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HomeMy WebLinkAboutApn I2 - Drainage Study AppendicesAppendix A H. E. Job No. 08020 Pre-Project Hydrology, Wolf Canyon 2-Year Storm **************************************************************************** FLOW PROCESS FROM NODE 400.00 TO NODE 400.00 IS CODE = 22 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ *USER SPECIFIED(SUBAREA): RESIDENTAIL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7670 S.C.S. CURVE NUMBER (AMC II) = 0 USER SPECIFIED Tc(MIN.) = 11.430 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.700 SUBAREA RUNOFF(CFS) = 116.90 TOTAL AREA(ACRES) = 89.64 TOTAL RUNOFF(CFS) = 116.90 **************************************************************************** FLOW PROCESS FROM NODE 400.00 TO NODE 400.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 438.86 DOWNSTREAM(FEET) = 437.26 FLOW LENGTH(FEET) = 100.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 60.0 INCH PIPE IS 25.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 14.77 GIVEN PIPE DIAMETER(INCH) = 60.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 116.90 PIPE TRAVEL TIME(MIN.) = 0.11 Tc(MIN.) = 11.54 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 400.00 = 1600.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 400.00 TO NODE 400.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.690 *USER SPECIFIED(SUBAREA): NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .4500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.6626 SUBAREA AREA(ACRES) = 44.00 SUBAREA RUNOFF(CFS) = 33.45 TOTAL AREA(ACRES) = 133.64 TOTAL RUNOFF(CFS) = 149.62 TC(MIN.) = 11.54 **************************************************************************** FLOW PROCESS FROM NODE 400.00 TO NODE 410.00 IS CODE = 53 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL MOUNTAIN CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 437.26 DOWNSTREAM(FEET) = 367.10 CHANNEL LENGTH THRU SUBAREA(FEET) = 1500.00 CHANNEL SLOPE = 0.0468 SLOPE ADJUSTMENT CURVE USED: EFFECTIVE SLOPE = .0468 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) CHANNEL FLOW THRU SUBAREA(CFS) = 149.62 FLOW VELOCITY(FEET/SEC) = 6.42 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 3.89 Tc(MIN.) = 15.44 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 410.00 = 3100.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 410.00 TO NODE 410.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.401 *USER SPECIFIED(SUBAREA): NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .4500 S.C.S. CURVE NUMBER (AMC II) = 0 H. E. Job No. 08020 Pre-Project Hydrology, Wolf Canyon 2-Year Storm AREA-AVERAGE RUNOFF COEFFICIENT = 0.6047 SUBAREA AREA(ACRES) = 50.00 SUBAREA RUNOFF(CFS) = 31.51 TOTAL AREA(ACRES) = 183.64 TOTAL RUNOFF(CFS) = 155.55 TC(MIN.) = 15.44 **************************************************************************** FLOW PROCESS FROM NODE 410.00 TO NODE 500.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 15.44 RAINFALL INTENSITY(INCH/HR) = 1.40 TOTAL STREAM AREA(ACRES) = 183.64 PEAK FLOW RATE(CFS) AT CONFLUENCE = 155.55 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 47.77 18.07 1.265 83.90 2 70.82 30.56 0.902 127.10 3 155.55 15.44 1.401 183.64 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 232.12 15.44 1.401 2 230.16 18.07 1.265 3 204.99 30.56 0.902 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 232.12 Tc(MIN.) = 15.44 TOTAL AREA(ACRES) = 394.64 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 500.00 = 5243.00 FEET. ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 394.64 TC(MIN.) = 15.44 PEAK FLOW RATE(CFS) = 232.12 ============================================================================ ============================================================================ END OF RATIONAL METHOD ANALYSIS Total Existing 2-Year, 6-hour flow to Wolf Canyon = 155.6 CFS Tc = 15.4 min Total Area = 183.6 acres H.E. Job No. 08020 Pre-Project Hydrology, Wolf Canyon 10-Year Storm **************************************************************************** FLOW PROCESS FROM NODE 400.00 TO NODE 400.00 IS CODE = 22 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ *USER SPECIFIED(SUBAREA): RESIDENTAIL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7670 S.C.S. CURVE NUMBER (AMC II) = 0 USER SPECIFIED Tc(MIN.) = 11.430 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.628 SUBAREA RUNOFF(CFS) = 180.67 TOTAL AREA(ACRES) = 89.64 TOTAL RUNOFF(CFS) = 180.67 **************************************************************************** FLOW PROCESS FROM NODE 400.00 TO NODE 400.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 438.86 DOWNSTREAM(FEET) = 437.26 FLOW LENGTH(FEET) = 100.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 60.0 INCH PIPE IS 32.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 16.49 GIVEN PIPE DIAMETER(INCH) = 60.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 180.67 PIPE TRAVEL TIME(MIN.) = 0.10 Tc(MIN.) = 11.53 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 400.00 = 1600.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 400.00 TO NODE 400.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.613 *USER SPECIFIED(SUBAREA): NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .4500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.6626 SUBAREA AREA(ACRES) = 44.00 SUBAREA RUNOFF(CFS) = 51.73 TOTAL AREA(ACRES) = 133.64 TOTAL RUNOFF(CFS) = 231.38 TC(MIN.) = 11.53 **************************************************************************** FLOW PROCESS FROM NODE 400.00 TO NODE 410.00 IS CODE = 53 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL MOUNTAIN CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 437.26 DOWNSTREAM(FEET) = 367.10 CHANNEL LENGTH THRU SUBAREA(FEET) = 1500.00 CHANNEL SLOPE = 0.0468 SLOPE ADJUSTMENT CURVE USED: EFFECTIVE SLOPE = .0468 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) CHANNEL FLOW THRU SUBAREA(CFS) = 231.38 FLOW VELOCITY(FEET/SEC) = 7.42 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 3.37 Tc(MIN.) = 14.90 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 410.00 = 3100.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 410.00 TO NODE 410.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.215 *USER SPECIFIED(SUBAREA): NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .4500 S.C.S. CURVE NUMBER (AMC II) = 0 H.E. Job No. 08020 Pre-Project Hydrology, Wolf Canyon 10-Year Storm AREA-AVERAGE RUNOFF COEFFICIENT = 0.6047 SUBAREA AREA(ACRES) = 50.00 SUBAREA RUNOFF(CFS) = 49.83 TOTAL AREA(ACRES) = 183.64 TOTAL RUNOFF(CFS) = 245.96 TC(MIN.) = 14.90 **************************************************************************** FLOW PROCESS FROM NODE 410.00 TO NODE 500.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 14.90 RAINFALL INTENSITY(INCH/HR) = 2.21 TOTAL STREAM AREA(ACRES) = 183.64 PEAK FLOW RATE(CFS) AT CONFLUENCE = 245.96 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 78.71 16.36 2.085 83.90 2 112.47 28.60 1.454 127.10 3 245.96 14.90 2.215 183.64 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 376.22 14.90 2.215 2 374.59 16.36 2.085 3 328.89 28.60 1.454 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 376.22 Tc(MIN.) = 14.90 TOTAL AREA(ACRES) = 394.64 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 500.00 = 5243.00 FEET. ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 394.64 TC(MIN.) = 14.90 PEAK FLOW RATE(CFS) = 376.22 ============================================================================ ============================================================================ END OF RATIONAL METHOD ANALYSIS Total Existing 10-Year, 6-hour flow to Wolf Canyon = 246.0 CFS Tc = 14.9 min Total Area = 183.6 acres H.E. Job No. 08020 Pre-Project Hydrology, Wolf Canyon 25-Year Storm **************************************************************************** FLOW PROCESS FROM NODE 400.00 TO NODE 400.00 IS CODE = 22 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ *USER SPECIFIED(SUBAREA): RESIDENTAIL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7670 S.C.S. CURVE NUMBER (AMC II) = 0 USER SPECIFIED Tc(MIN.) = 11.430 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.782 SUBAREA RUNOFF(CFS) = 191.29 TOTAL AREA(ACRES) = 89.64 TOTAL RUNOFF(CFS) = 191.29 **************************************************************************** FLOW PROCESS FROM NODE 400.00 TO NODE 400.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 438.86 DOWNSTREAM(FEET) = 437.26 FLOW LENGTH(FEET) = 100.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 60.0 INCH PIPE IS 33.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 16.71 GIVEN PIPE DIAMETER(INCH) = 60.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 191.29 PIPE TRAVEL TIME(MIN.) = 0.10 Tc(MIN.) = 11.53 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 400.00 = 1600.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 400.00 TO NODE 400.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.767 *USER SPECIFIED(SUBAREA): NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .4500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.6626 SUBAREA AREA(ACRES) = 44.00 SUBAREA RUNOFF(CFS) = 54.78 TOTAL AREA(ACRES) = 133.64 TOTAL RUNOFF(CFS) = 245.01 TC(MIN.) = 11.53 **************************************************************************** FLOW PROCESS FROM NODE 400.00 TO NODE 410.00 IS CODE = 53 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL MOUNTAIN CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 437.26 DOWNSTREAM(FEET) = 367.10 CHANNEL LENGTH THRU SUBAREA(FEET) = 1500.00 CHANNEL SLOPE = 0.0468 SLOPE ADJUSTMENT CURVE USED: EFFECTIVE SLOPE = .0468 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) CHANNEL FLOW THRU SUBAREA(CFS) = 245.01 FLOW VELOCITY(FEET/SEC) = 7.56 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 3.30 Tc(MIN.) = 14.83 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 410.00 = 3100.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 410.00 TO NODE 410.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.352 *USER SPECIFIED(SUBAREA): NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .4500 S.C.S. CURVE NUMBER (AMC II) = 0 H.E. Job No. 08020 Pre-Project Hydrology, Wolf Canyon 25-Year Storm AREA-AVERAGE RUNOFF COEFFICIENT = 0.6047 SUBAREA AREA(ACRES) = 50.00 SUBAREA RUNOFF(CFS) = 52.91 TOTAL AREA(ACRES) = 183.64 TOTAL RUNOFF(CFS) = 261.16 TC(MIN.) = 14.83 **************************************************************************** FLOW PROCESS FROM NODE 410.00 TO NODE 500.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 14.83 RAINFALL INTENSITY(INCH/HR) = 2.35 TOTAL STREAM AREA(ACRES) = 183.64 PEAK FLOW RATE(CFS) AT CONFLUENCE = 261.16 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 84.03 16.16 2.226 83.90 2 119.48 28.36 1.548 127.10 3 261.16 14.83 2.352 183.64 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 400.82 14.83 2.352 2 399.27 16.16 2.226 3 349.86 28.36 1.548 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 400.82 Tc(MIN.) = 14.83 TOTAL AREA(ACRES) = 394.64 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 500.00 = 5243.00 FEET. ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 394.64 TC(MIN.) = 14.83 PEAK FLOW RATE(CFS) = 400.82 ============================================================================ ============================================================================ END OF RATIONAL METHOD ANALYSIS Total Existing 25-Year, 6-hour flow to Wolf Canyon = 261.2 CFS Tc = 14.8 min Total Area = 183.6 acres H.E. Job No. 08020 Pre-Project Hydrology, Wolf Canyon 50-Year Storm **************************************************************************** FLOW PROCESS FROM NODE 400.00 TO NODE 400.00 IS CODE = 22 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ *USER SPECIFIED(SUBAREA): RESIDENTAIL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7670 S.C.S. CURVE NUMBER (AMC II) = 0 USER SPECIFIED Tc(MIN.) = 11.430 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.401 SUBAREA RUNOFF(CFS) = 233.80 TOTAL AREA(ACRES) = 89.64 TOTAL RUNOFF(CFS) = 233.80 **************************************************************************** FLOW PROCESS FROM NODE 400.00 TO NODE 400.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 438.86 DOWNSTREAM(FEET) = 437.26 FLOW LENGTH(FEET) = 100.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 60.0 INCH PIPE IS 38.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 17.46 GIVEN PIPE DIAMETER(INCH) = 60.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 233.80 PIPE TRAVEL TIME(MIN.) = 0.10 Tc(MIN.) = 11.53 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 400.00 = 100.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 400.00 TO NODE 400.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.382 *USER SPECIFIED(SUBAREA): NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .4500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.6626 SUBAREA AREA(ACRES) = 44.00 SUBAREA RUNOFF(CFS) = 66.97 TOTAL AREA(ACRES) = 133.64 TOTAL RUNOFF(CFS) = 299.53 TC(MIN.) = 11.53 **************************************************************************** FLOW PROCESS FROM NODE 400.00 TO NODE 410.00 IS CODE = 53 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL MOUNTAIN CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 437.26 DOWNSTREAM(FEET) = 367.10 CHANNEL LENGTH THRU SUBAREA(FEET) = 1500.00 CHANNEL SLOPE = 0.0468 SLOPE ADJUSTMENT CURVE USED: EFFECTIVE SLOPE = .0468 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) CHANNEL FLOW THRU SUBAREA(CFS) = 299.53 FLOW VELOCITY(FEET/SEC) = 8.09 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 3.09 Tc(MIN.) = 14.62 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 410.00 = 1600.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 410.00 TO NODE 410.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.902 *USER SPECIFIED(SUBAREA): NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .4500 S.C.S. CURVE NUMBER (AMC II) = 0 H.E. Job No. 08020 Pre-Project Hydrology, Wolf Canyon 50-Year Storm AREA-AVERAGE RUNOFF COEFFICIENT = 0.6047 SUBAREA AREA(ACRES) = 50.00 SUBAREA RUNOFF(CFS) = 65.29 TOTAL AREA(ACRES) = 183.64 TOTAL RUNOFF(CFS) = 322.26 TC(MIN.) = 14.62 **************************************************************************** FLOW PROCESS FROM NODE 410.00 TO NODE 500.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 14.62 RAINFALL INTENSITY(INCH/HR) = 2.90 TOTAL STREAM AREA(ACRES) = 183.64 PEAK FLOW RATE(CFS) AT CONFLUENCE = 322.26 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 105.72 15.45 2.800 83.90 2 147.66 27.59 1.926 127.10 3 322.26 14.62 2.902 183.64 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 500.54 14.62 2.902 2 499.39 15.45 2.800 3 434.33 27.59 1.926 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 500.54 Tc(MIN.) = 14.62 TOTAL AREA(ACRES) = 394.64 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 500.00 = 5243.00 FEET. ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 394.64 TC(MIN.) = 14.62 PEAK FLOW RATE(CFS) = 500.54 ============================================================================ ============================================================================ END OF RATIONAL METHOD ANALYSIS Total Existing 50-Year, 6-hour flow to Wolf Canyon = 322.3 CFS Tc = 14.6 min Total Area = 183.6 acres H.E. Job No. 08020 Pre-Project Hydrology, Wolf Canyon 100-Year Storm **************************************************************************** FLOW PROCESS FROM NODE 400.00 TO NODE 400.00 IS CODE = 22 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ *USER SPECIFIED(SUBAREA): RESIDENTAIL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7670 S.C.S. CURVE NUMBER (AMC II) = 0 USER SPECIFIED Tc(MIN.) = 11.430 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.864 SUBAREA RUNOFF(CFS) = 265.69 TOTAL AREA(ACRES) = 89.64 TOTAL RUNOFF(CFS) = 265.69 **************************************************************************** FLOW PROCESS FROM NODE 400.00 TO NODE 400.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 438.86 DOWNSTREAM(FEET) = 437.26 FLOW LENGTH(FEET) = 100.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 60.0 INCH PIPE IS 42.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 17.87 GIVEN PIPE DIAMETER(INCH) = 60.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 265.69 PIPE TRAVEL TIME(MIN.) = 0.09 Tc(MIN.) = 11.52 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 400.00 = 1600.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 400.00 TO NODE 400.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.844 *USER SPECIFIED(SUBAREA): NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .4500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.6626 SUBAREA AREA(ACRES) = 44.00 SUBAREA RUNOFF(CFS) = 76.11 TOTAL AREA(ACRES) = 133.64 TOTAL RUNOFF(CFS) = 340.41 TC(MIN.) = 11.52 **************************************************************************** FLOW PROCESS FROM NODE 400.00 TO NODE 410.00 IS CODE = 53 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL MOUNTAIN CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 437.26 DOWNSTREAM(FEET) = 367.10 CHANNEL LENGTH THRU SUBAREA(FEET) = 1500.00 CHANNEL SLOPE = 0.0468 SLOPE ADJUSTMENT CURVE USED: EFFECTIVE SLOPE = .0468 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) CHANNEL FLOW THRU SUBAREA(CFS) = 340.41 FLOW VELOCITY(FEET/SEC) = 8.44 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 2.96 Tc(MIN.) = 14.49 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 410.00 = 3100.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 410.00 TO NODE 410.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.317 *USER SPECIFIED(SUBAREA): NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .4500 S.C.S. CURVE NUMBER (AMC II) = 0 H.E. Job No. 08020 Pre-Project Hydrology, Wolf Canyon 100-Year Storm AREA-AVERAGE RUNOFF COEFFICIENT = 0.6047 SUBAREA AREA(ACRES) = 50.00 SUBAREA RUNOFF(CFS) = 74.63 TOTAL AREA(ACRES) = 183.64 TOTAL RUNOFF(CFS) = 368.34 TC(MIN.) = 14.49 **************************************************************************** FLOW PROCESS FROM NODE 410.00 TO NODE 500.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 14.49 RAINFALL INTENSITY(INCH/HR) = 3.32 TOTAL STREAM AREA(ACRES) = 183.64 PEAK FLOW RATE(CFS) AT CONFLUENCE = 368.34 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 122.30 15.03 3.239 83.90 2 169.10 27.08 2.215 127.10 3 368.34 14.49 3.317 183.64 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 576.68 14.49 3.317 2 575.85 15.03 3.239 3 498.74 27.08 2.215 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 576.68 Tc(MIN.) = 14.49 TOTAL AREA(ACRES) = 394.64 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 500.00 = 5243.00 FEET. ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 394.64 TC(MIN.) = 14.49 PEAK FLOW RATE(CFS) = 576.68 ============================================================================ ============================================================================ END OF RATIONAL METHOD ANALYSIS Total Existing 100-Year, 6-hour flow to Wolf Canyon = 368.3 CFS Tc = 14.5 min Total Area = 183.6 acres Appendix B H. E. Job No. 08020 Pre-Project Hydrology, Otay River 2-Year Storm **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2003 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2003 License ID 1508 Analysis prepared by: ************************** DESCRIPTION OF STUDY ************************** * OTAY LANDS PARCEL B, 08020 * * PRELIMINARY HYDROLOGY, EXISTING CONDITION * * Q2 * ************************************************************************** FILE NAME: 8020E2.DAT TIME/DATE OF STUDY: 16:29 01/31/2011 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 2.00 6-HOUR DURATION PRECIPITATION (INCHES) = 1.100 SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *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 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150 2 50.0 40.0 0.010/0.020/0.050 0.50 1.50 0.0312 0.125 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 1.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 10.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 110.00 IS CODE = 22 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ *USER SPECIFIED(SUBAREA): NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .4500 S.C.S. CURVE NUMBER (AMC II) = 0 USER SPECIFIED Tc(MIN.) = 5.000 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.898 SUBAREA RUNOFF(CFS) = 10.43 TOTAL AREA(ACRES) = 8.00 TOTAL RUNOFF(CFS) = 10.43 **************************************************************************** FLOW PROCESS FROM NODE 110.00 TO NODE 120.00 IS CODE = 53 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL MOUNTAIN CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 507.00 DOWNSTREAM(FEET) = 356.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 2067.00 CHANNEL SLOPE = 0.0731 SLOPE ADJUSTMENT CURVE USED: EFFECTIVE SLOPE = .0731 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) H. E. Job No. 08020 Pre-Project Hydrology, Otay River 2-Year Storm CHANNEL FLOW THRU SUBAREA(CFS) = 10.43 FLOW VELOCITY(FEET/SEC) = 3.30 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 10.42 Tc(MIN.) = 15.42 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 120.00 = 3567.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 120.00 TO NODE 120.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.401 *USER SPECIFIED(SUBAREA): NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .4500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.4500 SUBAREA AREA(ACRES) = 50.50 SUBAREA RUNOFF(CFS) = 31.85 TOTAL AREA(ACRES) = 58.50 TOTAL RUNOFF(CFS) = 36.89 TC(MIN.) = 15.42 **************************************************************************** FLOW PROCESS FROM NODE 120.00 TO NODE 130.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 356.00 DOWNSTREAM(FEET) = 310.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 770.00 CHANNEL SLOPE = 0.0597 CHANNEL BASE(FEET) = 5.00 "Z" FACTOR = 12.000 MANNING'S FACTOR = 0.040 MAXIMUM DEPTH(FEET) = 10.00 CHANNEL FLOW THRU SUBAREA(CFS) = 36.89 FLOW VELOCITY(FEET/SEC.) = 4.84 FLOW DEPTH(FEET) = 0.62 TRAVEL TIME(MIN.) = 2.65 Tc(MIN.) = 18.07 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 130.00 = 4337.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 130.00 TO NODE 130.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.265 *USER SPECIFIED(SUBAREA): NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .4500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.4500 SUBAREA AREA(ACRES) = 25.40 SUBAREA RUNOFF(CFS) = 14.46 TOTAL AREA(ACRES) = 83.90 TOTAL RUNOFF(CFS) = 47.77 TC(MIN.) = 18.07 **************************************************************************** FLOW PROCESS FROM NODE 130.00 TO NODE 500.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 18.07 RAINFALL INTENSITY(INCH/HR) = 1.27 TOTAL STREAM AREA(ACRES) = 83.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 47.77 Total Existing 2-Year, 6-hour flow to Otay River(Basin A) = 47.8 CFS Tc = 18.1 min Total Area = 83.9 acres H. E. Job No. 08020 Pre-Project Hydrology, Otay River 2-Year Storm FLOW PROCESS FROM NODE 300.00 TO NODE 300.00 IS CODE = 22 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ *USER SPECIFIED(SUBAREA): RESIDENTAIL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .9210 S.C.S. CURVE NUMBER (AMC II) = 0 USER SPECIFIED Tc(MIN.) = 16.350 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.350 SUBAREA RUNOFF(CFS) = 24.99 TOTAL AREA(ACRES) = 20.10 TOTAL RUNOFF(CFS) = 24.99 **************************************************************************** FLOW PROCESS FROM NODE 300.00 TO NODE 300.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 514.40 DOWNSTREAM(FEET) = 513.90 FLOW LENGTH(FEET) = 100.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 19.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.50 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 24.99 PIPE TRAVEL TIME(MIN.) = 0.26 Tc(MIN.) = 16.61 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 300.00 = 870.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 300.00 TO NODE 300.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.336 *USER SPECIFIED(SUBAREA): NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .4500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.5531 SUBAREA AREA(ACRES) = 71.70 SUBAREA RUNOFF(CFS) = 43.11 TOTAL AREA(ACRES) = 91.80 TOTAL RUNOFF(CFS) = 67.85 TC(MIN.) = 16.61 **************************************************************************** FLOW PROCESS FROM NODE 300.00 TO NODE 310.00 IS CODE = 53 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL MOUNTAIN CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 514.40 DOWNSTREAM(FEET) = 350.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 2493.00 CHANNEL SLOPE = 0.0659 SLOPE ADJUSTMENT CURVE USED: EFFECTIVE SLOPE = .0659 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) CHANNEL FLOW THRU SUBAREA(CFS) = 67.85 FLOW VELOCITY(FEET/SEC) = 5.86 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 7.09 Tc(MIN.) = 23.70 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 310.00 = 3363.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 310.00 TO NODE 310.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.062 *USER SPECIFIED(SUBAREA): NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .4500 S.C.S. CURVE NUMBER (AMC II) = 0 H. E. Job No. 08020 Pre-Project Hydrology, Otay River 2-Year Storm AREA-AVERAGE RUNOFF COEFFICIENT = 0.5245 SUBAREA AREA(ACRES) = 35.30 SUBAREA RUNOFF(CFS) = 16.87 TOTAL AREA(ACRES) = 127.10 TOTAL RUNOFF(CFS) = 70.82 TC(MIN.) = 23.70 **************************************************************************** FLOW PROCESS FROM NODE 310.00 TO NODE 320.00 IS CODE = 53 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL MOUNTAIN CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 350.00 DOWNSTREAM(FEET) = 276.70 CHANNEL LENGTH THRU SUBAREA(FEET) = 1880.00 CHANNEL SLOPE = 0.0390 SLOPE ADJUSTMENT CURVE USED: EFFECTIVE SLOPE = .0390 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) CHANNEL FLOW THRU SUBAREA(CFS) = 70.82 FLOW VELOCITY(FEET/SEC) = 4.57 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 6.86 Tc(MIN.) = 30.56 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 320.00 = 5243.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 320.00 TO NODE 500.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 30.56 RAINFALL INTENSITY(INCH/HR) = 0.90 TOTAL STREAM AREA(ACRES) = 127.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 70.82 **************************************************************************** FLOW PROCESS FROM NODE 500.00 TO NODE 330.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 276.00 DOWNSTREAM(FEET) = 200.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1720.00 CHANNEL SLOPE = 0.0442 CHANNEL BASE(FEET) = 3.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.080 MAXIMUM DEPTH(FEET) = 10.00 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 0.800 *USER SPECIFIED(SUBAREA): NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .6000 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 74.94 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 4.58 AVERAGE FLOW DEPTH(FEET) = 2.21 TRAVEL TIME(MIN.) = 6.26 Tc(MIN.) = 36.82 SUBAREA AREA(ACRES) = 17.20 SUBAREA RUNOFF(CFS) = 8.25 AREA-AVERAGE RUNOFF COEFFICIENT = 0.533 TOTAL AREA(ACRES) = 144.30 PEAK FLOW RATE(CFS) = 70.82 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 2.15 FLOW VELOCITY(FEET/SEC.) = 4.52 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 330.00 = 1720.00 FEET. Total Existing 2-Year, 6-hour flow to Otay River(Basin B) = 70.8 CFS Tc = 30.6 min Total Area = 127.1 acres H.E. Job No. 08020 Pre-Project Hydrology, Otay River 10-Year Storm **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2003 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2003 License ID 1508 Analysis prepared by: ************************** DESCRIPTION OF STUDY ************************** * OTAY LANDS PARCEL B, 08020 * * PRELIMINARY HYDROLOGY, EXISTING CONDITION * * Q10 * ************************************************************************** FILE NAME: 8020E10.DAT TIME/DATE OF STUDY: 16:30 01/31/2011 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 10.00 6-HOUR DURATION PRECIPITATION (INCHES) = 1.700 SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *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 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150 2 50.0 40.0 0.010/0.020/0.050 0.50 1.50 0.0312 0.125 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 1.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 10.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 110.00 IS CODE = 22 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ *USER SPECIFIED(SUBAREA): NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .4500 S.C.S. CURVE NUMBER (AMC II) = 0 USER SPECIFIED Tc(MIN.) = 5.000 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.479 SUBAREA RUNOFF(CFS) = 16.12 TOTAL AREA(ACRES) = 8.00 TOTAL RUNOFF(CFS) = 16.12 **************************************************************************** FLOW PROCESS FROM NODE 110.00 TO NODE 120.00 IS CODE = 53 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL MOUNTAIN CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 507.00 DOWNSTREAM(FEET) = 356.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 2067.00 CHANNEL SLOPE = 0.0731 SLOPE ADJUSTMENT CURVE USED: EFFECTIVE SLOPE = .0731 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) H.E. Job No. 08020 Pre-Project Hydrology, Otay River 10-Year Storm CHANNEL FLOW THRU SUBAREA(CFS) = 16.12 FLOW VELOCITY(FEET/SEC) = 3.82 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 9.02 Tc(MIN.) = 14.02 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 120.00 = 3567.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 120.00 TO NODE 120.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.304 *USER SPECIFIED(SUBAREA): NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .4500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.4500 SUBAREA AREA(ACRES) = 50.50 SUBAREA RUNOFF(CFS) = 52.35 TOTAL AREA(ACRES) = 58.50 TOTAL RUNOFF(CFS) = 60.64 TC(MIN.) = 14.02 **************************************************************************** FLOW PROCESS FROM NODE 120.00 TO NODE 130.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 356.00 DOWNSTREAM(FEET) = 310.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 770.00 CHANNEL SLOPE = 0.0597 CHANNEL BASE(FEET) = 5.00 "Z" FACTOR = 12.000 MANNING'S FACTOR = 0.040 MAXIMUM DEPTH(FEET) = 10.00 CHANNEL FLOW THRU SUBAREA(CFS) = 60.64 FLOW VELOCITY(FEET/SEC.) = 5.47 FLOW DEPTH(FEET) = 0.78 TRAVEL TIME(MIN.) = 2.35 Tc(MIN.) = 16.36 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 130.00 = 4337.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 130.00 TO NODE 130.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.085 *USER SPECIFIED(SUBAREA): NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .4500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.4500 SUBAREA AREA(ACRES) = 25.40 SUBAREA RUNOFF(CFS) = 23.83 TOTAL AREA(ACRES) = 83.90 TOTAL RUNOFF(CFS) = 78.71 TC(MIN.) = 16.36 **************************************************************************** FLOW PROCESS FROM NODE 130.00 TO NODE 500.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 16.36 RAINFALL INTENSITY(INCH/HR) = 2.08 TOTAL STREAM AREA(ACRES) = 83.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 78.71 **************************************************************************** Total Existing 10-Year, 6-hour flow to Otay River(Basin A) = 78.7 CFS Tc = 16.4 min Total Area = 83.9 acres H.E. Job No. 08020 Pre-Project Hydrology, Otay River 10-Year Storm **************************************************************************** FLOW PROCESS FROM NODE 300.00 TO NODE 300.00 IS CODE = 22 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ *USER SPECIFIED(SUBAREA): RESIDENTAIL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .9210 S.C.S. CURVE NUMBER (AMC II) = 0 USER SPECIFIED Tc(MIN.) = 16.350 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.086 SUBAREA RUNOFF(CFS) = 38.62 TOTAL AREA(ACRES) = 20.10 TOTAL RUNOFF(CFS) = 38.62 **************************************************************************** FLOW PROCESS FROM NODE 300.00 TO NODE 300.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 514.40 DOWNSTREAM(FEET) = 513.90 FLOW LENGTH(FEET) = 100.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 25.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.12 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 38.62 PIPE TRAVEL TIME(MIN.) = 0.23 Tc(MIN.) = 16.58 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 300.00 = 870.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 300.00 TO NODE 300.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.067 *USER SPECIFIED(SUBAREA): NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .4500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.5531 SUBAREA AREA(ACRES) = 71.70 SUBAREA RUNOFF(CFS) = 66.69 TOTAL AREA(ACRES) = 91.80 TOTAL RUNOFF(CFS) = 104.95 TC(MIN.) = 16.58 **************************************************************************** FLOW PROCESS FROM NODE 300.00 TO NODE 310.00 IS CODE = 53 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL MOUNTAIN CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 514.40 DOWNSTREAM(FEET) = 350.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 2493.00 CHANNEL SLOPE = 0.0659 SLOPE ADJUSTMENT CURVE USED: EFFECTIVE SLOPE = .0659 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) CHANNEL FLOW THRU SUBAREA(CFS) = 104.95 FLOW VELOCITY(FEET/SEC) = 6.77 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 6.13 Tc(MIN.) = 22.72 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 310.00 = 3363.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 310.00 TO NODE 310.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.687 *USER SPECIFIED(SUBAREA): NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .4500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.5245 H.E. Job No. 08020 Pre-Project Hydrology, Otay River 10-Year Storm SUBAREA AREA(ACRES) = 35.30 SUBAREA RUNOFF(CFS) = 26.80 TOTAL AREA(ACRES) = 127.10 TOTAL RUNOFF(CFS) = 112.47 TC(MIN.) = 22.72 **************************************************************************** FLOW PROCESS FROM NODE 310.00 TO NODE 320.00 IS CODE = 53 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL MOUNTAIN CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 350.00 DOWNSTREAM(FEET) = 276.70 CHANNEL LENGTH THRU SUBAREA(FEET) = 1880.00 CHANNEL SLOPE = 0.0390 SLOPE ADJUSTMENT CURVE USED: EFFECTIVE SLOPE = .0390 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) CHANNEL FLOW THRU SUBAREA(CFS) = 112.47 FLOW VELOCITY(FEET/SEC) = 5.33 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 5.88 Tc(MIN.) = 28.60 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 320.00 = 5243.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 320.00 TO NODE 500.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 28.60 RAINFALL INTENSITY(INCH/HR) = 1.45 TOTAL STREAM AREA(ACRES) = 127.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 112.47 **************************************************************************** FLOW PROCESS FROM NODE 500.00 TO NODE 330.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 276.00 DOWNSTREAM(FEET) = 200.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1720.00 CHANNEL SLOPE = 0.0442 CHANNEL BASE(FEET) = 3.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.080 MAXIMUM DEPTH(FEET) = 10.00 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.297 *USER SPECIFIED(SUBAREA): NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .6000 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 119.16 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 5.16 AVERAGE FLOW DEPTH(FEET) = 2.73 TRAVEL TIME(MIN.) = 5.55 Tc(MIN.) = 34.15 SUBAREA AREA(ACRES) = 17.20 SUBAREA RUNOFF(CFS) = 13.39 AREA-AVERAGE RUNOFF COEFFICIENT = 0.533 TOTAL AREA(ACRES) = 144.30 PEAK FLOW RATE(CFS) = 112.47 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 2.66 FLOW VELOCITY(FEET/SEC.) = 5.08 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 330.00 = 1720.00 FEET. Total Existing 10-Year, 6-hour flow to Otay River(Basin B) = 112.5 CFS Tc = 28.6 min Total Area = 127.1 acres H.E. Job No. 08020 Pre-Project Hydrology, Otay River 25-Year Storm **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2003 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2003 License ID 1508 Analysis prepared by: ************************** DESCRIPTION OF STUDY ************************** * OTAY LANDS PARCEL B, 08020 * * PRELIMINARY HYDROLOGY, EXISTING CONDITION * * Q25 * ************************************************************************** FILE NAME: 8020E25.DAT TIME/DATE OF STUDY: 16:28 01/31/2011 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 25.00 6-HOUR DURATION PRECIPITATION (INCHES) = 1.800 SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *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 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150 2 50.0 40.0 0.010/0.020/0.050 0.50 1.50 0.0312 0.125 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 1.