.11 I************************************************************************** FLOW PROCESS FROM NODE 3.03 TO NODE 3.03 IS CODE = 1 I» »>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.) = 12.11 RAINFALL INTENSITY(INCH/HR) = 4.23 I AREA-AVERAGED Fm(INCH/HR) = .49 AREA -AVERAGED Fp(INCH/HR) = .98 AREA -AVERAGED Ap = .50 EFFECTIVE STREAM AREA(ACRES) = 3.63 TOTAL STREAM AREA(ACRES) = 3.63 PEAK FLOW RATE(CFS) AT CONFLUENCE = 12.25 ** CONFLUENCE DATA ** STREAM NUMBER 1 2 Q Tc Intensity Fp(Fm) (CFS) (MIN.) (INCH/HR) (INCH/HR) 34.76 11.56 4.350 .98( .49) 12.25 12.11 4.233 .98( .49) RAINFALL INTENSITY AND TIME OF CONCENTRATION CONFLUENCE FORMULA USED FOR 2 STREAMS. Ap Ae (ACRES) .50 10.0 .50 3.6 RATIO HEADWATER NODE 3.00 3.04 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) 11 1 46.84 11.56 4.350 .98( .49) 2 45.96 12.11 4.233 .97( .49) Ap Ae (ACRES) .50 13.4 .50 13.6 HEADWATER NODE 3.00 3.04 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 46.84 Tc(MIN.) = 11.56 EFFECTIVE AREA(ACRES) = 13.44 AREA -AVERAGED Fm(INCH/HR) = .49 AREA -AVERAGED Fp(INCH/HR) = .98 AREA -AVERAGED Ap = .50 "TOTAL AREA(ACRES) = 13.60 **************************************************************************** IFLOW PROCESS FROM NODE 3.03 TO NODE 3.07 IS CODE = 4.1 » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< ,»USING USER -SPECIFIED PIPESIZE (NEW ELEMENT) « «< ELEVATION DATA: UPSTREAM(FEET) = 1663.00 DOWNSTREAM(FEET) = 1630.00 FLOW LENGTH(FEET) = 485.00 MANNING'S N = .013 IDEPTH OF FLOW IN 24.0 INCH PIPE IS 16.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.,) = 20.40 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 46.84 PIPE TRAVEL TIME(MIN.) = .40 Tc(MIN.) = 11.96 **************************************************************************** IFLOW PROCESS FROM NODE 3.07 TO NODE 3.07 IS CODE = 8.1 » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« « < MAINLINE Tc(MIN) = 11.96 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.263 "SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) RESIDENTIAL "5-7 DWELLINGS/ACRE" A 2.33 .98 .50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 2.33 SUBAREA RUNOFF(CFS) = 7.92 EFFECTIVE AREA(ACRES) = 15.77 AREA -AVERAGED Fm(INCH/HR) = .49 AREA -AVERAGED Fp(INCH/HR) = .98 AREA -AVERAGED Ap = .50 TOTAL AREA(ACRES) = 15.93 PEAK FLOW RATE(CFS) = 53.58 11************************************************************************** FLOW PROCESS FROM NODE Fp Ap SCS (INCH/HR) (DECIMAL) CN 3.07 TO NODE 3.07 IS CODE = 8.1 1»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< MAINLINE Tc(MIN) = 11.96 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.263 SUBAREA LOSS RATE DATA(AMC II): Il DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) RESIDENTIAL "5-7 DWELLINGS/ACRE" A 1.41 .98 .50 32 I SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 1.41 SUBAREA RUNOFF(CFS) = 4.79 "EFFECTIVE AREA(ACRES) = 17.18 AREA -AVERAGED Fm(INCH/HR) = .49 SCS CN AREA -AVERAGED Fp(INCH/HR) = .98 AREA -AVERAGED Ap = .50 TOTAL AREA(ACRES) = 17.34 PEAK FLOW RATE(CFS) = 58.37 11************************************************************************** FLOW PROCESS FROM NODE 3.07 TO NODE 3.08 IS CODE = 4.1 I»COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< ,» »>USING USER -SPECIFIED PIPESIZE (NEW ELEMENT) « « < IELEVATION DATA: UPSTREAM(FEET) = 1630.00 DOWNSTREAM(FEET) = 1619.50 FLOW LENGTH(FEET) = 165.00 MANNING'S N = .013 ASSUME FULL -FLOWING PIPELINE PIPE -FLOW VELOCITY(FEET/SEC.) = 18.58 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 58.37 PIPE TRAVEL TIME(MIN.) = .15 Tc(MIN.) = 12.11 R************************************************************************** FLOW PROCESS FROM NODE 3.08 TO NODE 3.08 IS CODE = 8.1 I»A]JDITION OF SUBAREA TO MAINLINE PEAK FLOW« « < MAINLINE Tc(MIN) = 12.11 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA LOSS RATE DATA (AMC I I) : it DEVELOPMENT TYPE/ SCS SOIL LAND USE GROUP RESIDENTIAL "5-7 DWELLINGS/ACRE" A ISUBAREA AVERAGE PERVIOUS LOSS SUBAREA AVERAGE PERVIOUS AREA SUBAREA AREA(ACRES) = 3.27 AREA(ACRES) = 20. IEFFECTIVE AREA-AVERAGED Fp(INCH/HR) = TOTAL AREA(ACRES) = 20.61 4.232 AREA Fp Ap SCS (ACRES) (INCH/HR) (DECIMAL) CN 3.27 .98 .50 32 RATE, Fp(INCH/HR) = .98 FRACTION, Ap = .50 SUBAREA RUNOFF(CFS) = 11.02 45 AREA -AVERAGED Fm(INCH/HR) _ .49 .97 AREA -AVERAGED Ap = .50 PEAK FLOW RATE(CFS) = 68.91 II************************************************************************** FLOW PROCESS FROM NODE 3.08 TO NODE 3.09 IS CODE = 4.1 ‚»coMpUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » »>USING USER -SPECIFIED PIPESIZE (NEW ELEMENT) « « < ELEVATION DATA: UPSTREAM(FEET) = 1614.50 DOWNSTREAM(FEET) = 1614.00 IFLOW LENGTH(FEET) = 60.00 MANNING'S N = .013 ASSUME FULL -FLOWING PIPELINE PIPE -FLOW VELOCITY(FEET/SEC.) = 14.04 GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 68.91 PIPE TRAVEL TIME(MIN.) = .07 Tc(MIN.) = 12.18 II************************************************************************** FLOW PROCESS FROM NODE 3.09 TO NODE 3.09 IS CODE = 1 I[>>>»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« « < TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 12.18 RAINFALL INTENSITY(INCH/HR) = 4.22 AREA -AVERAGED Fm(INCH/HR) = .49 I/AREA-AVERAGED Fp(INCH/HR) = .97 AREA -AVERAGED Ap = .50 EFFECTIVE STREAM AREA(ACRES) = 20.45 TOTAL STREAM AREA(ACRES) = 20.61 PEAK FLOW RATE(CFS) AT CONFLUENCE = 68.91 IIk************************************************************************** FLOW PROCESS FROM NODE 3.10 TO NODE 3.11 IS CODE = 2.1 I»RAT'0 NAL METHOD INITIAL SUBAREA ANALYSIS« «< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 982.00 ELEVATION DATA: UPSTREAM(FEET) = 1784.00 DOWNSTREAM(FEET) = 1697.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 "SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.938 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.765 SUBAREA Tc AND LOSS RATE DATA(AMC II): II DEVELOPMENT TYPE/ LAND USE SCS SOIL AREA GROUP (ACRES) RESIDENTIAL "5-7 DWELLINGS/ACRE" SUBAREA AVERAGE PERVIOUS SUBAREA AVERAGE PERVIOUS SUBAREA RUNOFF(CFS) = "TOTAL AREA(ACRES) = **************************************************************************** FLOW PROCESS FROM NODE 3.11 TO NODE 3.12 IS CODE = 9 » »>COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA« «< Fp A (INCH/HR) (DECIMAL) A .80 .98 LOSS RATE, Fp(INCH/HR) = AREA FRACTION, Ap = .50 3.08' .80 PEAK FLOW RATE(CFS) .98 SCS Tc CN (MIN.) .50 32 9.94 3.08 1 1 1 1 1 1 1 1 UPSTREAM NODE ELEVATION(FEET) = 1697.00 DOWNSTREAM NODE ELEVATION(FEET) = 1660.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 660.00 "V" GUTTER WIDTH(FEET) = 3.00 GUTTER HIKE(FEET) = .050 PAVEMENT LIP(FEET) = .100 MANNING'S N = .0150 PAVEMENT CROSSFALL(DECIMAL NOTATION) = .20000 MAXIMUM DEPTH(FEET) = 2.00 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.371 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 .59 .98 .50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.11 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 7.16 AVERAGE FLOW DEPTH(FEET) = .21 FLOOD WIDTH(FEET) = 3.61 "V" GUTTER FLOW TRAVEL TIME(MIN.) = 1.54 Tc(MIN.) = 11.48 SUBAREA AREA(ACRES) = .59 SUBAREA RUNOFF(CFS) = 2.06 EFFECTIVE AREA(ACRES) = 1.39 AREA -AVERAGED Fm(INCH/HR) = .49 AREA -AVERAGED Fp(INCH/HR) = .98 AREA -AVERAGED Ap = .50 TOTAL AREA(ACRES) = 1.39 PEAK FLOW RATE(CFS) = 4.86 END OF SUBAREA "V" GUTTER HYDRAULICS: DEPTH(FEET) = .23 FLOOD WIDTH(FEET) = 3.79 FLOW VELOCITY(FEET/SEC.) = 7.57 DEPTH*VELOCITY(FT*FT/SEC) = 1.73 1 **************************************************************************** "FLOW PROCESS FROM NODE 3.12 TO NODE 3.13 IS CODE = 4.1 » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< I»USING USER -SPECIFIED PIPESIZE (NEW ELEMENT) « «< - ELEVATION DATA: UPSTREAM(FEET) = 1660.00 DOWNSTREAM(FEET) = 1657.00 FLOW LENGTH(FEET) = 130.00 MANNING'S N = .013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.78 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES PIPE-FLOW(CFS) = 4.86 PIPE TRAVEL TIME(MIN.) = .28 Tc(MIN.) = 11.75 il*************************************************************************** FLOW PROCESS FROM NODE 3.13 TO NODE 3.13 IS CODE = 8.1 » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« « < "MAINLINE Tc(MIN) = 11.75 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.308 ISUBAREA 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 1.71 .98 .50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 !SUBAREA AREA(ACRES) = 1.71 SUBAREA RUNOFF(CFS) = 5.88 EFFECTIVE AREA(ACRES) = 3 10 AREA -AVERAGED Fm(INCH/HR) = .49 AREA -AVERAGED Fp(INCH/HR) = .98 AREA -AVERAGED Ap = .50 TOTAL AREA(ACRES) = 3.10 PEAK FLOW RATE(CFS) = 10.66 IR************************************************************************** FLOW PROCESS FROM NODE 3.13 TO NODE 3.14 IS CODE = 6.2 I» »>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< » »>(STREET TABLE SECTION # 1 USED) « «< "UPSTREAM ELEVATION(FEET) = 1657.00 DOWNSTREAM ELEVATION(FEET) = 1619.50 STREET LENGTH(FEET) = 1000.00 CURB HEIGHT(INCHES) = 8.0 HALFWIDTH(FEET) = 30.00 ISTREET DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = .018 OUTSIDE STREET CROSSFALL(DECIMAL) = .018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 ISTREET PARKWAY CROSSFALL(DECIMAL) = .020 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 17.03 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: IISTREET FLOW DEPTH(FEET) = .48 HALFSTREET FLOOD WIDTH(FEET) = 17.62 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.74 IIPRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.74 STREET FLOW TRAVEL TIME(MIN.) = 2.90 Tc(MIN.) = 14.66 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.774 SUBAREA LOSS RATE DATA(AMC II): 1 DEVELOPMENT TYPE/ LAND USE I RESIDENTIAL "5-7 DWELLINGS/ACRE" A SUBAREA AVERAGE PERVIOUS LOSS SUBAREA AVERAGE PERVIOUS AREA SUBAREA AREA(ACRES) = 4.30 EFFECTIVE AREA(ACRES) = 7.4 AREA -AVERAGED Fp(INCH/HR) = "TOTAL AREA(ACRES) = 7.40 SCS SOIL GROUP AREA Fp Ap SCS (ACRES) (INCH/HR) (DECIMAL) CN 4.30 .98 .50 32 RATE, Fp(INCH/HR) = .97 FRACTION, Ap = .50 SUBAREA RUNOFF(CFS) = 12.72 0 AREA -AVERAGED Fm(INCH/HR) = .49 .98 AREA -AVERAGED Ap = .50 PEAK FLOW RATE(CFS) = 21.89 END OF SUBAREA STREET FLOW HYDRAULICS: IDEPTH(FEET) = .51 HALFSTREET FLOOD WIDTH(FEET) = 19.49 FLOW VELOCITY(FEET/SEC.) = 6.10 DEPTH*VELOCITY(FT*FT/SEC.) = If************************************************************************** FLOW PROCESS FROM NODE 3.14 TO NODE 3.09 IS CODE = 4.1 » »»COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< 11>»»USING USER -SPECIFIED PIPESIZE (NEW ELEMENT) « «< 3.12 ELEVATION DATA: UPSTREAM(FEET) = 1615.50 DOWNSTREAM(FEET) = 1614.00 IIFLOW LENGTH(FEET) = 30.00 MANNING'S N = .013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 14.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 14.75 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 IPIPE-FLOW(CFS) = 21.89 PIPE TRAVEL TIME(MIN.) = .03 Tc(MIN.) = 14.69 II*************************************************************************** FLOW PROCESS FROM NODE 3.09 TO NODE 3.09 IS CODE = 1 >» »DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< » »»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES« «< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 14.69 RAINFALL INTENSITY(INCH/HR) = 3.77 AREA -AVERAGED Fm(INCH/HR) = .49 AREA -AVERAGED Fp(INCH/HR) = .98 AREA -AVERAGED Ap = .50 EFFECTIVE STREAM AREA(ACRES) = 7.40 TOTAL STREAM AREA(ACRES) = 7.