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 10.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 110.00 IS CODE = 22 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ *USER SPECIFIED(SUBAREA): NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .4500 S.C.S. CURVE NUMBER (AMC II) = 0 USER SPECIFIED Tc(MIN.) = 5.000 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.743 SUBAREA RUNOFF(CFS) = 17.07 TOTAL AREA(ACRES) = 8.00 TOTAL RUNOFF(CFS) = 17.07 **************************************************************************** FLOW PROCESS FROM NODE 110.00 TO NODE 120.00 IS CODE = 53 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL MOUNTAIN CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 507.00 DOWNSTREAM(FEET) = 356.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 2067.00 CHANNEL SLOPE = 0.0731 SLOPE ADJUSTMENT CURVE USED: EFFECTIVE SLOPE = .0731 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) H.E. Job No. 08020 Pre-Project Hydrology, Otay River 25-Year Storm CHANNEL FLOW THRU SUBAREA(CFS) = 17.07 FLOW VELOCITY(FEET/SEC) = 3.89 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 8.85 Tc(MIN.) = 13.85 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 120.00 = 3567.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 120.00 TO NODE 120.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.458 *USER SPECIFIED(SUBAREA): NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .4500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.4500 SUBAREA AREA(ACRES) = 50.50 SUBAREA RUNOFF(CFS) = 55.87 TOTAL AREA(ACRES) = 58.50 TOTAL RUNOFF(CFS) = 64.72 TC(MIN.) = 13.85 **************************************************************************** FLOW PROCESS FROM NODE 120.00 TO NODE 130.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 356.00 DOWNSTREAM(FEET) = 310.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 770.00 CHANNEL SLOPE = 0.0597 CHANNEL BASE(FEET) = 5.00 "Z" FACTOR = 12.000 MANNING'S FACTOR = 0.040 MAXIMUM DEPTH(FEET) = 10.00 CHANNEL FLOW THRU SUBAREA(CFS) = 64.72 FLOW VELOCITY(FEET/SEC.) = 5.56 FLOW DEPTH(FEET) = 0.80 TRAVEL TIME(MIN.) = 2.31 Tc(MIN.) = 16.16 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 130.00 = 4337.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 130.00 TO NODE 130.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.226 *USER SPECIFIED(SUBAREA): NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .4500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.4500 SUBAREA AREA(ACRES) = 25.40 SUBAREA RUNOFF(CFS) = 25.44 TOTAL AREA(ACRES) = 83.90 TOTAL RUNOFF(CFS) = 84.03 TC(MIN.) = 16.16 **************************************************************************** FLOW PROCESS FROM NODE 130.00 TO NODE 500.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 16.16 RAINFALL INTENSITY(INCH/HR) = 2.23 TOTAL STREAM AREA(ACRES) = 83.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 84.03 Total Existing 25-Year, 6-hour flow to Otay River(Basin A) = 84.0 CFS Tc = 16.2 min Total Area = 83.9 acres H.E. Job No. 08020 Pre-Project Hydrology, Otay River 25-Year Storm **************************************************************************** FLOW PROCESS FROM NODE 300.00 TO NODE 300.00 IS CODE = 22 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ *USER SPECIFIED(SUBAREA): RESIDENTAIL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .9210 S.C.S. CURVE NUMBER (AMC II) = 0 USER SPECIFIED Tc(MIN.) = 16.350 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.209 SUBAREA RUNOFF(CFS) = 40.89 TOTAL AREA(ACRES) = 20.10 TOTAL RUNOFF(CFS) = 40.89 **************************************************************************** FLOW PROCESS FROM NODE 300.00 TO NODE 300.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 514.40 DOWNSTREAM(FEET) = 513.90 FLOW LENGTH(FEET) = 100.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 27.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.18 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 40.89 PIPE TRAVEL TIME(MIN.) = 0.23 Tc(MIN.) = 16.58 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 300.00 = 870.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 300.00 TO NODE 300.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.189 *USER SPECIFIED(SUBAREA): NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .4500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.5531 SUBAREA AREA(ACRES) = 71.70 SUBAREA RUNOFF(CFS) = 70.62 TOTAL AREA(ACRES) = 91.80 TOTAL RUNOFF(CFS) = 111.13 TC(MIN.) = 16.58 **************************************************************************** FLOW PROCESS FROM NODE 300.00 TO NODE 310.00 IS CODE = 53 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL MOUNTAIN CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 514.40 DOWNSTREAM(FEET) = 350.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 2493.00 CHANNEL SLOPE = 0.0659 SLOPE ADJUSTMENT CURVE USED: EFFECTIVE SLOPE = .0659 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) CHANNEL FLOW THRU SUBAREA(CFS) = 111.13 FLOW VELOCITY(FEET/SEC) = 6.90 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 6.02 Tc(MIN.) = 22.60 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 310.00 = 3363.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 310.00 TO NODE 310.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.792 *USER SPECIFIED(SUBAREA): NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .4500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.5245 H.E. Job No. 08020 Pre-Project Hydrology, Otay River 25-Year Storm SUBAREA AREA(ACRES) = 35.30 SUBAREA RUNOFF(CFS) = 28.47 TOTAL AREA(ACRES) = 127.10 TOTAL RUNOFF(CFS) = 119.48 TC(MIN.) = 22.60 **************************************************************************** FLOW PROCESS FROM NODE 310.00 TO NODE 320.00 IS CODE = 53 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL MOUNTAIN CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 350.00 DOWNSTREAM(FEET) = 276.70 CHANNEL LENGTH THRU SUBAREA(FEET) = 1880.00 CHANNEL SLOPE = 0.0390 SLOPE ADJUSTMENT CURVE USED: EFFECTIVE SLOPE = .0390 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) CHANNEL FLOW THRU SUBAREA(CFS) = 119.48 FLOW VELOCITY(FEET/SEC) = 5.44 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 5.76 Tc(MIN.) = 28.36 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 320.00 = 5243.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 320.00 TO NODE 500.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 28.36 RAINFALL INTENSITY(INCH/HR) = 1.55 TOTAL STREAM AREA(ACRES) = 127.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 119.48 **************************************************************************** FLOW PROCESS FROM NODE 500.00 TO NODE 330.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 276.00 DOWNSTREAM(FEET) = 200.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1720.00 CHANNEL SLOPE = 0.0442 CHANNEL BASE(FEET) = 3.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.080 MAXIMUM DEPTH(FEET) = 10.00 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.382 *USER SPECIFIED(SUBAREA): NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .6000 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 126.61 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 5.24 AVERAGE FLOW DEPTH(FEET) = 2.80 TRAVEL TIME(MIN.) = 5.47 Tc(MIN.) = 33.83 SUBAREA AREA(ACRES) = 17.20 SUBAREA RUNOFF(CFS) = 14.26 AREA-AVERAGE RUNOFF COEFFICIENT = 0.533 TOTAL AREA(ACRES) = 144.30 PEAK FLOW RATE(CFS) = 119.48 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 2.73 FLOW VELOCITY(FEET/SEC.) = 5.16 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 330.00 = 1720.00 FEET. Total Existing 25-Year, 6-hour flow to Otay River(Basin B) = 119.5 CFS Tc = 28.4 min Total Area = 127.1 acres H.E. Job No. 08020 Pre-Project Hydrology, Otay River 50-Year Storm ____________________________________________________________________________ **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2003 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2003 License ID 1508 Analysis prepared by: ************************** DESCRIPTION OF STUDY ************************** * OTAY LANDS PARCEL B, 08020 * * PRELIMINARY HYDROLOGY, EXISTING CONDITION * * Q50 * ************************************************************************** FILE NAME: 8020E50.DAT TIME/DATE OF STUDY: 16:27 01/31/2011 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 50.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.200 SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *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 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150 2 50.0 40.0 0.010/0.020/0.050 0.50 1.50 0.0312 0.125 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 1.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 10.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 110.00 IS CODE = 22 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ *USER SPECIFIED(SUBAREA): NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .4500 S.C.S. CURVE NUMBER (AMC II) = 0 USER SPECIFIED Tc(MIN.) = 5.000 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.796 SUBAREA RUNOFF(CFS) = 20.87 TOTAL AREA(ACRES) = 8.00 TOTAL RUNOFF(CFS) = 20.87 **************************************************************************** FLOW PROCESS FROM NODE 110.00 TO NODE 120.00 IS CODE = 53 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL MOUNTAIN CHANNEL FLOW<<<<< H.E. Job No. 08020 Pre-Project Hydrology, Otay River 50-Year Storm >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 507.00 DOWNSTREAM(FEET) = 356.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 2067.00 CHANNEL SLOPE = 0.0731 SLOPE ADJUSTMENT CURVE USED: EFFECTIVE SLOPE = .0731 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) CHANNEL FLOW THRU SUBAREA(CFS) = 20.87 FLOW VELOCITY(FEET/SEC) = 4.16 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 8.28 Tc(MIN.) = 13.28 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 120.00 = 3567.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 120.00 TO NODE 120.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.088 *USER SPECIFIED(SUBAREA): NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .4500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.4500 SUBAREA AREA(ACRES) = 50.50 SUBAREA RUNOFF(CFS) = 70.17 TOTAL AREA(ACRES) = 58.50 TOTAL RUNOFF(CFS) = 81.28 TC(MIN.) = 13.28 **************************************************************************** FLOW PROCESS FROM NODE 120.00 TO NODE 130.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 356.00 DOWNSTREAM(FEET) = 310.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 770.00 CHANNEL SLOPE = 0.0597 CHANNEL BASE(FEET) = 5.00 "Z" FACTOR = 12.000 MANNING'S FACTOR = 0.040 MAXIMUM DEPTH(FEET) = 10.00 CHANNEL FLOW THRU SUBAREA(CFS) = 81.28 FLOW VELOCITY(FEET/SEC.) = 5.91 FLOW DEPTH(FEET) = 0.88 TRAVEL TIME(MIN.) = 2.17 Tc(MIN.) = 15.45 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 130.00 = 4337.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 130.00 TO NODE 130.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.800 *USER SPECIFIED(SUBAREA): NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .4500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.4500 SUBAREA AREA(ACRES) = 25.40 SUBAREA RUNOFF(CFS) = 32.01 TOTAL AREA(ACRES) = 83.90 TOTAL RUNOFF(CFS) = 105.72 TC(MIN.) = 15.45 **************************************************************************** FLOW PROCESS FROM NODE 130.00 TO NODE 500.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 15.45 RAINFALL INTENSITY(INCH/HR) = 2.80 TOTAL STREAM AREA(ACRES) = 83.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 105.72 H.E. Job No. 08020 Pre-Project Hydrology, Otay River 50-Year Storm Total Existing 50-Year, 6-hour flow to Otay River(Basin A) = 105.7 CFS Tc = 15.5 min Total Area = 83.9 acres H.E. Job No. 08020 Pre-Project Hydrology, Otay River 50-Year Storm **************************************************************************** FLOW PROCESS FROM NODE 300.00 TO NODE 300.00 IS CODE = 22 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ *USER SPECIFIED(SUBAREA): RESIDENTAIL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .9210 S.C.S. CURVE NUMBER (AMC II) = 0 USER SPECIFIED Tc(MIN.) = 16.350 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.699 SUBAREA RUNOFF(CFS) = 49.97 TOTAL AREA(ACRES) = 20.10 TOTAL RUNOFF(CFS) = 49.97 **************************************************************************** FLOW PROCESS FROM NODE 300.00 TO NODE 300.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 514.40 DOWNSTREAM(FEET) = 513.90 FLOW LENGTH(FEET) = 100.00 MANNING'S N = 0.013 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY(FEET/SEC.) = 7.07 PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 49.97 PIPE TRAVEL TIME(MIN.) = 0.24 Tc(MIN.) = 16.59 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 300.00 = 870.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 300.00 TO NODE 300.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.675 *USER SPECIFIED(SUBAREA): NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .4500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.5531 SUBAREA AREA(ACRES) = 71.70 SUBAREA RUNOFF(CFS) = 86.30 TOTAL AREA(ACRES) = 91.80 TOTAL RUNOFF(CFS) = 135.81 TC(MIN.) = 16.59 **************************************************************************** FLOW PROCESS FROM NODE 300.00 TO NODE 310.00 IS CODE = 53 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL MOUNTAIN CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 514.40 DOWNSTREAM(FEET) = 350.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 2493.00 CHANNEL SLOPE = 0.0659 SLOPE ADJUSTMENT CURVE USED: EFFECTIVE SLOPE = .0659 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) CHANNEL FLOW THRU SUBAREA(CFS) = 135.81 FLOW VELOCITY(FEET/SEC) = 7.38 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 5.63 Tc(MIN.) = 22.22 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 310.00 = 3363.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 310.00 TO NODE 310.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.215 *USER SPECIFIED(SUBAREA): NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .4500 S.C.S. CURVE NUMBER (AMC II) = 0 H.E. Job No. 08020 Pre-Project Hydrology, Otay River 50-Year Storm AREA-AVERAGE RUNOFF COEFFICIENT = 0.5245 SUBAREA AREA(ACRES) = 35.30 SUBAREA RUNOFF(CFS) = 35.19 TOTAL AREA(ACRES) = 127.10 TOTAL RUNOFF(CFS) = 147.66 TC(MIN.) = 22.22 **************************************************************************** FLOW PROCESS FROM NODE 310.00 TO NODE 320.00 IS CODE = 53 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL MOUNTAIN CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 350.00 DOWNSTREAM(FEET) = 276.70 CHANNEL LENGTH THRU SUBAREA(FEET) = 1880.00 CHANNEL SLOPE = 0.0390 SLOPE ADJUSTMENT CURVE USED: EFFECTIVE SLOPE = .0390 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) CHANNEL FLOW THRU SUBAREA(CFS) = 147.66 FLOW VELOCITY(FEET/SEC) = 5.83 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 5.37 Tc(MIN.) = 27.59 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 320.00 = 5243.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 320.00 TO NODE 500.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 27.59 RAINFALL INTENSITY(INCH/HR) = 1.93 TOTAL STREAM AREA(ACRES) = 127.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 147.66 **************************************************************************** FLOW PROCESS FROM NODE 500.00 TO NODE 330.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 276.00 DOWNSTREAM(FEET) = 200.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1720.00 CHANNEL SLOPE = 0.0442 CHANNEL BASE(FEET) = 3.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.080 MAXIMUM DEPTH(FEET) = 10.00 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.724 *USER SPECIFIED(SUBAREA): NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .6000 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 156.56 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 5.53 AVERAGE FLOW DEPTH(FEET) = 3.09 TRAVEL TIME(MIN.) = 5.19 Tc(MIN.) = 32.77 SUBAREA AREA(ACRES) = 17.20 SUBAREA RUNOFF(CFS) = 17.79 AREA-AVERAGE RUNOFF COEFFICIENT = 0.533 TOTAL AREA(ACRES) = 144.30 PEAK FLOW RATE(CFS) = 147.66 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 3.01 FLOW VELOCITY(FEET/SEC.) = 5.44 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 330.00 = 1720.00 FEET. Total Existing 50-Year, 6-hour flow to Otay River(Basin B) = 147.7 CFS Tc = 27.6 min Total Area = 127.1 acres H.E. Job No. 08020 Pre-Project Hydrology, Otay River 100-Year Storm **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2003 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2003 License ID 1508 Analysis prepared by: ************************** DESCRIPTION OF STUDY ************************** * OTAY LANDS PARCEL B, 08020 * * PRELIMINARY HYDROLOGY, EXISTING CONDITION * * Q100 * ************************************************************************** FILE NAME: 8020E100.DAT TIME/DATE OF STUDY: 15:36 01/31/2011 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.500 SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *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 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150 2 50.0 40.0 0.010/0.020/0.050 0.50 1.50 0.0312 0.125 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 1.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 10.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 110.00 IS CODE = 22 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ *USER SPECIFIED(SUBAREA): NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .4500 S.C.S. CURVE NUMBER (AMC II) = 0 USER SPECIFIED Tc(MIN.) = 5.000 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.587 SUBAREA RUNOFF(CFS) = 23.71 TOTAL AREA(ACRES) = 8.00 TOTAL RUNOFF(CFS) = 23.71 **************************************************************************** FLOW PROCESS FROM NODE 110.00 TO NODE 120.00 IS CODE = 53 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL MOUNTAIN CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 507.00 DOWNSTREAM(FEET) = 356.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 2067.00 CHANNEL SLOPE = 0.0731 SLOPE ADJUSTMENT CURVE USED: EFFECTIVE SLOPE = .0731 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) H.E. Job No. 08020 Pre-Project Hydrology, Otay River 100-Year Storm CHANNEL FLOW THRU SUBAREA(CFS) = 23.71 FLOW VELOCITY(FEET/SEC) = 4.34 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 7.93 Tc(MIN.) = 12.93 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 120.00 = 3567.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 120.00 TO NODE 120.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.569 *USER SPECIFIED(SUBAREA): NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .4500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.4500 SUBAREA AREA(ACRES) = 50.50 SUBAREA RUNOFF(CFS) = 81.10 TOTAL AREA(ACRES) = 58.50 TOTAL RUNOFF(CFS) = 93.95 TC(MIN.) = 12.93 **************************************************************************** FLOW PROCESS FROM NODE 120.00 TO NODE 130.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 356.00 DOWNSTREAM(FEET) = 310.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 770.00 CHANNEL SLOPE = 0.0597 CHANNEL BASE(FEET) = 5.00 "Z" FACTOR = 12.000 MANNING'S FACTOR = 0.040 MAXIMUM DEPTH(FEET) = 10.00 CHANNEL FLOW THRU SUBAREA(CFS) = 93.95 FLOW VELOCITY(FEET/SEC.) = 6.12 FLOW DEPTH(FEET) = 0.94 TRAVEL TIME(MIN.) = 2.10 Tc(MIN.) = 15.03 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 130.00 = 4337.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 130.00 TO NODE 130.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.239 *USER SPECIFIED(SUBAREA): NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .4500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.4500 SUBAREA AREA(ACRES) = 25.40 SUBAREA RUNOFF(CFS) = 37.02 TOTAL AREA(ACRES) = 83.90 TOTAL RUNOFF(CFS) = 122.30 TC(MIN.) = 15.03 **************************************************************************** FLOW PROCESS FROM NODE 130.00 TO NODE 500.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 15.03 RAINFALL INTENSITY(INCH/HR) = 3.24 TOTAL STREAM AREA(ACRES) = 83.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 122.30 **************************************************************************** Total Existing 100-Year, 6-hour flow to Otay River(Basin A) = 122.3 CFS Tc = 15.0 min Total Area = 83.9 acres H.E. Job No. 08020 Pre-Project Hydrology, Otay River 100-Year Storm **************************************************************************** FLOW PROCESS FROM NODE 500.00 TO NODE 330.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 276.00 DOWNSTREAM(FEET) = 200.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1720.00 CHANNEL SLOPE = 0.0442 CHANNEL BASE(FEET) = 3.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.080 MAXIMUM DEPTH(FEET) = 10.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.986 *USER SPECIFIED(SUBAREA): NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .6000 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 179.35 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 5.73 AVERAGE FLOW DEPTH(FEET) = 3.28 TRAVEL TIME(MIN.) = 5.01 Tc(MIN.) = 32.09 SUBAREA AREA(ACRES) = 17.20 SUBAREA RUNOFF(CFS) = 20.49 AREA-AVERAGE RUNOFF COEFFICIENT = 0.533 TOTAL AREA(ACRES) = 144.30 PEAK FLOW RATE(CFS) = 169.10 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 3.19 FLOW VELOCITY(FEET/SEC.) = 5.64 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 330.00 = 1720.00 FEET. _ Total Existing 100-Year, 6-hour flow to Otay River(Basin A) = 122.3 CFS Tc = 15.0 min Total Area = 83.9 acres H.E. Job No. 08020 Pre-Project Hydrology, Otay River 100-Year Storm FLOW PROCESS FROM NODE 300.00 TO NODE 300.00 IS CODE = 22 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ *USER SPECIFIED(SUBAREA): RESIDENTAIL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .9210 S.C.S. CURVE NUMBER (AMC II) = 0 USER SPECIFIED Tc(MIN.) = 16.350 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.068 SUBAREA RUNOFF(CFS) = 56.79 TOTAL AREA(ACRES) = 20.10 TOTAL RUNOFF(CFS) = 56.79 **************************************************************************** FLOW PROCESS FROM NODE 300.00 TO NODE 300.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 514.40 DOWNSTREAM(FEET) = 513.90 FLOW LENGTH(FEET) = 100.00 MANNING'S N = 0.013 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY(FEET/SEC.) = 8.03 PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 56.79 PIPE TRAVEL TIME(MIN.) = 0.21 Tc(MIN.) = 16.56 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 300.00 = 870.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 300.00 TO NODE 300.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.043 *USER SPECIFIED(SUBAREA): NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .4500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.5531 SUBAREA AREA(ACRES) = 71.70 SUBAREA RUNOFF(CFS) = 98.17 TOTAL AREA(ACRES) = 91.80 TOTAL RUNOFF(CFS) = 154.50 TC(MIN.) = 16.56 **************************************************************************** FLOW PROCESS FROM NODE 300.00 TO NODE 310.00 IS CODE = 53 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL MOUNTAIN CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 514.40 DOWNSTREAM(FEET) = 350.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 2493.00 CHANNEL SLOPE = 0.0659 SLOPE ADJUSTMENT CURVE USED: EFFECTIVE SLOPE = .0659 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) CHANNEL FLOW THRU SUBAREA(CFS) = 154.50 FLOW VELOCITY(FEET/SEC) = 7.70 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 5.39 Tc(MIN.) = 21.95 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 310.00 = 3363.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 310.00 TO NODE 310.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.537 *USER SPECIFIED(SUBAREA): NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .4500 S.C.S. CURVE NUMBER (AMC II) = 0 H.E. Job No. 08020 Pre-Project Hydrology, Otay River 100-Year Storm AREA-AVERAGE RUNOFF COEFFICIENT = 0.5245 SUBAREA AREA(ACRES) = 35.30 SUBAREA RUNOFF(CFS) = 40.30 TOTAL AREA(ACRES) = 127.10 TOTAL RUNOFF(CFS) = 169.10 TC(MIN.) = 21.95 **************************************************************************** FLOW PROCESS FROM NODE 310.00 TO NODE 320.00 IS CODE = 53 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL MOUNTAIN CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 350.00 DOWNSTREAM(FEET) = 276.70 CHANNEL LENGTH THRU SUBAREA(FEET) = 1880.00 CHANNEL SLOPE = 0.0390 SLOPE ADJUSTMENT CURVE USED: EFFECTIVE SLOPE = .0390 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) CHANNEL FLOW THRU SUBAREA(CFS) = 169.10 FLOW VELOCITY(FEET/SEC) = 6.10 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 5.13 Tc(MIN.) = 27.08 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 320.00 = 5243.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 320.00 TO NODE 500.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 27.08 RAINFALL INTENSITY(INCH/HR) = 2.22 TOTAL STREAM AREA(ACRES) = 127.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 169.10 Total Existing 100-Year, 6-hour flow to Otay River(Basin B) = 169.1 CFS Tc = 27.1 min Total Area = 127.1 acres Appendix C Appendix D H.E. Job No. 08020 Post-Project Hydrology, Wolf Creek 2-Year Storm ____________________________________________________________________________ **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2003 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2003 License ID 1508 Analysis prepared by: ************************** DESCRIPTION OF STUDY ************************** * OTAY LANDS PARCEL B, 08020 * * PRELIMINARY PROPOSED HYDROLOGY * * Q2 * ************************************************************************** FILE NAME: 8020P2.DAT TIME/DATE OF STUDY: 09:57 02/02/2011 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 2.00 6-HOUR DURATION PRECIPITATION (INCHES) = 1.100 SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *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 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150 2 50.0 40.0 0.010/0.020/0.050 0.50 1.50 0.0312 0.125 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 1.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 10.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 400.00 TO NODE 400.00 IS CODE = 22 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ *USER SPECIFIED(SUBAREA): RESIDENTAIL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7670 S.C.S. CURVE NUMBER (AMC II) = 92 USER SPECIFIED Tc(MIN.) = 11.430 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.700 SUBAREA RUNOFF(CFS) = 116.90 TOTAL AREA(ACRES) = 89.64 TOTAL RUNOFF(CFS) = 116.90 **************************************************************************** FLOW PROCESS FROM NODE 400.00 TO NODE 405.00 IS CODE = 41 H.E. Job No. 08020 Post-Project Hydrology, Wolf Creek 2-Year Storm ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 438.86 DOWNSTREAM(FEET) = 429.00 FLOW LENGTH(FEET) = 660.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 60.0 INCH PIPE IS 25.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 14.40 GIVEN PIPE DIAMETER(INCH) = 60.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 116.90 PIPE TRAVEL TIME(MIN.) = 0.76 Tc(MIN.) = 12.19 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 405.00 = 1380.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 405.00 TO NODE 405.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.631 STREETS & ROADS (CURBS/STORM DRAINS) RUNOFF COEFFICIENT = .8700 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 98 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7706 SUBAREA AREA(ACRES) = 3.21 SUBAREA RUNOFF(CFS) = 4.55 TOTAL AREA(ACRES) = 92.85 TOTAL RUNOFF(CFS) = 116.90 TC(MIN.) = 12.19 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE **************************************************************************** FLOW PROCESS FROM NODE 405.00 TO NODE 410.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 429.00 DOWNSTREAM(FEET) = 427.50 FLOW LENGTH(FEET) = 91.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 60.0 INCH PIPE IS 25.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 14.93 GIVEN PIPE DIAMETER(INCH) = 60.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 116.90 PIPE TRAVEL TIME(MIN.) = 0.10 Tc(MIN.) = 12.30 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 410.00 = 1471.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 410.00 TO NODE 410.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.622 STREETS & ROADS (CURBS/STORM DRAINS) RUNOFF COEFFICIENT = .8700 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 98 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7730 SUBAREA AREA(ACRES) = 2.35 SUBAREA RUNOFF(CFS) = 3.32 TOTAL AREA(ACRES) = 95.20 TOTAL RUNOFF(CFS) = 119.37 TC(MIN.) = 12.30 **************************************************************************** FLOW PROCESS FROM NODE 410.00 TO NODE 410.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 12.30 RAINFALL INTENSITY(INCH/HR) = 1.62 TOTAL STREAM AREA(ACRES) = 95.20 H.E. Job No. 08020 Post-Project Hydrology, Wolf Creek 2-Year Storm PEAK FLOW RATE(CFS) AT CONFLUENCE = 119.37 **************************************************************************** FLOW PROCESS FROM NODE 415.00 TO NODE 415.00 IS CODE = 22 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ NEIGHBORHOOD COMMERCIAL RUNOFF COEFFICIENT = .7900 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 94 USER SPECIFIED Tc(MIN.) = 7.000 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.333 SUBAREA RUNOFF(CFS) = 34.98 TOTAL AREA(ACRES) = 18.98 TOTAL RUNOFF(CFS) = 34.98 **************************************************************************** FLOW PROCESS FROM NODE 415.00 TO NODE 420.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 476.00 DOWNSTREAM(FEET) = 474.00 FLOW LENGTH(FEET) = 70.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 14.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 13.54 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 34.98 PIPE TRAVEL TIME(MIN.) = 0.09 Tc(MIN.) = 7.09 LONGEST FLOWPATH FROM NODE 415.00 TO NODE 420.00 = 161.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 420.00 TO NODE 425.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 474.00 DOWNSTREAM(FEET) = 462.00 FLOW LENGTH(FEET) = 343.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 13.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 14.57 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 34.98 PIPE TRAVEL TIME(MIN.) = 0.39 Tc(MIN.) = 7.48 LONGEST FLOWPATH FROM NODE 415.00 TO NODE 425.00 = 504.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 425.00 TO NODE 425.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.235 STREETS & ROADS (CURBS/STORM DRAINS) RUNOFF COEFFICIENT = .8700 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 98 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8023 SUBAREA AREA(ACRES) = 3.45 SUBAREA RUNOFF(CFS) = 6.71 TOTAL AREA(ACRES) = 22.43 TOTAL RUNOFF(CFS) = 40.23 TC(MIN.) = 7.48 **************************************************************************** FLOW PROCESS FROM NODE 425.00 TO NODE 425.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.235 NEIGHBORHOOD COMMERCIAL RUNOFF COEFFICIENT = .7900 SOIL CLASSIFICATION IS "D" H.E. Job No. 08020 Post-Project Hydrology, Wolf Creek 2-Year Storm S.C.S. CURVE NUMBER (AMC II) = 94 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7996 SUBAREA AREA(ACRES) = 6.36 SUBAREA RUNOFF(CFS) = 11.23 TOTAL AREA(ACRES) = 28.79 TOTAL RUNOFF(CFS) = 51.46 TC(MIN.) = 7.48 **************************************************************************** FLOW PROCESS FROM NODE 425.00 TO NODE 425.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.235 NEIGHBORHOOD COMMERCIAL RUNOFF COEFFICIENT = .7900 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 94 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7986 SUBAREA AREA(ACRES) = 3.40 SUBAREA RUNOFF(CFS) = 6.00 TOTAL AREA(ACRES) = 32.19 TOTAL RUNOFF(CFS) = 57.46 TC(MIN.) = 7.48 **************************************************************************** FLOW PROCESS FROM NODE 425.00 TO NODE 426.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 462.00 DOWNSTREAM(FEET) = 456.00 FLOW LENGTH(FEET) = 356.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 42.0 INCH PIPE IS 20.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 12.64 GIVEN PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 57.46 PIPE TRAVEL TIME(MIN.) = 0.47 Tc(MIN.) = 7.95 LONGEST FLOWPATH FROM NODE 415.00 TO NODE 426.00 = 860.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 426.00 TO NODE 426.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.149 RESIDENTAIL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7952 SUBAREA AREA(ACRES) = 1.26 SUBAREA RUNOFF(CFS) = 1.92 TOTAL AREA(ACRES) = 33.45 TOTAL RUNOFF(CFS) = 57.46 TC(MIN.) = 7.95 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE **************************************************************************** FLOW PROCESS FROM NODE 426.00 TO NODE 426.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.149 NEIGHBORHOOD COMMERCIAL RUNOFF COEFFICIENT = .7900 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 94 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7949 SUBAREA AREA(ACRES) = 2.22 SUBAREA RUNOFF(CFS) = 3.77 TOTAL AREA(ACRES) = 35.67 TOTAL RUNOFF(CFS) = 60.94 TC(MIN.) = 7.95 **************************************************************************** FLOW PROCESS FROM NODE 426.00 TO NODE 426.00 IS CODE = 81 ---------------------------------------------------------------------------- H.E. Job No. 08020 Post-Project Hydrology, Wolf Creek 2-Year Storm >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.149 STREETS & ROADS (CURBS/STORM DRAINS) RUNOFF COEFFICIENT = .8700 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 98 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7980 SUBAREA AREA(ACRES) = 1.51 SUBAREA RUNOFF(CFS) = 2.82 TOTAL AREA(ACRES) = 37.18 TOTAL RUNOFF(CFS) = 63.77 TC(MIN.) = 7.95 **************************************************************************** FLOW PROCESS FROM NODE 426.00 TO NODE 410.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 456.00 DOWNSTREAM(FEET) = 429.00 FLOW LENGTH(FEET) = 75.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 42.0 INCH PIPE IS 9.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 39.27 GIVEN PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 63.77 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 7.98 LONGEST FLOWPATH FROM NODE 415.00 TO NODE 410.00 = 935.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 410.00 TO NODE 410.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 7.98 RAINFALL INTENSITY(INCH/HR) = 2.14 TOTAL STREAM AREA(ACRES) = 37.18 PEAK FLOW RATE(CFS) AT CONFLUENCE = 63.77 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 119.37 12.30 1.622 95.20 2 63.77 7.98 2.144 37.18 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 141.24 7.98 2.144 2 167.62 12.30 1.622 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 167.62 Tc(MIN.) = 12.30 TOTAL AREA(ACRES) = 132.38 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 410.00 = 1471.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 410.00 TO NODE 600.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 427.50 DOWNSTREAM(FEET) = 416.00 FLOW LENGTH(FEET) = 830.00 MANNING'S N = 0.013 H.E. Job No. 08020 Post-Project Hydrology, Wolf Creek 2-Year Storm DEPTH OF FLOW IN 66.0 INCH PIPE IS 30.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 15.34 GIVEN PIPE DIAMETER(INCH) = 66.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 167.62 PIPE TRAVEL TIME(MIN.) = 0.90 Tc(MIN.) = 13.20 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 600.00 = 2301.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 600.00 TO NODE 600.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.550 NEIGHBORHOOD COMMERCIAL RUNOFF COEFFICIENT = .7900 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 94 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7802 SUBAREA AREA(ACRES) = 2.11 SUBAREA RUNOFF(CFS) = 2.58 TOTAL AREA(ACRES) = 134.49 TOTAL RUNOFF(CFS) = 167.62 TC(MIN.) = 13.20 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE **************************************************************************** FLOW PROCESS FROM NODE 600.00 TO NODE 600.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 600.00 TO NODE 600.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 500.00 TO NODE 505.00 IS CODE = 22 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ LAWNS, GOLF COURSES, ETC. POOR COVER RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 89 USER SPECIFIED Tc(MIN.) = 5.000 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.898 SUBAREA RUNOFF(CFS) = 1.31 TOTAL AREA(ACRES) = 1.29 TOTAL RUNOFF(CFS) = 1.31 **************************************************************************** FLOW PROCESS FROM NODE 505.00 TO NODE 505.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.898 NEIGHBORHOOD COMMERCIAL RUNOFF COEFFICIENT = .7900 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 94 AREA-AVERAGE RUNOFF COEFFICIENT = 0.5700 SUBAREA AREA(ACRES) = 1.29 SUBAREA RUNOFF(CFS) = 2.95 TOTAL AREA(ACRES) = 2.58 TOTAL RUNOFF(CFS) = 4.26 TC(MIN.) = 5.00 **************************************************************************** FLOW PROCESS FROM NODE 505.00 TO NODE 510.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ H.E. Job No. 08020 Post-Project Hydrology, Wolf Creek 2-Year Storm ELEVATION DATA: UPSTREAM(FEET) = 531.00 DOWNSTREAM(FEET) = 508.00 FLOW LENGTH(FEET) = 630.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 5.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.44 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.26 PIPE TRAVEL TIME(MIN.) = 1.24 Tc(MIN.) = 6.24 LONGEST FLOWPATH FROM NODE 500.00 TO NODE 510.00 = 1460.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 510.00 TO NODE 515.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 508.00 DOWNSTREAM(FEET) = 501.50 FLOW LENGTH(FEET) = 125.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 4.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.56 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.26 PIPE TRAVEL TIME(MIN.) = 0.22 Tc(MIN.) = 6.46 LONGEST FLOWPATH FROM NODE 500.00 TO NODE 515.00 = 1585.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 515.00 TO NODE 515.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.456 RESIDENTAIL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.6593 SUBAREA AREA(ACRES) = 4.54 SUBAREA RUNOFF(CFS) = 7.92 TOTAL AREA(ACRES) = 7.12 TOTAL RUNOFF(CFS) = 11.53 TC(MIN.) = 6.46 **************************************************************************** FLOW PROCESS FROM NODE 520.00 TO NODE 524.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 501.50 DOWNSTREAM(FEET) = 490.00 FLOW LENGTH(FEET) = 219.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 7.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 12.78 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 11.53 PIPE TRAVEL TIME(MIN.) = 0.29 Tc(MIN.) = 6.75 LONGEST FLOWPATH FROM NODE 500.00 TO NODE 524.00 = 1804.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 524.00 TO NODE 525.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 490.00 DOWNSTREAM(FEET) = 467.00 FLOW LENGTH(FEET) = 414.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 7.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 13.05 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 11.53 PIPE TRAVEL TIME(MIN.) = 0.53 Tc(MIN.) = 7.28 LONGEST FLOWPATH FROM NODE 500.00 TO NODE 525.00 = 2218.00 FEET. H.E. Job No. 08020 Post-Project Hydrology, Wolf Creek 2-Year Storm **************************************************************************** FLOW PROCESS FROM NODE 525.00 TO NODE 525.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 530.00 TO NODE 535.00 IS CODE = 22 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ RESIDENTAIL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 USER SPECIFIED Tc(MIN.) = 5.000 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.898 SUBAREA RUNOFF(CFS) = 6.23 TOTAL AREA(ACRES) = 3.03 TOTAL RUNOFF(CFS) = 6.23 **************************************************************************** FLOW PROCESS FROM NODE 535.00 TO NODE 540.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 2 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 507.00 DOWNSTREAM ELEVATION(FEET) = 502.00 STREET LENGTH(FEET) = 300.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 50.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 40.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.010 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.050 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 6.24 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 9.83 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.88 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.93 STREET FLOW TRAVEL TIME(MIN.) = 1.74 Tc(MIN.) = 6.74 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.391 RESIDENTAIL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.710 SUBAREA AREA(ACRES) = 0.01 SUBAREA RUNOFF(CFS) = 0.02 TOTAL AREA(ACRES) = 3.04 PEAK FLOW RATE(CFS) = 6.23 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 9.83 FLOW VELOCITY(FEET/SEC.) = 2.87 DEPTH*VELOCITY(FT*FT/SEC.) = 0.93 LONGEST FLOWPATH FROM NODE 530.00 TO NODE 540.00 = 714.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 540.00 TO NODE 545.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 497.00 DOWNSTREAM(FEET) = 470.00 FLOW LENGTH(FEET) = 412.00 MANNING'S N = 0.013 H.E. Job No. 08020 Post-Project Hydrology, Wolf Creek 2-Year Storm DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 11.92 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.23 PIPE TRAVEL TIME(MIN.) = 0.58 Tc(MIN.) = 7.31 LONGEST FLOWPATH FROM NODE 530.00 TO NODE 545.00 = 1126.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 545.00 TO NODE 545.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 7.31 RAINFALL INTENSITY(INCH/HR) = 2.27 TOTAL STREAM AREA(ACRES) = 3.04 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.23 **************************************************************************** FLOW PROCESS FROM NODE 550.00 TO NODE 550.00 IS CODE = 22 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ RESIDENTAIL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 USER SPECIFIED Tc(MIN.) = 5.000 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.898 SUBAREA RUNOFF(CFS) = 8.89 TOTAL AREA(ACRES) = 4.32 TOTAL RUNOFF(CFS) = 8.89 **************************************************************************** FLOW PROCESS FROM NODE 550.00 TO NODE 551.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 2 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 493.00 DOWNSTREAM ELEVATION(FEET) = 478.50 STREET LENGTH(FEET) = 740.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 50.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 40.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.010 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.050 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 8.89 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 12.58 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.15 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.11 STREET FLOW TRAVEL TIME(MIN.) = 3.91 Tc(MIN.) = 8.91 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.997 AREA-AVERAGE RUNOFF COEFFICIENT = 0.710 SUBAREA AREA(ACRES) = 0.00 SUBAREA RUNOFF(CFS) = 0.00 TOTAL AREA(ACRES) = 4.32 PEAK FLOW RATE(CFS) = 8.89 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 12.58 FLOW VELOCITY(FEET/SEC.) = 3.15 DEPTH*VELOCITY(FT*FT/SEC.) = 1.11 LONGEST FLOWPATH FROM NODE 550.00 TO NODE 551.00 = 1040.00 FEET. H.E. Job No. 08020 Post-Project Hydrology, Wolf Creek 2-Year Storm **************************************************************************** FLOW PROCESS FROM NODE 551.00 TO NODE 545.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 473.50 DOWNSTREAM(FEET) = 470.00 FLOW LENGTH(FEET) = 350.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 10.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.51 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 8.89 PIPE TRAVEL TIME(MIN.) = 0.90 Tc(MIN.) = 9.81 LONGEST FLOWPATH FROM NODE 550.00 TO NODE 545.00 = 1390.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 545.00 TO NODE 545.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 9.81 RAINFALL INTENSITY(INCH/HR) = 1.88 TOTAL STREAM AREA(ACRES) = 4.32 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.89 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 6.23 7.31 2.268 3.04 2 8.89 9.81 1.877 4.32 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 12.87 7.31 2.268 2 14.05 9.81 1.877 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 14.05 Tc(MIN.) = 9.81 TOTAL AREA(ACRES) = 7.36 LONGEST FLOWPATH FROM NODE 550.00 TO NODE 545.00 = 1390.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 545.00 TO NODE 555.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 470.00 DOWNSTREAM(FEET) = 469.00 FLOW LENGTH(FEET) = 46.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 10.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.66 GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 14.05 PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 9.89 LONGEST FLOWPATH FROM NODE 550.00 TO NODE 555.00 = 1436.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 555.00 TO NODE 555.00 IS CODE = 81 ---------------------------------------------------------------------------- H.E. Job No. 08020 Post-Project Hydrology, Wolf Creek 2-Year Storm >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.867 RESIDENTAIL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7100 SUBAREA AREA(ACRES) = 4.45 SUBAREA RUNOFF(CFS) = 5.90 TOTAL AREA(ACRES) = 11.81 TOTAL RUNOFF(CFS) = 15.66 TC(MIN.) = 9.89 **************************************************************************** FLOW PROCESS FROM NODE 555.00 TO NODE 525.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 469.00 DOWNSTREAM(FEET) = 467.00 FLOW LENGTH(FEET) = 201.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 13.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.48 GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 15.66 PIPE TRAVEL TIME(MIN.) = 0.45 Tc(MIN.) = 10.33 LONGEST FLOWPATH FROM NODE 550.00 TO NODE 525.00 = 1637.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 525.00 TO NODE 525.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 15.66 10.33 1.815 11.81 LONGEST FLOWPATH FROM NODE 550.00 TO NODE 525.00 = 1637.00 FEET. ** MEMORY BANK # 2 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 11.53 7.28 2.275 7.12 LONGEST FLOWPATH FROM NODE 500.00 TO NODE 525.00 = 2218.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 22.55 7.28 2.275 2 24.85 10.33 1.815 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 24.85 Tc(MIN.) = 10.33 TOTAL AREA(ACRES) = 18.93 **************************************************************************** FLOW PROCESS FROM NODE 525.00 TO NODE 525.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 2 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 525.00 TO NODE 560.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 467.00 DOWNSTREAM(FEET) = 465.30 H.E. Job No. 08020 Post-Project Hydrology, Wolf Creek 2-Year Storm FLOW LENGTH(FEET) = 170.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 15.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.41 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 24.85 PIPE TRAVEL TIME(MIN.) = 0.34 Tc(MIN.) = 10.67 LONGEST FLOWPATH FROM NODE 500.00 TO NODE 560.00 = 2388.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 560.00 TO NODE 560.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.777 RESIDENTAIL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.6948 SUBAREA AREA(ACRES) = 4.89 SUBAREA RUNOFF(CFS) = 6.17 TOTAL AREA(ACRES) = 23.82 TOTAL RUNOFF(CFS) = 29.42 TC(MIN.) = 10.67 **************************************************************************** FLOW PROCESS FROM NODE 560.00 TO NODE 570.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 465.30 DOWNSTREAM(FEET) = 464.00 FLOW LENGTH(FEET) = 75.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 14.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.77 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 29.42 PIPE TRAVEL TIME(MIN.) = 0.12 Tc(MIN.) = 10.79 LONGEST FLOWPATH FROM NODE 500.00 TO NODE 570.00 = 2463.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 570.00 TO NODE 570.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.765 NEIGHBORHOOD COMMERCIAL RUNOFF COEFFICIENT = .7900 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 94 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7309 SUBAREA AREA(ACRES) = 14.54 SUBAREA RUNOFF(CFS) = 20.27 TOTAL AREA(ACRES) = 38.36 TOTAL RUNOFF(CFS) = 49.49 TC(MIN.) = 10.79 **************************************************************************** FLOW PROCESS FROM NODE 570.00 TO NODE 575.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 464.00 DOWNSTREAM(FEET) = 460.00 FLOW LENGTH(FEET) = 488.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 48.0 INCH PIPE IS 21.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.28 GIVEN PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 49.49 PIPE TRAVEL TIME(MIN.) = 0.88 Tc(MIN.) = 11.66 LONGEST FLOWPATH FROM NODE 500.00 TO NODE 575.00 = 2951.00 FEET. **************************************************************************** H.E. Job No. 08020 Post-Project Hydrology, Wolf Creek 2-Year Storm FLOW PROCESS FROM NODE 575.00 TO NODE 575.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.678 STREETS & ROADS (CURBS/STORM DRAINS) RUNOFF COEFFICIENT = .8700 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 98 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7347 SUBAREA AREA(ACRES) = 1.07 SUBAREA RUNOFF(CFS) = 1.56 TOTAL AREA(ACRES) = 39.43 TOTAL RUNOFF(CFS) = 49.49 TC(MIN.) = 11.66 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE **************************************************************************** FLOW PROCESS FROM NODE 575.00 TO NODE 580.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 460.00 DOWNSTREAM(FEET) = 458.00 FLOW LENGTH(FEET) = 36.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 48.0 INCH PIPE IS 12.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 18.52 GIVEN PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 49.49 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 11.70 LONGEST FLOWPATH FROM NODE 500.00 TO NODE 580.00 = 2987.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 580.00 TO NODE 580.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 11.70 RAINFALL INTENSITY(INCH/HR) = 1.68 TOTAL STREAM AREA(ACRES) = 39.43 PEAK FLOW RATE(CFS) AT CONFLUENCE = 49.49 **************************************************************************** FLOW PROCESS FROM NODE 581.00 TO NODE 585.00 IS CODE = 22 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ NEIGHBORHOOD COMMERCIAL RUNOFF COEFFICIENT = .7900 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 94 USER SPECIFIED Tc(MIN.) = 6.000 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.577 SUBAREA RUNOFF(CFS) = 7.78 TOTAL AREA(ACRES) = 3.82 TOTAL RUNOFF(CFS) = 7.78 **************************************************************************** FLOW PROCESS FROM NODE 585.00 TO NODE 585.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.577 STREETS & ROADS (CURBS/STORM DRAINS) RUNOFF COEFFICIENT = .8700 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 98 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8188 SUBAREA AREA(ACRES) = 2.15 SUBAREA RUNOFF(CFS) = 4.82 TOTAL AREA(ACRES) = 5.97 TOTAL RUNOFF(CFS) = 12.60 TC(MIN.) = 6.00 H.E. Job No. 08020 Post-Project Hydrology, Wolf Creek 2-Year Storm **************************************************************************** FLOW PROCESS FROM NODE 585.00 TO NODE 590.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 468.00 DOWNSTREAM(FEET) = 461.50 FLOW LENGTH(FEET) = 225.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 9.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.54 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 12.60 PIPE TRAVEL TIME(MIN.) = 0.36 Tc(MIN.) = 6.36 LONGEST FLOWPATH FROM NODE 581.00 TO NODE 590.00 = 426.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 590.00 TO NODE 580.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 461.50 DOWNSTREAM(FEET) = 458.00 FLOW LENGTH(FEET) = 71.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 42.0 INCH PIPE IS 6.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 12.08 GIVEN PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 12.60 PIPE TRAVEL TIME(MIN.) = 0.10 Tc(MIN.) = 6.45 LONGEST FLOWPATH FROM NODE 581.00 TO NODE 580.00 = 497.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 580.00 TO NODE 580.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 6.45 RAINFALL INTENSITY(INCH/HR) = 2.46 TOTAL STREAM AREA(ACRES) = 5.97 PEAK FLOW RATE(CFS) AT CONFLUENCE = 12.60 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 49.49 11.70 1.675 39.43 2 12.60 6.45 2.458 5.97 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 39.90 6.45 2.458 2 58.07 11.70 1.675 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 58.07 Tc(MIN.) = 11.70 TOTAL AREA(ACRES) = 45.40 LONGEST FLOWPATH FROM NODE 500.00 TO NODE 580.00 = 2987.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 580.00 TO NODE 595.00 IS CODE = 41 ---------------------------------------------------------------------------- H.E. Job No. 08020 Post-Project Hydrology, Wolf Creek 2-Year Storm >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 458.00 DOWNSTREAM(FEET) = 443.00 FLOW LENGTH(FEET) = 520.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 48.0 INCH PIPE IS 16.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 15.33 GIVEN PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 58.07 PIPE TRAVEL TIME(MIN.) = 0.57 Tc(MIN.) = 12.26 LONGEST FLOWPATH FROM NODE 500.00 TO NODE 595.00 = 3507.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 595.00 TO NODE 595.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.625 NEIGHBORHOOD COMMERCIAL RUNOFF COEFFICIENT = .7900 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 94 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7481 SUBAREA AREA(ACRES) = 2.58 SUBAREA RUNOFF(CFS) = 3.31 TOTAL AREA(ACRES) = 47.98 TOTAL RUNOFF(CFS) = 58.33 TC(MIN.) = 12.26 **************************************************************************** FLOW PROCESS FROM NODE 595.00 TO NODE 595.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.625 STREETS & ROADS (CURBS/STORM DRAINS) RUNOFF COEFFICIENT = .8700 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 98 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7619 SUBAREA AREA(ACRES) = 6.12 SUBAREA RUNOFF(CFS) = 8.65 TOTAL AREA(ACRES) = 54.10 TOTAL RUNOFF(CFS) = 66.98 TC(MIN.) = 12.26 **************************************************************************** FLOW PROCESS FROM NODE 595.00 TO NODE 595.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.625 NEIGHBORHOOD COMMERCIAL RUNOFF COEFFICIENT = .7900 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 94 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7643 SUBAREA AREA(ACRES) = 4.99 SUBAREA RUNOFF(CFS) = 6.41 TOTAL AREA(ACRES) = 59.09 TOTAL RUNOFF(CFS) = 73.39 TC(MIN.) = 12.26 **************************************************************************** FLOW PROCESS FROM NODE 595.00 TO NODE 600.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 443.00 DOWNSTREAM(FEET) = 416.00 FLOW LENGTH(FEET) = 125.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 48.0 INCH PIPE IS 11.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 33.64 GIVEN PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 73.39 PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 12.32 H.E. Job No. 08020 Post-Project Hydrology, Wolf Creek 2-Year Storm LONGEST FLOWPATH FROM NODE 500.00 TO NODE 600.00 = 3632.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 600.00 TO NODE 600.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 73.39 12.32 1.620 59.09 LONGEST FLOWPATH FROM NODE 500.00 TO NODE 600.00 = 3632.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 167.62 13.20 1.550 134.49 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 600.00 = 2301.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 229.90 12.32 1.620 2 237.84 13.20 1.550 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 237.84 Tc(MIN.) = 13.20 TOTAL AREA(ACRES) = 193.58 **************************************************************************** FLOW PROCESS FROM NODE 595.00 TO NODE 595.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.550 NEIGHBORHOOD COMMERCIAL RUNOFF COEFFICIENT = .7900 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 94 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7757 SUBAREA AREA(ACRES) = 5.14 SUBAREA RUNOFF(CFS) = 6.29 TOTAL AREA(ACRES) = 198.72 TOTAL RUNOFF(CFS) = 238.89 TC(MIN.) = 13.20 **************************************************************************** FLOW PROCESS FROM NODE 595.00 TO NODE 595.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.550 NEIGHBORHOOD COMMERCIAL RUNOFF COEFFICIENT = .7900 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 94 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7760 SUBAREA AREA(ACRES) = 3.97 SUBAREA RUNOFF(CFS) = 4.86 TOTAL AREA(ACRES) = 202.69 TOTAL RUNOFF(CFS) = 243.75 TC(MIN.) = 13.20 **************************************************************************** FLOW PROCESS FROM NODE 600.00 TO NODE 610.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 416.00 DOWNSTREAM(FEET) = 402.00 FLOW LENGTH(FEET) = 280.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 45.0 INCH PIPE IS 35.0 INCHES H.E. Job No. 08020 Post-Project Hydrology, Wolf Creek 2-Year Storm PIPE-FLOW VELOCITY(FEET/SEC.) = 26.43 ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 243.75 PIPE TRAVEL TIME(MIN.) = 0.18 Tc(MIN.) = 13.37 LONGEST FLOWPATH FROM NODE 500.00 TO NODE 610.00 = 3912.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 610.00 TO NODE 620.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 402.00 DOWNSTREAM(FEET) = 366.00 FLOW LENGTH(FEET) = 720.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 72.0 INCH PIPE IS 25.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 27.02 GIVEN PIPE DIAMETER(INCH) = 72.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 243.75 PIPE TRAVEL TIME(MIN.) = 0.44 Tc(MIN.) = 13.82 LONGEST FLOWPATH FROM NODE 500.00 TO NODE 620.00 = 4632.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 620.00 TO NODE 620.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.504 *USER SPECIFIED(SUBAREA): NEIGHBORHOOD COMMERCIAL RUNOFF COEFFICIENT = .7500 S.C.S. CURVE NUMBER (AMC II) = 94 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7741 SUBAREA AREA(ACRES) = 16.28 SUBAREA RUNOFF(CFS) = 18.37 TOTAL AREA(ACRES) = 218.97 TOTAL RUNOFF(CFS) = 255.00 TC(MIN.) = 13.82 Park Lot ‘A’ flow confluence, Q=18.37 **************************************************************************** FLOW PROCESS FROM NODE 620.00 TO NODE 620.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 3 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 243.75 13.82 1.504 202.69 LONGEST FLOWPATH FROM NODE 500.00 TO NODE 620.00 = 4632.00 FEET. ** MEMORY BANK # 3 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 155.55 22.16 1.109 177.24 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 620.00 = 6354.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 340.76 13.82 1.504 2 335.30 22.16 1.109 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 340.76 Tc(MIN.) = 13.82 H.E. Job No. 08020 Post-Project Hydrology, Wolf Creek 2-Year Storm TOTAL AREA(ACRES) = 379.93 ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 379.93 TC(MIN.) = 13.82 PEAK FLOW RATE(CFS) = 340.76 ============================================================================ ============================================================================ END OF RATIONAL METHOD ANALYSIS Total Proposed 2-Year, 6-hour flow to Wolf Canyon = 243.8 CFS Tc = 13.8 min Total Area = 202.6 acres H.E. Job No. 08020 Post-Project Hydrology, Wolf Canyon 10-Year Storm **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2003 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2003 License ID 1508 Analysis prepared by: ************************** DESCRIPTION OF STUDY ************************** * OTAY LANDS PARCEL B, 08020 * * PRELIMINARY PROPOSED HYDROLOGY * * Q10 * ************************************************************************** FILE NAME: 8020P10.DAT TIME/DATE OF STUDY: 09:56 02/02/2011 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 10.00 6-HOUR DURATION PRECIPITATION (INCHES) = 1.700 SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *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 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150 2 50.0 40.0 0.010/0.020/0.050 0.50 1.50 0.0312 0.125 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 1.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 10.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 400.00 TO NODE 400.00 IS CODE = 22 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ *USER SPECIFIED(SUBAREA): RESIDENTAIL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7670 S.C.S. CURVE NUMBER (AMC II) = 92 USER SPECIFIED Tc(MIN.) = 11.430 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.628 SUBAREA RUNOFF(CFS) = 180.67 TOTAL AREA(ACRES) = 89.64 TOTAL RUNOFF(CFS) = 180.67 **************************************************************************** FLOW PROCESS FROM NODE 400.00 TO NODE 405.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< H.E. Job No. 08020 Post-Project Hydrology, Wolf Canyon 10-Year Storm ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 438.86 DOWNSTREAM(FEET) = 429.00 FLOW LENGTH(FEET) = 660.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 60.0 INCH PIPE IS 33.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 16.06 GIVEN PIPE DIAMETER(INCH) = 60.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 180.67 PIPE TRAVEL TIME(MIN.) = 0.68 Tc(MIN.) = 12.11 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 405.00 = 1380.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 405.00 TO NODE 405.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.531 STREETS & ROADS (CURBS/STORM DRAINS) RUNOFF COEFFICIENT = .8700 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 98 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7706 SUBAREA AREA(ACRES) = 3.21 SUBAREA RUNOFF(CFS) = 7.07 TOTAL AREA(ACRES) = 92.85 TOTAL RUNOFF(CFS) = 181.08 TC(MIN.) = 12.11 **************************************************************************** FLOW PROCESS FROM NODE 405.00 TO NODE 410.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 429.00 DOWNSTREAM(FEET) = 427.50 FLOW LENGTH(FEET) = 91.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 60.0 INCH PIPE IS 32.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 16.69 GIVEN PIPE DIAMETER(INCH) = 60.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 181.08 PIPE TRAVEL TIME(MIN.) = 0.09 Tc(MIN.) = 12.21 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 410.00 = 1471.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 410.00 TO NODE 410.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 12.21 RAINFALL INTENSITY(INCH/HR) = 2.52 TOTAL STREAM AREA(ACRES) = 92.85 PEAK FLOW RATE(CFS) AT CONFLUENCE = 181.08 **************************************************************************** FLOW PROCESS FROM NODE 415.00 TO NODE 415.00 IS CODE = 22 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ NEIGHBORHOOD COMMERCIAL RUNOFF COEFFICIENT = .7900 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 94 USER SPECIFIED Tc(MIN.) = 7.000 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.605 SUBAREA RUNOFF(CFS) = 54.06 TOTAL AREA(ACRES) = 18.98 TOTAL RUNOFF(CFS) = 54.06 **************************************************************************** FLOW PROCESS FROM NODE 415.00 TO NODE 420.00 IS CODE = 41 ---------------------------------------------------------------------------- H.E. Job No. 08020 Post-Project Hydrology, Wolf Canyon 10-Year Storm >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 476.00 DOWNSTREAM(FEET) = 474.00 FLOW LENGTH(FEET) = 70.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 18.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 15.17 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 54.06 PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 7.08 LONGEST FLOWPATH FROM NODE 415.00 TO NODE 420.00 = 161.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 420.00 TO NODE 425.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 474.00 DOWNSTREAM(FEET) = 462.00 FLOW LENGTH(FEET) = 343.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 17.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 16.36 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 54.06 PIPE TRAVEL TIME(MIN.) = 0.35 Tc(MIN.) = 7.43 LONGEST FLOWPATH FROM NODE 415.00 TO NODE 425.00 = 504.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 425.00 TO NODE 425.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.470 STREETS & ROADS (CURBS/STORM DRAINS) RUNOFF COEFFICIENT = .8700 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 98 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8023 SUBAREA AREA(ACRES) = 3.45 SUBAREA RUNOFF(CFS) = 10.42 TOTAL AREA(ACRES) = 22.43 TOTAL RUNOFF(CFS) = 62.45 TC(MIN.) = 7.43 **************************************************************************** FLOW PROCESS FROM NODE 425.00 TO NODE 425.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.470 NEIGHBORHOOD COMMERCIAL RUNOFF COEFFICIENT = .7900 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 94 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7996 SUBAREA AREA(ACRES) = 6.36 SUBAREA RUNOFF(CFS) = 17.44 TOTAL AREA(ACRES) = 28.79 TOTAL RUNOFF(CFS) = 79.89 TC(MIN.) = 7.43 **************************************************************************** FLOW PROCESS FROM NODE 425.00 TO NODE 425.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.470 NEIGHBORHOOD COMMERCIAL RUNOFF COEFFICIENT = .7900 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 94 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7986 SUBAREA AREA(ACRES) = 3.40 SUBAREA RUNOFF(CFS) = 9.32 TOTAL AREA(ACRES) = 32.19 TOTAL RUNOFF(CFS) = 89.21 H.E. Job No. 08020 Post-Project Hydrology, Wolf Canyon 10-Year Storm TC(MIN.) = 7.43 **************************************************************************** FLOW PROCESS FROM NODE 425.00 TO NODE 426.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 462.00 DOWNSTREAM(FEET) = 456.00 FLOW LENGTH(FEET) = 356.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 42.0 INCH PIPE IS 26.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 14.02 GIVEN PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 89.21 PIPE TRAVEL TIME(MIN.) = 0.42 Tc(MIN.) = 7.85 LONGEST FLOWPATH FROM NODE 415.00 TO NODE 426.00 = 860.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 426.00 TO NODE 426.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.348 RESIDENTAIL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7952 SUBAREA AREA(ACRES) = 1.26 SUBAREA RUNOFF(CFS) = 3.00 TOTAL AREA(ACRES) = 33.45 TOTAL RUNOFF(CFS) = 89.21 TC(MIN.) = 7.85 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE **************************************************************************** FLOW PROCESS FROM NODE 426.00 TO NODE 426.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.348 NEIGHBORHOOD COMMERCIAL RUNOFF COEFFICIENT = .7900 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 94 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7949 SUBAREA AREA(ACRES) = 2.22 SUBAREA RUNOFF(CFS) = 5.87 TOTAL AREA(ACRES) = 35.67 TOTAL RUNOFF(CFS) = 94.94 TC(MIN.) = 7.85 **************************************************************************** FLOW PROCESS FROM NODE 426.00 TO NODE 426.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.348 STREETS & ROADS (CURBS/STORM DRAINS) RUNOFF COEFFICIENT = .8700 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 98 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7980 SUBAREA AREA(ACRES) = 1.51 SUBAREA RUNOFF(CFS) = 4.40 TOTAL AREA(ACRES) = 37.18 TOTAL RUNOFF(CFS) = 99.34 TC(MIN.) = 7.85 **************************************************************************** FLOW PROCESS FROM NODE 426.00 TO NODE 410.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 456.00 DOWNSTREAM(FEET) = 429.00 H.E. Job No. 08020 Post-Project Hydrology, Wolf Canyon 10-Year Storm FLOW LENGTH(FEET) = 75.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 42.0 INCH PIPE IS 11.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 44.63 GIVEN PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 99.34 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 7.88 LONGEST FLOWPATH FROM NODE 415.00 TO NODE 410.00 = 935.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 410.00 TO NODE 410.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 7.88 RAINFALL INTENSITY(INCH/HR) = 3.34 TOTAL STREAM AREA(ACRES) = 37.18 PEAK FLOW RATE(CFS) AT CONFLUENCE = 99.34 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 181.08 12.21 2.519 92.85 2 99.34 7.88 3.341 37.18 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 216.21 7.88 3.341 2 255.98 12.21 2.519 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 255.98 Tc(MIN.) = 12.21 TOTAL AREA(ACRES) = 130.03 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 410.00 = 1471.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 410.00 TO NODE 410.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.519 STREETS & ROADS (CURBS/STORM DRAINS) RUNOFF COEFFICIENT = .8700 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 98 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7800 SUBAREA AREA(ACRES) = 2.35 SUBAREA RUNOFF(CFS) = 5.15 TOTAL AREA(ACRES) = 132.38 TOTAL RUNOFF(CFS) = 260.09 TC(MIN.) = 12.21 **************************************************************************** FLOW PROCESS FROM NODE 410.00 TO NODE 600.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 427.50 DOWNSTREAM(FEET) = 416.00 FLOW LENGTH(FEET) = 830.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 66.0 INCH PIPE IS 40.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 17.04 GIVEN PIPE DIAMETER(INCH) = 66.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 260.09 H.E. Job No. 08020 Post-Project Hydrology, Wolf Canyon 10-Year Storm PIPE TRAVEL TIME(MIN.) = 0.81 Tc(MIN.) = 13.02 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 600.00 = 2301.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 600.00 TO NODE 600.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 600.00 TO NODE 600.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 500.00 TO NODE 505.00 IS CODE = 22 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ LAWNS, GOLF COURSES, ETC. POOR COVER RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 89 USER SPECIFIED Tc(MIN.) = 5.000 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.479 SUBAREA RUNOFF(CFS) = 2.02 TOTAL AREA(ACRES) = 1.29 TOTAL RUNOFF(CFS) = 2.02 **************************************************************************** FLOW PROCESS FROM NODE 505.00 TO NODE 505.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.479 NEIGHBORHOOD COMMERCIAL RUNOFF COEFFICIENT = .7900 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 94 AREA-AVERAGE RUNOFF COEFFICIENT = 0.5700 SUBAREA AREA(ACRES) = 1.29 SUBAREA RUNOFF(CFS) = 4.56 TOTAL AREA(ACRES) = 2.58 TOTAL RUNOFF(CFS) = 6.59 TC(MIN.) = 5.00 **************************************************************************** FLOW PROCESS FROM NODE 505.00 TO NODE 510.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 531.00 DOWNSTREAM(FEET) = 508.00 FLOW LENGTH(FEET) = 630.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 6.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.57 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.59 PIPE TRAVEL TIME(MIN.) = 1.10 Tc(MIN.) = 6.10 LONGEST FLOWPATH FROM NODE 500.00 TO NODE 510.00 = 1460.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 510.00 TO NODE 515.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 508.00 DOWNSTREAM(FEET) = 501.50 FLOW LENGTH(FEET) = 125.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 5.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.86 H.E. Job No. 08020 Post-Project Hydrology, Wolf Canyon 10-Year Storm GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.59 PIPE TRAVEL TIME(MIN.) = 0.19 Tc(MIN.) = 6.29 LONGEST FLOWPATH FROM NODE 500.00 TO NODE 515.00 = 1585.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 515.00 TO NODE 515.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.863 RESIDENTAIL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.6593 SUBAREA AREA(ACRES) = 4.54 SUBAREA RUNOFF(CFS) = 12.45 TOTAL AREA(ACRES) = 7.12 TOTAL RUNOFF(CFS) = 18.13 TC(MIN.) = 6.29 **************************************************************************** FLOW PROCESS FROM NODE 520.00 TO NODE 524.