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 21.89 ** CONFLUENCE DATA STREAM Q Tc NUMBER (CFS) (MIN.) 1 68.91 12.18 1 67.41 12.73 2 21.89 14.69 ** Intensity (INCH/HR) 4.217 4.107 3.769 Fp(Fm) Ap Ae (INCH/HR) (ACRES) .97( .49) .50 20.4 .97( .49) .50 20.6 .98( .49) .50 7.4 IIRAINFALL INTENSITY AND TIME OF CONCENTRATION CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity NUMBER (CFS) (MIN.) (INCH/HR) 1 89.54 12.18 4.217 Fp (Fm) (INCH/HR) .98( .49) RATIO. HEADWATER NODE 3.00 3.04 3.10 Ap Ae HEADWATER (ACRES) NODE .50 26.6 3.00 1 2 88.33 12.73 4.107. .98( .49) .50 27.0 3.04 3 82.99 14.69 3.769 .98( .49) .50 28.0 3.10 "COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 89.54 Tc(MIN.) = EFFECTIVE AREA'(ACRES) = 26.58 AREA -AVERAGED AREA -AVERAGED Fp(INCH/HR) = .98 AREA -AVERAGED TOTAL AREA(ACRES) = 28.01 12.18 Fm(INCH/HR) _ .49 Ap = .50 II************************************************************************** FLOW PROCESS FROM NODE 3.09 TO NODE 3.15 IS CODE = 4.1 I»COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » »>USING USER -SPECIFIED PIPESIZE (NEW ELEMENT) « «< ELEVATION DATA: UPSTREAM(FEET) = 1619.00 DOWNSTREAM(FEET) = 1613.40 I FLOW LENGTH(FEET) = 245.00 MANNING'S N = .013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 27.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 15.76 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 89.54 PIPE TRAVEL TIME(MIN.) = .26 Tc(MIN.) = 12.44 I************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 4.01 IS CODE = 2.1 1 » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS« « < »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« rINITIAL SUBAREA FLOW-LENGTH(FEET) = 770.00 ELEVATION DATA: UPSTREAM(FEET) = 1751.00 DOWNSTREAM(FEET) = 1710.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.984 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.752 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) RESIDENTIAL 1 1 1 1 "5-7 DWELLINGS/ACRE" SUBAREA AVERAGE PERVIOUS SUBAREA AVERAGE PERVIOUS SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = Ap SCS Tc (DECIMAL) CN (MIN.) A .95 .98 LOSS RATE, Fp(INCH/HR) = .98 AREA FRACTION, Ap = .50 3.65 .95 PEAK FLOW RATE(CFS) = .50 32 9.98 3.65 **************************************************************************** IFLOW PROCESS FROM NODE 5.00 TO NODE 5.01 IS CODE = 2.1 » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS« « < I»USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 742.00 ELEVATION DATA: UPSTREAM(FEET) = 1895.00 DOWNSTREAM(FEET) ITc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.362 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.285 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) Fp Ap 1806.00 SCS Tc CN (MIN.) IRESIDENTIAL "5-7 DWELLINGS/ACRE" A 3.15 .98 .50 32 8.36 I SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA RUNOFF(CFS) = 13.60 TOTAL AREA(ACRES) = 3.15 PEAK FLOW RATE(CFS) = 13.60 ************************************************************************** FLOW PROCESS FROM NODE 5.01 TO NODE 5.02 IS CODE = 4.1 I» »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » »>USING USER -SPECIFIED PIPESIZE (NEW ELEMENT) « «< "[ELEVATION DATA: UPSTREAM(FEET) = .1806.00 DOWNSTREAM(FEET) = 1802.00 FLOW LENGTH(FEET) = 20.00 MANNING'S N = .013 IDEPTH OF FLOW IN 18.0 INCH PIPE IS 6.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 22.58 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 13.60 "PIPE TRAVEL TIME(MIN.) = .01 Tc(MIN.) = 8.38 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 3.15 TC(MIN.) = 8.38 EFFECTIVE AREA(ACRES) = 3.15 AREA -AVERAGED Fm(INCH/HR)= .49 AREA -AVERAGED Fp(INCH/HR) = .98 AREA -AVERAGED Ap = .50 PEAK FLOW RATE(CFS) = 13.60 END OF RATIONAL METHOD ANALYSIS 1 1 1 1 1 HYDRAULIC DESIGN The SP Consulting Group 6 Morgan, Suite 100 Irvine, California, 92718 (714)587-3012 FAX(714)830-7889 Prkt_ -u P`( c A-V E Cr 1) 5l (rJ ,�- Calculation Sheet Prepared By: Thomas A. Petersen, P.E. Signature 2�tl�° C.wGC,irah A-4)47J6A60 b (4-) I, 6 p(-F.) Gib 0,33 3-0 3.� 6,13 051 0.22 Ke perF.1�{tts le -7- Date: "� ►3 1 b Page l of I I) Vl= 11,01(7 Co..cr('4-G cfC 5 D o(o 6, 020 0.13 D. ©_© 0 Q-2 a 11 0 o $'`Ci o, oao o_Lot_____HO, 0 'the __o �- 0 -- Pe 5 sv►�,, _ rtf ofc) 5C Ic �_PG P 4c►.A___caver} _L r�� h The SP Consulting Group 6 Morgan, Suite 100 Irvine, California, 92718 (714)587-3012 FAX(714)830-7889 Calculation Sheet Prepared By: Thomas A. Petersen, P.E. Signature lid Date: I) A3/ q% Page I of I p INLET -i P t.. 3 40 Zit 3 2.o 1}- /. b 1 L'SP, N LET Q) 31r,-c1 5-1 f (FT.) w Ec.J L =3 C-� 31z GL W r L�J >�- (F-r-) 0.� 4- 0 Oct P The SP Consulting Group 6 Morgan, Suite 100 Irvine, California, 92718 (714)587-3012 FAX(714)830-7889 Calculation Sheet Prepared By: Thomas A. Petersen, P.E. Signature Date: 11 /13 I I Page I of y r. ►i : k 1 A e5 • "444 1 Alfil o 1iPi11iiIIi11,�:1i]triii IIINIESwe pill11111111" Iiillip...1 MIME& ',ffir NM MN MEM MINN ENN MEER NMI MI MEMNME MMINEMMINNI 1 1 1 1 1 The SP Consulting Group 6 Morgan, Suite 100 Irvine, California, 92718 (714)587-3012 FAX(714)830-7889 l reru.Pro� P2'Jti Wo, ►_cC4N-nba 3avtii 8-.2 (A, L ,) 30,9 Calculation Sheet Prepared By: Thomas A. Petersen, P.E. Signature R.MRl1 PePr4 IA 2 /,30 /. 20 Date: `� 113i 1{D Page Z of d(14� if 5a ob /-So 1 **************************************************************************** 1 (C) HYDRAULIC ELEMENTS - I PROGRAM PACKAGE Copyright 1982-96 Advanced Engineering Software (aes) Ver. 6.1 Release Date: 01/01/96 License ID 1429 Analysis prepared by: The SP Consulting Group 6 Morgan, Suite 100 Irvine, California 92614 (714)587-3012 FAX (714)472-3176 TIME/DATE OF STUDY: 13:29 3/ 7/1997 r ************************** "INTERCEPTOR DRAIN NO. 1 * DESCRIPTION OF STUDY ************************** ************************************************************************* * * * '"*************************************************************************** »CHANNEL INPUT INFORMATION« « I CHANNEL Z1(HORIZONTAL/VERTICAL) = Z2(HORIZONTAL/VERTICAL) = BASEWIDTH(FEET) = 1.00 CONSTANT CHANNEL SLOPE(FEET/FEET) UNIFORM FLOW(CFS) = 30.90 MANNINGS FRICTION FACTOR = .0150 1.00 1.00 .020000 NORMAL -DEPTH FLOW INFORMATION: » »> NORMAL DEPTH(FEET) = 1.30 FLOW TOP-WIDTH(FEET) = 3.59 FLOW AREA(SQUARE FEET) = 2.97 HYDRAULIC DEPTH(FEET) = .83 FLOW AVERAGE VELOCITY(FEET/SEC.) _ UNIFORM FROUDE NUMBER = 2.013 PRESSURE + MOMENTUM(POUNDS) = AVERAGED VELOCITY HEAD(FEET) = SPECIFIC ENERGY(FEET) = 2.973 10.40 720.02 1.678 f CRITICAL -DEPTH FLOW INFORMATION: CRITICAL CRITICAL CRITICAL CRITICAL CRITICAL CRITICAL AVERAGED CRITICAL FLOW TOP-WIDTH(FEET) = 4.65 FLOW AREA(SQUARE FEET) = 5.17 FLOW HYDRAULIC DEPTH(FEET) = 1.11 FLOW AVERAGE VELOCITY(FEET/SEC.) = 5.98 DEPTH(FEET) = 1.83 FLOW PRESSURE + MOMENTUM(POUNDS) = 589.24 CRITICAL FLOW VELOCITY HEAD(FEET) = .555 FLOW SPECIFIC ENERGY(FEET) = 2.383 1 1 0 r I************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-96 Advanced Engineering Software (aes) Ver. 6.1 Release Date: 01/01/96 License ID 1429 Analysis prepared by: The SP Consulting Group 6 Morgan, Suite 100 Irvine, California 92614 (714)587-3012 FAX (714)472-3176 TIME/DATE OF STUDY: 13:32 3/ 7/1997 ************************* 'INTERCEPTOR DRAIN NO. 2 * DESCRIPTION OF STUDY ************************** * * * ************************************************************************* **************************************************************************** »CHANNEL INPUT INFORMATION« « CHANNEL Z1(HORIZONTAL/VERTICAL) = 1.00 iiZ2(HORIZONTAL/VERTICAL) = 1.00 BASEWIDTH(FEET) = .00 CONSTANT CHANNEL SLOPE(FEET/FEET) = .020000 UNIFORM FLOW(CFS) = 11.50 ILMANNINGS FRICTION FACTOR = .0150 NORMAL -DEPTH FLOW INFORMATION: » »> NORMAL DEPTH(FEET) = 1.20 FLOW TOP-WIDTH(FEET) = 2.41 FLOW AREA(SQUARE FEET) = 1.45 HYDRAULIC DEPTH(FEET) = .60 FLOW AVERAGE VELOCITY(FEET/SEC.) = 7.94 UNIFORM FROUDE NUMBER = 1.803 PRESSURE + MOMENTUM(POUNDS) = 213.18 AVERAGED VELOCITY HEAD(FEET) = .979 SPECIFIC ENERGY(FEET) = 2.182 CRITICAL -DEPTH FLOW INFORMATION: E CRITICAL CRITICAL CRITICAL CRITICAL CRITICAL CRITICAL AVERAGED CRITICAL FLOW TOP-WIDTH(FEET) = 3.05 FLOW AREA(SQUARE FEET) = 2.32 FLOW HYDRAULIC DEPTH(FEET) = .76 FLOW AVERAGE VELOCITY(FEET/SEC.) = DEPTH(FEET) = 1.52 FLOW PRESSURE + MOMENTUM(POUNDS) = CRITICAL FLOW VELOCITY HEAD(FEET) FLOW SPECIFIC ENERGY(FEET) = 1.905 4.95 183.97 .380 1 1 r r************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-96 Advanced Engineering Software (aes) Ver. 6.1 Release Date: 01/01/96 License ID 1429 Analysis prepared by: The SP Consulting Group 6 Morgan, Suite 100 Irvine, California 92614 (714)587-3012 FAX (714)472-3176 t TIME/DATE OF STUDY: 13:35 3/ 7/1997 IF************************* INTERCEPTOR DRAIN NO. 3 * DESCRIPTION OF STUDY ************************** ilc************************************************************************* * * * **************************************************************************** I»CHAJYJNEL INPUT INFORMATION« « CHANNEL Z1(HORIZONTAL/VERTICAL) _ Z2(HORIZONTAL/VERTICAL) _ BASEWIDTH(FEET) = .00 CONSTANT CHANNEL SLOPE(FEET/FEET) UNIFORM FLOW(CFS) = 10.40 MANNINGS FRICTION FACTOR = .0150 1.00 1.00 = .020000 NORMAL -DEPTH FLOW INFORMATION: » »> NORMAL DEPTH(FEET) = 1.16 FLOW TOP-WIDTH(FEET) = 2.32 FLOW AREA(SQUARE FEET) = 1.35 HYDRAULIC DEPTH(FEET) = .58 FLOW AVERAGE VELOCITY(FEET/SEC.) = 7.71 UNIFORM FROUDE NUMBER = 1.782 PRESSURE + MOMENTUM(POUNDS) = 187.94 AVERAGED VELOCITY HEAD(FEET) = .922 SPECIFIC ENERGY(FEET) = 2.084 CRITICAL -DEPTH FLOW INFORMATION: CRITICAL CRITICAL CRITICAL CRITICAL CRITICAL CRITICAL AVERAGED CRITICAL FLOW TOP-WIDTH(FEET) = 2.93 FLOW AREA(SQUARE FEET) = 2.14 FLOW HYDRAULIC DEPTH(FEET) = .73 FLOW AVERAGE VELOCITY(FEET/SEC.) 4.86 DEPTH(FEET) = 1.46 FLOW PRESSURE + MOMENTUM(POUNDS) _ CRITICAL FLOW VELOCITY HEAD(FEET) _ FLOW SPECIFIC ENERGY(FEET) = 1.830 163.06 .367 STREET FLOODING ANALYSIS 1 **************************************************************************** 1 HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-96 Advanced Engineering Software (aes) Ver. 6.1 Release Date: 01/01/96 License ID 1429 Analysis prepared by: The SP Consulting Group 6 Morgan, Suite 100 Irvine, California 92614 (714)587-3012 FAX (714)472-3176 TIME/DATE OF STUDY: 13:53 3/ 7/1997 ************************** DESCRIPTION OF STUDY ************************** I STREET DEPTH OF FLOW* CATCH BASIN NO. 1 * * * ************************************************************************** I/ *************************************************************************** » »STREETFLOW MODEL INPUT INFORMATION« « IE 1 CONSTANT STREET GRADE(FEET/FEET) = .084000 CONSTANT STREET FLOW(CFS) = 9.00 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) = .015000 OUTSIDE STREET CROSSFALL(DECIMAL) = .015000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = .50 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 1.50 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = .03000 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) = .33 HALFSTREET FLOOD WIDTH(FEET) = 13.36 AVERAGE FLOW VELOCITY(FEET/SEC.) = 6.16 PRODUCT OF DEPTH&VELOCITY = 2.05 I ************************** DESCRIPTION OF STUDY ************************** STREET DEPTH OF FLOW CATCH BASIN NO. 2 * * * ************************************************************************** 1*************************************************************************** » »STREETFLOW MODEL INPUT INFORMATION« « CONSTANT STREET GRADE(FEET/FEET) = .084000 CONSTANT STREET FLOW(CFS) = 6.40 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = .015000 1 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 16.00 INTERIOR STREET CROSSFALL(DECIMAL) = .015000 OUTSIDE STREET CROSSFALL(DECIMAL) = .015000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = .50 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 1.50 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = .03000 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = .12500 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS STREET FLOW MODEL RESULTS: f STREET FLOW DEPTH(FEET) = .30 HALFSTREET FLOOD WIDTH(FEET) = 11.30 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.93 PRODUCT OF DEPTH&VELOCITY = 1.79 ************************** I STREET DEPTH OF FLOW CATCH BASIN NO. 3A * DESCRIPTION OF STUDY ************************** ************************************************************************** II * * *************************************************************************** » »STREETFLOW MODEL INPUT INFORMATION« « CONSTANT STREET GRADE(FEET/FEET) = .080000 CONSTANT STREET FLOW(CFS) = 8.90 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) = .015000 OUTSIDE STREET CROSSFALL(DECIMAL) = .015000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = .50 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 1.50 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = .03000 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = .12500 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS 1 STREET FLOW MODEL RESULTS: i STREET FLOW DEPTH(FEET) = .33 HALFSTREET FLOOD WIDTH(FEET) = 13.36 AVERAGE FLOW VELOCITY(FEET/SEC.) = 6.09 PRODUCT OF DEPTH&VELOCITY = 2.03 DESCRIPTION OF STUDY * STREET DEPTH OF FLOW CATCH BASIN NO. 3B ************************** * * * ************************************************************************** 11k************************************************************************** » »STREETFLOW MODEL INPUT INFORMATION« « r CONSTANT STREET GRADE(FEET/FEET) = .080000 CONSTANT STREET FLOW(CFS) = 5.90 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) _ .015000 OUTSIDE STREET CROSSFALL(DECIMAL) = .015000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = .50 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 1.50 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = .03000 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) = .30 HALFSTREET FLOOD WIDTH(FEET) = 11.30 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.47 PRODUCT OF DEPTH&VELOCITY = 1.65 ************************** STREET DEPTH OF FLOW CATCH BASIN NO. 4A * DESCRIPTION OF STUDY ************************** * * * ************************************************************************* it *************************************************************************** it>»STREETFLOW MODEL INPUT INFORMATION« « 1 r CONSTANT STREET GRADE(FEET/FEET) = .080000 CONSTANT STREET FLOW(CFS) = 14.80 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) = .015000 OUTSIDE STREET CROSSFALL(DECIMAL) = .015000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = .50 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 1.50 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = .03000 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = .12500 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS ItSTREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = .38 HALFSTREET FLOOD WIDTH(FEET) = 16.45 AVERAGE FLOW VELOCITY(FEET/SEC.) = 6.88 PRODUCT OF DEPTH&VELOCITY = 2.61 DESCRIPTION OF STUDY 1[STREET DEPTH OF FLOW CATCH BASIN NO. 4B ************************** * * * ************************************************************************** II1.*************************************************************************************** » »STREETFLOW MODEL INPUT INFORMATION« « ICONSTANT STREET GRADE(FEET/FEET) = .080000 CONSTANT STREET FLOW(CFS) = 9.80 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = .015000 1 1 I t CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 16.00 INTERIOR STREET CROSSFALL(DECIMAL) = .015000 OUTSIDE STREET CROSSFALL(DECIMAL) = .015000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = .50 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 1.50 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = .03000 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = .12500 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS STREET FLOW MODEL RESULTS: 1 r STREET FLOW DEPTH(FEET) = .33 HALFSTREET FLOOD WIDTH(FEET) = 13.36 AVERAGE FLOW VELOCITY(FEET/SEC.) = 6.71 PRODUCT OF DEPTH&VELOCITY = 2.23 ************************** DESCRIPTION OF STUDY ************************** STREET DEPTH OF FLOW CATCH BASIN NO. 5 * ************************************************************************* 11( * * ************************************************************************** » »STREETFLOW MODEL INPUT INFORMATION« « 1 t t CONSTANT STREET GRADE(FEET/FEET) = .070000 CONSTANT STREET FLOW(CFS) = 17.90 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) = .015000 OUTSIDE STREET CROSSFALL(DECIMAL) = .015000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = .50 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 1.50 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = .03000 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = .12500 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS ***STREET FLOW SPLITS OVER STREET -CROWN*** FULL DEPTH(FEET) = .40 FLOOD WIDTH(FEET) = 18.00 IIFULL HALF -STREET FLOW(CFS) = 17.89 FULL HALF -STREET VELOCITY(FEET/SEC.) = 7.01 SPLIT DEPTH(FEET) = .16 SPLIT FLOOD WIDTH(FEET) = SPLIT FLOW(CFS) = .01 SPLIT VELOCITY(FEET/SEC.) _ .04 2.02 STREET FLOW MODEL RESULTS: r f STREET FLOW DEPTH(FEET) = .40 HALFSTREET FLOOD WIDTH(FEET) = 18.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 7.01 PRODUCT OF DEPTH&VELOCITY = 2.82 ************************* STREET DEPTH OF FLOW CATCH BASIN NO. 6 DESCRIPTION OF STUDY ************************** * * * II************************************************************************* U************************************************************************** »STREETFLOW MODEL INPUT INFORMATION« « t I. r CONSTANT STREET GRADE(FEET/FEET) = .070000 CONSTANT STREET FLOW(CFS) = 17.80 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = .015000 CONSTANT DISTANCE INTERIOR OUTSIDE CONSTANT CONSTANT CONSTANT CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 18.00 FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 16.00 STREET CROSSFALL(DECIMAL) = .015000 STREET CROSSFALL(DECIMAL) = .015000 SYMMETRICAL CURB HEIGHT(FEET) = .50 SYMMETRICAL GUTTER-WIDTH(FEET) = 1.50 SYMMETRICAL GUTTER-LIP(FEET) = .03000 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) = 17.48 AVERAGE FLOW VELOCITY(FEET/SEC.) = 7.37 PRODUCT OF DEPTH&VELOCITY = 2.91 ************************* STREET DEPTH OF FLOW * CATCH BASIN NO. 7 DESCRIPTION OF STUDY ************************** * * * ************************************************************************* **************************************************************************** »STREETFLOW MODEL INPUT INFORMATION« « 1 t CONSTANT STREET GRADE(FEET/FEET) = .070000 CONSTANT STREET FLOW(CFS) = 10.40 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) = .015000 OUTSIDE STREET CROSSFALL(DECIMAL) = .015000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = .50 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 1.50 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = .03000 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) = 14.39 AVERAGE FLOW VELOCITY(FEET/SEC.) = 6.21 PRODUCT OF DEPTH&VELOCITY = 2.16 1r************************* STREET DEPTH OF FLOW CATCH BASIN NO. 8 DESCRIPTION OF STUDY ************************** * * * t II************************************************************************** »STREETFLOW MODEL INPUT INFORMATION« « CONSTANT STREET GRADE(FEET/FEET) = .070000 CONSTANT STREET FLOW(CFS) = 8.00 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) = .015000 OUTSIDE STREET CROSSFALL(DECIMAL) = .015000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = .50 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 1.50 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = .03000 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = .12500 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS r STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = .33 HALFSTREET FLOOD WIDTH(FEET) = 13.36 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.48 PRODUCT OF DEPTH&VELOCITY = 1.82 *************************it DESCRIPTION OF STUDY ************************** STREET DEPTH OF FLOW * * CATCH BASINS NO. 9 AND 10 * li * ************************************************************************* **************************************************************************** IFSTREETFLOW MODEL INPUT INFORMATION« « 1 1 i CONSTANT STREET GRADE(FEET/FEET) = .026000 CONSTANT STREET FLOW(CFS) = 25.20 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) = .015000 OUTSIDE STREET CROSSFALL(DECIMAL) = .015000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = .50 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 1.50 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = .03000 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = .12500 FLOW ASSUMED TO FILL STREET EVENLY ON BOTH SIDES ***STREET FLOWING FULL*** 1rSTREET FLOW MODEL RESULTS: t STREET FLOW DEPTH(FEET) = .41 HALFSTREET FLOOD WIDTH(FEET) = 18.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.62 PRODUCT OF DEPTH&VELOCITY = 1.90 CATCH BASIN DESIGN 1 **************************************************************************** 1 1 I E HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-96 Advanced Engineering Software (aes) Ver. 6.1 Release Date: 01/01/96 License ID 1429 Analysis prepared by: The SP Consulting Group 6 Morgan, Suite 100 Irvine, California 92614 (714)587-3012 FAX (714)472-3176 TIME/DATE OF STUDY: 14:43 '3/ 6/1997 ************************** DESCRIPTION OF STUDY ************************** I CATCH BASIN NO. 1 * TRACT NO. 14573 * * * ************************************************************************* ''*************************************************************************** t»FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION« « I/ II I II Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 9.00 GUTTER FLOWDEPTH(FEET) = .33 BASIN LOCAL DEPRESSION(FEET) = .33 FLOWBY BASIN WIDTH(FEET) = 28.00 » »CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 28.8 » »CALCULATED ESTIMATED INTERCEPTION(CFS) = 8.8 1 Ii************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-96 Advanced Engineering Software (aes) Ver. 6.1 Release Date: 01/01/96 License ID 1429 Analysis prepared by: The SP Consulting Group 6 Morgan, Suite 100 Irvine, California 92614 (714)587-3012 FAX (714)472-3176 TIME/DATE OF STUDY: 14:49 3/ 6/1997 I************************* CATCH BASIN NO. 2 * TRACT NO. 14573 DESCRIPTION OF STUDY ************************** 11 ************************************************************************** * * * **************************************************************************** IFFLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION« « IICurb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 6.40 GUTTER FLOWDEPTH(FEET) = .30 BASIN LOCAL DEPRESSION(FEET) = .33 FLOWBY BASIN WIDTH(FEET) = 21.00 » »CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 22.6 » »CALCULATED ESTIMATED INTERCEPTION(CFS) = 6.1 1 I************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-96 Advanced Engineering Software (aes) Ver. 6.1 Release Date: 01/01/96 License ID 1429 Analysis prepared by: The SP Consulting Group 6 Morgan, Suite 100 Irvine, California 92614 (714)587-3012 FAX (714)472-3176 TIME/DATE OF STUDY: 14:52 3/ 6/1997 I******************** ***** DESCRIPTION OF STUDY ************************** CATCH BASIN NO. 