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 501.50 DOWNSTREAM(FEET) = 490.00 FLOW LENGTH(FEET) = 219.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 10.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 14.47 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 18.13 PIPE TRAVEL TIME(MIN.) = 0.25 Tc(MIN.) = 6.54 LONGEST FLOWPATH FROM NODE 500.00 TO NODE 524.00 = 1804.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 524.00 TO NODE 525.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 490.00 DOWNSTREAM(FEET) = 467.00 FLOW LENGTH(FEET) = 414.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 9.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 14.77 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 18.13 PIPE TRAVEL TIME(MIN.) = 0.47 Tc(MIN.) = 7.01 LONGEST FLOWPATH FROM NODE 500.00 TO NODE 525.00 = 2218.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 525.00 TO NODE 525.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 530.00 TO NODE 535.00 IS CODE = 22 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ RESIDENTAIL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 USER SPECIFIED Tc(MIN.) = 5.000 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.479 SUBAREA RUNOFF(CFS) = 9.64 TOTAL AREA(ACRES) = 3.03 TOTAL RUNOFF(CFS) = 9.64 H.E. Job No. 08020 Post-Project Hydrology, Wolf Canyon 10-Year Storm **************************************************************************** FLOW PROCESS FROM NODE 535.00 TO NODE 540.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 2 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 507.00 DOWNSTREAM ELEVATION(FEET) = 502.00 STREET LENGTH(FEET) = 300.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 50.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 40.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.010 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.050 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 9.65 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 14.30 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.94 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.09 STREET FLOW TRAVEL TIME(MIN.) = 1.70 Tc(MIN.) = 6.70 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.709 RESIDENTAIL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.710 SUBAREA AREA(ACRES) = 0.01 SUBAREA RUNOFF(CFS) = 0.03 TOTAL AREA(ACRES) = 3.04 PEAK FLOW RATE(CFS) = 9.64 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 14.14 FLOW VELOCITY(FEET/SEC.) = 2.98 DEPTH*VELOCITY(FT*FT/SEC.) = 1.09 LONGEST FLOWPATH FROM NODE 530.00 TO NODE 540.00 = 714.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 540.00 TO NODE 545.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 497.00 DOWNSTREAM(FEET) = 470.00 FLOW LENGTH(FEET) = 412.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 13.42 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 9.64 PIPE TRAVEL TIME(MIN.) = 0.51 Tc(MIN.) = 7.21 LONGEST FLOWPATH FROM NODE 530.00 TO NODE 545.00 = 1126.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 545.00 TO NODE 545.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 7.21 RAINFALL INTENSITY(INCH/HR) = 3.54 TOTAL STREAM AREA(ACRES) = 3.04 PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.64 H.E. Job No. 08020 Post-Project Hydrology, Wolf Canyon 10-Year Storm **************************************************************************** FLOW PROCESS FROM NODE 550.00 TO NODE 550.00 IS CODE = 22 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ RESIDENTAIL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 USER SPECIFIED Tc(MIN.) = 5.000 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.479 SUBAREA RUNOFF(CFS) = 13.74 TOTAL AREA(ACRES) = 4.32 TOTAL RUNOFF(CFS) = 13.74 **************************************************************************** FLOW PROCESS FROM NODE 550.00 TO NODE 551.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 2 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 493.00 DOWNSTREAM ELEVATION(FEET) = 478.50 STREET LENGTH(FEET) = 740.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 50.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 40.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.010 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.050 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 13.74 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.40 HALFSTREET FLOOD WIDTH(FEET) = 16.95 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.34 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.32 STREET FLOW TRAVEL TIME(MIN.) = 3.69 Tc(MIN.) = 8.69 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.136 AREA-AVERAGE RUNOFF COEFFICIENT = 0.710 SUBAREA AREA(ACRES) = 0.00 SUBAREA RUNOFF(CFS) = 0.00 TOTAL AREA(ACRES) = 4.32 PEAK FLOW RATE(CFS) = 13.74 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.40 HALFSTREET FLOOD WIDTH(FEET) = 16.95 FLOW VELOCITY(FEET/SEC.) = 3.34 DEPTH*VELOCITY(FT*FT/SEC.) = 1.32 LONGEST FLOWPATH FROM NODE 550.00 TO NODE 551.00 = 1040.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 551.00 TO NODE 545.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 473.50 DOWNSTREAM(FEET) = 470.00 FLOW LENGTH(FEET) = 350.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 14.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.25 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 13.74 PIPE TRAVEL TIME(MIN.) = 0.80 Tc(MIN.) = 9.50 LONGEST FLOWPATH FROM NODE 550.00 TO NODE 545.00 = 1390.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 545.00 TO NODE 545.00 IS CODE = 1 ---------------------------------------------------------------------------- H.E. Job No. 08020 Post-Project Hydrology, Wolf Canyon 10-Year Storm >>>>>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.) = 9.50 RAINFALL INTENSITY(INCH/HR) = 2.96 TOTAL STREAM AREA(ACRES) = 4.32 PEAK FLOW RATE(CFS) AT CONFLUENCE = 13.74 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 9.64 7.21 3.537 3.04 2 13.74 9.50 2.962 4.32 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 20.07 7.21 3.537 2 21.81 9.50 2.962 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 21.81 Tc(MIN.) = 9.50 TOTAL AREA(ACRES) = 7.36 LONGEST FLOWPATH FROM NODE 550.00 TO NODE 545.00 = 1390.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 545.00 TO NODE 555.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 470.00 DOWNSTREAM(FEET) = 469.00 FLOW LENGTH(FEET) = 46.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 12.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.89 GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 21.81 PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 9.57 LONGEST FLOWPATH FROM NODE 550.00 TO NODE 555.00 = 1436.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 555.00 TO NODE 555.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.948 RESIDENTAIL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7100 SUBAREA AREA(ACRES) = 4.45 SUBAREA RUNOFF(CFS) = 9.31 TOTAL AREA(ACRES) = 11.81 TOTAL RUNOFF(CFS) = 24.72 TC(MIN.) = 9.57 **************************************************************************** FLOW PROCESS FROM NODE 555.00 TO NODE 525.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 469.00 DOWNSTREAM(FEET) = 467.00 FLOW LENGTH(FEET) = 201.00 MANNING'S N = 0.013 H.E. Job No. 08020 Post-Project Hydrology, Wolf Canyon 10-Year Storm DEPTH OF FLOW IN 30.0 INCH PIPE IS 17.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.38 GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 24.72 PIPE TRAVEL TIME(MIN.) = 0.40 Tc(MIN.) = 9.97 LONGEST FLOWPATH FROM NODE 550.00 TO NODE 525.00 = 1637.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 525.00 TO NODE 525.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 24.72 9.97 2.871 11.81 LONGEST FLOWPATH FROM NODE 550.00 TO NODE 525.00 = 1637.00 FEET. ** MEMORY BANK # 2 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 18.13 7.01 3.603 7.12 LONGEST FLOWPATH FROM NODE 500.00 TO NODE 525.00 = 2218.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 35.52 7.01 3.603 2 39.17 9.97 2.871 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 39.17 Tc(MIN.) = 9.97 TOTAL AREA(ACRES) = 18.93 **************************************************************************** FLOW PROCESS FROM NODE 525.00 TO NODE 525.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 2 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 525.00 TO NODE 560.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 467.00 DOWNSTREAM(FEET) = 465.30 FLOW LENGTH(FEET) = 170.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 20.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.42 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 39.17 PIPE TRAVEL TIME(MIN.) = 0.30 Tc(MIN.) = 10.27 LONGEST FLOWPATH FROM NODE 500.00 TO NODE 560.00 = 2388.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 560.00 TO NODE 560.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.816 RESIDENTAIL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.6948 SUBAREA AREA(ACRES) = 4.89 SUBAREA RUNOFF(CFS) = 9.78 H.E. Job No. 08020 Post-Project Hydrology, Wolf Canyon 10-Year Storm TOTAL AREA(ACRES) = 23.82 TOTAL RUNOFF(CFS) = 46.61 TC(MIN.) = 10.27 **************************************************************************** FLOW PROCESS FROM NODE 560.00 TO NODE 570.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 465.30 DOWNSTREAM(FEET) = 464.00 FLOW LENGTH(FEET) = 75.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 19.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 12.11 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 46.61 PIPE TRAVEL TIME(MIN.) = 0.10 Tc(MIN.) = 10.37 LONGEST FLOWPATH FROM NODE 500.00 TO NODE 570.00 = 2463.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 570.00 TO NODE 570.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.798 NEIGHBORHOOD COMMERCIAL RUNOFF COEFFICIENT = .7900 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 94 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7309 SUBAREA AREA(ACRES) = 14.54 SUBAREA RUNOFF(CFS) = 32.14 TOTAL AREA(ACRES) = 38.36 TOTAL RUNOFF(CFS) = 78.45 TC(MIN.) = 10.37 **************************************************************************** FLOW PROCESS FROM NODE 570.00 TO NODE 575.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 464.00 DOWNSTREAM(FEET) = 460.00 FLOW LENGTH(FEET) = 488.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 48.0 INCH PIPE IS 27.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.40 GIVEN PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 78.45 PIPE TRAVEL TIME(MIN.) = 0.78 Tc(MIN.) = 11.15 LONGEST FLOWPATH FROM NODE 500.00 TO NODE 575.00 = 2951.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 575.00 TO NODE 575.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.670 STREETS & ROADS (CURBS/STORM DRAINS) RUNOFF COEFFICIENT = .8700 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 98 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7347 SUBAREA AREA(ACRES) = 1.07 SUBAREA RUNOFF(CFS) = 2.49 TOTAL AREA(ACRES) = 39.43 TOTAL RUNOFF(CFS) = 78.45 TC(MIN.) = 11.15 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE **************************************************************************** FLOW PROCESS FROM NODE 575.00 TO NODE 580.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< H.E. Job No. 08020 Post-Project Hydrology, Wolf Canyon 10-Year Storm ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 460.00 DOWNSTREAM(FEET) = 458.00 FLOW LENGTH(FEET) = 36.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 48.0 INCH PIPE IS 16.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 21.11 GIVEN PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 78.45 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 11.18 LONGEST FLOWPATH FROM NODE 500.00 TO NODE 580.00 = 2987.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 580.00 TO NODE 580.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 11.18 RAINFALL INTENSITY(INCH/HR) = 2.67 TOTAL STREAM AREA(ACRES) = 39.43 PEAK FLOW RATE(CFS) AT CONFLUENCE = 78.45 **************************************************************************** FLOW PROCESS FROM NODE 581.00 TO NODE 585.00 IS CODE = 22 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ NEIGHBORHOOD COMMERCIAL RUNOFF COEFFICIENT = .7900 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 94 USER SPECIFIED Tc(MIN.) = 6.000 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.982 SUBAREA RUNOFF(CFS) = 12.02 TOTAL AREA(ACRES) = 3.82 TOTAL RUNOFF(CFS) = 12.02 **************************************************************************** FLOW PROCESS FROM NODE 585.00 TO NODE 585.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.982 STREETS & ROADS (CURBS/STORM DRAINS) RUNOFF COEFFICIENT = .8700 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 98 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8188 SUBAREA AREA(ACRES) = 2.15 SUBAREA RUNOFF(CFS) = 7.45 TOTAL AREA(ACRES) = 5.97 TOTAL RUNOFF(CFS) = 19.47 TC(MIN.) = 6.00 **************************************************************************** FLOW PROCESS FROM NODE 585.00 TO NODE 590.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 468.00 DOWNSTREAM(FEET) = 461.50 FLOW LENGTH(FEET) = 225.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 12.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 11.80 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 19.47 PIPE TRAVEL TIME(MIN.) = 0.32 Tc(MIN.) = 6.32 LONGEST FLOWPATH FROM NODE 581.00 TO NODE 590.00 = 426.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 590.00 TO NODE 580.00 IS CODE = 41 ---------------------------------------------------------------------------- H.E. Job No. 08020 Post-Project Hydrology, Wolf Canyon 10-Year Storm >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 461.50 DOWNSTREAM(FEET) = 458.00 FLOW LENGTH(FEET) = 71.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 42.0 INCH PIPE IS 8.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 13.74 GIVEN PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 19.47 PIPE TRAVEL TIME(MIN.) = 0.09 Tc(MIN.) = 6.40 LONGEST FLOWPATH FROM NODE 581.00 TO NODE 580.00 = 497.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 580.00 TO NODE 580.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 6.40 RAINFALL INTENSITY(INCH/HR) = 3.82 TOTAL STREAM AREA(ACRES) = 5.97 PEAK FLOW RATE(CFS) AT CONFLUENCE = 19.47 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 78.45 11.18 2.666 39.43 2 19.47 6.40 3.818 5.97 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 64.41 6.40 3.818 2 92.04 11.18 2.666 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 92.04 Tc(MIN.) = 11.18 TOTAL AREA(ACRES) = 45.40 LONGEST FLOWPATH FROM NODE 500.00 TO NODE 580.00 = 2987.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 580.00 TO NODE 595.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 458.00 DOWNSTREAM(FEET) = 443.00 FLOW LENGTH(FEET) = 520.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 48.0 INCH PIPE IS 21.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 17.37 GIVEN PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 92.04 PIPE TRAVEL TIME(MIN.) = 0.50 Tc(MIN.) = 11.68 LONGEST FLOWPATH FROM NODE 500.00 TO NODE 595.00 = 3507.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 595.00 TO NODE 595.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.592 NEIGHBORHOOD COMMERCIAL RUNOFF COEFFICIENT = .7900 H.E. Job No. 08020 Post-Project Hydrology, Wolf Canyon 10-Year Storm SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 94 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7481 SUBAREA AREA(ACRES) = 2.58 SUBAREA RUNOFF(CFS) = 5.28 TOTAL AREA(ACRES) = 47.98 TOTAL RUNOFF(CFS) = 93.02 TC(MIN.) = 11.68 **************************************************************************** FLOW PROCESS FROM NODE 595.00 TO NODE 595.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.592 STREETS & ROADS (CURBS/STORM DRAINS) RUNOFF COEFFICIENT = .8700 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 98 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7619 SUBAREA AREA(ACRES) = 6.12 SUBAREA RUNOFF(CFS) = 13.80 TOTAL AREA(ACRES) = 54.10 TOTAL RUNOFF(CFS) = 106.82 TC(MIN.) = 11.68 **************************************************************************** FLOW PROCESS FROM NODE 595.00 TO NODE 595.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.592 NEIGHBORHOOD COMMERCIAL RUNOFF COEFFICIENT = .7900 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 94 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7643 SUBAREA AREA(ACRES) = 4.99 SUBAREA RUNOFF(CFS) = 10.22 TOTAL AREA(ACRES) = 59.09 TOTAL RUNOFF(CFS) = 117.04 TC(MIN.) = 11.68 **************************************************************************** FLOW PROCESS FROM NODE 595.00 TO NODE 600.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 443.00 DOWNSTREAM(FEET) = 416.00 FLOW LENGTH(FEET) = 125.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 48.0 INCH PIPE IS 14.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 38.48 GIVEN PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 117.04 PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 11.73 LONGEST FLOWPATH FROM NODE 500.00 TO NODE 600.00 = 3632.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 600.00 TO NODE 600.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 117.04 11.73 2.584 59.09 LONGEST FLOWPATH FROM NODE 500.00 TO NODE 600.00 = 3632.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 260.09 13.02 2.416 132.38 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 600.00 = 2301.00 FEET. H.E. Job No. 08020 Post-Project Hydrology, Wolf Canyon 10-Year Storm ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 351.46 11.73 2.584 2 369.54 13.02 2.416 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 369.54 Tc(MIN.) = 13.02 TOTAL AREA(ACRES) = 191.47 **************************************************************************** FLOW PROCESS FROM NODE 595.00 TO NODE 595.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.416 NEIGHBORHOOD COMMERCIAL RUNOFF COEFFICIENT = .7900 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 94 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7756 SUBAREA AREA(ACRES) = 5.14 SUBAREA RUNOFF(CFS) = 9.81 TOTAL AREA(ACRES) = 196.61 TOTAL RUNOFF(CFS) = 369.54 TC(MIN.) = 13.02 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE **************************************************************************** FLOW PROCESS FROM NODE 595.00 TO NODE 595.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.416 NEIGHBORHOOD COMMERCIAL RUNOFF COEFFICIENT = .7900 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 94 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7758 SUBAREA AREA(ACRES) = 3.97 SUBAREA RUNOFF(CFS) = 7.58 TOTAL AREA(ACRES) = 200.58 TOTAL RUNOFF(CFS) = 376.02 TC(MIN.) = 13.02 **************************************************************************** FLOW PROCESS FROM NODE 600.00 TO NODE 600.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.416 NEIGHBORHOOD COMMERCIAL RUNOFF COEFFICIENT = .7900 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 94 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7760 SUBAREA AREA(ACRES) = 2.11 SUBAREA RUNOFF(CFS) = 4.03 TOTAL AREA(ACRES) = 202.69 TOTAL RUNOFF(CFS) = 380.05 TC(MIN.) = 13.02 **************************************************************************** FLOW PROCESS FROM NODE 600.00 TO NODE 610.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 416.00 DOWNSTREAM(FEET) = 402.00 FLOW LENGTH(FEET) = 280.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 54.0 INCH PIPE IS 40.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 29.73 ESTIMATED PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 380.05 PIPE TRAVEL TIME(MIN.) = 0.16 Tc(MIN.) = 13.17 H.E. Job No. 08020 Post-Project Hydrology, Wolf Canyon 10-Year Storm LONGEST FLOWPATH FROM NODE 500.00 TO NODE 610.00 = 3912.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 610.00 TO NODE 620.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 402.00 DOWNSTREAM(FEET) = 366.00 FLOW LENGTH(FEET) = 720.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 72.0 INCH PIPE IS 32.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 30.45 GIVEN PIPE DIAMETER(INCH) = 72.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 380.05 PIPE TRAVEL TIME(MIN.) = 0.39 Tc(MIN.) = 13.57 LONGEST FLOWPATH FROM NODE 500.00 TO NODE 620.00 = 4632.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 620.00 TO NODE 620.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.353 *USER SPECIFIED(SUBAREA): NEIGHBORHOOD COMMERCIAL RUNOFF COEFFICIENT = .7500 S.C.S. CURVE NUMBER (AMC II) = 94 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7741 SUBAREA AREA(ACRES) = 16.28 SUBAREA RUNOFF(CFS) = 28.72 TOTAL AREA(ACRES) = 218.97 TOTAL RUNOFF(CFS) = 398.75 TC(MIN.) = 13.57 Park Lot ‘A’ flow confluence, Q=28.72 **************************************************************************** FLOW PROCESS FROM NODE 620.00 TO NODE 620.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 3 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 380.05 13.57 2.353 202.69 LONGEST FLOWPATH FROM NODE 500.00 TO NODE 620.00 = 4632.00 FEET. ** MEMORY BANK # 3 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 243.90 21.50 1.748 177.24 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 620.00 = 6354.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 533.95 13.57 2.353 2 526.30 21.50 1.748 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 533.95 Tc(MIN.) = 13.57 TOTAL AREA(ACRES) = 379.93 ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 379.93 TC(MIN.) = 13.57 PEAK FLOW RATE(CFS) = 533.95 ============================================================================ H.E. Job No. 08020 Post-Project Hydrology, Wolf Canyon 10-Year Storm ============================================================================ END OF RATIONAL METHOD ANALYSIS Total Proposed 10-Year, 6-hour flow to Wolf Canyon = 380.1 CFS Tc = 13.6 min Total Area = 202.6 acres *Note: Results do not account for hydromodification measures. See the Hydromodification report for actual flows. H. E. Job No. 08020 Post-Project Hydrology, Wolf Canyon 25-Year Storm ___________________________________________________________________________ **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2003 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2003 License ID 1508 Analysis prepared by: ************************** DESCRIPTION OF STUDY ************************** * OTAY LANDS PARCEL B, 08020 * * PRELIMINARY PROPOSED HYDROLOGY * * Q25 * ************************************************************************** FILE NAME: 8020P25.DAT TIME/DATE OF STUDY: 13:48 10/04/2010 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 25.00 6-HOUR DURATION PRECIPITATION (INCHES) = 1.800 SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *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 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 2 50.0 40.0 0.010/0.020/0.050 0.50 1.50 0.0313 0.125 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 1.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 10.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 400.00 TO NODE 400.00 IS CODE = 22 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ *USER SPECIFIED(SUBAREA): RESIDENTAIL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7670 S.C.S. CURVE NUMBER (AMC II) = 92 USER SPECIFIED Tc(MIN.) = 11.430 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.782 SUBAREA RUNOFF(CFS) = 191.29 TOTAL AREA(ACRES) = 89.64 TOTAL RUNOFF(CFS) = 191.29 **************************************************************************** FLOW PROCESS FROM NODE 400.00 TO NODE 405.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 438.86 DOWNSTREAM(FEET) = 429.00 H. E. Job No. 08020 Post-Project Hydrology, Wolf Canyon 25-Year Storm FLOW LENGTH(FEET) = 660.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 60.0 INCH PIPE IS 34.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 16.28 GIVEN PIPE DIAMETER(INCH) = 60.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 191.29 PIPE TRAVEL TIME(MIN.) = 0.68 Tc(MIN.) = 12.11 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 405.00 = 1380.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 405.00 TO NODE 405.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.681 STREETS & ROADS (CURBS/STORM DRAINS) RUNOFF COEFFICIENT = .8700 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 98 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7706 SUBAREA AREA(ACRES) = 3.21 SUBAREA RUNOFF(CFS) = 7.49 TOTAL AREA(ACRES) = 92.85 TOTAL RUNOFF(CFS) = 191.82 TC(MIN.) = 12.11 **************************************************************************** FLOW PROCESS FROM NODE 405.00 TO NODE 410.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 429.00 DOWNSTREAM(FEET) = 427.50 FLOW LENGTH(FEET) = 91.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 60.0 INCH PIPE IS 33.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 16.92 GIVEN PIPE DIAMETER(INCH) = 60.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 191.82 PIPE TRAVEL TIME(MIN.) = 0.09 Tc(MIN.) = 12.20 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 410.00 = 1471.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 410.00 TO NODE 410.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 12.20 RAINFALL INTENSITY(INCH/HR) = 2.67 TOTAL STREAM AREA(ACRES) = 92.85 PEAK FLOW RATE(CFS) AT CONFLUENCE = 191.82 **************************************************************************** FLOW PROCESS FROM NODE 415.00 TO NODE 415.00 IS CODE = 22 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ NEIGHBORHOOD COMMERCIAL RUNOFF COEFFICIENT = .7900 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 94 USER SPECIFIED Tc(MIN.) = 7.000 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.817 SUBAREA RUNOFF(CFS) = 57.24 TOTAL AREA(ACRES) = 18.98 TOTAL RUNOFF(CFS) = 57.24 **************************************************************************** FLOW PROCESS FROM NODE 415.00 TO NODE 420.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< H. E. Job No. 08020 Post-Project Hydrology, Wolf Canyon 25-Year Storm ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 476.00 DOWNSTREAM(FEET) = 474.00 FLOW LENGTH(FEET) = 70.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 18.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 15.39 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 57.24 PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 7.08 LONGEST FLOWPATH FROM NODE 415.00 TO NODE 420.00 = 161.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 420.00 TO NODE 425.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 474.00 DOWNSTREAM(FEET) = 462.00 FLOW LENGTH(FEET) = 343.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 17.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 16.60 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 57.24 PIPE TRAVEL TIME(MIN.) = 0.34 Tc(MIN.) = 7.42 LONGEST FLOWPATH FROM NODE 415.00 TO NODE 425.00 = 504.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 425.00 TO NODE 425.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.676 STREETS & ROADS (CURBS/STORM DRAINS) RUNOFF COEFFICIENT = .8700 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 98 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8023 SUBAREA AREA(ACRES) = 3.45 SUBAREA RUNOFF(CFS) = 11.03 TOTAL AREA(ACRES) = 22.43 TOTAL RUNOFF(CFS) = 66.16 TC(MIN.) = 7.42 **************************************************************************** FLOW PROCESS FROM NODE 425.00 TO NODE 425.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.676 NEIGHBORHOOD COMMERCIAL RUNOFF COEFFICIENT = .7900 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 94 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7996 SUBAREA AREA(ACRES) = 6.36 SUBAREA RUNOFF(CFS) = 18.47 TOTAL AREA(ACRES) = 28.79 TOTAL RUNOFF(CFS) = 84.63 TC(MIN.) = 7.42 **************************************************************************** FLOW PROCESS FROM NODE 425.00 TO NODE 425.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.676 NEIGHBORHOOD COMMERCIAL RUNOFF COEFFICIENT = .7900 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 94 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7986 SUBAREA AREA(ACRES) = 3.40 SUBAREA RUNOFF(CFS) = 9.87 TOTAL AREA(ACRES) = 32.19 TOTAL RUNOFF(CFS) = 94.51 TC(MIN.) = 7.42 H. E. Job No. 08020 Post-Project Hydrology, Wolf Canyon 25-Year Storm **************************************************************************** FLOW PROCESS FROM NODE 425.00 TO NODE 426.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 462.00 DOWNSTREAM(FEET) = 456.00 FLOW LENGTH(FEET) = 356.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 42.0 INCH PIPE IS 27.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 14.18 GIVEN PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 94.51 PIPE TRAVEL TIME(MIN.) = 0.42 Tc(MIN.) = 7.84 LONGEST FLOWPATH FROM NODE 415.00 TO NODE 426.00 = 860.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 426.00 TO NODE 426.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.549 RESIDENTAIL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7952 SUBAREA AREA(ACRES) = 1.26 SUBAREA RUNOFF(CFS) = 3.17 TOTAL AREA(ACRES) = 33.45 TOTAL RUNOFF(CFS) = 94.51 TC(MIN.) = 7.84 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE **************************************************************************** FLOW PROCESS FROM NODE 426.00 TO NODE 426.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.549 NEIGHBORHOOD COMMERCIAL RUNOFF COEFFICIENT = .7900 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 94 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7949 SUBAREA AREA(ACRES) = 2.22 SUBAREA RUNOFF(CFS) = 6.22 TOTAL AREA(ACRES) = 35.67 TOTAL RUNOFF(CFS) = 100.62 TC(MIN.) = 7.84 **************************************************************************** FLOW PROCESS FROM NODE 426.00 TO NODE 426.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.549 STREETS & ROADS (CURBS/STORM DRAINS) RUNOFF COEFFICIENT = .8700 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 98 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7980 SUBAREA AREA(ACRES) = 1.51 SUBAREA RUNOFF(CFS) = 4.66 TOTAL AREA(ACRES) = 37.18 TOTAL RUNOFF(CFS) = 105.28 TC(MIN.) = 7.84 **************************************************************************** FLOW PROCESS FROM NODE 426.00 TO NODE 410.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 456.00 DOWNSTREAM(FEET) = 429.00 FLOW LENGTH(FEET) = 75.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 42.0 INCH PIPE IS 12.2 INCHES H. E. Job No. 08020 Post-Project Hydrology, Wolf Canyon 25-Year Storm PIPE-FLOW VELOCITY(FEET/SEC.) = 45.37 GIVEN PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 105.28 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 7.87 LONGEST FLOWPATH FROM NODE 415.00 TO NODE 410.00 = 935.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 410.00 TO NODE 410.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 7.87 RAINFALL INTENSITY(INCH/HR) = 3.54 TOTAL STREAM AREA(ACRES) = 37.18 PEAK FLOW RATE(CFS) AT CONFLUENCE = 105.28 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 191.82 12.20 2.668 92.85 2 105.28 7.87 3.541 37.18 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 229.01 7.87 3.541 2 271.17 12.20 2.668 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 271.17 Tc(MIN.) = 12.20 TOTAL AREA(ACRES) = 130.03 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 410.00 = 1471.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 410.00 TO NODE 410.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.668 STREETS & ROADS (CURBS/STORM DRAINS) RUNOFF COEFFICIENT = .8700 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 98 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7800 SUBAREA AREA(ACRES) = 2.35 SUBAREA RUNOFF(CFS) = 5.46 TOTAL AREA(ACRES) = 132.38 TOTAL RUNOFF(CFS) = 275.54 TC(MIN.) = 12.20 **************************************************************************** FLOW PROCESS FROM NODE 410.00 TO NODE 600.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 427.50 DOWNSTREAM(FEET) = 416.00 FLOW LENGTH(FEET) = 830.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 66.0 INCH PIPE IS 42.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 17.25 GIVEN PIPE DIAMETER(INCH) = 66.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 275.54 PIPE TRAVEL TIME(MIN.) = 0.80 Tc(MIN.) = 13.00 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 600.00 = 2301.00 FEET. H. E. Job No. 08020 Post-Project Hydrology, Wolf Canyon 25-Year Storm **************************************************************************** FLOW PROCESS FROM NODE 600.00 TO NODE 600.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 600.00 TO NODE 600.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 500.00 TO NODE 505.00 IS CODE = 22 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ LAWNS, GOLF COURSES, ETC. POOR COVER RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 89 USER SPECIFIED Tc(MIN.) = 5.000 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.743 SUBAREA RUNOFF(CFS) = 2.14 TOTAL AREA(ACRES) = 1.29 TOTAL RUNOFF(CFS) = 2.14 **************************************************************************** FLOW PROCESS FROM NODE 505.00 TO NODE 505.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.743 NEIGHBORHOOD COMMERCIAL RUNOFF COEFFICIENT = .7900 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 94 AREA-AVERAGE RUNOFF COEFFICIENT = 0.5700 SUBAREA AREA(ACRES) = 1.29 SUBAREA RUNOFF(CFS) = 4.83 TOTAL AREA(ACRES) = 2.58 TOTAL RUNOFF(CFS) = 6.97 TC(MIN.) = 5.00 **************************************************************************** FLOW PROCESS FROM NODE 505.00 TO NODE 510.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 531.00 DOWNSTREAM(FEET) = 508.00 FLOW LENGTH(FEET) = 630.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 6.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.74 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.97 PIPE TRAVEL TIME(MIN.) = 1.08 Tc(MIN.) = 6.08 LONGEST FLOWPATH FROM NODE 500.00 TO NODE 510.00 = 1460.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 510.00 TO NODE 515.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 508.00 DOWNSTREAM(FEET) = 501.50 FLOW LENGTH(FEET) = 125.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 6.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 11.04 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.97 H. E. Job No. 08020 Post-Project Hydrology, Wolf Canyon 25-Year Storm PIPE TRAVEL TIME(MIN.) = 0.19 Tc(MIN.) = 6.27 LONGEST FLOWPATH FROM NODE 500.00 TO NODE 515.00 = 1585.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 515.00 TO NODE 515.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.100 RESIDENTAIL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.6593 SUBAREA AREA(ACRES) = 4.54 SUBAREA RUNOFF(CFS) = 13.21 TOTAL AREA(ACRES) = 7.12 TOTAL RUNOFF(CFS) = 19.24 TC(MIN.) = 6.27 **************************************************************************** FLOW PROCESS FROM NODE 520.00 TO NODE 524.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 501.50 DOWNSTREAM(FEET) = 490.00 FLOW LENGTH(FEET) = 219.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 10.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 14.70 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 19.24 PIPE TRAVEL TIME(MIN.) = 0.25 Tc(MIN.) = 6.52 LONGEST FLOWPATH FROM NODE 500.00 TO NODE 524.00 = 1804.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 524.00 TO NODE 525.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 490.00 DOWNSTREAM(FEET) = 467.00 FLOW LENGTH(FEET) = 414.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 10.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 15.00 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 19.24 PIPE TRAVEL TIME(MIN.) = 0.46 Tc(MIN.) = 6.98 LONGEST FLOWPATH FROM NODE 500.00 TO NODE 525.00 = 2218.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 525.00 TO NODE 525.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 530.00 TO NODE 535.00 IS CODE = 22 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ RESIDENTAIL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 USER SPECIFIED Tc(MIN.) = 5.000 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.743 SUBAREA RUNOFF(CFS) = 10.20 TOTAL AREA(ACRES) = 3.03 TOTAL RUNOFF(CFS) = 10.20 **************************************************************************** H. E. Job No. 08020 Post-Project Hydrology, Wolf Canyon 25-Year Storm FLOW PROCESS FROM NODE 535.00 TO NODE 540.