3A * * TRACT NO. 14573 * * ************************************************************************* **************************************************************************** I»F0WBY CATCH BASIN INLET CAPACITY INPUT INFORMATION« « Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 8.90 GUTTER FLOWDEPTH(FEET) = .33 BASIN LOCAL DEPRESSION(FEET) = .33 FLOWBY BASIN WIDTH(FEET) = 7.00 » »CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 28.5 » »CALCULATED ESTIMATED INTERCEPTION(CFS) = 3.0 t il************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-96 Advanced Engineering Software (aes) Ver. 6.1 Release Date: 01/01/96 License ID 1429 1 Analysis prepared by: The SP Consulting Group 6 Morgan, Suite 100 Irvine, California 92614 (714)587-3012 FAX (714)472-3176 t TIME/DATE OF STUDY: 14:54 3/ 6/1997 I************************* CATCH BASIN NO. 3B * TRACT NO. 14573 DESCRIPTION OF STUDY ************************** lc************************************************************************* * * * **************************************************************************** IFFLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION« « 1 1 1 1 1 1 1 1 Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 5.90 GUTTER FLOWDEPTH(FEET) = .30 BASIN LOCAL DEPRESSION(FEET) = .33 FLOWBY BASIN.WIDTH(FEET) = 20.87 » »CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 20.9 » »CALCULATED ESTIMATED INTERCEPTION(CFS) = 5.9 i I************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-96 Advanced Engineering Software (aes) Ver. 6.1 Release Date: 01/01/96 License ID 1429 Analysis prepared by: The SP Consulting Group 6 Morgan, Suite 100 Irvine, California 92614 (714)587-3012 FAX (714)472-3176 t TIME/DATE OF STUDY: 14:56 3/ 6/1997 1r************************* CATCH BASIN NO. 4A * TRACT NO. 14573 DESCRIPTION OF STUDY ************************** * * 11 ************************************************************************** * **************************************************************************** II>»FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION« « 1 1 r 1 Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 14.80 GUTTER FLOWDEPTH(FEET) = .37 BASIN LOCAL DEPRESSION(FEET) = .33 FLOWBY BASIN WIDTH(FEET) = 10.00 » »CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 42.0 » »CALCULATED ESTIMATED INTERCEPTION(CFS) = 5.0 1 1 1 ************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-96 Advanced Engineering Software (aes) Ver. 6.1 Release Date: 01/01/96 License ID 1429 Analysis prepared by: The SP Consulting Group 6 Morgan, Suite 100 Irvine, California 92614 (714)587-3012 FAX (714)472-3176 f TIME/DATE OF STUDY: 14:59 3/ 6/1997 ************************* CATCH BASIN NO. 4B * TRACT NO. 14573 DESCRIPTION OF STUDY ************************** * * ************************************************************************* **************************************************************************** i»FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION« « 1 1 1 1 F 1 1 1 1 1 Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 9.80 GUTTER FLOWDEPTH(FEET) = .34 BASIN LOCAL DEPRESSION(FEET) = .33 FLOWBY BASIN WIDTH(FEET) = 28.00 » »CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 30.4 » »CALCULATED ESTIMATED INTERCEPTION(CFS) = 9.3 1 1 I************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-96 Advanced Engineering Software (aes) Ver. 6.1 Release Date: 01/01/96 License ID 1429 Analysis prepared by: The SP Consulting Group 6 Morgan, Suite 100 Irvine, California 92614 (714)587-3012 FAX (714)472-3176 I TIME/DATE OF STUDY: 15:23 3/ 6/1997 Ir************************* CATCH BASIN NO. 5 * TRACT NO. 14573 DESCRIPTION OF STUDY ************************** II************************************************************************** * * * **************************************************************************** I»'LOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION« < 1 t r Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 17.90 GUTTER FLOWDEPTH(FEET) = .41 BASIN LOCAL DEPRESSION(FEET) = .33 FLOWBY BASIN WIDTH(FEET) = 28.00 » »CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 45.6 » »CALCULATED ESTIMATED INTERCEPTION(CFS) = 13.5 1 1 I************************************************************************** HYDRAULIC ELEMENTS I PROGRAM PACKAGE (C) Copyright 1982-96 Advanced Engineering Software (aes) Ver. 6.1 Release Date: 01/01/96 License ID 1429 Analysis prepared by: The SP Consulting Group 6 Morgan, Suite 100 Irvine, California 92614 (714)587-3012 FAX (714)472-3176 t TIME/DATE OF STUDY: 15:24 3/ 6/1997 ************************* CATCH BASIN NO. 6 * TRACT NO. 14573 DESCRIPTION OF STUDY ************************** ************************************************************************* * * * **************************************************************************** IFFLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION« « 1 Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 17.80 GUTTER FLOWDEPTH(FEET) = .41 BASIN LOCAL DEPRESSION(FEET) = .33 FLOWBY BASIN WIDTH(FEET) = 28.00 » »CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 45.3 » »CALCULATED ESTIMATED INTERCEPTION(CFS) = 13.4 1 ************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-96 Advanced Engineering Software (aes) Ver. 6.1 Release Date: 01/01/96 License ID 1429 Analysis prepared by: The SP Consulting Group 6 Morgan, Suite 100 Irvine, California.92614 (714)587-3012 FAX (714)472-3176 r TIME/DATE OF STUDY: 15:31 3/ 6/1997 1r************************* CATCH BASIN NO. 7 * TRACT NO. 14573 111* ************************************************************************* DESCRIPTION OF STUDY ************************** * * * **************************************************************************** I»FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION« « 1 1 1 1 F 1 1 1 i 1 Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 10.40 GUTTER FLOWDEPTH(FEET) = .35 BASIN LOCAL DEPRESSION(FEET) = .33 FLOWBY BASIN WIDTH(FEET) = 28.00 » »CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 31.3 » »CALCULATED ESTIMATED INTERCEPTION(CFS) = 9.7 1 **************************************************************************** 1 E HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-96 Advanced Engineering Software (aes) Ver. 6.1 Release Date: 01/01/96 License ID 1429 Analysis prepared by: The SP Consulting Group 6 Morgan, Suite 100 Irvine, California 92614 (714)587-3012 FAX (714)472-3176 TIME/DATE OF STUDY: 15:52 3/ 6/1997 1 ************************** DESCRIPTION OF STUDY II CATCH BASIN NO. 8 TRACT NO. 14573 * ************************** ************************************************************************** 11 * * * *************************************************************************** » »FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION« « 1 1 1 1 i 1 1 1 1 1 1 Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 8.00 GUTTER FLOWDEPTH(FEET) = .33 BASIN LOCAL DEPRESSION(FEET) = .33 FLOWBY BASIN WIDTH(FEET) = 25.59 » »CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 25.6 » »CALCULATED ESTIMATED INTERCEPTION(CFS) = 8.0 1 IF************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-96 Advanced Engineering Software (aes) Ver. 6.1 Release Date: 01/01/96 License ID 1429 t Analysis prepared by: The SP Consulting Group 6 Morgan, Suite 100 Irvine, California 92614 (714)587-3012 FAX (714)472-3176 t TIME/DATE OF STUDY: 15:58 3/ 6/1997 ************************* DESCRIPTION OF STUDY CATCH BASIN NO. 9 AND NO. 10 * TRACT NO. 14573 It************************************************************************* ************************** * * **************************************************************************** I»SUMP TYPE BASIN INPUT INFORMATION« « 1 1 1 1 1 1 1 Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins BASIN INFLOW(CFS) = 12.60 BASIN OPENING(FEET) = .83 DEPTH OF WATER(FEET) = .41 » »CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 15.55 100 YEAR SUMP ANALYSIS 100 YEAR SUMP ANALYSIS: The purpose of this analysis is to show that the proposed catch basins in the knuckle of Vancouver Avenue and Edmonton Drive can accommodate the flows resulting from a 100 year storm. An analysis of the street flow depths on Vancouver Avenue and Edmonton Street and the proposed catch basins show that the proposed catch basins in the knuckle can accommodate 100 year storm flows. The calculations show that the street will flood to top of curb in a 100 year storm event. The catch basins, as they are sized, are capable of conveying the flows from a 100 year storm event. 1 **************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-96 Advanced Engineering Software (aes) Ver. 6.1 Release Date: 01/01/96 License ID 1429 Analysis prepared by: The SP Consulting Group 6 Morgan, Suite 100 Irvine, California 92614 (714)587-3012 FAX (714)472-3176 TIME/DATE OF STUDY: 16: 9 9/17/1997 r ************************** I STREET DEPTH OF FLOW CATCH BASIN NO. 5 AND 6 * 100 YEAR STUDY ************************************************************************** 11 DESCRIPTION OF STUDY ************************** * * * *************************************************************************** »>STREETFLOW MODEL INPUT INFORMATION« «. il 1 CONSTANT STREET GRADE(FEET/FEET) = .070000 CONSTANT STREET FLOW(CFS) = 47.00 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) = .015000 OUTSIDE STREET CROSSFALL(DECIMAL) = .015000 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 EVENLY ON BOTH SIDES I***STREET FLOWING FULL*** t STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = .43 HALFSTREET FLOOD WIDTH(FEET) = 18.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 7.63 PRODUCT OF DEPTH&VELOCITY = 3.30 t **************************************************************************** E HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-96 Advanced Engineering Software (aes) Ver. 6.1 Release Date: 01/01/96 License ID 1429 Analysis prepared by: The SP Consulting Group 6 Morgan, Suite 100 Irvine, California 92614 (714)587-3012 FAX (714)472-3176 TIME/DATE OF STUDY: 16:37 9/17/1997 r ************************** DESCRIPTION OF STUDY ************************** 1 STREET DEPTH OF FLOW CATCH BASIN NO. 7 * 100 y e. ST1A_DY * ************************************************************************* *************************************************************************** »>STREETFLOW MODEL INPUT INFORMATION« « il 1 CONSTANT STREET GRADE(FEET/FEET) = .070000 CONSTANT STREET FLOW(CFS) = 16.30 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) = .015000 OUTSIDE STREET CROSSFALL(DECIMAL) = .015000 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 EVENLY ON BOTH SIDES 1rSTREET FLOW MODEL RESULTS: r STREET FLOW DEPTH(FEET) = .33 HALFSTREET FLOOD WIDTH(FEET) = 13.36 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.57 PRODUCT OF DEPTH&VELOCITY = 1.86 1 ************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-96 Advanced Engineering Software (aes) Ver. 6.1 Release Date: 01/01/96 License ID 1429 Analysis prepared by: The SP Consulting Group 6 Morgan, Suite 100 Irvine, California 92614 (714)587-3012 FAX (714)472-3176 TIME/DATE OF STUDY: 16:38 9/17/1997 Ik************************* DESCRIPTION OF STUDY ************************** STREET DEPTH OF FLOW * CATCH BASIN NO. 8 10 0 y EAR. STU Dy ************************************************************************** **************************************************************************** I»STREETFLOW MODEL INPUT INFORMATION« « : \ t CONSTANT STREET