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 2 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 507.00 DOWNSTREAM ELEVATION(FEET) = 502.00 STREET LENGTH(FEET) = 300.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 50.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 40.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.010 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.050 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 10.22 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 14.77 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.99 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.12 STREET FLOW TRAVEL TIME(MIN.) = 1.67 Tc(MIN.) = 6.67 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.937 RESIDENTAIL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.710 SUBAREA AREA(ACRES) = 0.01 SUBAREA RUNOFF(CFS) = 0.03 TOTAL AREA(ACRES) = 3.04 PEAK FLOW RATE(CFS) = 10.20 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 14.77 FLOW VELOCITY(FEET/SEC.) = 2.99 DEPTH*VELOCITY(FT*FT/SEC.) = 1.12 LONGEST FLOWPATH FROM NODE 530.00 TO NODE 540.00 = 714.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 540.00 TO NODE 545.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 497.00 DOWNSTREAM(FEET) = 470.00 FLOW LENGTH(FEET) = 412.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 13.63 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 10.20 PIPE TRAVEL TIME(MIN.) = 0.50 Tc(MIN.) = 7.18 LONGEST FLOWPATH FROM NODE 530.00 TO NODE 545.00 = 1126.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 545.00 TO NODE 545.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 7.18 RAINFALL INTENSITY(INCH/HR) = 3.76 TOTAL STREAM AREA(ACRES) = 3.04 PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.20 **************************************************************************** FLOW PROCESS FROM NODE 550.00 TO NODE 550.00 IS CODE = 22 H. E. Job No. 08020 Post-Project Hydrology, Wolf Canyon 25-Year Storm ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ RESIDENTAIL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 USER SPECIFIED Tc(MIN.) = 5.000 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.743 SUBAREA RUNOFF(CFS) = 14.55 TOTAL AREA(ACRES) = 4.32 TOTAL RUNOFF(CFS) = 14.55 **************************************************************************** FLOW PROCESS FROM NODE 550.00 TO NODE 551.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 2 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 493.00 DOWNSTREAM ELEVATION(FEET) = 478.50 STREET LENGTH(FEET) = 740.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 50.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 40.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.010 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.050 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 14.55 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.40 HALFSTREET FLOOD WIDTH(FEET) = 17.58 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.36 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.35 STREET FLOW TRAVEL TIME(MIN.) = 3.67 Tc(MIN.) = 8.67 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.326 AREA-AVERAGE RUNOFF COEFFICIENT = 0.710 SUBAREA AREA(ACRES) = 0.00 SUBAREA RUNOFF(CFS) = 0.00 TOTAL AREA(ACRES) = 4.32 PEAK FLOW RATE(CFS) = 14.55 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.40 HALFSTREET FLOOD WIDTH(FEET) = 17.58 FLOW VELOCITY(FEET/SEC.) = 3.36 DEPTH*VELOCITY(FT*FT/SEC.) = 1.35 LONGEST FLOWPATH FROM NODE 550.00 TO NODE 551.00 = 1040.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 551.00 TO NODE 545.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 473.50 DOWNSTREAM(FEET) = 470.00 FLOW LENGTH(FEET) = 350.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 14.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.34 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 14.55 PIPE TRAVEL TIME(MIN.) = 0.79 Tc(MIN.) = 9.46 LONGEST FLOWPATH FROM NODE 550.00 TO NODE 545.00 = 1390.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 545.00 TO NODE 545.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< H. E. Job No. 08020 Post-Project Hydrology, Wolf Canyon 25-Year Storm ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 9.46 RAINFALL INTENSITY(INCH/HR) = 3.14 TOTAL STREAM AREA(ACRES) = 4.32 PEAK FLOW RATE(CFS) AT CONFLUENCE = 14.55 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 10.20 7.18 3.757 3.04 2 14.55 9.46 3.143 4.32 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 21.23 7.18 3.757 2 23.08 9.46 3.143 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 23.08 Tc(MIN.) = 9.46 TOTAL AREA(ACRES) = 7.36 LONGEST FLOWPATH FROM NODE 550.00 TO NODE 545.00 = 1390.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 545.00 TO NODE 555.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 470.00 DOWNSTREAM(FEET) = 469.00 FLOW LENGTH(FEET) = 46.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 13.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 11.05 GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 23.08 PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 9.53 LONGEST FLOWPATH FROM NODE 550.00 TO NODE 555.00 = 1436.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 555.00 TO NODE 555.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.128 RESIDENTAIL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7100 SUBAREA AREA(ACRES) = 4.45 SUBAREA RUNOFF(CFS) = 9.88 TOTAL AREA(ACRES) = 11.81 TOTAL RUNOFF(CFS) = 26.23 TC(MIN.) = 9.53 **************************************************************************** FLOW PROCESS FROM NODE 555.00 TO NODE 525.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 469.00 DOWNSTREAM(FEET) = 467.00 FLOW LENGTH(FEET) = 201.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 18.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.49 H. E. Job No. 08020 Post-Project Hydrology, Wolf Canyon 25-Year Storm GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 26.23 PIPE TRAVEL TIME(MIN.) = 0.39 Tc(MIN.) = 9.93 LONGEST FLOWPATH FROM NODE 550.00 TO NODE 525.00 = 1637.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 525.00 TO NODE 525.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 26.23 9.93 3.047 11.81 LONGEST FLOWPATH FROM NODE 550.00 TO NODE 525.00 = 1637.00 FEET. ** MEMORY BANK # 2 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 19.24 6.98 3.826 7.12 LONGEST FLOWPATH FROM NODE 500.00 TO NODE 525.00 = 2218.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 37.67 6.98 3.826 2 41.55 9.93 3.047 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 41.55 Tc(MIN.) = 9.93 TOTAL AREA(ACRES) = 18.93 **************************************************************************** FLOW PROCESS FROM NODE 525.00 TO NODE 525.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 2 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 525.00 TO NODE 560.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 467.00 DOWNSTREAM(FEET) = 465.30 FLOW LENGTH(FEET) = 170.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 21.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.55 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 41.55 PIPE TRAVEL TIME(MIN.) = 0.30 Tc(MIN.) = 10.22 LONGEST FLOWPATH FROM NODE 500.00 TO NODE 560.00 = 2388.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 560.00 TO NODE 560.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.990 RESIDENTAIL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.6948 SUBAREA AREA(ACRES) = 4.89 SUBAREA RUNOFF(CFS) = 10.38 TOTAL AREA(ACRES) = 23.82 TOTAL RUNOFF(CFS) = 49.49 TC(MIN.) = 10.22 H. E. Job No. 08020 Post-Project Hydrology, Wolf Canyon 25-Year Storm **************************************************************************** FLOW PROCESS FROM NODE 560.00 TO NODE 570.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 465.30 DOWNSTREAM(FEET) = 464.00 FLOW LENGTH(FEET) = 75.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 20.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 12.29 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 49.49 PIPE TRAVEL TIME(MIN.) = 0.10 Tc(MIN.) = 10.33 LONGEST FLOWPATH FROM NODE 500.00 TO NODE 570.00 = 2463.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 570.00 TO NODE 570.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.971 NEIGHBORHOOD COMMERCIAL RUNOFF COEFFICIENT = .7900 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 94 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7309 SUBAREA AREA(ACRES) = 14.54 SUBAREA RUNOFF(CFS) = 34.12 TOTAL AREA(ACRES) = 38.36 TOTAL RUNOFF(CFS) = 83.30 TC(MIN.) = 10.33 **************************************************************************** FLOW PROCESS FROM NODE 570.00 TO NODE 575.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 464.00 DOWNSTREAM(FEET) = 460.00 FLOW LENGTH(FEET) = 488.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 48.0 INCH PIPE IS 28.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.54 GIVEN PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 83.30 PIPE TRAVEL TIME(MIN.) = 0.77 Tc(MIN.) = 11.10 LONGEST FLOWPATH FROM NODE 500.00 TO NODE 575.00 = 2951.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 575.00 TO NODE 575.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.836 STREETS & ROADS (CURBS/STORM DRAINS) RUNOFF COEFFICIENT = .8700 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 98 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7347 SUBAREA AREA(ACRES) = 1.07 SUBAREA RUNOFF(CFS) = 2.64 TOTAL AREA(ACRES) = 39.43 TOTAL RUNOFF(CFS) = 83.30 TC(MIN.) = 11.10 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE **************************************************************************** FLOW PROCESS FROM NODE 575.00 TO NODE 580.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 460.00 DOWNSTREAM(FEET) = 458.00 H. E. Job No. 08020 Post-Project Hydrology, Wolf Canyon 25-Year Storm FLOW LENGTH(FEET) = 36.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 48.0 INCH PIPE IS 16.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 21.46 GIVEN PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 83.30 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 11.12 LONGEST FLOWPATH FROM NODE 500.00 TO NODE 580.00 = 2987.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 580.00 TO NODE 580.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 11.12 RAINFALL INTENSITY(INCH/HR) = 2.83 TOTAL STREAM AREA(ACRES) = 39.43 PEAK FLOW RATE(CFS) AT CONFLUENCE = 83.30 **************************************************************************** FLOW PROCESS FROM NODE 581.00 TO NODE 585.00 IS CODE = 22 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ NEIGHBORHOOD COMMERCIAL RUNOFF COEFFICIENT = .7900 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 94 USER SPECIFIED Tc(MIN.) = 6.000 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.216 SUBAREA RUNOFF(CFS) = 12.72 TOTAL AREA(ACRES) = 3.82 TOTAL RUNOFF(CFS) = 12.72 **************************************************************************** FLOW PROCESS FROM NODE 585.00 TO NODE 585.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.216 STREETS & ROADS (CURBS/STORM DRAINS) RUNOFF COEFFICIENT = .8700 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 98 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8188 SUBAREA AREA(ACRES) = 2.15 SUBAREA RUNOFF(CFS) = 7.89 TOTAL AREA(ACRES) = 5.97 TOTAL RUNOFF(CFS) = 20.61 TC(MIN.) = 6.00 **************************************************************************** FLOW PROCESS FROM NODE 585.00 TO NODE 590.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 468.00 DOWNSTREAM(FEET) = 461.50 FLOW LENGTH(FEET) = 225.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 12.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 11.96 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 20.61 PIPE TRAVEL TIME(MIN.) = 0.31 Tc(MIN.) = 6.31 LONGEST FLOWPATH FROM NODE 581.00 TO NODE 590.00 = 426.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 590.00 TO NODE 580.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< H. E. Job No. 08020 Post-Project Hydrology, Wolf Canyon 25-Year Storm ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 461.50 DOWNSTREAM(FEET) = 458.00 FLOW LENGTH(FEET) = 71.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 42.0 INCH PIPE IS 8.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 13.97 GIVEN PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 20.61 PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 6.40 LONGEST FLOWPATH FROM NODE 581.00 TO NODE 580.00 = 497.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 580.00 TO NODE 580.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 6.40 RAINFALL INTENSITY(INCH/HR) = 4.05 TOTAL STREAM AREA(ACRES) = 5.97 PEAK FLOW RATE(CFS) AT CONFLUENCE = 20.61 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 83.30 11.12 2.831 39.43 2 20.61 6.40 4.045 5.97 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 68.52 6.40 4.045 2 97.72 11.12 2.831 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 97.72 Tc(MIN.) = 11.12 TOTAL AREA(ACRES) = 45.40 LONGEST FLOWPATH FROM NODE 500.00 TO NODE 580.00 = 2987.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 580.00 TO NODE 595.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 458.00 DOWNSTREAM(FEET) = 443.00 FLOW LENGTH(FEET) = 520.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 48.0 INCH PIPE IS 21.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 17.64 GIVEN PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 97.72 PIPE TRAVEL TIME(MIN.) = 0.49 Tc(MIN.) = 11.62 LONGEST FLOWPATH FROM NODE 500.00 TO NODE 595.00 = 3507.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 595.00 TO NODE 595.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.753 NEIGHBORHOOD COMMERCIAL RUNOFF COEFFICIENT = .7900 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 94 H. E. Job No. 08020 Post-Project Hydrology, Wolf Canyon 25-Year Storm AREA-AVERAGE RUNOFF COEFFICIENT = 0.7481 SUBAREA AREA(ACRES) = 2.58 SUBAREA RUNOFF(CFS) = 5.61 TOTAL AREA(ACRES) = 47.98 TOTAL RUNOFF(CFS) = 98.84 TC(MIN.) = 11.62 **************************************************************************** FLOW PROCESS FROM NODE 595.00 TO NODE 595.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.753 STREETS & ROADS (CURBS/STORM DRAINS) RUNOFF COEFFICIENT = .8700 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 98 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7619 SUBAREA AREA(ACRES) = 6.12 SUBAREA RUNOFF(CFS) = 14.66 TOTAL AREA(ACRES) = 54.10 TOTAL RUNOFF(CFS) = 113.50 TC(MIN.) = 11.62 **************************************************************************** FLOW PROCESS FROM NODE 595.00 TO NODE 595.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.753 NEIGHBORHOOD COMMERCIAL RUNOFF COEFFICIENT = .7900 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 94 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7643 SUBAREA AREA(ACRES) = 4.99 SUBAREA RUNOFF(CFS) = 10.85 TOTAL AREA(ACRES) = 59.09 TOTAL RUNOFF(CFS) = 124.35 TC(MIN.) = 11.62 **************************************************************************** FLOW PROCESS FROM NODE 595.00 TO NODE 600.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 443.00 DOWNSTREAM(FEET) = 416.00 FLOW LENGTH(FEET) = 125.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 48.0 INCH PIPE IS 14.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 39.14 GIVEN PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 124.35 PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 11.67 LONGEST FLOWPATH FROM NODE 500.00 TO NODE 600.00 = 3632.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 600.00 TO NODE 600.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 124.35 11.67 2.745 59.09 LONGEST FLOWPATH FROM NODE 500.00 TO NODE 600.00 = 3632.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 275.54 13.00 2.561 132.38 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 600.00 = 2301.00 FEET. ** PEAK FLOW RATE TABLE ** H. E. Job No. 08020 Post-Project Hydrology, Wolf Canyon 25-Year Storm STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 371.74 11.67 2.745 2 391.54 13.00 2.561 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 391.54 Tc(MIN.) = 13.00 TOTAL AREA(ACRES) = 191.47 **************************************************************************** FLOW PROCESS FROM NODE 595.00 TO NODE 595.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.561 NEIGHBORHOOD COMMERCIAL RUNOFF COEFFICIENT = .7900 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 94 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7756 SUBAREA AREA(ACRES) = 5.14 SUBAREA RUNOFF(CFS) = 10.40 TOTAL AREA(ACRES) = 196.61 TOTAL RUNOFF(CFS) = 391.54 TC(MIN.) = 13.00 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE **************************************************************************** FLOW PROCESS FROM NODE 595.00 TO NODE 595.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.561 NEIGHBORHOOD COMMERCIAL RUNOFF COEFFICIENT = .7900 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 94 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7758 SUBAREA AREA(ACRES) = 3.97 SUBAREA RUNOFF(CFS) = 8.03 TOTAL AREA(ACRES) = 200.58 TOTAL RUNOFF(CFS) = 398.54 TC(MIN.) = 13.00 **************************************************************************** FLOW PROCESS FROM NODE 600.00 TO NODE 600.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.561 NEIGHBORHOOD COMMERCIAL RUNOFF COEFFICIENT = .7900 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 94 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7760 SUBAREA AREA(ACRES) = 2.11 SUBAREA RUNOFF(CFS) = 4.27 TOTAL AREA(ACRES) = 202.69 TOTAL RUNOFF(CFS) = 402.81 TC(MIN.) = 13.00 **************************************************************************** FLOW PROCESS FROM NODE 600.00 TO NODE 610.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 416.00 DOWNSTREAM(FEET) = 402.00 FLOW LENGTH(FEET) = 280.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 54.0 INCH PIPE IS 42.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 29.88 ESTIMATED PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 402.81 PIPE TRAVEL TIME(MIN.) = 0.16 Tc(MIN.) = 13.15 LONGEST FLOWPATH FROM NODE 500.00 TO NODE 610.00 = 3912.00 FEET. H. E. Job No. 08020 Post-Project Hydrology, Wolf Canyon 25-Year Storm **************************************************************************** FLOW PROCESS FROM NODE 610.00 TO NODE 620.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 402.00 DOWNSTREAM(FEET) = 366.00 FLOW LENGTH(FEET) = 720.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 72.0 INCH PIPE IS 33.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 30.91 GIVEN PIPE DIAMETER(INCH) = 72.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 402.81 PIPE TRAVEL TIME(MIN.) = 0.39 Tc(MIN.) = 13.54 LONGEST FLOWPATH FROM NODE 500.00 TO NODE 620.00 = 4632.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 620.00 TO NODE 620.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.494 *USER SPECIFIED(SUBAREA): NEIGHBORHOOD COMMERCIAL RUNOFF COEFFICIENT = .7500 S.C.S. CURVE NUMBER (AMC II) = 94 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7741 SUBAREA AREA(ACRES) = 16.28 SUBAREA RUNOFF(CFS) = 30.45 TOTAL AREA(ACRES) = 218.97 TOTAL RUNOFF(CFS) = 422.74 TC(MIN.) = 13.54 Park Lot ‘A’ flow confluence, Q=30.45 **************************************************************************** FLOW PROCESS FROM NODE 620.00 TO NODE 620.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 3 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 402.81 13.54 2.494 202.69 LONGEST FLOWPATH FROM NODE 500.00 TO NODE 620.00 = 4632.00 FEET. ** MEMORY BANK # 3 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 258.69 21.43 1.855 177.24 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 620.00 = 6354.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 566.30 13.54 2.494 2 558.31 21.43 1.855 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 566.30 Tc(MIN.) = 13.54 TOTAL AREA(ACRES) = 379.93 ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 379.93 TC(MIN.) = 13.54 PEAK FLOW RATE(CFS) = 566.30 ============================================================================ H. E. Job No. 08020 Post-Project Hydrology, Wolf Canyon 25-Year Storm ============================================================================ END OF RATIONAL METHOD ANALYSIS Total Proposed 25-Year, 6-hour flow to Wolf Canyon = 402.8 CFS Tc = 13.5 min Total Area = 202.6 acres *Note: Results do not account for hydromodification measures. See the Hydromodification report for actual flows. H.E. Job No. 08020 Post-Project Hydrology, Wolf Creek 50-Year Storm ____________________________________________________________________________ **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2003 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2003 License ID 1508 Analysis prepared by: ************************** DESCRIPTION OF STUDY ************************** * OTAY LANDS PARCEL B, 08020 * * PRELIMINARY PROPOSED HYDROLOGY * * Q50 * ************************************************************************** FILE NAME: 8020P50.DAT TIME/DATE OF STUDY: 13:34 10/04/2010 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 50.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.200 SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *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 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 2 50.0 40.0 0.010/0.020/0.050 0.50 1.50 0.0313 0.125 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 1.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 10.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 400.00 TO NODE 400.00 IS CODE = 22 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ *USER SPECIFIED(SUBAREA): RESIDENTAIL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7670 S.C.S. CURVE NUMBER (AMC II) = 92 USER SPECIFIED Tc(MIN.) = 11.430 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.401 SUBAREA RUNOFF(CFS) = 233.80 TOTAL AREA(ACRES) = 89.64 TOTAL RUNOFF(CFS) = 233.80 **************************************************************************** FLOW PROCESS FROM NODE 400.00 TO NODE 405.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< H.E. Job No. 08020 Post-Project Hydrology, Wolf Creek 50-Year Storm >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 438.86 DOWNSTREAM(FEET) = 429.00 FLOW LENGTH(FEET) = 660.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 60.0 INCH PIPE IS 39.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 16.98 GIVEN PIPE DIAMETER(INCH) = 60.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 233.80 PIPE TRAVEL TIME(MIN.) = 0.65 Tc(MIN.) = 12.08 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 405.00 = 660.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 405.00 TO NODE 405.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.282 STREETS & ROADS (CURBS/STORM DRAINS) RUNOFF COEFFICIENT = .8700 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 98 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7706 SUBAREA AREA(ACRES) = 3.21 SUBAREA RUNOFF(CFS) = 9.17 TOTAL AREA(ACRES) = 92.85 TOTAL RUNOFF(CFS) = 234.80 TC(MIN.) = 12.08 **************************************************************************** FLOW PROCESS FROM NODE 405.00 TO NODE 410.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 429.00 DOWNSTREAM(FEET) = 427.50 FLOW LENGTH(FEET) = 91.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 60.0 INCH PIPE IS 38.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 17.68 GIVEN PIPE DIAMETER(INCH) = 60.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 234.80 PIPE TRAVEL TIME(MIN.) = 0.09 Tc(MIN.) = 12.16 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 410.00 = 751.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 410.00 TO NODE 410.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 12.16 RAINFALL INTENSITY(INCH/HR) = 3.27 TOTAL STREAM AREA(ACRES) = 92.85 PEAK FLOW RATE(CFS) AT CONFLUENCE = 234.80 **************************************************************************** FLOW PROCESS FROM NODE 415.00 TO NODE 415.00 IS CODE = 22 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ NEIGHBORHOOD COMMERCIAL RUNOFF COEFFICIENT = .7900 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 94 USER SPECIFIED Tc(MIN.) = 7.000 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.666 SUBAREA RUNOFF(CFS) = 69.96 TOTAL AREA(ACRES) = 18.98 TOTAL RUNOFF(CFS) = 69.96 **************************************************************************** FLOW PROCESS FROM NODE 415.00 TO NODE 420.00 IS CODE = 41 H.E. Job No. 08020 Post-Project Hydrology, Wolf Creek 50-Year Storm ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 476.00 DOWNSTREAM(FEET) = 474.00 FLOW LENGTH(FEET) = 70.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 21.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 16.13 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 69.96 PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 7.07 LONGEST FLOWPATH FROM NODE 415.00 TO NODE 420.00 = 161.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 420.00 TO NODE 425.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 474.00 DOWNSTREAM(FEET) = 462.00 FLOW LENGTH(FEET) = 343.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 19.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 17.44 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 69.96 PIPE TRAVEL TIME(MIN.) = 0.33 Tc(MIN.) = 7.40 LONGEST FLOWPATH FROM NODE 415.00 TO NODE 425.00 = 504.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 425.00 TO NODE 425.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.501 STREETS & ROADS (CURBS/STORM DRAINS) RUNOFF COEFFICIENT = .8700 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 98 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8023 SUBAREA AREA(ACRES) = 3.45 SUBAREA RUNOFF(CFS) = 13.51 TOTAL AREA(ACRES) = 22.43 TOTAL RUNOFF(CFS) = 81.00 TC(MIN.) = 7.40 **************************************************************************** FLOW PROCESS FROM NODE 425.00 TO NODE 425.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.501 NEIGHBORHOOD COMMERCIAL RUNOFF COEFFICIENT = .7900 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 94 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7996 SUBAREA AREA(ACRES) = 6.36 SUBAREA RUNOFF(CFS) = 22.62 TOTAL AREA(ACRES) = 28.79 TOTAL RUNOFF(CFS) = 103.62 TC(MIN.) = 7.40 **************************************************************************** FLOW PROCESS FROM NODE 425.00 TO NODE 425.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.501 NEIGHBORHOOD COMMERCIAL RUNOFF COEFFICIENT = .7900 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 94 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7986 SUBAREA AREA(ACRES) = 3.40 SUBAREA RUNOFF(CFS) = 12.09 H.E. Job No. 08020 Post-Project Hydrology, Wolf Creek 50-Year Storm TOTAL AREA(ACRES) = 32.19 TOTAL RUNOFF(CFS) = 115.71 TC(MIN.) = 7.40 **************************************************************************** FLOW PROCESS FROM NODE 425.00 TO NODE 426.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 462.00 DOWNSTREAM(FEET) = 456.00 FLOW LENGTH(FEET) = 356.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 42.0 INCH PIPE IS 32.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 14.63 GIVEN PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 115.71 PIPE TRAVEL TIME(MIN.) = 0.41 Tc(MIN.) = 7.81 LONGEST FLOWPATH FROM NODE 415.00 TO NODE 426.00 = 860.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 426.00 TO NODE 426.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.349 RESIDENTAIL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7952 SUBAREA AREA(ACRES) = 1.26 SUBAREA RUNOFF(CFS) = 3.89 TOTAL AREA(ACRES) = 33.45 TOTAL RUNOFF(CFS) = 115.71 TC(MIN.) = 7.81 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE **************************************************************************** FLOW PROCESS FROM NODE 426.00 TO NODE 426.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.349 NEIGHBORHOOD COMMERCIAL RUNOFF COEFFICIENT = .7900 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 94 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7949 SUBAREA AREA(ACRES) = 2.22 SUBAREA RUNOFF(CFS) = 7.63 TOTAL AREA(ACRES) = 35.67 TOTAL RUNOFF(CFS) = 123.32 TC(MIN.) = 7.81 **************************************************************************** FLOW PROCESS FROM NODE 426.00 TO NODE 426.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.349 STREETS & ROADS (CURBS/STORM DRAINS) RUNOFF COEFFICIENT = .8700 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 98 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7980 SUBAREA AREA(ACRES) = 1.51 SUBAREA RUNOFF(CFS) = 5.71 TOTAL AREA(ACRES) = 37.18 TOTAL RUNOFF(CFS) = 129.03 TC(MIN.) = 7.81 **************************************************************************** FLOW PROCESS FROM NODE 426.00 TO NODE 410.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ H.E. Job No. 08020 Post-Project Hydrology, Wolf Creek 50-Year Storm ELEVATION DATA: UPSTREAM(FEET) = 456.00 DOWNSTREAM(FEET) = 429.00 FLOW LENGTH(FEET) = 75.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 42.0 INCH PIPE IS 13.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 48.06 GIVEN PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 129.03 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 7.83 LONGEST FLOWPATH FROM NODE 415.00 TO NODE 410.00 = 935.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 410.00 TO NODE 410.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 7.83 RAINFALL INTENSITY(INCH/HR) = 4.34 TOTAL STREAM AREA(ACRES) = 37.18 PEAK FLOW RATE(CFS) AT CONFLUENCE = 129.03 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 234.80 12.16 3.267 92.85 2 129.03 7.83 4.340 37.18 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 280.21 7.83 4.340 2 331.93 12.16 3.267 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 331.93 Tc(MIN.) = 12.16 TOTAL AREA(ACRES) = 130.03 LONGEST FLOWPATH FROM NODE 415.00 TO NODE 410.00 = 935.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 410.00 TO NODE 410.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.267 STREETS & ROADS (CURBS/STORM DRAINS) RUNOFF COEFFICIENT = .8700 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 98 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7800 SUBAREA AREA(ACRES) = 2.35 SUBAREA RUNOFF(CFS) = 6.68 TOTAL AREA(ACRES) = 132.38 TOTAL RUNOFF(CFS) = 337.34 TC(MIN.) = 12.16 **************************************************************************** FLOW PROCESS FROM NODE 410.00 TO NODE 600.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 427.50 DOWNSTREAM(FEET) = 416.00 FLOW LENGTH(FEET) = 830.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 66.0 INCH PIPE IS 48.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 17.86 GIVEN PIPE DIAMETER(INCH) = 66.00 NUMBER OF PIPES = 1 H.E. Job No. 08020 Post-Project Hydrology, Wolf Creek 50-Year Storm PIPE-FLOW(CFS) = 337.34 PIPE TRAVEL TIME(MIN.) = 0.77 Tc(MIN.) = 12.94 LONGEST FLOWPATH FROM NODE 415.00 TO NODE 600.00 = 1765.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 600.00 TO NODE 600.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 600.00 TO NODE 600.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 500.00 TO NODE 505.00 IS CODE = 22 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ LAWNS, GOLF COURSES, ETC. POOR COVER RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 89 USER SPECIFIED Tc(MIN.) = 5.000 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.796 SUBAREA RUNOFF(CFS) = 2.62 TOTAL AREA(ACRES) = 1.29 TOTAL RUNOFF(CFS) = 2.62 **************************************************************************** FLOW PROCESS FROM NODE 505.00 TO NODE 505.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.796 NEIGHBORHOOD COMMERCIAL RUNOFF COEFFICIENT = .7900 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 94 AREA-AVERAGE RUNOFF COEFFICIENT = 0.5700 SUBAREA AREA(ACRES) = 1.29 SUBAREA RUNOFF(CFS) = 5.91 TOTAL AREA(ACRES) = 2.58 TOTAL RUNOFF(CFS) = 8.52 TC(MIN.) = 5.00 **************************************************************************** FLOW PROCESS FROM NODE 505.00 TO NODE 510.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 531.00 DOWNSTREAM(FEET) = 508.00 FLOW LENGTH(FEET) = 630.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 7.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.30 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 8.52 PIPE TRAVEL TIME(MIN.) = 1.02 Tc(MIN.) = 6.02 LONGEST FLOWPATH FROM NODE 500.00 TO NODE 510.00 = 1460.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 510.00 TO NODE 515.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 508.00 DOWNSTREAM(FEET) = 501.50 FLOW LENGTH(FEET) = 125.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 6.8 INCHES H.E. Job No. 08020 Post-Project Hydrology, Wolf Creek 50-Year Storm PIPE-FLOW VELOCITY(FEET/SEC.) = 11.70 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 8.52 PIPE TRAVEL TIME(MIN.) = 0.18 Tc(MIN.) = 6.20 LONGEST FLOWPATH FROM NODE 500.00 TO NODE 515.00 = 1585.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 515.00 TO NODE 515.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.047 RESIDENTAIL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.6593 SUBAREA AREA(ACRES) = 4.54 SUBAREA RUNOFF(CFS) = 16.27 TOTAL AREA(ACRES) = 7.12 TOTAL RUNOFF(CFS) = 23.69 TC(MIN.) = 6.20 **************************************************************************** FLOW PROCESS FROM NODE 520.00 TO NODE 524.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 501.50 DOWNSTREAM(FEET) = 490.00 FLOW LENGTH(FEET) = 219.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 11.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 15.51 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 23.69 PIPE TRAVEL TIME(MIN.) = 0.24 Tc(MIN.) = 6.43 LONGEST FLOWPATH FROM NODE 500.00 TO NODE 524.00 = 1804.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 524.00 TO NODE 525.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 490.00 DOWNSTREAM(FEET) = 467.00 FLOW LENGTH(FEET) = 414.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 11.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 15.84 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 23.69 PIPE TRAVEL TIME(MIN.) = 0.44 Tc(MIN.) = 6.87 LONGEST FLOWPATH FROM NODE 500.00 TO NODE 525.00 = 2218.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 525.00 TO NODE 525.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 530.00 TO NODE 535.00 IS CODE = 22 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ RESIDENTAIL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 USER SPECIFIED Tc(MIN.) = 5.000 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.796 SUBAREA RUNOFF(CFS) = 12.47 H.E. Job No. 08020 Post-Project Hydrology, Wolf Creek 50-Year Storm TOTAL AREA(ACRES) = 3.03 TOTAL RUNOFF(CFS) = 12.47 **************************************************************************** FLOW PROCESS FROM NODE 535.00 TO NODE 540.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 2 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 507.00 DOWNSTREAM ELEVATION(FEET) = 502.00 STREET LENGTH(FEET) = 300.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 50.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 40.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.010 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.050 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 12.49 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.39 HALFSTREET FLOOD WIDTH(FEET) = 16.80 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.08 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.21 STREET FLOW TRAVEL TIME(MIN.) = 1.62 Tc(MIN.) = 6.62 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.834 RESIDENTAIL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.710 SUBAREA AREA(ACRES) = 0.01 SUBAREA RUNOFF(CFS) = 0.03 TOTAL AREA(ACRES) = 3.04 PEAK FLOW RATE(CFS) = 12.47 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.39 HALFSTREET FLOOD WIDTH(FEET) = 16.80 FLOW VELOCITY(FEET/SEC.) = 3.07 DEPTH*VELOCITY(FT*FT/SEC.) = 1.21 LONGEST FLOWPATH FROM NODE 530.00 TO NODE 540.00 = 714.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 540.00 TO NODE 545.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 497.00 DOWNSTREAM(FEET) = 470.00 FLOW LENGTH(FEET) = 412.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 14.35 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 12.47 PIPE TRAVEL TIME(MIN.) = 0.48 Tc(MIN.) = 7.10 LONGEST FLOWPATH FROM NODE 530.00 TO NODE 545.00 = 1126.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 545.00 TO NODE 545.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 7.10 RAINFALL INTENSITY(INCH/HR) = 4.62 TOTAL STREAM AREA(ACRES) = 3.04 PEAK FLOW RATE(CFS) AT CONFLUENCE = 12.47 H.E. Job No. 08020 Post-Project Hydrology, Wolf Creek 50-Year Storm **************************************************************************** FLOW PROCESS FROM NODE 550.00 TO NODE 550.00 IS CODE = 22 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ RESIDENTAIL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 USER SPECIFIED Tc(MIN.) = 5.000 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.796 SUBAREA RUNOFF(CFS) = 17.78 TOTAL AREA(ACRES) = 4.32 TOTAL RUNOFF(CFS) = 17.78 **************************************************************************** FLOW PROCESS FROM NODE 550.00 TO NODE 551.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 2 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 493.00 DOWNSTREAM ELEVATION(FEET) = 478.50 STREET LENGTH(FEET) = 740.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 50.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 40.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.010 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.050 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 17.78 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.42 HALFSTREET FLOOD WIDTH(FEET) = 19.61 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.50 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.48 STREET FLOW TRAVEL TIME(MIN.) = 3.53 Tc(MIN.) = 8.53 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.109 AREA-AVERAGE RUNOFF COEFFICIENT = 0.710 SUBAREA AREA(ACRES) = 0.00 SUBAREA RUNOFF(CFS) = 0.00 TOTAL AREA(ACRES) = 4.32 PEAK FLOW RATE(CFS) = 17.78 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.42 HALFSTREET FLOOD WIDTH(FEET) = 19.61 FLOW VELOCITY(FEET/SEC.) = 3.50 DEPTH*VELOCITY(FT*FT/SEC.) = 1.48 LONGEST FLOWPATH FROM NODE 550.00 TO NODE 551.00 = 1040.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 551.00 TO NODE 545.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 473.50 DOWNSTREAM(FEET) = 470.00 FLOW LENGTH(FEET) = 350.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 16.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.64 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 17.78 PIPE TRAVEL TIME(MIN.) = 0.76 Tc(MIN.) = 9.29 LONGEST FLOWPATH FROM NODE 550.00 TO NODE 545.00 = 1390.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 545.00 TO NODE 545.00 IS CODE = 1 H.E. Job No. 08020 Post-Project Hydrology, Wolf Creek 50-Year Storm ---------------------------------------------------------------------------- >>>>>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.) = 9.29 RAINFALL INTENSITY(INCH/HR) = 3.89 TOTAL STREAM AREA(ACRES) = 4.32 PEAK FLOW RATE(CFS) AT CONFLUENCE = 17.78 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 12.47 7.10 4.622 3.04 2 17.78 9.29 3.887 4.32 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 26.06 7.10 4.622 2 28.27 9.29 3.887 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 28.27 Tc(MIN.) = 9.29 TOTAL AREA(ACRES) = 7.36 LONGEST FLOWPATH FROM NODE 550.00 TO NODE 545.00 = 1390.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 545.00 TO NODE 555.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 470.00 DOWNSTREAM(FEET) = 469.00 FLOW LENGTH(FEET) = 46.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 14.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 11.64 GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 28.27 PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 9.36 LONGEST FLOWPATH FROM NODE 550.00 TO NODE 555.00 = 1436.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 555.00 TO NODE 555.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.870 RESIDENTAIL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7100 SUBAREA AREA(ACRES) = 4.45 SUBAREA RUNOFF(CFS) = 12.23 TOTAL AREA(ACRES) = 11.81 TOTAL RUNOFF(CFS) = 32.45 TC(MIN.) = 9.36 **************************************************************************** FLOW PROCESS FROM NODE 555.00 TO NODE 525.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 469.00 DOWNSTREAM(FEET) = 467.00 H.E. Job No. 08020 Post-Project Hydrology, Wolf Creek 50-Year Storm FLOW LENGTH(FEET) = 201.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 21.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.85 GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 32.45 PIPE TRAVEL TIME(MIN.) = 0.38 Tc(MIN.) = 9.73 LONGEST FLOWPATH FROM NODE 550.00 TO NODE 525.00 = 1637.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 525.00 TO NODE 525.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 32.45 9.73 3.772 11.81 LONGEST FLOWPATH FROM NODE 550.00 TO NODE 525.00 = 1637.00 FEET. ** MEMORY BANK # 2 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 23.69 6.87 4.723 7.12 LONGEST FLOWPATH FROM NODE 500.00 TO NODE 525.00 = 2218.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 46.59 6.87 4.723 2 51.37 9.73 3.772 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 51.37 Tc(MIN.) = 9.73 TOTAL AREA(ACRES) = 18.93 **************************************************************************** FLOW PROCESS FROM NODE 525.00 TO NODE 525.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 2 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 525.00 TO NODE 560.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 467.00 DOWNSTREAM(FEET) = 465.30 FLOW LENGTH(FEET) = 170.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 24.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.97 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 51.37 PIPE TRAVEL TIME(MIN.) = 0.28 Tc(MIN.) = 10.02 LONGEST FLOWPATH FROM NODE 500.00 TO NODE 560.00 = 2388.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 560.00 TO NODE 560.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.703 RESIDENTAIL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.6948 H.E. Job No. 08020 Post-Project Hydrology, Wolf Creek 50-Year Storm SUBAREA AREA(ACRES) = 4.89 SUBAREA RUNOFF(CFS) = 12.85 TOTAL AREA(ACRES) = 23.82 TOTAL RUNOFF(CFS) = 61.28 TC(MIN.) = 10.02 **************************************************************************** FLOW PROCESS FROM NODE 560.00 TO NODE 570.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 465.30 DOWNSTREAM(FEET) = 464.00 FLOW LENGTH(FEET) = 75.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 23.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 12.88 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 61.28 PIPE TRAVEL TIME(MIN.) = 0.10 Tc(MIN.) = 10.11 LONGEST FLOWPATH FROM NODE 500.00 TO NODE 570.00 = 2463.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 570.00 TO NODE 570.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.680 NEIGHBORHOOD COMMERCIAL RUNOFF COEFFICIENT = .7900 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 94 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7309 SUBAREA AREA(ACRES) = 14.54 SUBAREA RUNOFF(CFS) = 42.27 TOTAL AREA(ACRES) = 38.36 TOTAL RUNOFF(CFS) = 103.17 TC(MIN.) = 10.11 **************************************************************************** FLOW PROCESS FROM NODE 570.00 TO NODE 575.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 464.00 DOWNSTREAM(FEET) = 460.00 FLOW LENGTH(FEET) = 488.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 48.0 INCH PIPE IS 33.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.99 GIVEN PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 103.17 PIPE TRAVEL TIME(MIN.) = 0.74 Tc(MIN.) = 10.85 LONGEST FLOWPATH FROM NODE 500.00 TO NODE 575.00 = 2951.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 575.00 TO NODE 575.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.516 STREETS & ROADS (CURBS/STORM DRAINS) RUNOFF COEFFICIENT = .8700 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 98 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7347 SUBAREA AREA(ACRES) = 1.07 SUBAREA RUNOFF(CFS) = 3.27 TOTAL AREA(ACRES) = 39.43 TOTAL RUNOFF(CFS) = 103.17 TC(MIN.) = 10.85 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE **************************************************************************** FLOW PROCESS FROM NODE 575.00 TO NODE 580.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< H.E. Job No. 08020 Post-Project Hydrology, Wolf Creek 50-Year Storm >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 460.00 DOWNSTREAM(FEET) = 458.00 FLOW LENGTH(FEET) = 36.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 48.0 INCH PIPE IS 18.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 22.76 GIVEN PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 103.17 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 10.88 LONGEST FLOWPATH FROM NODE 500.00 TO NODE 580.00 = 2987.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 580.00 TO NODE 580.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 10.88 RAINFALL INTENSITY(INCH/HR) = 3.51 TOTAL STREAM AREA(ACRES) = 39.43 PEAK FLOW RATE(CFS) AT CONFLUENCE = 103.17 **************************************************************************** FLOW PROCESS FROM NODE 581.00 TO NODE 585.00 IS CODE = 22 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ NEIGHBORHOOD COMMERCIAL RUNOFF COEFFICIENT = .7900 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 94 USER SPECIFIED Tc(MIN.) = 6.000 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.153 SUBAREA RUNOFF(CFS) = 15.55 TOTAL AREA(ACRES) = 3.82 TOTAL RUNOFF(CFS) = 15.55 **************************************************************************** FLOW PROCESS FROM NODE 585.00 TO NODE 585.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.153 STREETS & ROADS (CURBS/STORM DRAINS) RUNOFF COEFFICIENT = .8700 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 98 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8188 SUBAREA AREA(ACRES) = 2.15 SUBAREA RUNOFF(CFS) = 9.64 TOTAL AREA(ACRES) = 5.97 TOTAL RUNOFF(CFS) = 25.19 TC(MIN.) = 6.00 **************************************************************************** FLOW PROCESS FROM NODE 585.00 TO NODE 590.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 468.00 DOWNSTREAM(FEET) = 461.50 FLOW LENGTH(FEET) = 225.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 14.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 12.53 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 25.19 PIPE TRAVEL TIME(MIN.) = 0.30 Tc(MIN.) = 6.30 LONGEST FLOWPATH FROM NODE 581.00 TO NODE 590.00 = 426.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 590.00 TO NODE 580.00 IS CODE = 41 H.E. Job No. 08020 Post-Project Hydrology, Wolf Creek 50-Year Storm ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 461.50 DOWNSTREAM(FEET) = 458.00 FLOW LENGTH(FEET) = 71.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 42.0 INCH PIPE IS 9.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 14.81 GIVEN PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 25.19 PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 6.38 LONGEST FLOWPATH FROM NODE 581.00 TO NODE 580.00 = 497.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 580.00 TO NODE 580.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 6.38 RAINFALL INTENSITY(INCH/HR) = 4.95 TOTAL STREAM AREA(ACRES) = 5.97 PEAK FLOW RATE(CFS) AT CONFLUENCE = 25.19 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 103.17 10.88 3.510 39.43 2 25.19 6.38 4.954 5.97 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 85.68 6.38 4.954 2 121.02 10.88 3.510 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 121.02 Tc(MIN.) = 10.88 TOTAL AREA(ACRES) = 45.40 LONGEST FLOWPATH FROM NODE 500.00 TO NODE 580.00 = 2987.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 580.00 TO NODE 595.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 458.00 DOWNSTREAM(FEET) = 443.00 FLOW LENGTH(FEET) = 520.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 48.0 INCH PIPE IS 24.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 18.62 GIVEN PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 121.02 PIPE TRAVEL TIME(MIN.) = 0.47 Tc(MIN.) = 11.35 LONGEST FLOWPATH FROM NODE 500.00 TO NODE 595.00 = 3507.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 595.00 TO NODE 595.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.417 H.E. Job No. 08020 Post-Project Hydrology, Wolf Creek 50-Year Storm NEIGHBORHOOD COMMERCIAL RUNOFF COEFFICIENT = .7900 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 94 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7481 SUBAREA AREA(ACRES) = 2.58 SUBAREA RUNOFF(CFS) = 6.96 TOTAL AREA(ACRES) = 47.98 TOTAL RUNOFF(CFS) = 122.64 TC(MIN.) = 11.35 **************************************************************************** FLOW PROCESS FROM NODE 595.00 TO NODE 595.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.417 STREETS & ROADS (CURBS/STORM DRAINS) RUNOFF COEFFICIENT = .8700 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 98 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7619 SUBAREA AREA(ACRES) = 6.12 SUBAREA RUNOFF(CFS) = 18.19 TOTAL AREA(ACRES) = 54.10 TOTAL RUNOFF(CFS) = 140.84 TC(MIN.) = 11.35 **************************************************************************** FLOW PROCESS FROM NODE 595.00 TO NODE 595.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.417 NEIGHBORHOOD COMMERCIAL RUNOFF COEFFICIENT = .7900 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 94 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7643 SUBAREA AREA(ACRES) = 4.99 SUBAREA RUNOFF(CFS) = 13.47 TOTAL AREA(ACRES) = 59.09 TOTAL RUNOFF(CFS) = 154.31 TC(MIN.) = 11.35 **************************************************************************** FLOW PROCESS FROM NODE 595.00 TO NODE 600.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 443.00 DOWNSTREAM(FEET) = 416.00 FLOW LENGTH(FEET) = 125.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 48.0 INCH PIPE IS 16.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 41.59 GIVEN PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 154.31 PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 11.40 LONGEST FLOWPATH FROM NODE 500.00 TO NODE 600.00 = 3632.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 600.00 TO NODE 600.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 154.31 11.40 3.407 59.09 LONGEST FLOWPATH FROM NODE 500.00 TO NODE 600.00 = 3632.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 337.34 12.94 3.139 132.38 H.E. Job No. 08020 Post-Project Hydrology, Wolf Creek 50-Year Storm LONGEST FLOWPATH FROM NODE 415.00 TO NODE 600.00 = 1765.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 451.45 11.40 3.407 2 479.52 12.94 3.139 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 479.52 Tc(MIN.) = 12.94 TOTAL AREA(ACRES) = 191.47 **************************************************************************** FLOW PROCESS FROM NODE 595.00 TO NODE 595.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.139 NEIGHBORHOOD COMMERCIAL RUNOFF COEFFICIENT = .7900 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 94 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7756 SUBAREA AREA(ACRES) = 5.14 SUBAREA RUNOFF(CFS) = 12.75 TOTAL AREA(ACRES) = 196.61 TOTAL RUNOFF(CFS) = 479.52 TC(MIN.) = 12.94 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE **************************************************************************** FLOW PROCESS FROM NODE 595.00 TO NODE 595.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.139 NEIGHBORHOOD COMMERCIAL RUNOFF COEFFICIENT = .7900 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 94 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7758 SUBAREA AREA(ACRES) = 3.97 SUBAREA RUNOFF(CFS) = 9.85 TOTAL AREA(ACRES) = 200.58 TOTAL RUNOFF(CFS) = 488.54 TC(MIN.) = 12.94 **************************************************************************** FLOW PROCESS FROM NODE 600.00 TO NODE 600.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.139 NEIGHBORHOOD COMMERCIAL RUNOFF COEFFICIENT = .7900 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 94 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7760 SUBAREA AREA(ACRES) = 2.11 SUBAREA RUNOFF(CFS) = 5.23 TOTAL AREA(ACRES) = 202.69 TOTAL RUNOFF(CFS) = 493.77 TC(MIN.) = 12.94 **************************************************************************** FLOW PROCESS FROM NODE 600.00 TO NODE 610.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 416.00 DOWNSTREAM(FEET) = 402.00 FLOW LENGTH(FEET) = 280.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 60.0 INCH PIPE IS 44.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 31.81 ESTIMATED PIPE DIAMETER(INCH) = 60.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 493.77 H.E. Job No. 08020 Post-Project Hydrology, Wolf Creek 50-Year Storm PIPE TRAVEL TIME(MIN.) = 0.15 Tc(MIN.) = 13.08 LONGEST FLOWPATH FROM NODE 500.00 TO NODE 610.00 = 3912.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 610.00 TO NODE 620.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 402.00 DOWNSTREAM(FEET) = 366.00 FLOW LENGTH(FEET) = 720.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 72.0 INCH PIPE IS 38.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 32.52 GIVEN PIPE DIAMETER(INCH) = 72.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 493.77 PIPE TRAVEL TIME(MIN.) = 0.37 Tc(MIN.) = 13.45 LONGEST FLOWPATH FROM NODE 500.00 TO NODE 620.00 = 4632.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 620.00 TO NODE 620.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.061 *USER SPECIFIED(SUBAREA): NEIGHBORHOOD COMMERCIAL RUNOFF COEFFICIENT = .7500 S.C.S. CURVE NUMBER (AMC II) = 94 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7741 SUBAREA AREA(ACRES) = 16.28 SUBAREA RUNOFF(CFS) = 37.38 TOTAL AREA(ACRES) = 218.97 TOTAL RUNOFF(CFS) = 518.86 TC(MIN.) = 13.45 Park ‘A’ flow confluence, Q=37.38 **************************************************************************** FLOW PROCESS FROM NODE 620.00 TO NODE 620.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 3 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 493.77 13.45 3.061 202.69 LONGEST FLOWPATH FROM NODE 500.00 TO NODE 620.00 = 4632.00 FEET. ** MEMORY BANK # 3 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 317.97 21.18 2.285 177.24 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 620.00 = 6354.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 695.79 13.45 3.061 2 686.50 21.18 2.285 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 695.79 Tc(MIN.) = 13.45 TOTAL AREA(ACRES) = 379.93 ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 379.93 TC(MIN.) = 13.45 H.E. Job No. 08020 Post-Project Hydrology, Wolf Creek 50-Year Storm PEAK FLOW RATE(CFS) = 695.79 ============================================================================ ============================================================================ END OF RATIONAL METHOD ANALYSIS Total Proposed 50-Year, 6-hour flow to Wolf Canyon = 493.8 CFS Tc = 13.5 min Total Area = 202.6 acres *Note: Results do not account for hydromodification measures. See the Hydromodification report for actual flows. H.E. Job No. 08020 Post-Project Hydrology, Wolf Canyon 100-Year Storm ____________________________________________________________________________ **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2003 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2003 License ID 1508 Analysis prepared by: ************************** DESCRIPTION OF STUDY ************************** * OTAY LANDS PARCEL B, 08020 * * PRELIMINARY PROPOSED HYDROLOGY * * Q100 * ************************************************************************** FILE NAME: 8020P100.DAT TIME/DATE OF STUDY: 12:50 10/04/2010 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.500 SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *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 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 2 50.0 40.0 0.010/0.020/0.050 0.50 1.50 0.0313 0.125 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 1.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 10.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 400.00 TO NODE 405.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 438.86 DOWNSTREAM(FEET) = 429.00 FLOW LENGTH(FEET) = 660.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 60.0 INCH PIPE IS 43.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 17.35 GIVEN PIPE DIAMETER(INCH) = 60.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 265.69 PIPE TRAVEL TIME(MIN.) = 0.63 Tc(MIN.) = 12.06 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 405.00 = 2160.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 405.00 TO NODE 405.00 IS CODE = 81 ---------------------------------------------------------------------------- H.E. Job No. 08020 Post-Project Hydrology, Wolf Canyon 100-Year Storm >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.732 STREETS & ROADS (CURBS/STORM DRAINS) RUNOFF COEFFICIENT = .8700 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 98 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7706 SUBAREA AREA(ACRES) = 3.21 SUBAREA RUNOFF(CFS) = 10.42 TOTAL AREA(ACRES) = 92.85 TOTAL RUNOFF(CFS) = 267.02 TC(MIN.) = 12.06 **************************************************************************** FLOW PROCESS FROM NODE 405.00 TO NODE 410.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 429.00 DOWNSTREAM(FEET) = 427.50 FLOW LENGTH(FEET) = 91.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 60.0 INCH PIPE IS 42.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 18.11 GIVEN PIPE DIAMETER(INCH) = 60.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 267.02 PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 12.15 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 410.00 = 2251.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 410.00 TO NODE 410.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 12.15 RAINFALL INTENSITY(INCH/HR) = 3.72 TOTAL STREAM AREA(ACRES) = 92.85 PEAK FLOW RATE(CFS) AT CONFLUENCE = 267.02 **************************************************************************** FLOW PROCESS FROM NODE 415.00 TO NODE 415.00 IS CODE = 22 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ NEIGHBORHOOD COMMERCIAL RUNOFF COEFFICIENT = .7900 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 94 USER SPECIFIED Tc(MIN.) = 7.000 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.302 SUBAREA RUNOFF(CFS) = 79.50 TOTAL AREA(ACRES) = 18.98 TOTAL RUNOFF(CFS) = 79.50 **************************************************************************** FLOW PROCESS FROM NODE 415.00 TO NODE 420.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 476.00 DOWNSTREAM(FEET) = 474.00 FLOW LENGTH(FEET) = 70.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 23.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 16.58 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 79.50 PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 7.07 LONGEST FLOWPATH FROM NODE 415.00 TO NODE 420.00 = 161.00 FEET. **************************************************************************** H.E. Job No. 08020 Post-Project Hydrology, Wolf Canyon 100-Year Storm FLOW PROCESS FROM NODE 420.00 TO NODE 425.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 474.00 DOWNSTREAM(FEET) = 462.00 FLOW LENGTH(FEET) = 343.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 21.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 17.95 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 79.50 PIPE TRAVEL TIME(MIN.) = 0.32 Tc(MIN.) = 7.39 LONGEST FLOWPATH FROM NODE 415.00 TO NODE 425.00 = 504.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 425.00 TO NODE 425.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.120 STREETS & ROADS (CURBS/STORM DRAINS) RUNOFF COEFFICIENT = .8700 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 98 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8023 SUBAREA AREA(ACRES) = 3.45 SUBAREA RUNOFF(CFS) = 15.37 TOTAL AREA(ACRES) = 22.43 TOTAL RUNOFF(CFS) = 92.14 TC(MIN.) = 7.39 **************************************************************************** FLOW PROCESS FROM NODE 425.00 TO NODE 425.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.120 NEIGHBORHOOD COMMERCIAL RUNOFF COEFFICIENT = .7900 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 94 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7996 SUBAREA AREA(ACRES) = 6.36 SUBAREA RUNOFF(CFS) = 25.73 TOTAL AREA(ACRES) = 28.79 TOTAL RUNOFF(CFS) = 117.87 TC(MIN.) = 7.39 **************************************************************************** FLOW PROCESS FROM NODE 425.00 TO NODE 425.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.120 NEIGHBORHOOD COMMERCIAL RUNOFF COEFFICIENT = .7900 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 94 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7986 SUBAREA AREA(ACRES) = 3.40 SUBAREA RUNOFF(CFS) = 13.75 TOTAL AREA(ACRES) = 32.19 TOTAL RUNOFF(CFS) = 131.62 TC(MIN.) = 7.39 **************************************************************************** FLOW PROCESS FROM NODE 425.00 TO NODE 426.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 462.00 DOWNSTREAM(FEET) = 456.00 FLOW LENGTH(FEET) = 356.00 MANNING'S N = 0.013 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY(FEET/SEC.) = 13.68 PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) H.E. Job No. 08020 Post-Project Hydrology, Wolf Canyon 100-Year Storm GIVEN PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 131.62 PIPE TRAVEL TIME(MIN.) = 0.43 Tc(MIN.) = 7.82 LONGEST FLOWPATH FROM NODE 415.00 TO NODE 426.00 = 860.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 426.00 TO NODE 426.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.935 RESIDENTAIL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7952 SUBAREA AREA(ACRES) = 1.26 SUBAREA RUNOFF(CFS) = 4.42 TOTAL AREA(ACRES) = 33.45 TOTAL RUNOFF(CFS) = 131.62 TC(MIN.) = 7.82 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE **************************************************************************** FLOW PROCESS FROM NODE 426.00 TO NODE 426.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.935 NEIGHBORHOOD COMMERCIAL RUNOFF COEFFICIENT = .7900 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 94 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7949 SUBAREA AREA(ACRES) = 2.22 SUBAREA RUNOFF(CFS) = 8.66 TOTAL AREA(ACRES) = 35.67 TOTAL RUNOFF(CFS) = 139.94 TC(MIN.) = 7.82 **************************************************************************** FLOW PROCESS FROM NODE 426.00 TO NODE 426.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.935 STREETS & ROADS (CURBS/STORM DRAINS) RUNOFF COEFFICIENT = .8700 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 98 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7980 SUBAREA AREA(ACRES) = 1.51 SUBAREA RUNOFF(CFS) = 6.48 TOTAL AREA(ACRES) = 37.18 TOTAL RUNOFF(CFS) = 146.42 TC(MIN.) = 7.82 **************************************************************************** FLOW PROCESS FROM NODE 426.00 TO NODE 410.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 456.00 DOWNSTREAM(FEET) = 429.00 FLOW LENGTH(FEET) = 75.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 42.0 INCH PIPE IS 14.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 49.79 GIVEN PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 146.42 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 7.85 LONGEST FLOWPATH FROM NODE 415.00 TO NODE 410.00 = 935.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 410.00 TO NODE 410.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< H.E. Job No. 08020 Post-Project Hydrology, Wolf Canyon 100-Year Storm >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 7.85 RAINFALL INTENSITY(INCH/HR) = 4.93 TOTAL STREAM AREA(ACRES) = 37.18 PEAK FLOW RATE(CFS) AT CONFLUENCE = 146.42 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 267.02 12.15 3.715 92.85 2 146.42 7.85 4.925 37.18 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 318.92 7.85 4.925 2 377.48 12.15 3.715 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 377.48 Tc(MIN.) = 12.15 TOTAL AREA(ACRES) = 130.03 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 410.00 = 2251.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 410.00 TO NODE 410.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.715 STREETS & ROADS (CURBS/STORM DRAINS) RUNOFF COEFFICIENT = .8700 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 98 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7800 SUBAREA AREA(ACRES) = 2.35 SUBAREA RUNOFF(CFS) = 7.60 TOTAL AREA(ACRES) = 132.38 TOTAL RUNOFF(CFS) = 383.66 TC(MIN.) = 12.15 **************************************************************************** FLOW PROCESS FROM NODE 410.00 TO NODE 600.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 427.50 DOWNSTREAM(FEET) = 416.00 FLOW LENGTH(FEET) = 830.00 MANNING'S N = 0.013 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY(FEET/SEC.) = 16.15 PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 66.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 383.66 PIPE TRAVEL TIME(MIN.) = 0.86 Tc(MIN.) = 13.00 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 600.00 = 3081.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 600.00 TO NODE 600.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 600.00 TO NODE 600.00 IS CODE = 10 H.E. Job No. 08020 Post-Project Hydrology, Wolf Canyon 100-Year Storm ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 500.00 TO NODE 505.00 IS CODE = 22 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ LAWNS, GOLF COURSES, ETC. POOR COVER RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 89 USER SPECIFIED Tc(MIN.) = 5.000 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.587 SUBAREA RUNOFF(CFS) = 2.97 TOTAL AREA(ACRES) = 1.29 TOTAL RUNOFF(CFS) = 2.97 **************************************************************************** FLOW PROCESS FROM NODE 505.00 TO NODE 505.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.587 NEIGHBORHOOD COMMERCIAL RUNOFF COEFFICIENT = .7900 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 94 AREA-AVERAGE RUNOFF COEFFICIENT = 0.5700 SUBAREA AREA(ACRES) = 1.29 SUBAREA RUNOFF(CFS) = 6.71 TOTAL AREA(ACRES) = 2.58 TOTAL RUNOFF(CFS) = 9.69 TC(MIN.) = 5.00 **************************************************************************** FLOW PROCESS FROM NODE 505.00 TO NODE 510.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 531.00 DOWNSTREAM(FEET) = 508.00 FLOW LENGTH(FEET) = 630.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 7.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.68 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 9.69 PIPE TRAVEL TIME(MIN.) = 0.98 Tc(MIN.) = 5.98 LONGEST FLOWPATH FROM NODE 500.00 TO NODE 510.00 = 1460.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 510.00 TO NODE 515.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 508.00 DOWNSTREAM(FEET) = 501.50 FLOW LENGTH(FEET) = 125.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 7.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 12.13 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 9.69 PIPE TRAVEL TIME(MIN.) = 0.17 Tc(MIN.) = 6.16 LONGEST FLOWPATH FROM NODE 500.00 TO NODE 515.00 = 1585.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 515.00 TO NODE 515.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.760 H.E. Job No. 08020 Post-Project Hydrology, Wolf Canyon 100-Year Storm RESIDENTAIL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.6593 SUBAREA AREA(ACRES) = 4.54 SUBAREA RUNOFF(CFS) = 18.57 TOTAL AREA(ACRES) = 7.12 TOTAL RUNOFF(CFS) = 27.04 TC(MIN.) = 6.16 **************************************************************************** FLOW PROCESS FROM NODE 520.00 TO NODE 524.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 501.50 DOWNSTREAM(FEET) = 490.00 FLOW LENGTH(FEET) = 219.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 12.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 16.02 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 27.04 PIPE TRAVEL TIME(MIN.) = 0.23 Tc(MIN.) = 6.38 LONGEST FLOWPATH FROM NODE 500.00 TO NODE 524.00 = 1804.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 524.00 TO NODE 525.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 490.00 DOWNSTREAM(FEET) = 467.00 FLOW LENGTH(FEET) = 414.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 12.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 16.37 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 27.04 PIPE TRAVEL TIME(MIN.) = 0.42 Tc(MIN.) = 6.80 LONGEST FLOWPATH FROM NODE 500.00 TO NODE 525.00 = 2218.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 525.00 TO NODE 525.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 530.00 TO NODE 535.00 IS CODE = 22 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ RESIDENTAIL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 USER SPECIFIED Tc(MIN.) = 5.000 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.587 SUBAREA RUNOFF(CFS) = 14.17 TOTAL AREA(ACRES) = 3.03 TOTAL RUNOFF(CFS) = 14.17 **************************************************************************** FLOW PROCESS FROM NODE 535.00 TO NODE 540.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 2 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 507.00 DOWNSTREAM ELEVATION(FEET) = 502.00 STREET LENGTH(FEET) = 300.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 50.00 H.E. Job No. 08020 Post-Project Hydrology, Wolf Canyon 100-Year Storm DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 40.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.010 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.050 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 14.19 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.41 HALFSTREET FLOOD WIDTH(FEET) = 18.05 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.16 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.28 STREET FLOW TRAVEL TIME(MIN.) = 1.58 Tc(MIN.) = 6.58 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.516 RESIDENTAIL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.710 SUBAREA AREA(ACRES) = 0.01 SUBAREA RUNOFF(CFS) = 0.04 TOTAL AREA(ACRES) = 3.04 PEAK FLOW RATE(CFS) = 14.17 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.41 HALFSTREET FLOOD WIDTH(FEET) = 18.05 FLOW VELOCITY(FEET/SEC.) = 3.15 DEPTH*VELOCITY(FT*FT/SEC.) = 1.28 LONGEST FLOWPATH FROM NODE 530.00 TO NODE 540.00 = 714.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 540.00 TO NODE 545.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 497.00 DOWNSTREAM(FEET) = 470.00 FLOW LENGTH(FEET) = 412.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 14.81 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 14.17 PIPE TRAVEL TIME(MIN.) = 0.46 Tc(MIN.) = 7.05 LONGEST FLOWPATH FROM NODE 530.00 TO NODE 545.00 = 1126.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 545.00 TO NODE 545.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 7.05 RAINFALL INTENSITY(INCH/HR) = 5.28 TOTAL STREAM AREA(ACRES) = 3.04 PEAK FLOW RATE(CFS) AT CONFLUENCE = 14.17 **************************************************************************** FLOW PROCESS FROM NODE 550.00 TO NODE 550.00 IS CODE = 22 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ RESIDENTAIL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 USER SPECIFIED Tc(MIN.) = 5.000 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.587 SUBAREA RUNOFF(CFS) = 20.20 H.E. Job No. 08020 Post-Project Hydrology, Wolf Canyon 100-Year Storm TOTAL AREA(ACRES) = 4.32 TOTAL RUNOFF(CFS) = 20.20 **************************************************************************** FLOW PROCESS FROM NODE 550.00 TO NODE 551.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 2 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 493.00 DOWNSTREAM ELEVATION(FEET) = 478.50 STREET LENGTH(FEET) = 740.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 50.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 40.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.010 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.050 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 20.20 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.44 HALFSTREET FLOOD WIDTH(FEET) = 21.02 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.57 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.56 STREET FLOW TRAVEL TIME(MIN.) = 3.45 Tc(MIN.) = 8.45 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.695 AREA-AVERAGE RUNOFF COEFFICIENT = 0.710 SUBAREA AREA(ACRES) = 0.00 SUBAREA RUNOFF(CFS) = 0.00 TOTAL AREA(ACRES) = 4.32 PEAK FLOW RATE(CFS) = 20.20 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.44 HALFSTREET FLOOD WIDTH(FEET) = 21.02 FLOW VELOCITY(FEET/SEC.) = 3.57 DEPTH*VELOCITY(FT*FT/SEC.) = 1.56 LONGEST FLOWPATH FROM NODE 550.00 TO NODE 551.00 = 1040.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 551.00 TO NODE 545.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 473.50 DOWNSTREAM(FEET) = 470.00 FLOW LENGTH(FEET) = 350.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 18.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.77 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 20.20 PIPE TRAVEL TIME(MIN.) = 0.75 Tc(MIN.) = 9.20 LONGEST FLOWPATH FROM NODE 550.00 TO NODE 545.00 = 1390.