GRADE(FEET/FEET) = .070000 CONSTANT STREET FLOW(CFS) = 13.20 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) = .015000 OUTSIDE STREET CROSSFALL(DECIMAL) = .015000 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 EVENLY ON BOTH SIDES STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = .32 HALFSTREET FLOOD WIDTH(FEET) = 12.33 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.22 PRODUCT OF DEPTH&VELOCITY = 1 66 s 1 **************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-96 Advanced Engineering Software (aes) Ver. 6.1 Release Date: 01/01/96 License ID 1429 Analysis prepared by: The SP Consulting Group 6 Morgan, Suite 100 Irvine, California 92614 (714)587-3012 FAX (714)472-3176 TIME/DATE OF STUDY: 8:22 9/18/1997 r ************************** DESCRIPTION OF STUDY ************************** ISTREET DEPTH OF FLOW CATCH BASIN NO. 9 AND 10 * 100 YEAR STUDY ************************************************************************** 11 * * * *************************************************************************** fe »STREETFLOW MODEL INPUT INFORMATION« « It CONSTANT STREET GRADE(FEET/FEET) = .010000 CONSTANT STREET FLOW(CFS) = 32.90 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = .015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 16.00 11 INTERIOR STREET CROSSFALL(DECIMAL) = .015000 OUTSIDE STREET CROSSFALL(DECIMAL) = .015000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = .50 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 1.50 IICONSTANT SYMMETRICAL GUTTER-LIP(FEET) = .03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = .12500 FLOW ASSUMED TO FILL STREET EVENLY ON BOTH SIDES ***STREET FLOWING FULL*** E STREET FLOW MODEL RESULTS: NOTE: STREET FLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOW DEPTH(FEET) = .51 HALFSTREET FLOOD WIDTH(FEET) = 18.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.67 PRODUCT OF DEPTH&VELOCITY = 1.87 i r f 1 i ************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-96 Advanced Engineering Software (aes) Ver. 6.1 Release Date: 01/01/96 License ID 1429 Analysis prepared by: The SP Consulting Group 6 Morgan, Suite 100 Irvine, California 92614 (714)587-3012 FAX (714)472-3176 "TIME/DATE OF STUDY: 8:35 9/18/1997 ************************* DESCRIPTION OF STUDY ************************** CATCH BASIN NO. 5 * 100 YEAR STUDY ITRACT NO. 14573 ************************************************************************* it*************************************************************************** »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) = 23.50 GUTTER FLOWDEPTH(FEET) = .43 BASIN LOCAL DEPRESSION(FEET) = .33 FLOWBY BASIN WIDTH(FEET) = 28.00 » »CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 56.9 » »CALCULATED ESTIMATED INTERCEPTION(CFS) = 15.1 1 ************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-96 Advanced Engineering Software (aes) Ver. 6.1 Release Date: 01/01/96 License ID 1429 Analysis prepared by: The SP Consulting Group 6 Morgan, Suite 100 Irvine, California 92614 (714)587-3012 FAX (714)472-3176 1[TIME/DATE OF STUDY: 8:36 9/18/1997 ************************* CATCH BASIN NO. 6 * 100 YEAR STUDY TRACT NO. 14573 DESCRIPTION OF STUDY ************************** * * * k************************************************************************* **************************************************************************** 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) = 23.50 GUTTER FLOWDEPTH(FEET) = .43 BASIN LOCAL DEPRESSION(FEET) = .33 FLOWBY BASIN WIDTH(FEET) = 28.00 » »CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 56.9 » »CALCULATED ESTIMATED INTERCEPTION(CFS) = 15.1 11************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-96 Advanced Engineering Software (aes) Ver. 6.1 Release Date: 01/01/96 License ID 1429 t 1 Analysis prepared by: The SP Consulting Group 6 Morgan, Suite 100 Irvine, California 92614 (714)587-3012 FAX (714)472-3176 TIME/DATE OF STUDY: 8:37 9/18/1997 BASIN NO. 7 * * 100 YEAR STUDY * itTRACT NO. 14573* ************************************************************************* 'LATCH ************************ DESCRIPTION OF STUDY ************************** 1E**************************************************************************** »FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION« « r f 1 t E t I Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 16.30 GUTTER FLOWDEPTH(FEET) = .33 BASIN LOCAL DEPRESSION(FEET) = .33 FLOWBY BASIN WIDTH(FEET) = 28.00 » »CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 52.2 » »CALCULATED ESTIMATED INTERCEPTION(CFS) = 10.7 t 1 Ir************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-96 Advanced Engineering Software (aes) Ver. 6.1 Release Date: 01/01/96 License ID 1429 Analysis prepared by: The SP Consulting Group 6 Morgan, Suite 100 Irvine, California 92614 (714)587-3012 FAX (714)472-3176 "TIME/DATE OF STUDY: 8:38 9/18/1997 ************************* CATCH BASIN NO. 8 * 100 YEAR STUDY 1[TRACT NO. 14573 ************************************************************************* DESCRIPTION OF STUDY ************************** * * * **************************************************************************** IFFLOWBY 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) = 13.20 GUTTER FLOWDEPTH(FEET) = .32 BASIN LOCAL DEPRESSION(FEET) = .33 FLOWBY BASIN WIDTH(FEET) = 28.00 » »CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 43.6 » »CALCULATED ESTIMATED INTERCEPTION(CFS) = 9.9 1 Ic************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-96 Advanced Engineering Software (aes) Ver. 6.1 Release Date: 01/01/96 License ID 1429 Analysis prepared by: The SP Consulting Group 6 Morgan, Suite 100 Irvine, California 92614 (714)587-3012 FAX (714)472-3176 TIME/DATE OF STUDY: 8:33 9/18/1997 I***** * ******** *********** DESCRIPTION OF STUDY ************************** CATCH BASIN NO. 9 * 100 YEAR STUDY 1[TRACT NO. 14573 ************************************************************************* * * * **************************************************************************** I»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) = 20.90 BASIN OPENING(FEET) _ .83 DEPTH OF WATER(FEET) = .51 » »CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 18.59 'Basin Gold-4\d 1•5 al I 1 1 1 3a.s1 ✓) L 3 cc cc.lc,(G. COnuc `/ f fW 471 r 1 t ik************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-96 Advanced Engineering Software (aes) Ver. 6.1 Release Date: 01/01/96 License ID 1429 Analysis prepared by: The SP Consulting Group 6 Morgan, Suite 100 Irvine, California 92614 (714)587-3012 FAX (714)472-3176 TIME/DATE OF STUDY: 8:34 9/18/1997 ************************* CATCH BASIN NO. 10 * 100 YEAR STUDY TRACT NO. 14573 DESCRIPTION OF STUDY ************************** ************************************************************************* * * **************************************************************************** I»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) = 20.90 BASIN OPENING(FEET) = .83 DEPTH OF WATER(FEET) = .51 » »CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 18.59 21 _fee- 7 C_cYV`�n i5.oIe. /^�yc�_ a-r HYDRAULIC ANALYSIS F 0 5 1 5 P PAGE NO 3 I HEADING LINE NO 1 IS 1 HING LINE NO 2 IS lir ING LINE NO 3 IS 1 1 1 1 1 t 1 1 1 1 1 t 1 WATER SURFACE PROFILE - TITLE CARD LISTING TRACT 14573 LINE "A" - 25 YEAR STORM (FILE NAME: 573LINA) PREPARED 09/15/97 BY LENE C. SCHNEIDER DL: 9/15/1997 TIME: 12:54 I F0515P WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 II D SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) E NO TYPE PIERS WIDTH DIAMETER WIDTH DROP 111 1 4 3.00 2 4 1.50 3 4 2.00 111 1 1 I F 0 5 1 5 P PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET CEMENT NO U/S DATA STATION INVERT SECT 100.00 1611.73 1 2 IS A REACH U/S DATA STATION INVERT SECT 194.36 1612.67 1 W S ELEV 1611.40 N RADIUS ANGLE ANG PT MAN H 0.013 0.00 0.00 0.00 0 EMENT NO 3 IS A JUNCTION * * * * * * * U/S DATA STATION INVERT SECT LAT-1 LAT-2 N 43 Q4 INVERT-3 INVERT-4 PHI 3 PHI 4 199.03 1612.84 1 2 0 0.013 15.3 0.0 1613.51 0.00 50.00 0.00 EMENT NO 4 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 258.35 1613.43 1 0.013 0.00 75.00 0.00 0 ILEMENT NO 5 IS A JUNCTION * * * * * * U/S DATA STATION INVERT SECT LAT-1 LAT-2 N Q3 Q4 INVERT-3 INVERT-4 PHI 3 PHI 4 i263.03 1614.43 3 0 2 0.013 0.0 8.2 0.00 1614.93 0.00 75.00 ELEMENT NO 6 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H i356.98 1616.31 3 0.013 0.00 0.00 0.00 0 ELEMENT NO I 7 IS A REACH U/S DATA STATION INVERT SECT 416.86 1617.51 3 N RADIUS ANGLE ANG PT MAN H 0.013 0.00 0.00 0.00 0 EMENT NO 8 IS A JUNCTION * * * * * U/S DATA STATION INVERT SECT LAT-1 LAT-2 N 43 Q4 INVERT-3 INVERT-4 PHI 3 PHI 4 421.54 1618.50 3 2 2 0.013 9.3 7.7 1618.50 1618.50 60.00 60.00 EMENT NO 9 IS A REACH IIF * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 468.48 1621.88 3 0.013 0.00 19.30 0.00 0 II * EMENT NO 10 IS A REACH * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 765.56 1643.27 3 0.013 0.00 0.00 0.00 0 1 1 1 1 1 F 0 5 1 5 P PAGE NO 3 IWATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 11 IS A REACH * * * I U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 918.53 1654.28 3 0.013 0.00 15.45 0.00 0 ELEMENT NO 12 IS A REACH * * * I U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1061.81 1664.60 3 0.013 0.00 0.00 0.00 0 ILEMENT NO 13 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1121.79 1668.92 3 0.013 0.00 0.00 0.00 0 ILEMENT NO 14 IS A REACH * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1126.47 1668.92 3 0.013 0.00 4.53 0.00 0 LEMENT NO 15 IS A SYSTEM HEADWORKS ** U/S DATA STATION INVERT SECT W S ELEV III1126.47 1668.92 3 0.00 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 IIIROR MESSAGE NO. 2 - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN OTLTUS, W.S.ELEV INV + DC CENSEE: S P CONSULTING GROUP F0515P PAGE 1 WATER SURFACE PROFILE LISTING 1 TRACT 14573 LINE "A" - 25 YEAR STORM (FILE NAME: 573LINA) PREPARED 09/15/97 BY LENE C. SCHNEIDER ,TATION 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 IIELEM SO SF AVE HF NORM DEPTH ZR 100.00 1611.73 2.492 1614.222 67.4 10.74 1.791 1616.013 0.00 2.622 3.00 0.00 0.00 0 0.00 I 41.92 0.00996 .009976 0.42 2.492 0.00 111 141.92 1612.15 2.492 1614.640 67.4 10.74 1.791 1616.431 0.00 2.622 3.00 0.00 0.00 0 0.00 52.44 0.00996 .009619 0.50 2.492 0.00 I194.36 1612.67 2.622 1615.292 67.4 10.29 1.643 1616.935 0.00 2.622 3.00 0.00 0.00 0 0.00 ICT STR 0.03640 .007682 0.04 0.00 199.03 1612.84 3.510 1616.350 52.1 7.37 0.843 1617.193 0.00 2.347 3.00 0.00 0.00 0 0.00 i45.79 0.00995 .006102 0.28 2.000 0.00 244.82 1613.30 3.458 1616.753 52.1 7.37 0.843 1617.596 0.00 2.347 3.00 0.00 0.00 0 0.00 IIDRAULIC JUMP 0.00 III244.82 1613.30 1.523 1614.818 52.1 14.46 3.247 1618.065 0.00 2.347 3.00 0.00 0.00 0 0.00 13.53 0.00995 .024294 0.33 2.000 0.00 1258.35 1613.43 1.483 1614.913 52.1 14.96 3.476 1618.389 0.00 2.347 3.00 0.00 0.00 0 0.00 JUNCT STR 0.21368 .029698 0.14 0.00 263.03 1614.43 1.967 1616.397 I 43.9 14.03 3.055 1619.452 0.00 1.967 2.00 0.00 0.00 0 0.00 0.72 0.02001 .035473 0.03 2.000 0.00 I263.75 1614.44 2.000 1616.444 43.9 13.97 3.031 1619.475 0.00 1.967 2.00 0.00 0.00 0 0.00 i93.23 0.02001 .037302 3.48 2.000 0.00 356.98 1616.31 3.645 1619.955 43.9 13.97 3.031 1622.986 0.00 1.967 2.00 0.00 0.00 0 0.00 I59.88 0.02004 .037658 2.25 2.000 0.00 416.86 1617.51 4.700 1622.210 43.9 13.97 3.031 1625.241 0.00 1.967 2.00 0.00 0.00 0 0.00 IliN CT STR 0.21154 .025898 0.12 0.00 1 L�ENSEE: S P CONSULTING GROUP FOS15P PAGE 2 WATER SURFACE PROFILE LISTING TRACT 14573 LINE "A" - 