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 545.00 TO NODE 545.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 9.20 RAINFALL INTENSITY(INCH/HR) = 4.44 TOTAL STREAM AREA(ACRES) = 4.32 PEAK FLOW RATE(CFS) AT CONFLUENCE = 20.20 ** CONFLUENCE DATA ** H.E. Job No. 08020 Post-Project Hydrology, Wolf Canyon 100-Year Storm STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 14.17 7.05 5.279 3.04 2 20.20 9.20 4.444 4.32 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 29.64 7.05 5.279 2 32.13 9.20 4.444 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 32.13 Tc(MIN.) = 9.20 TOTAL AREA(ACRES) = 7.36 LONGEST FLOWPATH FROM NODE 550.00 TO NODE 545.00 = 1390.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 545.00 TO NODE 555.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 470.00 DOWNSTREAM(FEET) = 469.00 FLOW LENGTH(FEET) = 46.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 16.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 12.02 GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 32.13 PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 9.27 LONGEST FLOWPATH FROM NODE 550.00 TO NODE 555.00 = 1436.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 555.00 TO NODE 555.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.425 RESIDENTAIL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7100 SUBAREA AREA(ACRES) = 4.45 SUBAREA RUNOFF(CFS) = 13.98 TOTAL AREA(ACRES) = 11.81 TOTAL RUNOFF(CFS) = 37.10 TC(MIN.) = 9.27 **************************************************************************** FLOW PROCESS FROM NODE 555.00 TO NODE 525.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 469.00 DOWNSTREAM(FEET) = 467.00 FLOW LENGTH(FEET) = 201.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 23.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.00 GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 37.10 PIPE TRAVEL TIME(MIN.) = 0.37 Tc(MIN.) = 9.64 LONGEST FLOWPATH FROM NODE 550.00 TO NODE 525.00 = 1637.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 525.00 TO NODE 525.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY<<<<< H.E. Job No. 08020 Post-Project Hydrology, Wolf Canyon 100-Year Storm ============================================================================ ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 37.10 9.64 4.314 11.81 LONGEST FLOWPATH FROM NODE 550.00 TO NODE 525.00 = 1637.00 FEET. ** MEMORY BANK # 2 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 27.04 6.80 5.400 7.12 LONGEST FLOWPATH FROM NODE 500.00 TO NODE 525.00 = 2218.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 53.23 6.80 5.400 2 58.70 9.64 4.314 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 58.70 Tc(MIN.) = 9.64 TOTAL AREA(ACRES) = 18.93 **************************************************************************** FLOW PROCESS FROM NODE 525.00 TO NODE 525.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 2 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 525.00 TO NODE 560.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 467.00 DOWNSTREAM(FEET) = 465.30 FLOW LENGTH(FEET) = 170.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 27.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.17 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 58.70 PIPE TRAVEL TIME(MIN.) = 0.28 Tc(MIN.) = 9.92 LONGEST FLOWPATH FROM NODE 500.00 TO NODE 560.00 = 2388.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 560.00 TO NODE 560.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.235 RESIDENTAIL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.6948 SUBAREA AREA(ACRES) = 4.89 SUBAREA RUNOFF(CFS) = 14.70 TOTAL AREA(ACRES) = 23.82 TOTAL RUNOFF(CFS) = 70.09 TC(MIN.) = 9.92 **************************************************************************** FLOW PROCESS FROM NODE 560.00 TO NODE 570.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 465.30 DOWNSTREAM(FEET) = 464.00 FLOW LENGTH(FEET) = 75.00 MANNING'S N = 0.013 H.E. Job No. 08020 Post-Project Hydrology, Wolf Canyon 100-Year Storm DEPTH OF FLOW IN 36.0 INCH PIPE IS 25.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 13.21 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 70.09 PIPE TRAVEL TIME(MIN.) = 0.09 Tc(MIN.) = 10.01 LONGEST FLOWPATH FROM NODE 500.00 TO NODE 570.00 = 2463.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 570.00 TO NODE 570.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.209 NEIGHBORHOOD COMMERCIAL RUNOFF COEFFICIENT = .7900 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 94 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7309 SUBAREA AREA(ACRES) = 14.54 SUBAREA RUNOFF(CFS) = 48.35 TOTAL AREA(ACRES) = 38.36 TOTAL RUNOFF(CFS) = 118.02 TC(MIN.) = 10.01 **************************************************************************** FLOW PROCESS FROM NODE 570.00 TO NODE 575.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 464.00 DOWNSTREAM(FEET) = 460.00 FLOW LENGTH(FEET) = 488.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 48.0 INCH PIPE IS 37.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 11.18 GIVEN PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 118.02 PIPE TRAVEL TIME(MIN.) = 0.73 Tc(MIN.) = 10.74 LONGEST FLOWPATH FROM NODE 500.00 TO NODE 575.00 = 2951.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 575.00 TO NODE 575.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.023 STREETS & ROADS (CURBS/STORM DRAINS) RUNOFF COEFFICIENT = .8700 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 98 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7347 SUBAREA AREA(ACRES) = 1.07 SUBAREA RUNOFF(CFS) = 3.74 TOTAL AREA(ACRES) = 39.43 TOTAL RUNOFF(CFS) = 118.02 TC(MIN.) = 10.74 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE **************************************************************************** FLOW PROCESS FROM NODE 575.00 TO NODE 580.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 460.00 DOWNSTREAM(FEET) = 458.00 FLOW LENGTH(FEET) = 36.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 48.0 INCH PIPE IS 20.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 23.60 GIVEN PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 118.02 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 10.76 LONGEST FLOWPATH FROM NODE 500.00 TO NODE 580.00 = 2987.00 FEET. **************************************************************************** H.E. Job No. 08020 Post-Project Hydrology, Wolf Canyon 100-Year Storm FLOW PROCESS FROM NODE 580.00 TO NODE 580.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 10.76 RAINFALL INTENSITY(INCH/HR) = 4.02 TOTAL STREAM AREA(ACRES) = 39.43 PEAK FLOW RATE(CFS) AT CONFLUENCE = 118.02 **************************************************************************** FLOW PROCESS FROM NODE 581.00 TO NODE 585.00 IS CODE = 22 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ NEIGHBORHOOD COMMERCIAL RUNOFF COEFFICIENT = .7900 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 94 USER SPECIFIED Tc(MIN.) = 6.000 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.856 SUBAREA RUNOFF(CFS) = 17.67 TOTAL AREA(ACRES) = 3.82 TOTAL RUNOFF(CFS) = 17.67 **************************************************************************** FLOW PROCESS FROM NODE 585.00 TO NODE 585.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.856 STREETS & ROADS (CURBS/STORM DRAINS) RUNOFF COEFFICIENT = .8700 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 98 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8188 SUBAREA AREA(ACRES) = 2.15 SUBAREA RUNOFF(CFS) = 10.95 TOTAL AREA(ACRES) = 5.97 TOTAL RUNOFF(CFS) = 28.63 TC(MIN.) = 6.00 **************************************************************************** FLOW PROCESS FROM NODE 585.00 TO NODE 590.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 468.00 DOWNSTREAM(FEET) = 461.50 FLOW LENGTH(FEET) = 225.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 16.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 12.86 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 28.63 PIPE TRAVEL TIME(MIN.) = 0.29 Tc(MIN.) = 6.29 LONGEST FLOWPATH FROM NODE 581.00 TO NODE 590.00 = 426.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 590.00 TO NODE 580.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 461.50 DOWNSTREAM(FEET) = 458.00 FLOW LENGTH(FEET) = 71.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 42.0 INCH PIPE IS 10.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 15.37 GIVEN PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 28.63 PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 6.37 LONGEST FLOWPATH FROM NODE 581.00 TO NODE 580.00 = 497.00 FEET. H.E. Job No. 08020 Post-Project Hydrology, Wolf Canyon 100-Year Storm **************************************************************************** FLOW PROCESS FROM NODE 580.00 TO NODE 580.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 6.37 RAINFALL INTENSITY(INCH/HR) = 5.64 TOTAL STREAM AREA(ACRES) = 5.97 PEAK FLOW RATE(CFS) AT CONFLUENCE = 28.63 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 118.02 10.76 4.017 39.43 2 28.63 6.37 5.635 5.97 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 98.45 6.37 5.635 2 138.42 10.76 4.017 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 138.42 Tc(MIN.) = 10.76 TOTAL AREA(ACRES) = 45.40 LONGEST FLOWPATH FROM NODE 500.00 TO NODE 580.00 = 2987.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 580.00 TO NODE 595.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 458.00 DOWNSTREAM(FEET) = 443.00 FLOW LENGTH(FEET) = 520.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 48.0 INCH PIPE IS 26.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 19.24 GIVEN PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 138.42 PIPE TRAVEL TIME(MIN.) = 0.45 Tc(MIN.) = 11.21 LONGEST FLOWPATH FROM NODE 500.00 TO NODE 595.00 = 3507.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 595.00 TO NODE 595.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.912 NEIGHBORHOOD COMMERCIAL RUNOFF COEFFICIENT = .7900 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 94 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7481 SUBAREA AREA(ACRES) = 2.58 SUBAREA RUNOFF(CFS) = 7.97 TOTAL AREA(ACRES) = 47.98 TOTAL RUNOFF(CFS) = 140.42 TC(MIN.) = 11.21 **************************************************************************** FLOW PROCESS FROM NODE 595.00 TO NODE 595.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< H.E. Job No. 08020 Post-Project Hydrology, Wolf Canyon 100-Year Storm ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.912 STREETS & ROADS (CURBS/STORM DRAINS) RUNOFF COEFFICIENT = .8700 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 98 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7619 SUBAREA AREA(ACRES) = 6.12 SUBAREA RUNOFF(CFS) = 20.83 TOTAL AREA(ACRES) = 54.10 TOTAL RUNOFF(CFS) = 161.25 TC(MIN.) = 11.21 **************************************************************************** FLOW PROCESS FROM NODE 595.00 TO NODE 595.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.912 NEIGHBORHOOD COMMERCIAL RUNOFF COEFFICIENT = .7900 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 94 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7643 SUBAREA AREA(ACRES) = 4.99 SUBAREA RUNOFF(CFS) = 15.42 TOTAL AREA(ACRES) = 59.09 TOTAL RUNOFF(CFS) = 176.67 TC(MIN.) = 11.21 **************************************************************************** FLOW PROCESS FROM NODE 595.00 TO NODE 600.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 443.00 DOWNSTREAM(FEET) = 416.00 FLOW LENGTH(FEET) = 125.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 48.0 INCH PIPE IS 17.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 43.18 GIVEN PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 176.67 PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 11.26 LONGEST FLOWPATH FROM NODE 500.00 TO NODE 600.00 = 3632.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 600.00 TO NODE 600.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 176.67 11.26 3.901 59.09 LONGEST FLOWPATH FROM NODE 500.00 TO NODE 600.00 = 3632.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 383.66 13.00 3.556 132.38 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 600.00 = 3081.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 508.96 11.26 3.901 2 544.68 13.00 3.556 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 544.68 Tc(MIN.) = 13.00 TOTAL AREA(ACRES) = 191.47 H.E. Job No. 08020 Post-Project Hydrology, Wolf Canyon 100-Year Storm **************************************************************************** FLOW PROCESS FROM NODE 595.00 TO NODE 595.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.556 NEIGHBORHOOD COMMERCIAL RUNOFF COEFFICIENT = .7900 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 94 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7756 SUBAREA AREA(ACRES) = 5.14 SUBAREA RUNOFF(CFS) = 14.44 TOTAL AREA(ACRES) = 196.61 TOTAL RUNOFF(CFS) = 544.68 TC(MIN.) = 13.00 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE **************************************************************************** FLOW PROCESS FROM NODE 595.00 TO NODE 595.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.556 NEIGHBORHOOD COMMERCIAL RUNOFF COEFFICIENT = .7900 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 94 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7758 SUBAREA AREA(ACRES) = 3.97 SUBAREA RUNOFF(CFS) = 11.15 TOTAL AREA(ACRES) = 200.58 TOTAL RUNOFF(CFS) = 553.33 TC(MIN.) = 13.00 **************************************************************************** FLOW PROCESS FROM NODE 600.00 TO NODE 600.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.556 NEIGHBORHOOD COMMERCIAL RUNOFF COEFFICIENT = .7900 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 94 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7760 SUBAREA AREA(ACRES) = 2.11 SUBAREA RUNOFF(CFS) = 5.93 TOTAL AREA(ACRES) = 202.69 TOTAL RUNOFF(CFS) = 559.26 TC(MIN.) = 13.00 **************************************************************************** FLOW PROCESS FROM NODE 600.00 TO NODE 610.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 416.00 DOWNSTREAM(FEET) = 402.00 FLOW LENGTH(FEET) = 280.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 63.0 INCH PIPE IS 46.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 32.84 ESTIMATED PIPE DIAMETER(INCH) = 63.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 559.26 PIPE TRAVEL TIME(MIN.) = 0.14 Tc(MIN.) = 13.15 LONGEST FLOWPATH FROM NODE 500.00 TO NODE 610.00 = 3912.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 610.00 TO NODE 620.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 402.00 DOWNSTREAM(FEET) = 366.00 FLOW LENGTH(FEET) = 720.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 72.0 INCH PIPE IS 41.1 INCHES H.E. Job No. 08020 Post-Project Hydrology, Wolf Canyon 100-Year Storm PIPE-FLOW VELOCITY(FEET/SEC.) = 33.50 GIVEN PIPE DIAMETER(INCH) = 72.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 559.26 PIPE TRAVEL TIME(MIN.) = 0.36 Tc(MIN.) = 13.50 LONGEST FLOWPATH FROM NODE 500.00 TO NODE 620.00 = 4632.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 620.00 TO NODE 620.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.470 *USER SPECIFIED(SUBAREA): NEIGHBORHOOD COMMERCIAL RUNOFF COEFFICIENT = .7500 S.C.S. CURVE NUMBER (AMC II) = 94 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7741 SUBAREA AREA(ACRES) = 16.28 SUBAREA RUNOFF(CFS) = 42.37 TOTAL AREA(ACRES) = 218.97 TOTAL RUNOFF(CFS) = 588.18 TC(MIN.) = 13.50 Park ‘A’ flow confluence, Q=42.37 **************************************************************************** FLOW PROCESS FROM NODE 620.00 TO NODE 620.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 3 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 559.26 13.50 3.470 202.69 LONGEST FLOWPATH FROM NODE 500.00 TO NODE 620.00 = 4632.00 FEET. ** MEMORY BANK # 3 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 362.52 21.03 2.608 177.24 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 620.00 = 6354.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 792.01 13.50 3.470 2 782.76 21.03 2.608 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 792.01 Tc(MIN.) = 13.50 TOTAL AREA(ACRES) = 379.93 ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 379.93 TC(MIN.) = 13.50 PEAK FLOW RATE(CFS) = 792.01 ============================================================================ ============================================================================ END OF RATIONAL METHOD ANALYSIS Total Proposed 100-Year, 6-hour flow to Wolf Canyon = 559.3 CFS Tc = 13.5 min Total Area = 202.6 acres H.E. Job No. 08020 Post-Project Hydrology, Wolf Canyon 100-Year Storm *Note: Results do not account for hydromodification measures. See the Hydromodification report for actual flows. Appendix E H.E. Job No. 08020 Post-Project Hydrology, Otay River 2-Year Storm ____________________________________________________________________________ **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2003 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2003 License ID 1508 Analysis prepared by: ************************** DESCRIPTION OF STUDY ************************** * OTAY LANDS PARCEL B, 08020 * * PRELIMINARY PROPOSED HYDROLOGY * * Q2 * ************************************************************************** FILE NAME: 8020P2.DAT TIME/DATE OF STUDY: 15:40 05/12/2011 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 2.00 6-HOUR DURATION PRECIPITATION (INCHES) = 1.100 SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *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 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150 2 50.0 40.0 0.010/0.020/0.050 0.50 1.50 0.0312 0.125 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 1.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 10.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE = 22 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ RESIDENTAIL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 USER SPECIFIED Tc(MIN.) = 6.000 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.577 SUBAREA RUNOFF(CFS) = 5.09 TOTAL AREA(ACRES) = 2.78 TOTAL RUNOFF(CFS) = 5.09 **************************************************************************** FLOW PROCESS FROM NODE 101.00 TO NODE 105.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< H.E. Job No. 08020 Post-Project Hydrology, Otay River 2-Year Storm >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 494.00 DOWNSTREAM(FEET) = 487.20 FLOW LENGTH(FEET) = 58.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 12.000 DEPTH OF FLOW IN 12.0 INCH PIPE IS 5.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 14.27 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.09 PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 6.07 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 105.00 = 58.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 110.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 487.20 DOWNSTREAM(FEET) = 484.30 FLOW LENGTH(FEET) = 127.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 12.0 INCH PIPE IS 9.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.41 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.09 PIPE TRAVEL TIME(MIN.) = 0.29 Tc(MIN.) = 6.35 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 110.00 = 185.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 110.00 TO NODE 115.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 484.30 DOWNSTREAM(FEET) = 482.60 FLOW LENGTH(FEET) = 140.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 15.0 INCH PIPE IS 9.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.05 ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.09 PIPE TRAVEL TIME(MIN.) = 0.39 Tc(MIN.) = 6.74 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 115.00 = 325.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 115.00 TO NODE 120.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 482.60 DOWNSTREAM(FEET) = 468.80 FLOW LENGTH(FEET) = 433.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 12.0 INCH PIPE IS 8.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.61 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.09 PIPE TRAVEL TIME(MIN.) = 0.84 Tc(MIN.) = 7.58 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 120.00 = 758.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 120.00 TO NODE 120.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.217 RESIDENTAIL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7100 H.E. Job No. 08020 Post-Project Hydrology, Otay River 2-Year Storm SUBAREA AREA(ACRES) = 3.87 SUBAREA RUNOFF(CFS) = 6.09 TOTAL AREA(ACRES) = 6.65 TOTAL RUNOFF(CFS) = 10.47 TC(MIN.) = 7.58 **************************************************************************** FLOW PROCESS FROM NODE 120.00 TO NODE 125.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 468.80 DOWNSTREAM(FEET) = 464.60 FLOW LENGTH(FEET) = 168.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.54 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 10.47 PIPE TRAVEL TIME(MIN.) = 0.29 Tc(MIN.) = 7.87 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 125.00 = 926.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 125.00 TO NODE 125.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.163 URBAN NEWLY GRADED AREAS RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 94 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7100 SUBAREA AREA(ACRES) = 4.75 SUBAREA RUNOFF(CFS) = 7.29 TOTAL AREA(ACRES) = 11.40 TOTAL RUNOFF(CFS) = 17.51 TC(MIN.) = 7.87 **************************************************************************** FLOW PROCESS FROM NODE 125.00 TO NODE 125.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.163 RESIDENTAIL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7100 SUBAREA AREA(ACRES) = 4.50 SUBAREA RUNOFF(CFS) = 6.91 TOTAL AREA(ACRES) = 15.90 TOTAL RUNOFF(CFS) = 24.42 TC(MIN.) = 7.87 **************************************************************************** FLOW PROCESS FROM NODE 125.00 TO NODE 130.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 464.60 DOWNSTREAM(FEET) = 415.00 FLOW LENGTH(FEET) = 640.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 17.72 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 24.42 PIPE TRAVEL TIME(MIN.) = 0.60 Tc(MIN.) = 8.47 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 130.00 = 1566.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 130.00 TO NODE 130.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ H.E. Job No. 08020 Post-Project Hydrology, Otay River 2-Year Storm 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.062 RESIDENTAIL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7100 SUBAREA AREA(ACRES) = 3.72 SUBAREA RUNOFF(CFS) = 5.45 TOTAL AREA(ACRES) = 19.62 TOTAL RUNOFF(CFS) = 28.73 TC(MIN.) = 8.47 **************************************************************************** FLOW PROCESS FROM NODE 130.00 TO NODE 135.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 415.00 DOWNSTREAM(FEET) = 413.00 FLOW LENGTH(FEET) = 46.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 15.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 14.78 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 28.73 PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 8.52 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 135.00 = 1612.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 135.00 TO NODE 135.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.054 RESIDENTAIL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7100 SUBAREA AREA(ACRES) = 6.69 SUBAREA RUNOFF(CFS) = 9.76 TOTAL AREA(ACRES) = 26.31 TOTAL RUNOFF(CFS) = 38.38 TC(MIN.) = 8.52 **************************************************************************** FLOW PROCESS FROM NODE 135.00 TO NODE 140.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 413.00 DOWNSTREAM(FEET) = 386.00 FLOW LENGTH(FEET) = 371.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 16.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 19.18 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 38.38 PIPE TRAVEL TIME(MIN.) = 0.32 Tc(MIN.) = 8.85 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 140.00 = 1983.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 140.00 TO NODE 140.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.006 RESIDENTAIL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7100 SUBAREA AREA(ACRES) = 8.26 SUBAREA RUNOFF(CFS) = 11.76 TOTAL AREA(ACRES) = 34.57 TOTAL RUNOFF(CFS) = 49.23 TC(MIN.) = 8.85 H.E. Job No. 08020 Post-Project Hydrology, Otay River 2-Year Storm **************************************************************************** FLOW PROCESS FROM NODE 140.00 TO NODE 145.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 386.00 DOWNSTREAM(FEET) = 382.50 FLOW LENGTH(FEET) = 83.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 18.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 16.92 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 49.23 PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 8.93 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 145.00 = 2066.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 145.00 TO NODE 145.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.994 RESIDENTAIL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7100 SUBAREA AREA(ACRES) = 2.13 SUBAREA RUNOFF(CFS) = 3.02 TOTAL AREA(ACRES) = 36.70 TOTAL RUNOFF(CFS) = 51.95 TC(MIN.) = 8.93 **************************************************************************** FLOW PROCESS FROM NODE 145.00 TO NODE 150.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 382.50 DOWNSTREAM(FEET) = 372.00 FLOW LENGTH(FEET) = 49.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 31.72 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 51.95 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 8.95 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 150.00 = 2115.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 150.00 TO NODE 150.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 8.95 RAINFALL INTENSITY(INCH/HR) = 1.99 TOTAL STREAM AREA(ACRES) = 36.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 51.95 **************************************************************************** FLOW PROCESS FROM NODE 300.00 TO NODE 300.00 IS CODE = 22 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ *USER SPECIFIED(SUBAREA): RESIDENTAIL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .9210 S.C.S. CURVE NUMBER (AMC II) = 92 USER SPECIFIED Tc(MIN.) = 16.350 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.350 SUBAREA RUNOFF(CFS) = 24.99 H.E. Job No. 08020 Post-Project Hydrology, Otay River 2-Year Storm TOTAL AREA(ACRES) = 20.10 TOTAL RUNOFF(CFS) = 24.99 **************************************************************************** FLOW PROCESS FROM NODE 300.00 TO NODE 305.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 511.04 DOWNSTREAM(FEET) = 490.00 FLOW LENGTH(FEET) = 520.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 10.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 13.99 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 24.99 PIPE TRAVEL TIME(MIN.) = 0.62 Tc(MIN.) = 16.97 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 305.00 = 520.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 305.00 TO NODE 305.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.318 STREETS & ROADS (CURBS/STORM DRAINS) RUNOFF COEFFICIENT = .8700 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 98 AREA-AVERAGE RUNOFF COEFFICIENT = 0.9188 SUBAREA AREA(ACRES) = 0.92 SUBAREA RUNOFF(CFS) = 1.05 TOTAL AREA(ACRES) = 21.02 TOTAL RUNOFF(CFS) = 25.45 TC(MIN.) = 16.97 **************************************************************************** FLOW PROCESS FROM NODE 305.00 TO NODE 310.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 490.00 DOWNSTREAM(FEET) = 488.00 FLOW LENGTH(FEET) = 81.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 12.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 11.77 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 25.45 PIPE TRAVEL TIME(MIN.) = 0.11 Tc(MIN.) = 17.08 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 310.00 = 601.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 310.00 TO NODE 315.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 488.00 DOWNSTREAM(FEET) = 457.00 FLOW LENGTH(FEET) = 672.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 10.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 14.73 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 25.45 PIPE TRAVEL TIME(MIN.) = 0.76 Tc(MIN.) = 17.84 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 315.00 = 1273.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 315.00 TO NODE 315.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.276 H.E. Job No. 08020 Post-Project Hydrology, Otay River 2-Year Storm NEIGHBORHOOD COMMERCIAL RUNOFF COEFFICIENT = .7900 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 94 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8823 SUBAREA AREA(ACRES) = 8.29 SUBAREA RUNOFF(CFS) = 8.35 TOTAL AREA(ACRES) = 29.31 TOTAL RUNOFF(CFS) = 32.99 TC(MIN.) = 17.84 **************************************************************************** FLOW PROCESS FROM NODE 315.00 TO NODE 320.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 457.00 DOWNSTREAM(FEET) = 436.50 FLOW LENGTH(FEET) = 435.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 12.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 15.97 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 32.99 PIPE TRAVEL TIME(MIN.) = 0.45 Tc(MIN.) = 18.30 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 320.00 = 1708.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 320.00 TO NODE 320.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.255 NEIGHBORHOOD COMMERCIAL RUNOFF COEFFICIENT = .7900 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 94 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8691 SUBAREA AREA(ACRES) = 4.92 SUBAREA RUNOFF(CFS) = 4.88 TOTAL AREA(ACRES) = 34.23 TOTAL RUNOFF(CFS) = 37.34 TC(MIN.) = 18.30 **************************************************************************** FLOW PROCESS FROM NODE 320.00 TO NODE 320.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.255 CHAPARRAL(BROADLEAF) GOOD COVER RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 78 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8157 SUBAREA AREA(ACRES) = 3.92 SUBAREA RUNOFF(CFS) = 1.72 TOTAL AREA(ACRES) = 38.15 TOTAL RUNOFF(CFS) = 39.06 TC(MIN.) = 18.30 **************************************************************************** FLOW PROCESS FROM NODE 320.00 TO NODE 325.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 436.50 DOWNSTREAM(FEET) = 419.50 FLOW LENGTH(FEET) = 360.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 13.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 16.75 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 39.06 PIPE TRAVEL TIME(MIN.) = 0.36 Tc(MIN.) = 18.66 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 325.00 = 2068.00 FEET. **************************************************************************** H.E. Job No. 08020 Post-Project Hydrology, Otay River 2-Year Storm FLOW PROCESS FROM NODE 325.00 TO NODE 325.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.240 STREETS & ROADS (CURBS/STORM DRAINS) RUNOFF COEFFICIENT = .8700 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 98 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8202 SUBAREA AREA(ACRES) = 3.41 SUBAREA RUNOFF(CFS) = 3.68 TOTAL AREA(ACRES) = 41.56 TOTAL RUNOFF(CFS) = 42.25 TC(MIN.) = 18.66 **************************************************************************** FLOW PROCESS FROM NODE 325.00 TO NODE 325.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.240 NEIGHBORHOOD COMMERCIAL RUNOFF COEFFICIENT = .7900 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 94 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8177 SUBAREA AREA(ACRES) = 3.80 SUBAREA RUNOFF(CFS) = 3.72 TOTAL AREA(ACRES) = 45.36 TOTAL RUNOFF(CFS) = 45.98 TC(MIN.) = 18.66 **************************************************************************** FLOW PROCESS FROM NODE 325.00 TO NODE 330.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 419.50 DOWNSTREAM(FEET) = 414.00 FLOW LENGTH(FEET) = 139.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 15.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 16.42 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 45.98 PIPE TRAVEL TIME(MIN.) = 0.14 Tc(MIN.) = 18.80 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 330.00 = 2207.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 330.00 TO NODE 330.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.234 CHAPARRAL(BROADLEAF) GOOD COVER RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 78 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7503 SUBAREA AREA(ACRES) = 7.63 SUBAREA RUNOFF(CFS) = 3.29 TOTAL AREA(ACRES) = 52.99 TOTAL RUNOFF(CFS) = 49.05 TC(MIN.) = 18.80 **************************************************************************** FLOW PROCESS FROM NODE 330.00 TO NODE 335.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 414.00 DOWNSTREAM(FEET) = 399.00 FLOW LENGTH(FEET) = 630.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 42.0 INCH PIPE IS 16.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 13.77 GIVEN PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 H.E. Job No. 08020 Post-Project Hydrology, Otay River 2-Year Storm PIPE-FLOW(CFS) = 49.05 PIPE TRAVEL TIME(MIN.) = 0.76 Tc(MIN.) = 19.56 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 335.00 = 2837.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 335.00 TO NODE 335.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.202 STREETS & ROADS (CURBS/STORM DRAINS) RUNOFF COEFFICIENT = .8700 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 98 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7562 SUBAREA AREA(ACRES) = 2.76 SUBAREA RUNOFF(CFS) = 2.89 TOTAL AREA(ACRES) = 55.75 TOTAL RUNOFF(CFS) = 50.69 TC(MIN.) = 19.56 **************************************************************************** FLOW PROCESS FROM NODE 335.00 TO NODE 335.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.202 NEIGHBORHOOD COMMERCIAL RUNOFF COEFFICIENT = .7900 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 94 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7596 SUBAREA AREA(ACRES) = 6.22 SUBAREA RUNOFF(CFS) = 5.91 TOTAL AREA(ACRES) = 61.97 TOTAL RUNOFF(CFS) = 56.60 TC(MIN.) = 19.56 **************************************************************************** FLOW PROCESS FROM NODE 335.00 TO NODE 335.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.202 NEIGHBORHOOD COMMERCIAL RUNOFF COEFFICIENT = .7900 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 94 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7641 SUBAREA AREA(ACRES) = 10.70 SUBAREA RUNOFF(CFS) = 10.16 TOTAL AREA(ACRES) = 72.67 TOTAL RUNOFF(CFS) = 66.76 TC(MIN.) = 19.56 **************************************************************************** FLOW PROCESS FROM NODE 335.00 TO NODE 340.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 399.00 DOWNSTREAM(FEET) = 397.50 FLOW LENGTH(FEET) = 79.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 48.0 INCH PIPE IS 19.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 13.68 GIVEN PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 66.76 PIPE TRAVEL TIME(MIN.) = 0.10 Tc(MIN.) = 19.66 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 340.00 = 2916.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 340.00 TO NODE 340.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.199 H.E. Job No. 08020 Post-Project Hydrology, Otay River 2-Year Storm RESIDENTAIL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7564 SUBAREA AREA(ACRES) = 12.11 SUBAREA RUNOFF(CFS) = 10.31 TOTAL AREA(ACRES) = 84.78 TOTAL RUNOFF(CFS) = 76.86 TC(MIN.) = 19.66 **************************************************************************** FLOW PROCESS FROM NODE 340.00 TO NODE 345.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 397.50 DOWNSTREAM(FEET) = 388.00 FLOW LENGTH(FEET) = 458.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 48.0 INCH PIPE IS 20.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 14.67 GIVEN PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 76.86 PIPE TRAVEL TIME(MIN.) = 0.52 Tc(MIN.) = 20.18 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 345.00 = 3374.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 345.00 TO NODE 345.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.178 NEIGHBORHOOD COMMERCIAL RUNOFF COEFFICIENT = .7900 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 94 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7609 SUBAREA AREA(ACRES) = 13.28 SUBAREA RUNOFF(CFS) = 12.36 TOTAL AREA(ACRES) = 98.06 TOTAL RUNOFF(CFS) = 87.94 TC(MIN.) = 20.18 **************************************************************************** FLOW PROCESS FROM NODE 345.00 TO NODE 350.