25 YEAR STORM (FILE NAME: 573LINA) PREPARED 09/15/97 BY LENE C. SCHNEIDER IATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER ELEM SO SF AVE HF NORM DEPTH ZR 421.54 1618.50 7.211 1625.711 26.9 8.56 1.138 1626.849 0.00 1.806 2.00 0.00 0.00 0 0.00 I 46.94 0.07201 .014139 0.66 0.930 0.00 I468.48 1621.88 4.600 1626.480 26.9 8.56 1.138 1627.618 0.00 1.806 2.00 0.00 0.00 0 0.00 12.08 0.07200 I.014139 0.17 0.930 0.00 480.56 1622.75 3.903 1626.653 26.9 8.56 1.138 1627.791 0.00 1.806 2.00 0.00 0.00 0 0.00 IRAULIC JUMP 0.00 480.56 1622.75 0.930 1623.680 26.9 18.80 5.487 1629.167 0.00 1.806 2.00 0.00 0.00 0 0.00 i187.74 0.07200 .072626 13.63 0.930 0.00 668.30 1636.27 0.930 1637.197 26.9 18.80 5.487 1642.684 0.00 1.806 2.00 0.00 0.00 0 0.00 I97.26 0.07200 .072326 7.03 0.930 0.00 I765.56 1643.27 0.932 1644.202 26.9 18.75 5.457 1649.659 0.00 1.806 2.00 0.00 0.00 0 0.00 152.97 0.07197 .071580 10.95 0.930 0.00 918.53 1654.28 0.936 1655.216 26.9 18.65 5.404 1660.620 0.00 1.806 2.00 0.00 0.00 0 0.00 76.98 0.07203 .068665 5.29 0.930 0.00 i995.51 1659.82 0.954 1660.778 26.9 18.16 5.123 1665.901 0.00 1.806 2.00 0.00 0.00 0 0.00 43.87 0.07203 .062251 2.73 0.930 0.00 I1039.38 1662.98 0.991 1663.975 26.9 17.32 4.659 1668.634 0.00 1.806 2.00 0.00 0.00 0 0.00 II22.43 0.07203 .054833 1.23 0.930 0.00 1061.81 1664.60 1.029 1665.629 26.9 16.51 4.234 1669.863 0.00 1.806 2.00 0.00 0.00 0 0.00 • I10.58 0.07202 .049159 0.52 0.930 0.00 1072.39 1665.36 1.056 1666.418 26.9 15.97 3.962 1670.380 0.00 1.806 2.00 0.00 0.00 0 0.00 I11.43 0.07202 .044205 0.51 0.930 0.00 LENSEE: S P CONSULTING GROUP 0F0515P PAGE 3 WATER SURFACE PROFILE LISTING 1 TRACT 14573 LINE "A" - 25 YEAR STORM (FILE NAME: 573LINA) PREPARED 09/15/97 BY LENE C. SCHNEIDER TION 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 IELEM SO SF AVE HF NORM DEPTH ZR 083.82 1666.18 1.098 1667.283 I26.9 15.22 3.599 1670.882 0.00 1.806 8.62 0.07202 .039021 0.34 i092.44 1666.81 1.141 1667.947 26.9 14.52 3.272 1671.219 0.00 1.806 6.70 0.07202 .034474 0.23 I099.14 1667.29 1.187 1668.475 26.9 13.84 2.976 1671.451 0.00 1.806. 5.35 0.07202 .030496 0.16 1104.49 1667.67 1.235 1668.909 26.9 13.20 2.705 1671.614 0.00 1.806 i4.31 0.07202 .027021 0.12 1108.80 1667.98 1.287 1669.272 26.9 12.58 2.458 1671.730 0.00 1.806 i3.51 0.07202 .023991 0.08 I112.31 1668.24 1.342 1669.579 26.9 12.00 2.235 1671.814 0.00 1.806 2.85 0.07202 .021347 0.06 115.16 1668.44 1.401 1669.843III 26.9 11.44 2.033 1671.876 0.00 1.806 2.28 0.07202 .019051 0.04 117.44 1668.61 1.465 1670.071 III 26.9 10.91 1.848 1671.919 0.00 1.806 III1.80 0.07202 .017064 0.03 119.24 1668.74 1.534 1670.270 26.9 10.40 1.679 1671.949 0.00 1.806 1.33 0.07202 .015365 0.02 1120.57 1668.83 1.611 1670.443 26.9 9.92 1.527 1671.970 0.00 1.806 I0.88 0.07202 .013954 0.01 1121.45 1668.89 1.699 1670.594 26.9 9.46 1.388 1671.982 0.00 1.806 0.34 C;(17202 .012868 0.00 2.00 0.00 0.00 0 0.00 0.930 0.00 2.00 0.00 0.00 0 0.00 0.930 0.00 2.00 0.00 0.00 0 0.00 0.930 0.00 2.00 0.00 0.00 0 0.00 0.930 0.00 2.00 0.00 0.00 0 0.00 0.930 0.00 2.00 0.00 0.00 0 0.00 0.930 0.00 2.00 0.00 0.00 0 0.00 0.930 0.00 2.00 0.00 0.00 0 0.00 0.930 0.00 2.00 0.00 0.00 0 0.00 0.930 0.00 2.00 0.00 0.00 0 0.00 0.930 0.00 2.00 0.00 0.00 0 0.00 0.930 0.00 IIIENSEE: S P CONSULTING GROUP F0515P PAGE 4 WATER SURFACE PROFILE LISTING TRACT 14573 LINE "A" - 25 YEAR STORM (FILE NAME: 573LINA) PREPARED 09/15/97 BY LENE C. SCHNEIDER 11/ ATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER "ELEM SO SF AVE HF NORM DEPTH ZR I121.79 1668.92 1.806 1670.726 26.9 9.01 1.261 1671.987 0.00 1.806 2.00 0.00 0.00 0 0.00 1.15 0.00000 .012327 0.01 0.000 0.00 122.94 1668.92 1.896 1670.816 26.9 8.73 1.184 1672.000 0.00 1.806 2.00 0.00 0.00 0 0.00 3.53 0.00000 .012695 0.04 0.000 0.00 II126.47 1668.92 1.985 1670.905 26.9 8.57 1.141 1672.046 0.00 1.806 2.00 0.00 0.00 0 0.00 1 1 1 1 1 1 1 1 I F 0 5 1 5 P PAGE NO 3 I HEADING LINE NO 1 IS I III ADING LINE NO 2 IS - ING LINE NO 3 IS - 1 1 1 1 1 1 1 1 1 1 1 1 1 1 WATER SURFACE PROFILE - TITLE CARD LISTING TRACT 14573-2 LINE "B" - 25 YEAR STORM (FILE NAME: 573LINB) PREPARED 09/02/97 BY LENE C. SCHNEIDER 9/15/1997 TIME: 12:54 r F0515P WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 rSECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8)' Y(9) Y(10) DE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP 1 4 2.00 F 0 5 1 5 P PAGE NO 2 1 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET * * * U/S DATA STATION INVERT SECT W S ELEV 2.47 1734.23 1 1736.20 ELEMENT NO 2 IS A REACH * * * I U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 6.43 1734.47 1 0.013 0.00 0.00 0.00 0 I EMENT NO 3 IS A REACH * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 24.10 1735.53 1 0.013 0.00 45.00 0.00 0 I EMENT NO 4 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 57.65 1737.54 1 0.013 0.00 0.00 0.00 0 IINO 5 IS A REACH ** U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H i160.59 1742.48 1 0.013 0.00 0.00 0.00 0 ELEMENT NO 6 IS A REACH * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 226.62 1745.65 1 0.013 0.00 84.07 0.00 0 I ELEMENT NO 7 IS A REACH * . * I U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 345.00 1756.22 1 0.013 0.00 0.00 0.00 0 LEMENT NO .8 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 365.00 1758.00 1 0.024 0.00 0.00 0.00 0 ILEMENT NO 9 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 365.00 1758.00 1 0.00 IEDIT 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 1 1 ENSEE: S P CONSULTING GROUP L�FOS15P PAGE 1 WATER SURFACE PROFILE LISTING 1 TRACT 14573-2 LINE "B" - 25 YEAR STORM (FILE NAME: 573LINB) PREPARED 09/02/97 BY LENE C. SCHNEIDER INVERT DEPTH W.S. Q VEL IATION VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER IELEM SO SF AVE HF NORM DEPTH ZR ******************************************************************************************************************************** ' 2.47 1734.23 0.949 1735.179 24.5 16.69 4.325 1739.504 0.00 1.749 3.96 0.06061 .056082 0.22 6.43 1734.47 0.950 1735.420 24.5 16.66 4.307 1739.727 0.00 1.749 17.67 0.05999 .055096 0.97 I 24.10 1735.53 0.958 1736.488 24.5 16.47 4.210 1740.698 0.00 1.749 ' 33.55 0.05991 .051687 1.73 57.65 1737.54 0.987 1738.527 24.5 15.87 3.910 1742.437 0.00 1.749 39.66 0.04799 .049692 1.97 97.31 1739.44 0.979 1740.422 24.5 16.01 3.982 1744.404 0.00 1.749 I63.28 0.04799 .053726 3.40 I160.59 1742.48 0.944 1743.424 24.5 16.79 4.379 1747.803 0.00 1.749 27.74 0.04801 .060572 1.68 188.33 1743.81 0.914 1744.726II 24.5 17.51 4.762 1749.488 0.00 1.749 21.76 0.04801 .068367 1.49 I210.09 1744.86 0.881 1745.737 24.5 18.37 5.238 1750.975 0.00 1.749 16.53 0.04801 .077804 1.29 I226.62 1745.65 0.850 1746.500 24.5 19.26 5.761 1752.261 0.00 1.749 26.03 0.08929 .080486 2.10 252.65 1747.97 0.864 1748.838 24.5 18.85 5.515 1754.353 0.00 1.749 29.52 0.08929 .073388 2.17 282.17 1750.61 0.896 1751.506 24.5 17.98 5.017 1756.523 0.00 1.749 iii17.06 0.08929 .064496 1.10 2.00 0.00 0.00 0 0.00 0.930 0.00 2.00 0.00 0.00 0 0.00 0.930 0.00 2.00 0.00 0.00 0 0.00 0.930 0.00 2.00 0.00 0.00 0 0.00 0.991 0.00 2.00 0.00 0.00 0 0.00 0.991 0.00 2.00 0.00 0.00 0 0.00 0.991 0.00 2.00 0.00 0.00 0 0.00 0.991 0.00 2.00 0.00 0.00 0 0.00 0.991 0.00 2.00 0.00 0.00 0 0.00 0.830 0.00 2.00 0.00 0.00 0 0.00 0.830 0.00 2.00 0.00 0.00 0 0.00 0.830 0.00 ILENSEE: S P CONSULTING GROUP F0515P PAGE 2 WATER SURFACE PROFILE LISTING TRACT 14573-2 LINE "H" - 25 YEAR STORM (FILE NAME: 573LINB) PREPARED 09/02/97 BY LENE C. SCHNEIDER ITION 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 IELEM SO SF AVE HF NORM DEPTH ZR 299.23 1752.13 0.929 1753.062 I24.5 17.13 4.558 1757.620 0.00 1.749 2.00 0.00 0.00 0 0.00 11.65 0.08929 .056714 0.66 0.830 0.00 310.88 1753.17 0.964 1754.137 I 24.5 16.33 4.143 1758.280 0.00 1.749 2.00 0.00 0.00 0 0.00 8.63 0.08929 .049921 0.43 0.830 0.00 319.51 1753.94 1.001 1754.945 I 24.5 15.58 3.767 1758.712 0.00 1.749 2.00 0.00 0.00 0 0.00 6.71 0.08929 I .043965 0.30 0.830 0.00 326.22 1754.54 1.039 1755.583 24.5 14.85 3.424 1759.007 0.00 1.749 2.00 0.00 0.00 0 0.00 5.37 0.08929 .038738 0.21 0.830 0.00 331.59 1755.02 1.079 1756.102 24.5 14.16 3.114 1759.216 0.00 1.749 2.00 0.00 0.00, 0 0.00 I4.36 0.08929 .034177 0.15 0.830 0.00 335.95 1755.41 1.122 1756.534 24.5 13.50 2.829 1759.363 0.00 1.749 2.00 0.00 0.00 0 0.00 I 3.61 0.08929 .030181 0.11 0.830 0.00 I339.56 1755.73 1.166 1756.900 24.5 12.87 2.574 1759.474 0.00 1.749 2.00 0.00 0.00 0 0.00 2.97 0.08929 .026684 0.08 0.830 0.00 I342.53 1756.00 1.214 1757.213 24.5 12.27 2.340 1759.553 0.00 1.749 2.00 0.00 0.00 0 0.00 2.47 0.08929 .023636 0.06 0.830 0.00 111345.00 1756.22 1.264 1757.484 24.5 11.71 2.128 1759.612 0.00 1.749 2.00 0.00 0.00 0 0.00 7.48 0.08900 .071731 0.54 1.200 0.00 352.48 1756.89 1.313 1758.199 24.5 11.20 1.947 1760.146 0.00 1.749 2.00 0.00 0.00 0' 0.00 I4.81 0.08900 .064025 0.31 1.200 0.00 357.29 1757.31 1.370 1758.684 24.5 10.68 1.770 1760.454 0.00 1.749 2.00 0.00 0.00 0 0.00 I3.12 0.08900 .057043 0.18 1.200 0.00 L�NSEE: S P CONSULTING GROUP F0515P PAGE 3 WATER SURFACE PROFILE LISTING TRACT 14573-2 LINE "B" - 25 YEAR STORM (FILE NAME: 573LINB) PREPARED 09/02/97 BY LENE C. SCHNEIDER IlkTION 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 LEM SO SF AVE HF NORM DEPTH ZR I360.41 1757.59 1.431 1759.023 24.5 10.18 1.609 1760.632 0.00 1.749 2.09 0.08900 .050999 0.11 162.50 1757.78 1.498 1759.276 24.5 9.71 1.463 1760.739 0.00 1.749 1.39 0.08900 I.045804 0.06 363.89 1757.90 1.571 1759.472 24.5 9.25 1.329 1760.801 0.00 1.749 I0.84 0.08900 .041387 0.03 364.73 1757.98 1.652 1759.628 24.5 8.82 1.209 1760.837 0.00 1.749 0.27 0.08900 .037802 0.01 365.00 1758.00 1.749 1759.749 24.5 8.41 1.098 1760.847 0.00 1.749 2.00 0.00 0.00 0 0.00 1.200 0.00 2.00 0.00 0.00 0 0.00 1.200 0.00 2.00 0.00 0.00 0 0.00 1.200 0.00 2.00 0.00 0.00 0 0.00 1.200 0.00 2.00 0.00 0.00 0 0.00 F 0 5 1 5 P PAGE NO 3 HEADING LINE NO 1 IS I HEADING LINE NO 2 IS ING LINE NO 3 IS 1 1 1 1 1 1 1 1 i 1 1 1 1 1 WATER SURFACE PROFILE - TITLE CARD LISTING TRACT NO. 14573 LINE "C" - 25 YEAR STORM (FILE NAME: 573LINC) PREPARED 09/02/97 BY LENS C. SCHNEIDER t, TIME: 9/15/1997 12:55 F0515P WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) NO TYPE PIERS WIDTH DIAMETER WIDTH DROP 4 1.50 F 0 5 1 5 P PAGE NO 2 1 ELEMENT NO ELEMENT NO IEMENT NO 3 IS A SYSTEM HEADWORKS WATER SURFACE PROFILE - ELEMENT CARD LISTING 1 IS A SYSTEM OUTLET * * * U/S DATA STATION INVERT SECT W S ELEV 2.00 1654.51 1 1656.01 2 IS A REACH U/S DATA * * * STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 115.46 1655.08 1 0.013 0.00 0.00 0.00 0 U/S DATA STATION INVERT SECT W S ELEV 115.46 1655.08 1 0.00 111 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 1 1 1 1 1 1 1 1 1 1 1 1 1 L ENSEE: S P CONSULTING GROUP F0515P PAGE 1 WATER SURFACE PROFILE LISTING 1 TRACT NO. 14573 LINE "C" - 25 YEAR STORM (FILE NAME: 573LINC) PREPARED 09/02/97 BY LENE C. SCHNEIDER IATb0N INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER "ELEM SO SF AVE HF NORM DEPTH ZR I 2.00 1654.51 1.500 1656.010 3.7 2.09 0.068 1656.078 0.00 0.735 1.50 0.00 0.00 0 0.00 0.00 0.00502 .001227 0.00 0.750 0.00 I2.00 1654.51 1.500 1656.010 3.7 2.09 0.068 1656.078 0.00 0.735 1.50 0.00 0.00 0 0.00 34.09 0.00502 .001149 0.04 0.750 0.00 I36.09 1654.68 1.360 1656.041 3.7 2.20 0.075 1656.116 0.00 0.735 1.50 0.00 0.00 0.00 I18.59 0.00502 .001123 0.02 0.750 0.00 54.68 1654.78 1.280 1656.055 3.7 2.30 0.082 1656.137 0.00 0.735 1.50 0.00 0.00 0 0.00 I15.43 0.00502 .001215 0.02 0.750 0.00 70.11 1654.85 1.213 1656.065 3.7 2.42 0.091 1656.156 0.00 0.735 1.50 0.00 0.00 0 0.00 I13.27 0.00502 .001338 0.02 0.750 0.00 I83.38 1654.92 1.155 1656.074 3.7 2.53 0.100 1656.174 0.00 0.735 1.50 0.00 0.00 0 0.00 12.16 0.00502 .001485 0.02 0.750 0.00 I95.54 1654.98 1.102 1656.082 3.7 2.66 0.110 1656.192 0.00 0.735 1.50 0.00 0.00 0 0.00 11.00 0.00502 .001656 0.02 0.750 0.00 106.54 1655.04 1.054 1656.089 I 3.7 2.79 0.121 1656.210 0.00 0.735 1.50 0.00 0.00 0 0.00 8.92 0.00502 .001842 0.02 0.750 0.00 I 115.46 1655.08 1.015 1656.095 3.7 2.91 0.131 1656.226 0.00 0.735 1.50 0.00 0.00 0 0.00 1 1 F 0 5 1 5 P PAGE NO 3 I HEADING LINE NO 1 IS 1 111DING LINE NO 2 IS I1,DING LINE NO 3 IS WATER SURFACE PROFILE - TITLE CARD LISTING TRACT NO. 14573 LATERAL "A" - 25 YEAR STORM (FILE NAME: 573LATA) PREPARED 09/15/97 BY LENE C. SCHNEIDER F 0 5 1 5 P PAGE NO 2 1 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV 1.75 1669.42 1 1670.91 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 9.00 1672.60 1 0.013 0.00 0.00 0.00 0 IEMENT NO 3 IS A REACH * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 28.02 1676.55 1 0.013 0.00 0.00 0.00 0 I EMENT NO 4 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 28.02 1676.55 1 0.00 '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 1 1 IRE: 9/15/1997 TIME: 12:55 I F0515P WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) DE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD 1 4 1.50 NSEE: S P CONSULTING GROUP F0515P PAGE 1 WATER SURFACE PROFILE LISTING v TRACT NO. 14573 LATERAL "A" - 25 YEAR STORM (FILE NAME: 573LATA) PREPARED 09/15/97 BY LENE C. SCHNEIDER ATION INVERT DEPTH W.S. i Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER JIIELEM SO SF AVE HF NORM DEPTH ZR t t i 1 r 1.75 1669.42 0.585 1670.005 13.5 21.16 6.952 1676.957 0.00 1.367 1.50 0.00 0.00 0 0.00 0.84 0.43862 .155602 0.13 0.450 0.00 2.59 1669.79 0.593 1670.383 13.5 20.77 6.698 1677.081 0.00 1.367 1.50 0.00 0.00 0 0.00 1.99 0.43862 .142495 0.28 0.450 0.00 4.58 1670.66 0.614 1671.275 13.5 19.79 6.084 1677.359 0.00 1.367 1.50 0.00 0.00 0 0.00 1.69 0.43862 .125088 0.21 0.450 0.00 6.27 1671.40 0.637 1672.041 13.5 18.88 5.536 1677.577 0.00 1.367 1.50 0.00 0.00 0 0.00 1.46 0.43862 .109874 0.16 0.450 0.00 7.73 1672.05 0.660 1672.705 13.5 18.00 5.031 1677.736 0.00 1.367 1.50 0.00 0.00 0 0.00 1.27 0.43862 .096546 0.12 0.450 0.00 9.00 1672.60 0.685 1673.285 13.5 17.18 4.581 1677.866 0.00 1.367 1.50 0.00 0.00 0 0.00 0.16 0.20768 .090081 0.01 0.540 0.00 9.16 1672.63 0.686 1673.318 13.5 17.13 4.558 1677.876 0.00 1.367 1.50 0.00 0.00 0 0.00 3.15 0.20768 .084365 0.27 0.540 0.00 12.31 1673.29 0.711 1673.999 13.5 16.34 4.148 1678.147 0.00 1.367 1.50 0.00 0.00 0 0.00 2.62 0.20768 .074196 0.19 0.540 0.00 14.93 1673.83 0.738 1674.570 13.5 15.57 3.765 1678.335 0.00 1.367 1.50 0.00 0.00 0 0.00 2.20 0.20768 .065354 0.14 0.540 0.00 17.13 1674.29 0.767 1675.056 13.5 14.85 3.425 1678.481 0.00 1.367 1.50 0.00 0.00 0 0.00 1.89 0.20768 .057591 0.11 0.540 0.00 19.02 1674.68 0.796 1675.476 13.5 14.15 3.109 1678.585 0.00 1.367 1.50 0.00 0.00 0 0.00 1.60 0.20768 .050765 0.08 0.540 0.00 ENSEE: S P CONSULTING GROUP F0515P PAGE 2 WATER SURFACE PROFILE LISTING TRACT NO. 14573 LATERAL "A",- 25 YEAR STORM (FILE NAME: 573LATA) PREPARED 09/15/97 BY LENE C. SCHNEIDER IATION INVERT DEPTH W.S. ELEV OF FLOW ELEV VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER 11[ELEM SO SF AVE HF NORM DEPTH ZR 1 1 1 r r I U t 20.62 1675.01 0.827 1675.840 13.5 13.50 2.830 1678.670 0.00 1.367 1.38 0.20768 .044812 0.06 22.00 1675.30 0.860 1676.159 13.5 12.87 2.572 1678.731 0.00 1.367 1.18 0.20768 .039612 0.05 23.18 1675.55 0.895 1676.440 13.5 12.27 2.339 1678.779 0.00 1.367 1.02 0.20768 .035048 0.04 24.20 1675.76 0.931 1676.688 13.5 11.70 2.125 1678.813 0.00 1.367 0.88 0.20768 .031052 0.03 25.08 1675.94 0.970 1676.909 13.5 11.16 1.933 1678.842 0.00 1.367 0.74 0.20768 .027578 0.02 25.82 1676.09 1.012 1677.105 13.5 10.64 1.757 1678.862 0.00 1.367 0.63 0.20768 .024556 0.02 26.45 1676.22 1.057 1677.280 13.5 10.14 1.597 1678.877 0.00 1.367 0.52 0.20768 .021923 0.01 26.97 1676.33 1.105 1677.437 13.5 9.67 1.452 1678.889 0.00 1.367 0.42 0.20768 .019648 0.01 27.39 1676.42 1.158 1677.577 13.5 9.22 1.320 1678.897 0.00 1.367 0.33 0.20768 .017707 0.01 27.72 1676.49 1.216 1677.703 13.5 8.79 1.199 1678.902 0.00 1.367 0.21 0.20768 .016105 0.00 27.93 1676.53 1.284 1677.815 13.5 8.38 1.090 1678.905 0.00 1.367 0.09 0.20768 .014903 0.00 1.50 0.00 0.00 0 0.00 0.540 0.00 1.50 0.00 0.00 0 0.00 0.540 0.00 1.50 0.00 0.00 0 0.00 0.540 0.00 1.50 0.00 0.00 0 0.00 0.540 0.00 1.50 0.00 0.00 0 0.00 0.540 0.00 1.50 0.00 0.00 0 0.00 0.540 0.00 1.50 0.00 0.00 0 0.00 0.540 0.00 1.50 0.00 0.00 0 0.00 0.540 0.00 1.50 0.00 0.00 0 0.00 0.540 0.00 1.50 0.00 0.00 0 0.00 0.540 0.00 1.50 0.00 0.00 0 0.00 0.540 0.00 11/ LnLENSEE: S P CONSULTING GROUP F0515P PAGE 3 WATER SURFACE PROFILE LISTING TRACT NO. 14573 LATERAL "A" - 25 YEAR STORM (FILE NAME: 573LATA) PREPARED 09/15/97 BY LENE C. SCHNEIDER 111 ATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER ELEM SO SF AVE HF NORM DEPTH ZR 28.02 1676.55 1.367 1677.917 13.5 7.99 0.991 1678.908 0.00 1.367 1.50 0.00 0.00 0 0.00 I 1 1 1 1 1 1 f 1 1 1 I 1 F 0 5 1 5 P PAGE NO 3 1 HEADING LINE NO 1 IS 1 illp ING LINE NO 2 IS DING LINE NO 3 IS WATER SURFACE PROFILE - TITLE CARD LISTING TRACT NO. 14573 LATERAL "B" - 25 YEAR STORM (FILE NAME: 573LATB) PREPARED 09/15/97 BY LENE C. SCHNEIDER F 0 5 1 5 P PAGE NO 2 1 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET 1 * U/S DATA STATION INVERT SECT 1.75 1669.42 1 W S ELEV 1670.91 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 15.66 1673.43 1 0.013 0.00 0.00 0.00 0 EMENT NO 3 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT 15.66 1673.43 1 illEDIT 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 * W S ELEV 0.00 JE: 9/15/1997 TIME: 12:55 I F0515P WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 IIIRD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) DE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP t1 4 1.50 IIIENSEE: S P CONSULTING GROUP FO515P PAGE 1 WATER SURFACE PROFILE LISTING 1 TRACT NO. 14573 LATERAL "B" - 25 YEAR STORM (FILE NAME: 573LATB) PREPARED 09/15/97 BY LENE C. SCHNEIDER IATION 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 IIIELEM SO SF AVE HF NORM DEPTH ZR 1.75 1669.42 0.665 1670.085 13.4 17.72 4.878 1674.963 0.00 1.364 1.81 0.28828 .093926 0.17 111 3.56 1669.94 0.685 1670.627 13.4 17.03 4.502 1675.129 0.00 1.364 1.87 0.28828 .083491 0.16 5.43 1670.48 0.711 1671.192 13.4 16.24 4.097 1675.289 0.00 1.364 I1.61 0.28828 .073434 0.12 7.04 1670.95 0.737 1671.683 13.4 15.47 3.718 1675.401 0.00 1.364 II1.39 0.28828 .064644 0.09 8.43 1671.35 0.766 1672.111 13.4 14.76 3.382 1675.493 0.00 1.364 i1.20 0.28828 .056967 0.07 I9.63 1671.69 0.795 1672.487 13.4 14.08 3.076 1675.563 0.00 1.364 1.04 0.28828 .050216 0.05 I10.67 1671.99 0.826 1672.819 13.4 13.41 2.794 1675.613 0.00 1.364 0.91 0.28828 .044328 0.04 III11.58 1672.25 0.859 1673.113 13.4 12.80 2.543 1675.656 0.00 1.364 0.79 0.28828 .039186 0.03 12.37 1672.48 0.894 1673.375 13.4 12.20 2.313 1675.688 0.00 1.364 0.69 0.28828 .034672 0.02 13.06 1672.68 0.930 1673.609 13.4 11.63 2.101 1675.710 0.00 1.364 i0.59 0.28828 .030719 0.02 13.65 1672.85 0.969,,,1673.818 13.4 11.09 1.911 1675.729 0.00 1.364 I0.50 0.28828 .027284 0.01 1 1.50 0.00 0.00 0 0.00 0.500 0.00 1.50 0.00 0.00 0 0.00 0.500 0.00 1.50 0.00 0.00 0 0.00 0.500 0.00 1.50 0.00 0.00 0 0.00 0.500 0.00 1.50 0.00 0.00 0 0.00 0.500 0.00 1.50 0.00 0.00 0 0.00 0.500 0.00 1.50 0.00 0.00 0 0.00 0.500 0.00 1.50 0.00 0.00 0 0.00 0.500 0.00 1.50 0.00 0.00 0 0.00 0.500 0.00 1.50 0.00 0.00 0 0.00 0.500 0.00 1.50 0.00 0.00 0 0.00 0.500 0.00 t IILINSEE: S P CONSULTING GROUP F0515P PAGE 2 WATER SURFACE PROFILE LISTING TRACT NO. 14573 LATERAL "B" - 25 YEAR STORM (FILE NAME: 573LATB) PREPARED 09/15/97 BY LENE C. SCHNEIDER il/A TION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ RASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER IELEM SO SF AVE HF NORM DEPTH ZR 14.15 1672.99 1.011 1674.006 13.4 10.58 1.737 1675.743 0.00 1.364 1.50 0.00 0.00 0 0.00 0.43 0.28828 .024282 0.01 0.500 0.00 III14.58 1673.12 1.055 1674.174 13.4 10.08 1.579 1675.753 0.00 1.364 1.50 0.00 0.00 0 0.00 0.36 0.28828 .021667 0.01 0.500 0.00 I 14.94 1673.22 1.103 1674.325 13.4 9.61 1.435 1675.760 0.00 1.364 1.50 0.00 0.00 0 0.00 0.29 0.28828 .019419 0.01 0.500 0.00 15.23 1673.31 1.156 1674.461 13.4 9.17 1.304 1675.765 0.00 1.364 1.50 0.00 0.00 0 0.00 1 0.22 0.28828 .017500 0.00 0.500 0.00 15.45 1673.37 1.214 1674.584 13.4 8.74 1.186 1675.770 0.00 1.364 1.50 0.00 0.00 0 0.00 0.15 0.28828 .015907 0.00 0.500 0.00 15.60 1673.41 1.281 1674.694 13.4 8.33 1.078 1675.772 0.00 1.364 1.50 0.00 0.00 0 0.00 0.06 0.28828 .014707 0.00 0.500 0.00 III15.66 1673.43 1.364 1674.794 13.4 7.94 0.979 1675.773 0.00 1.364 1.50 0.00 0.00 0 0.00 1 t t t F 0 5 1 5 P PAGE NO 3 I HEADING LINE NO 1 IS FADING LINE NO 2 IS DING LINE NO 3 IS WATER SURFACE PROFILE - TITLE CARD LISTING TRACT NO. 14573 LATERAL "C" - 25 YEAR STORM (FILE NAME: 573LATC) PREPARED 09/15/97 BY LENE C. SCHNEIDER F 0 5 1 5 P PAGE NO 2 111 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT 1.75 1618.50 1 EMENT NO 2 IS A REACH i * * * U/S DATA STATION INVERT SECT N 9.00 1622.00 1 0.013 IEMENT NO 3 IS A REACH * * U/S DATA STATION INVERT SECT N 27.73 1626.37 1 0.013 W S ELEV 1625.71 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 IEMENT NO 4 IS A SYSTEM HEADWORKS * * U/S DATA STATION INVERT SECT W S ELEV 27.73 1626.37 1 0.00 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 1 1 1 1 1 TIME: I 1 1 1 1 1 1 i i 1 1 1 1 1 1 1 9/15/1997 12:55 F0515P WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) DE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP 1 4 1.50 L�ENSEE: S P CONSULTING GROUP FO515P PAGE 1 WATER SURFACE PROFILE LISTING 1 TRACT NO. 14573 LATERAL "C" - 25 YEAR STORM (FILE NAME: 573LATC) PREPARED 09/15/97 BY LENE C. SCHNEIDER IATION 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 IELEM SO SF AVE HF NORM DEPTH ZR 1.75 1618.50 7.210 1625.710 8.0 4.53 0.318 1626.028 0.00 1.096 1.50 0.00 0.00 0 0.00 7.25 0.48276 .005800 0.04 0.330 0.00 I9.00 1622.00 3.752 1625.752 8.0 4.53 0.318 1626.070 0.00 1.096 1.50 0.00 0.00 0 0.00 6.67 0.23332 .005800 0.04 0.400 0.00 i15.67 1623.56 2.243 1625.799 8.0 4.53 0.318 1626.117 0.00 1.096 1.50 0.00 0.00 0 0.00 IRAULIC JUMP 0.00 15.67 1623.56 0.523 1624.079 8.0 14.60 3.309 1627.388 0.00 1.096 1.50 0.00 0.00 0 0.00 I0.84 0.23332 .082969 0.07 0.400 0.00 16.51 1623.75 0.530 1624.281 8.0 14.31 3.180 1627.461 0.00 1.096 1.50 0.00 0.00 0 0.00 I1.71 0.23332 .075732 0.13 0.400 0.00 I18.22 1624.15 0.549 1624.700 8.0 13.65 2.894 1627.594 0.00 1.096 1.50 0.00 0.00 0 0.00 1.46 0.23332 .066420 0.10 0.400 0.00 I19.68 1624.49 0.569 1625.060 8.0 13.01 2.628 1627.688 0.00 1.096 1.50 0.00 0.00 0 0.00 1.25 0.23332 .058253 0.07 0.400 0.00 I20.93 1624.78 0.589 1625.372 8.0 12.40 2.389 1627.761 0.00 1.096 1.50 0.00 0.00 0 0.00 1.07 0.23332 .051115 0.05 0.400 0.00 22.00 1625.03 0.611 1625.644 8.0 11.83 2.175 1627.819 0.00 1.096 1.50 0.00 0.00 0 0.00 Ili0.93 0.23332 .044881 0.04 0.400 0.00 22.93 1625.25 0.633 1625.883 8.0 11.28 1.977 1627.860 0.00 1.096 1.50 0.00 0.00 0 0.00 i0.81 0.23332 .039400 0.03 0.400 0.00 23.74 1625.44 0.656 1626.095 8.0 10.75 1.795 1627.890 0.00 1.096 1.50 0.00 0.00 0 0.00 I 0.70 0.23332 .034606 0.02 0.400 0.00 1 III ENSEE: S P CONSULTING GROUP F0515P PAGE 2 WATER SURFACE PROFILE LISTING 1 TRACT NO. 14573 LATERAL "C" - 25 YEAR STORM (FILE NAME: 573LATC) PREPARED 09/15/97 BY LENE C. SCHNEIDER IATI0N 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 JELEM SO SF AVE HF NORM DEPTH ZR 1 t 1 1 i 1 1 1 1 1 1 24.44 1625.60 0.680 1626.282 8.0 10.26, 1.633 1627.915 0.00 1.096 1.50 0.00 0.00 0 0.00 0.60 0.23332 .030427 0.02 0.400 0.00 25.04 1625.74 0.706 1626.449 8.0 9.78 1.485 1627.934 0.00 1.096 1.50 0.00 0.00 0 0.00 0.53 0.23332 .026780 0.01 0.400 0.00 25.57 1625.87 0.733 1626.598 8.0 9.32 1.350 1627.948 0.00 1.096 1.50 0.00 0.00 0 0.00 0.45 0.23332 .023580 0.01 0.400 0.00 26.02 1625.97 0.761 1626.731 8.0 8.89 1.227 1627.958 0.00 1.096 1.50 0.00 0.00 0 0.00 0.39 0.23332 .020769 0.01 0.400 0.00 26.41 1626.06 0.790 1626.851 8.0 8.47 1.115 1627.966 0.00 1.096 1.50 0.00 0.00 0 0.00 0.32 0.23332 .018310 0.01 0.400 0.00 26.73 1626.14 0.821 1626.958 8.0 8.08 1.014 1627.972 0.00 1.096 1.50 0.00 0.00 0 0.00 0.28 0.23332 .016157 0.00 0.400 0.00 27.01 1626.20 0.853 1627.055 8.0 7.71 0.922 1627.977 0.00 1.096 1.50 0.00 0.00 0 0.00 0.23 0.23332 .014270 0.00 0.400 0.00 27.24 1626.26 0.887 1627.142 8.0 7.35 0.838 1627.980 0.00 1.096 1.50 0.00 0.00 0 0.00 0.17 0.23332 .012627 0.00 0.400 0.00 27.41 1626.30 0.924 1627.220 8.0 7.01 0.762 1627.982 0.00 1.096 1.50 0.00 0.00 0 0.00 0.14 0.23332 .011189 0.00 0.400 0.00 27.55 1626.33 0.962 1627.291 8.0 6.68 0.692 1627.983 0.00 1.096 1.50 0.00 0.00 0 0.00 0.10 0.23332 .009928 0.00 0.400 0.00 27.65 1626.35 1.003 1627.355 8.0 6.36 0.629 1627.984 0.00 1.096 1.50 0.00 0.00 0 0.00 0.06 0.23332 .008832 0.00 0.400 0.00 CENSEE: S P CONSULTING GROUP F0515P PAGE 3 WATER SURFACE PROFILE LISTING 1 TRACT NO. 14573 LATERAL "C" - 25 YEAR STORM (FILE NAME: 573LATC) PREPARED 09/15/97 BY LENE C. SCHNEIDER ITATION 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 1/ELEM SO SF AVE HF NORM DEPTH ZR 1 1 1 1 1 1 1 1 1 1 1 1 1 i 27.71 1626.37 1.047 1627.413 8.0 6.07 0.572 1627.985 0.00 1.096 0.02 0.23332 .007873 0.00 27.73 1626.37 1.096 1627.466 8.0 5.78 0.519 1627.985 0.00 1.096 1.50 0.00 0.00 0 0.00 0.400 0.00 1.50 0.00 0.00 0 0.00 F 0 5 1 5 P PAGE NO 3 1 HEADING LINE NO 1 IS 1 �ING LINE NO 2 IS itING LINE NO 3 IS t 1 1 1 1 1 i 1 1 1 i 1 1 WATER SURFACE PROFILE - TITLE CARD LISTING TRACT NO. 14573 LATERAL "D" - 25 YEAR STORM (FILE NAME: 573LATD) PREPARED 09/15/97 BY LENE C. SCHNEIDER F 0 5 1 5 P PAGE NO 2 i WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET * * I U/S DATA STATION INVERT SECT W S ELEV 1.75 1618.50 1 1625.71 ELEMENT NO 2 IS A REACH * I U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 13.75 1623.14 1 0.013 0.00 0.00 0.00 0 IEMENT NO 3 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 13.75 1623.14 1 0.00 IEDIT 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 1 1 1 1 1 1 1 1 1 1 1 1 1 LE: 9/15/1997 TIME: 12:56 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 F0515P WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) DE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP 1 4 1.50 III ENSEE: S P CONSULTING GROUP F0515P PAGE 1 WATER SURFACE PROFILE LISTING TRACT NO. 14573 LATERAL "D" - 25 YEAR STORM (FILE NAME: 573LATD) PREPARED 09/15/97 BY LENE C. SCHNEIDER IATION 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 IIIELEM SO SF AVE HF NORM DEPTH ZR 1 1 1 1 1.75 1618.50 7.210 1625.710 9.7 5.49 0.468 1626.178 0.00 1.202 12.00 0.38667 .008527 0.10 13.75 1623.14 2.672 1625.812 9.7 5.49 0.468 1626.280 0.00 1.202 0.390 1.50 0.00 0.00 0 0.00 0.00 1.50 0.00 0.00 0 0.00 F 0 5 1 5 P PAGE NO 3 HEADING LINE NO 1 IS HEADING LINE NO 2 IS 1DING LINE NO 3 IS 1 1 1 1 1 1 i 1 1 1 f 1 1 WATER SURFACE PROFILE - TITLE CARD LISTING TRACT NO. 14573 LATERAL "E" - 25 YEAR STORM (FILE NAME: 573LATE) PREPARED 09/15/97 BY LENE C. SCHNEIDER F 0 5 1 5 P PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET * * * I U/S DATA STATION INVERT SECT 1.75 1614.93 1 ELEMENT NO 2 IS A REACH * * * I U/S DATA STATION INVERT SECT N 9.00 1617.40 1 0.013 I LEMENT NO 3 IS A REACH U/S DATA STATION INVERT SECT N 25.36 1619.69 1 0.013 'LEMENT NO 4 IS A SYSTEM HEADWORKS * W S ELEV 1616.40 U/S DATA STATION INVERT SECT W S ELEV 25.36 1619.69 1 0.00 IEDIT 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 ' RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 1 1 1 1 1 1 1 1 1 1 1 1 ITE: 9/16/1997 TIME: 9:49 111 F0515P WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 ARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) ODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP 4 1.50 IIIENSEE: S P CONSULTING GROUP F0515P PAGE 1 WATER SURFACE PROFILE LISTING TRACT NO. 14573 LATERAL "E" - 25 YEAR STORM (FILENAME: 573LATE) PREPARED 09/15/97 BY LENE C. SCHNEIDER ATION INVERT DEPTH W.S. Q VEL IVEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER IIIELEM SO SF AVE HF NORM DEPTH ZR I1.75 1614.93 0.622 1615.552 12.6 18.21 5.148 1620.700 0.00 1.337 0.23 0.34069 .110460 0.03 I 1.98 1615.01 0.624 1615.632 12.6 18.10 5.089 1620.721 0.00 1.337 1.85 0.34069 .102892 0.19 I3.83 1615.64 0.647 1616.285 12.6 17.26 4.626 1620.911 0.00 1.337 I1.58 0.34069 .090399 0.14 5.41 1616.18 0.671 1616.849 12.6 16.45 4.201 1621.050 0.00 1.337 I 1.37 0.34069 .079460 0.11 6.78 1616.64 0.696 1617.340 12.6 15.69 3.823 1621.163 0.00 1.337 I1.19 0.34069 .069875 0.08 1 7.97 1617.05 0.722 1617.770 12.6 14.96 3.477 1621.247 0.00 1.337 1.03 0.34069 .061496 0.06 i9.00 1617.40 0.750 1618.150 12.6 14.27 3.162 1621.312 0.00 1.337 0.85 0.13998 .056624 0.05 I9.85 1617.52 0.757 1618.276 12.6 14.08 3.078 1621.354 0.00 1.337 2.86 0.13998 .052343 0.15 I 12.71 1617.92 0.786 1618.705 12.6 13.43 2.802 1621.507 0.00 1.337 I2.38 0.13998 .046149 0.11 15.09 1618.25 0.817 1619.070 12.6 12.80 2.546 1621.616 0.00 1.337 I 2.01 0.13998 .040727 0.08 17.10 1618.53 0.849 1619.383 12.6 12.21 2.315 1621.698 0.00 1.337 I 1.70 0.13998 .035972 0.06 1.50 0.00 0.00 0 0.00 0.460 0.00 1.50 0.00 0.00 0 0.00 0.460 0.00 1.50 0.00 0.00 0 0.00 0.460 0.00 1.50 0.00 0.00 0 0.00 0.460 0.00 1.50 0.00 0.00 0 0.00 0.460 0.00 1.50 0.00 0.00 0 0.00 0.460 0.00 1.50 0.00 0.00 0 0.00 0.580 0.00 1.50 0.00 0.00 0 0.00 0.580 0.00 1.50 0.00 0.00 0 0.00 0.580 0.00 1.50 0.00 0.00 0 0.00 0.580 0.00 1.50 0.00 0.00 0 0.00 0.580 0.00 I/LENSEE: S P CONSULTING GROUP F0515P PAGE 2 WATER SURFACE PROFILE LISTING 1 1 1 TRACT NO. 14573 LATERAL "E" - 25 YEAR STORM (FILE NAME: 573LATE) PREPARED 09/15/97 BY LENE C. SCHNEIDER IATION 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 IlLELEM SO SF AVE HF NORM DEPTH ZR I18.80 1618.77 0.883 1619.655 12.6 11.63 2.102 1621.757 0.00 1.337 1.43 0.13998 .031816 0.05 0.580 20.23 1618.97 0.919 1619.891 12.6 11.10 1.914 1621.805 0.00 1.337 1.22 0.13998 .028181 0.03 0.580 21.45 1619.14 0.957 1620.100 12.6 10.58 1.738 1621.838 0.00 1.337 1.02 0.13998 .025008 0.03 0.580 22.47 1619.29 0.998 1620.283 12.6 10.09 1.580 1621.863 0.00 1.337 0.85 0.13998 .022238 0.02 0.580 23.32 1619.40 1.041 1620.446 12.6 9.62 1.437 1621.883 0.00 1.337 0.70 0.13998 .019825 0.01 0.580 24.02 1619.50 1.088 1620.590 12.6 9.17 1.306 1621.896 0.00 1.337 0.55 0.13998 .017743 0.01 0.580 24.57 1619.58 1.139 1620.719 12.6 8.74 1.187 1621.906 0.00 1.337 0.41 0.13998 .015961 0.01 0.580 24.98 1619.64 1.196 1620.833 12.6 8.34 1.080 1621.913 0.00 1.337 0.27 0.13998 .014469 0.00 0.580 25.25 1619.67 1.260 1620.935 12.6 7.95 0.981 1621.916 0.00 1.337 0.11 0.13998 .013284 0.00 0.580 25.36 1619.69 1.337 1621.027 12.6 7.58 0.891 1621.918 0.00 1.337 1.50 0.00 0.00 0 0.00 0.00 1.50 0.00 0.00 0 0.00 0.00 1.50 0.00 0.00 0 0.00 0.00 1.50 0.00 0.00 0 0.00 0.00 1.50 0.00 0.00 0 0.00 0.00 1.50 0.00 0.00 0 0.00 0.00 1.50 0.00 0.00 0 0.00 0.00 1.50 0.00 0.00 0 0.00 0.00 1.50 0.00 0.00 0 0.00 0.00 1.50 0.00 0.00 0 0.00 F 0 5 1 5 P PAGE NO 3 HEADING LINE NO 1 IS ADING LINE NO 2 IS .ADING LINE NO 3 IS 1 1 1 1 1 1 1 WATER SURFACE PROFILE - TITLE CARD LISTING TRACT NO. 14573 LATERAL "F" - 25 YEAR STORM (FILE NAME: 573LATF) PREPARED 09/15/97 BY LENE C. SCHNEIDER 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 1.99 1613.51 1 1616.35 EMENT NO 2 IS A REACH * * i * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 21.86 1619.54 1 0.013 0.00 0.00 0.00 0 I EMENT NO 3 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 21.86 1619.54 1 0.00 111 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 1 1 1 1 1 1 1 1 1 1 1 1 IIIL E: 9/15/1997 TIME: 12:56 II F0515P WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) DE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP 1 4 1.50 .CENSEE: S P CONSULTING GROUP F0515P PAGE 1 WATER SURFACE PROFILE LISTING TRACT NO. 14573 LATERAL "F" - 25 YEAR STORM (FILE NAME: 573LATF) PREPARED 09/15/97 BY LENE C. SCHNEIDER IATION 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 II/ELEM SO SF AVE HF NORM DEPTH ZR 1 A 1.99 1613.51 0.583 1614.093 12.6 19.84 6.114 1620.207 0.00 1.337 0.49 0.30347 .138972 0.07 2.48 1613.66 0.586 1614.246 12.6 19.66 6.000 1620.246 0.00 1.337 3.00 0.30347 .128877 0.39 5.48 1614.57 0.608 1615.178 12.6 18.75 5.459 1620.637 0.00 1.337 2.49 0.30347 .113171 0.28 7.97 1615.33 0.630 1615.956 12.6 17.87 4.960 1620.916 0.00 1.337 2.10 0.30347 .099361 0.21 10.07 1615.96 0.653 1616.615 12.6 17.05 4.514 1621.129 0.00 1.337 1.79 0.30347 .087281 0.16 11.86 1616.50 0.677 1617.181 12.6 16.26 4.104 1621.285 0.00 1.337 1.52 0.30347 .076746 0.12 13.38 1616.97 0.703 1617.671 12.6 15.50 3.730 1621.401 0.00 1.337 1.33 0.30347 .067519 0.09 14.71 1617.37 0.729 1618.099 12.6 14.77 3.388 1621.487 0.00 1.337 1.15 0.30347 .059419 0.07 15.86 1617.72 0.757 1618.475 12.6 14.08 3.078 1621.553 0.00 1.337 1.00 0.30347 .052343 0.05 16.86 1618.02 0.786 1618.808 12.6 13.43 2.802 1621.610 0.00 1.337 0.87 0.30347 .046149 0.04 17.73 1618.29 0.817 1619.102 12.6 12.80 2.546 1621.648 0.00 1.337 0.75 0.30347 .040727 0.03 1.50 0.00 0.00 0 0.00 0.470 0.00 1.50 0.00 0.00 0 0.00 0.470 0.00 1.50 0.00 0.00 0 0.00 0.470 0.00 1.50 0.00 0.00 0 0.00 0.470 0.00 1.50 0.00 0.00 0 0.00 0.470 0.00 1.50 0.00 0.00 0 0.00 0.470 0.00 1.50 0.00 0.00 0 0.00 0.470 0.00 1.50 0.00 0.00 0 0.00 0.470 0.00 1.50 0.00 0.00 0 0.00 0.470 0.00 1.50 0.00 0.00 0 0.00 0.470 0.00 1.50 0.00 0.00 0 0.00 0.470 0.00 111 ENSEE: S P CONSULTING GROUP F0515P PAGE 2 WATER SURFACE PROFILE LISTING TRACT NO. 14573 LATERAL "F" - 25 YEAR STORM (FILE NAME: 573LATF) PREPARED 09/15/97 BY LENE C. SCHNEIDER IATION INVERT DEPTH W.S. Q. VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER /ELEM SO SF AVE HF NORM DEPTH ZR 18.48 1618.52 0.66 0.30347 19.14 1618.72 0.58 0.30347 19.72 1618.89 0.49 0.30347 20.21 1619.04 0.42 0.30347 20.63 1619.17 0.36 0.30347 20.99 1619.28 0.29 0.30347 21.28 1619.37 0.24 0.30347 21.52 1619.44 0.18 0.30347 21.70 1619.49 0.11 0.30347 21.81 1619.53 0.05 0.30347 21.86 1619.54 0.849 1619.365 12.6 12.21 2.315 1621.680 0.00 1.337 .035972 0.02 0.883 1619.599 12.6 11.63 2.102 1621.701 0.00 1.337 .031816 0.02 0.919 1619.808 12.6 11.10 1.914 1621.722 0.00 1.337 .028181 0.01 0.957 1619.996 12.6 10.58 1.738 1621.734 0.00 1.337 .025008 0.01 0.998 1620.164 12.6 10.09 1.580 1621.744 0.00 1.337 .022238 0.01 1.041 1620.316 12.6 9.62 1.437 1621.753 0.00 1.337 .019825 0.01 1.088 1620.453 12.6 9.17 1.306 1621.759 0.00 1.337 .017743 0.00 1.139 1620.575 12.6 8.74 1.187 1621.762 0.00 1.337 .015961 0.00 1.196 1620.686 12.6 8.34 1.080 1621.766 0.00 1.337 .014469 0.00 1.260 1620.786 12.6 7.95 0.981 1621.767 0.00 1.337 .013284 0.00 1.337 1620.877 12.6 7.58 0.891 1621.768 0.00 1.337 1.50 0.00 0.00 0 0.00 0.470 0.00 1.50 0.00 0.00 0 0.00 0.470 0.00 1.50 0.00 0.00 0 0.00 0.470 0.00 1.50 0.00 0.00 0 0.00 0.470 0.00 1.50 0.00 0.00 0 0.00 0.470 0.00 1.50 0.00 0.00 0 0.00 0.470 0.00 1.50 0.00 0.00 0 0.00 0.470 0.00 1.50 0.00 0.00 0 0.00 0.470 0.00 1.50 0.00 0.00 0 0.00 0.470 0.00 1.50 0.00 0.00 0 0.00 0.470 0.00 1.50 0.00 0.00 0 0.00 APPENDIX A 1. Valley Area Isohyetal - 10 Year 1 Hour 2. Valley Area Isohyetal - 100 Year 1 Hour 3. Hydrologic Soils Group Map for Southwest -A Area