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 388.00 DOWNSTREAM(FEET) = 373.40 FLOW LENGTH(FEET) = 419.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 54.0 INCH PIPE IS 18.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 18.25 GIVEN PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 87.94 PIPE TRAVEL TIME(MIN.) = 0.38 Tc(MIN.) = 20.56 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 350.00 = 3793.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 350.00 TO NODE 350.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.164 STREETS & ROADS (CURBS/STORM DRAINS) RUNOFF COEFFICIENT = .8700 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 98 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7634 SUBAREA AREA(ACRES) = 2.27 SUBAREA RUNOFF(CFS) = 2.30 TOTAL AREA(ACRES) = 100.33 TOTAL RUNOFF(CFS) = 89.18 TC(MIN.) = 20.56 **************************************************************************** H.E. Job No. 08020 Post-Project Hydrology, Otay River 2-Year Storm FLOW PROCESS FROM NODE 350.00 TO NODE 150.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 373.40 DOWNSTREAM(FEET) = 372.00 FLOW LENGTH(FEET) = 60.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 54.0 INCH PIPE IS 20.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 15.84 GIVEN PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 89.18 PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 20.62 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 150.00 = 3853.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 150.00 TO NODE 150.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 20.62 RAINFALL INTENSITY(INCH/HR) = 1.16 TOTAL STREAM AREA(ACRES) = 100.33 PEAK FLOW RATE(CFS) AT CONFLUENCE = 89.18 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 51.95 8.95 1.990 36.70 2 89.18 20.62 1.162 100.33 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 90.68 8.95 1.990 2 119.51 20.62 1.162 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 119.51 Tc(MIN.) = 20.62 TOTAL AREA(ACRES) = 137.03 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 150.00 = 3853.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 150.00 TO NODE 155.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 372.00 DOWNSTREAM(FEET) = 314.00 FLOW LENGTH(FEET) = 907.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 54.0 INCH PIPE IS 18.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 24.75 GIVEN PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 119.51 PIPE TRAVEL TIME(MIN.) = 0.61 Tc(MIN.) = 21.23 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 155.00 = 4760.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 155.00 TO NODE 155.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ H.E. Job No. 08020 Post-Project Hydrology, Otay River 2-Year Storm **************************************************************************** FLOW PROCESS FROM NODE 200.00 TO NODE 210.00 IS CODE = 22 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ NEIGHBORHOOD COMMERCIAL RUNOFF COEFFICIENT = .7900 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 94 USER SPECIFIED Tc(MIN.) = 6.000 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.577 SUBAREA RUNOFF(CFS) = 14.96 TOTAL AREA(ACRES) = 7.35 TOTAL RUNOFF(CFS) = 14.96 **************************************************************************** FLOW PROCESS FROM NODE 210.00 TO NODE 210.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.577 NEIGHBORHOOD COMMERCIAL RUNOFF COEFFICIENT = .7900 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 94 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7900 SUBAREA AREA(ACRES) = 11.84 SUBAREA RUNOFF(CFS) = 24.10 TOTAL AREA(ACRES) = 19.19 TOTAL RUNOFF(CFS) = 39.06 TC(MIN.) = 6.00 **************************************************************************** FLOW PROCESS FROM NODE 210.00 TO NODE 215.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 369.00 DOWNSTREAM(FEET) = 357.00 FLOW LENGTH(FEET) = 173.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 12.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 19.47 GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 39.06 PIPE TRAVEL TIME(MIN.) = 0.15 Tc(MIN.) = 6.15 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 215.00 = 173.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 215.00 TO NODE 220.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 357.00 DOWNSTREAM(FEET) = 340.00 FLOW LENGTH(FEET) = 596.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 16.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 13.96 GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 39.06 PIPE TRAVEL TIME(MIN.) = 0.71 Tc(MIN.) = 6.86 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 220.00 = 769.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 220.00 TO NODE 220.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.363 RESIDENTAIL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 H.E. Job No. 08020 Post-Project Hydrology, Otay River 2-Year Storm AREA-AVERAGE RUNOFF COEFFICIENT = 0.7690 SUBAREA AREA(ACRES) = 6.82 SUBAREA RUNOFF(CFS) = 11.44 TOTAL AREA(ACRES) = 26.01 TOTAL RUNOFF(CFS) = 47.28 TC(MIN.) = 6.86 **************************************************************************** FLOW PROCESS FROM NODE 220.00 TO NODE 225.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 340.00 DOWNSTREAM(FEET) = 339.00 FLOW LENGTH(FEET) = 102.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 23.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.74 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 47.28 PIPE TRAVEL TIME(MIN.) = 0.17 Tc(MIN.) = 7.03 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 225.00 = 871.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 225.00 TO NODE 230.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 339.00 DOWNSTREAM(FEET) = 337.00 FLOW LENGTH(FEET) = 216.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 48.0 INCH PIPE IS 19.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.59 GIVEN PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 47.28 PIPE TRAVEL TIME(MIN.) = 0.38 Tc(MIN.) = 7.41 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 230.00 = 1087.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 230.00 TO NODE 230.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.249 RESIDENTAIL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7641 SUBAREA AREA(ACRES) = 2.36 SUBAREA RUNOFF(CFS) = 3.77 TOTAL AREA(ACRES) = 28.37 TOTAL RUNOFF(CFS) = 48.75 TC(MIN.) = 7.41 **************************************************************************** FLOW PROCESS FROM NODE 230.00 TO NODE 240.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 337.00 DOWNSTREAM(FEET) = 327.50 FLOW LENGTH(FEET) = 829.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 48.0 INCH PIPE IS 19.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.45 GIVEN PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 48.75 PIPE TRAVEL TIME(MIN.) = 1.32 Tc(MIN.) = 8.73 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 240.00 = 1916.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 240.00 TO NODE 240.00 IS CODE = 81 ---------------------------------------------------------------------------- H.E. Job No. 08020 Post-Project Hydrology, Otay River 2-Year Storm >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.023 RESIDENTAIL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7532 SUBAREA AREA(ACRES) = 7.17 SUBAREA RUNOFF(CFS) = 10.30 TOTAL AREA(ACRES) = 35.54 TOTAL RUNOFF(CFS) = 54.15 TC(MIN.) = 8.73 **************************************************************************** FLOW PROCESS FROM NODE 240.00 TO NODE 240.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 8.73 RAINFALL INTENSITY(INCH/HR) = 2.02 TOTAL STREAM AREA(ACRES) = 35.54 PEAK FLOW RATE(CFS) AT CONFLUENCE = 54.15 **************************************************************************** FLOW PROCESS FROM NODE 245.00 TO NODE 250.00 IS CODE = 22 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ RESIDENTAIL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 USER SPECIFIED Tc(MIN.) = 5.000 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.898 SUBAREA RUNOFF(CFS) = 4.42 TOTAL AREA(ACRES) = 2.15 TOTAL RUNOFF(CFS) = 4.42 **************************************************************************** FLOW PROCESS FROM NODE 250.00 TO NODE 255.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 2 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 374.00 DOWNSTREAM ELEVATION(FEET) = 358.00 STREET LENGTH(FEET) = 276.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 50.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 40.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.010 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.050 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.42 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.25 HALFSTREET FLOOD WIDTH(FEET) = 6.25 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.35 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.09 STREET FLOW TRAVEL TIME(MIN.) = 1.06 Tc(MIN.) = 6.06 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.561 AREA-AVERAGE RUNOFF COEFFICIENT = 0.710 SUBAREA AREA(ACRES) = 0.00 SUBAREA RUNOFF(CFS) = 0.00 TOTAL AREA(ACRES) = 2.15 PEAK FLOW RATE(CFS) = 4.42 H.E. Job No. 08020 Post-Project Hydrology, Otay River 2-Year Storm END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.25 HALFSTREET FLOOD WIDTH(FEET) = 6.25 FLOW VELOCITY(FEET/SEC.) = 4.35 DEPTH*VELOCITY(FT*FT/SEC.) = 1.09 LONGEST FLOWPATH FROM NODE 245.00 TO NODE 255.00 = 1105.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 255.00 TO NODE 240.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 358.00 DOWNSTREAM(FEET) = 327.50 FLOW LENGTH(FEET) = 443.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 11.02 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.42 PIPE TRAVEL TIME(MIN.) = 0.67 Tc(MIN.) = 6.73 LONGEST FLOWPATH FROM NODE 245.00 TO NODE 240.00 = 1548.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 240.00 TO NODE 240.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.393 RESIDENTAIL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7100 SUBAREA AREA(ACRES) = 2.52 SUBAREA RUNOFF(CFS) = 4.28 TOTAL AREA(ACRES) = 4.67 TOTAL RUNOFF(CFS) = 7.94 TC(MIN.) = 6.73 **************************************************************************** FLOW PROCESS FROM NODE 240.00 TO NODE 240.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 6.73 RAINFALL INTENSITY(INCH/HR) = 2.39 TOTAL STREAM AREA(ACRES) = 4.67 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.94 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 54.15 8.73 2.023 35.54 2 7.94 6.73 2.393 4.67 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 49.65 6.73 2.393 2 60.85 8.73 2.023 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 60.85 Tc(MIN.) = 8.73 TOTAL AREA(ACRES) = 40.21 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 240.00 = 1916.00 FEET. H.E. Job No. 08020 Post-Project Hydrology, Otay River 2-Year Storm **************************************************************************** FLOW PROCESS FROM NODE 240.00 TO NODE 260.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 327.50 DOWNSTREAM(FEET) = 325.00 FLOW LENGTH(FEET) = 160.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 48.0 INCH PIPE IS 19.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 12.42 GIVEN PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 60.85 PIPE TRAVEL TIME(MIN.) = 0.21 Tc(MIN.) = 8.95 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 260.00 = 2076.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 260.00 TO NODE 155.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 325.00 DOWNSTREAM(FEET) = 314.00 FLOW LENGTH(FEET) = 428.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 48.0 INCH PIPE IS 17.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 14.89 GIVEN PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 60.85 PIPE TRAVEL TIME(MIN.) = 0.48 Tc(MIN.) = 9.43 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 155.00 = 2504.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 155.00 TO NODE 155.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 60.85 9.43 1.925 40.21 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 155.00 = 2504.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 119.51 21.23 1.140 137.03 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 155.00 = 4760.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 113.90 9.43 1.925 2 155.55 21.23 1.140 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 155.55 Tc(MIN.) = 21.23 TOTAL AREA(ACRES) = 177.24 **************************************************************************** FLOW PROCESS FROM NODE 155.00 TO NODE 155.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.140 RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .4600 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 84 H.E. Job No. 08020 Post-Project Hydrology, Otay River 2-Year Storm AREA-AVERAGE RUNOFF COEFFICIENT = 0.7456 SUBAREA AREA(ACRES) = 2.07 SUBAREA RUNOFF(CFS) = 1.09 TOTAL AREA(ACRES) = 179.31 TOTAL RUNOFF(CFS) = 155.55 TC(MIN.) = 21.23 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE **************************************************************************** FLOW PROCESS FROM NODE 155.00 TO NODE 160.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 314.00 DOWNSTREAM(FEET) = 179.00 FLOW LENGTH(FEET) = 1533.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 54.0 INCH PIPE IS 19.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 29.89 GIVEN PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 155.55 PIPE TRAVEL TIME(MIN.) = 0.85 Tc(MIN.) = 22.09 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 160.00 = 6293.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 160.00 TO NODE 165.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 179.00 DOWNSTREAM(FEET) = 178.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 61.00 CHANNEL SLOPE = 0.0164 CHANNEL BASE(FEET) = 7.00 "Z" FACTOR = 0.000 MANNING'S FACTOR = 0.013 MAXIMUM DEPTH(FEET) = 3.00 CHANNEL FLOW THRU SUBAREA(CFS) = 155.55 FLOW VELOCITY(FEET/SEC.) = 15.04 FLOW DEPTH(FEET) = 1.48 TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 22.16 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 165.00 = 6354.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 165.00 TO NODE 165.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 3 <<<<< ============================================================================ *Note: Results do not account for hydromodification measures. See the Hydromodification report for actual flows. Total Proposed 2-Year, 6-hour flow to Otay River = 155.5 CFS Tc = 22.16 min Total Area = 179.3 acres H.E. Job No. 08020 Post-Project Hydrology, Otay River 10-Year Storm ____________________________________________________________________________ **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2003 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2003 License ID 1508 Analysis prepared by: ************************** DESCRIPTION OF STUDY ************************** * OTAY LANDS PARCEL B, 08020 * * PRELIMINARY PROPOSED HYDROLOGY * * Q10 * ************************************************************************** FILE NAME: 8020P10.DAT TIME/DATE OF STUDY: 15:39 05/12/2011 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 10.00 6-HOUR DURATION PRECIPITATION (INCHES) = 1.700 SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *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 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150 2 50.0 40.0 0.010/0.020/0.050 0.50 1.50 0.0312 0.125 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 1.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 10.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE = 22 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ RESIDENTAIL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 USER SPECIFIED Tc(MIN.) = 6.000 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.982 SUBAREA RUNOFF(CFS) = 7.86 TOTAL AREA(ACRES) = 2.78 TOTAL RUNOFF(CFS) = 7.86 **************************************************************************** FLOW PROCESS FROM NODE 101.00 TO NODE 105.00 IS CODE = 31 ---------------------------------------------------------------------------- H.E. Job No. 08020 Post-Project Hydrology, Otay River 10-Year Storm >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 494.00 DOWNSTREAM(FEET) = 487.20 FLOW LENGTH(FEET) = 58.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 12.0 INCH PIPE IS 7.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 15.83 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 7.86 PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 6.06 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 105.00 = 58.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 110.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 487.20 DOWNSTREAM(FEET) = 484.30 FLOW LENGTH(FEET) = 127.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 15.0 INCH PIPE IS 10.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.47 ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 7.86 PIPE TRAVEL TIME(MIN.) = 0.25 Tc(MIN.) = 6.31 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 110.00 = 185.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 110.00 TO NODE 115.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 484.30 DOWNSTREAM(FEET) = 482.60 FLOW LENGTH(FEET) = 140.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.75 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 7.86 PIPE TRAVEL TIME(MIN.) = 0.35 Tc(MIN.) = 6.66 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 115.00 = 325.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 115.00 TO NODE 120.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 482.60 DOWNSTREAM(FEET) = 468.80 FLOW LENGTH(FEET) = 433.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 15.0 INCH PIPE IS 9.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.70 ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 7.86 PIPE TRAVEL TIME(MIN.) = 0.74 Tc(MIN.) = 7.40 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 120.00 = 758.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 120.00 TO NODE 120.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.478 RESIDENTAIL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7100 H.E. Job No. 08020 Post-Project Hydrology, Otay River 10-Year Storm SUBAREA AREA(ACRES) = 3.87 SUBAREA RUNOFF(CFS) = 9.56 TOTAL AREA(ACRES) = 6.65 TOTAL RUNOFF(CFS) = 16.42 TC(MIN.) = 7.40 **************************************************************************** FLOW PROCESS FROM NODE 120.00 TO NODE 125.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 468.80 DOWNSTREAM(FEET) = 464.60 FLOW LENGTH(FEET) = 168.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 12.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.66 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 16.42 PIPE TRAVEL TIME(MIN.) = 0.26 Tc(MIN.) = 7.66 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 125.00 = 926.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 125.00 TO NODE 125.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.401 URBAN NEWLY GRADED AREAS RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 94 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7100 SUBAREA AREA(ACRES) = 4.75 SUBAREA RUNOFF(CFS) = 11.47 TOTAL AREA(ACRES) = 11.40 TOTAL RUNOFF(CFS) = 27.52 TC(MIN.) = 7.66 **************************************************************************** FLOW PROCESS FROM NODE 125.00 TO NODE 125.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.401 RESIDENTAIL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7100 SUBAREA AREA(ACRES) = 4.50 SUBAREA RUNOFF(CFS) = 10.87 TOTAL AREA(ACRES) = 15.90 TOTAL RUNOFF(CFS) = 38.39 TC(MIN.) = 7.66 **************************************************************************** FLOW PROCESS FROM NODE 125.00 TO NODE 130.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 464.60 DOWNSTREAM(FEET) = 415.00 FLOW LENGTH(FEET) = 640.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 15.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 19.73 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 38.39 PIPE TRAVEL TIME(MIN.) = 0.54 Tc(MIN.) = 8.20 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 130.00 = 1566.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 130.00 TO NODE 130.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ H.E. Job No. 08020 Post-Project Hydrology, Otay River 10-Year Storm 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.254 RESIDENTAIL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7100 SUBAREA AREA(ACRES) = 3.72 SUBAREA RUNOFF(CFS) = 8.60 TOTAL AREA(ACRES) = 19.62 TOTAL RUNOFF(CFS) = 45.33 TC(MIN.) = 8.20 **************************************************************************** FLOW PROCESS FROM NODE 130.00 TO NODE 135.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 415.00 DOWNSTREAM(FEET) = 413.00 FLOW LENGTH(FEET) = 46.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 17.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 16.86 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 45.33 PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 8.25 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 135.00 = 1612.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 135.00 TO NODE 135.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.243 RESIDENTAIL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7100 SUBAREA AREA(ACRES) = 6.69 SUBAREA RUNOFF(CFS) = 15.40 TOTAL AREA(ACRES) = 26.31 TOTAL RUNOFF(CFS) = 60.58 TC(MIN.) = 8.25 **************************************************************************** FLOW PROCESS FROM NODE 135.00 TO NODE 140.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 413.00 DOWNSTREAM(FEET) = 386.00 FLOW LENGTH(FEET) = 371.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 17.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 21.96 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 60.58 PIPE TRAVEL TIME(MIN.) = 0.28 Tc(MIN.) = 8.53 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 140.00 = 1983.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 140.00 TO NODE 140.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.173 RESIDENTAIL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7100 SUBAREA AREA(ACRES) = 8.26 SUBAREA RUNOFF(CFS) = 18.61 TOTAL AREA(ACRES) = 34.57 TOTAL RUNOFF(CFS) = 77.89 TC(MIN.) = 8.53 H.E. Job No. 08020 Post-Project Hydrology, Otay River 10-Year Storm **************************************************************************** FLOW PROCESS FROM NODE 140.00 TO NODE 145.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 386.00 DOWNSTREAM(FEET) = 382.50 FLOW LENGTH(FEET) = 83.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 23.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 18.55 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 77.89 PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 8.61 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 145.00 = 2066.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 145.00 TO NODE 145.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.156 RESIDENTAIL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7100 SUBAREA AREA(ACRES) = 2.13 SUBAREA RUNOFF(CFS) = 4.77 TOTAL AREA(ACRES) = 36.70 TOTAL RUNOFF(CFS) = 82.23 TC(MIN.) = 8.61 **************************************************************************** FLOW PROCESS FROM NODE 145.00 TO NODE 150.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 382.50 DOWNSTREAM(FEET) = 372.00 FLOW LENGTH(FEET) = 49.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 16.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 35.34 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 82.23 PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 8.63 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 150.00 = 2115.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 150.00 TO NODE 150.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 8.63 RAINFALL INTENSITY(INCH/HR) = 3.15 TOTAL STREAM AREA(ACRES) = 36.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 82.23 **************************************************************************** FLOW PROCESS FROM NODE 300.00 TO NODE 300.00 IS CODE = 22 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ *USER SPECIFIED(SUBAREA): RESIDENTAIL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .9210 S.C.S. CURVE NUMBER (AMC II) = 92 USER SPECIFIED Tc(MIN.) = 16.350 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.086 SUBAREA RUNOFF(CFS) = 38.62 H.E. Job No. 08020 Post-Project Hydrology, Otay River 10-Year Storm TOTAL AREA(ACRES) = 20.10 TOTAL RUNOFF(CFS) = 38.62 **************************************************************************** FLOW PROCESS FROM NODE 300.00 TO NODE 305.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 511.04 DOWNSTREAM(FEET) = 490.00 FLOW LENGTH(FEET) = 520.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 13.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 15.79 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 38.62 PIPE TRAVEL TIME(MIN.) = 0.55 Tc(MIN.) = 16.90 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 305.00 = 520.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 305.00 TO NODE 305.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.042 STREETS & ROADS (CURBS/STORM DRAINS) RUNOFF COEFFICIENT = .8700 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 98 AREA-AVERAGE RUNOFF COEFFICIENT = 0.9188 SUBAREA AREA(ACRES) = 0.92 SUBAREA RUNOFF(CFS) = 1.63 TOTAL AREA(ACRES) = 21.02 TOTAL RUNOFF(CFS) = 39.44 TC(MIN.) = 16.90 **************************************************************************** FLOW PROCESS FROM NODE 305.00 TO NODE 310.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 490.00 DOWNSTREAM(FEET) = 488.00 FLOW LENGTH(FEET) = 81.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 15.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 13.25 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 39.44 PIPE TRAVEL TIME(MIN.) = 0.10 Tc(MIN.) = 17.00 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 310.00 = 601.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 310.00 TO NODE 315.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 488.00 DOWNSTREAM(FEET) = 457.00 FLOW LENGTH(FEET) = 672.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 13.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 16.65 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 39.44 PIPE TRAVEL TIME(MIN.) = 0.67 Tc(MIN.) = 17.67 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 315.00 = 1273.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 315.00 TO NODE 315.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.984 H.E. Job No. 08020 Post-Project Hydrology, Otay River 10-Year Storm NEIGHBORHOOD COMMERCIAL RUNOFF COEFFICIENT = .7900 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 94 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8823 SUBAREA AREA(ACRES) = 8.29 SUBAREA RUNOFF(CFS) = 12.99 TOTAL AREA(ACRES) = 29.31 TOTAL RUNOFF(CFS) = 51.30 TC(MIN.) = 17.67 **************************************************************************** FLOW PROCESS FROM NODE 315.00 TO NODE 320.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 457.00 DOWNSTREAM(FEET) = 436.50 FLOW LENGTH(FEET) = 435.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 15.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 18.02 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 51.30 PIPE TRAVEL TIME(MIN.) = 0.40 Tc(MIN.) = 18.08 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 320.00 = 1708.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 320.00 TO NODE 320.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.955 NEIGHBORHOOD COMMERCIAL RUNOFF COEFFICIENT = .7900 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 94 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8691 SUBAREA AREA(ACRES) = 4.92 SUBAREA RUNOFF(CFS) = 7.60 TOTAL AREA(ACRES) = 34.23 TOTAL RUNOFF(CFS) = 58.16 TC(MIN.) = 18.08 **************************************************************************** FLOW PROCESS FROM NODE 320.00 TO NODE 320.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.955 CHAPARRAL(BROADLEAF) GOOD COVER RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 78 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8157 SUBAREA AREA(ACRES) = 3.92 SUBAREA RUNOFF(CFS) = 2.68 TOTAL AREA(ACRES) = 38.15 TOTAL RUNOFF(CFS) = 60.85 TC(MIN.) = 18.08 **************************************************************************** FLOW PROCESS FROM NODE 320.00 TO NODE 325.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 436.50 DOWNSTREAM(FEET) = 419.50 FLOW LENGTH(FEET) = 360.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 16.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 18.86 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 60.85 PIPE TRAVEL TIME(MIN.) = 0.32 Tc(MIN.) = 18.39 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 325.00 = 2068.00 FEET. **************************************************************************** H.E. Job No. 08020 Post-Project Hydrology, Otay River 10-Year Storm FLOW PROCESS FROM NODE 325.00 TO NODE 325.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.933 STREETS & ROADS (CURBS/STORM DRAINS) RUNOFF COEFFICIENT = .8700 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 98 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8202 SUBAREA AREA(ACRES) = 3.41 SUBAREA RUNOFF(CFS) = 5.74 TOTAL AREA(ACRES) = 41.56 TOTAL RUNOFF(CFS) = 65.90 TC(MIN.) = 18.39 **************************************************************************** FLOW PROCESS FROM NODE 325.00 TO NODE 325.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.933 NEIGHBORHOOD COMMERCIAL RUNOFF COEFFICIENT = .7900 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 94 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8177 SUBAREA AREA(ACRES) = 3.80 SUBAREA RUNOFF(CFS) = 5.80 TOTAL AREA(ACRES) = 45.36 TOTAL RUNOFF(CFS) = 71.71 TC(MIN.) = 18.39 **************************************************************************** FLOW PROCESS FROM NODE 325.00 TO NODE 330.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 419.50 DOWNSTREAM(FEET) = 414.00 FLOW LENGTH(FEET) = 139.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 19.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 18.38 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 71.71 PIPE TRAVEL TIME(MIN.) = 0.13 Tc(MIN.) = 18.52 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 330.00 = 2207.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 330.00 TO NODE 330.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.925 CHAPARRAL(BROADLEAF) GOOD COVER RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 78 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7503 SUBAREA AREA(ACRES) = 7.63 SUBAREA RUNOFF(CFS) = 5.14 TOTAL AREA(ACRES) = 52.99 TOTAL RUNOFF(CFS) = 76.53 TC(MIN.) = 18.52 **************************************************************************** FLOW PROCESS FROM NODE 330.00 TO NODE 335.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 414.00 DOWNSTREAM(FEET) = 399.00 FLOW LENGTH(FEET) = 630.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 42.0 INCH PIPE IS 21.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 15.46 GIVEN PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 H.E. Job No. 08020 Post-Project Hydrology, Otay River 10-Year Storm PIPE-FLOW(CFS) = 76.53 PIPE TRAVEL TIME(MIN.) = 0.68 Tc(MIN.) = 19.20 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 335.00 = 2837.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 335.00 TO NODE 335.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.881 STREETS & ROADS (CURBS/STORM DRAINS) RUNOFF COEFFICIENT = .8700 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 98 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7562 SUBAREA AREA(ACRES) = 2.76 SUBAREA RUNOFF(CFS) = 4.52 TOTAL AREA(ACRES) = 55.75 TOTAL RUNOFF(CFS) = 79.29 TC(MIN.) = 19.20 **************************************************************************** FLOW PROCESS FROM NODE 335.00 TO NODE 335.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.881 NEIGHBORHOOD COMMERCIAL RUNOFF COEFFICIENT = .7900 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 94 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7596 SUBAREA AREA(ACRES) = 6.22 SUBAREA RUNOFF(CFS) = 9.24 TOTAL AREA(ACRES) = 61.97 TOTAL RUNOFF(CFS) = 88.53 TC(MIN.) = 19.20 **************************************************************************** FLOW PROCESS FROM NODE 335.00 TO NODE 335.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.881 NEIGHBORHOOD COMMERCIAL RUNOFF COEFFICIENT = .7900 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 94 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7641 SUBAREA AREA(ACRES) = 10.70 SUBAREA RUNOFF(CFS) = 15.90 TOTAL AREA(ACRES) = 72.67 TOTAL RUNOFF(CFS) = 104.43 TC(MIN.) = 19.20 **************************************************************************** FLOW PROCESS FROM NODE 335.00 TO NODE 340.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 399.00 DOWNSTREAM(FEET) = 397.50 FLOW LENGTH(FEET) = 79.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 48.0 INCH PIPE IS 25.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 15.34 GIVEN PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 104.43 PIPE TRAVEL TIME(MIN.) = 0.09 Tc(MIN.) = 19.29 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 340.00 = 2916.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 340.00 TO NODE 340.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.875 H.E. Job No. 08020 Post-Project Hydrology, Otay River 10-Year Storm RESIDENTAIL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7564 SUBAREA AREA(ACRES) = 12.11 SUBAREA RUNOFF(CFS) = 16.12 TOTAL AREA(ACRES) = 84.78 TOTAL RUNOFF(CFS) = 120.25 TC(MIN.) = 19.29 **************************************************************************** FLOW PROCESS FROM NODE 340.00 TO NODE 345.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 397.50 DOWNSTREAM(FEET) = 388.00 FLOW LENGTH(FEET) = 458.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 48.0 INCH PIPE IS 27.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 16.40 GIVEN PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 120.25 PIPE TRAVEL TIME(MIN.) = 0.47 Tc(MIN.) = 19.75 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 345.00 = 3374.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 345.00 TO NODE 345.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.847 NEIGHBORHOOD COMMERCIAL RUNOFF COEFFICIENT = .7900 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 94 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7609 SUBAREA AREA(ACRES) = 13.28 SUBAREA RUNOFF(CFS) = 19.37 TOTAL AREA(ACRES) = 98.06 TOTAL RUNOFF(CFS) = 137.79 TC(MIN.) = 19.75 **************************************************************************** FLOW PROCESS FROM NODE 345.00 TO NODE 350.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 388.00 DOWNSTREAM(FEET) = 373.40 FLOW LENGTH(FEET) = 419.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 54.0 INCH PIPE IS 23.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 20.62 GIVEN PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 137.79 PIPE TRAVEL TIME(MIN.) = 0.34 Tc(MIN.) = 20.09 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 350.00 = 3793.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 350.00 TO NODE 350.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.826 STREETS & ROADS (CURBS/STORM DRAINS) RUNOFF COEFFICIENT = .8700 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 98 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7634 SUBAREA AREA(ACRES) = 2.27 SUBAREA RUNOFF(CFS) = 3.61 TOTAL AREA(ACRES) = 100.33 TOTAL RUNOFF(CFS) = 139.89 TC(MIN.) = 20.09 **************************************************************************** H.E. Job No. 08020 Post-Project Hydrology, Otay River 10-Year Storm FLOW PROCESS FROM NODE 350.00 TO NODE 150.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 373.40 DOWNSTREAM(FEET) = 372.00 FLOW LENGTH(FEET) = 60.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 54.0 INCH PIPE IS 26.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 17.84 GIVEN PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 139.89 PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 20.15 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 150.00 = 3853.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 150.00 TO NODE 150.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 20.15 RAINFALL INTENSITY(INCH/HR) = 1.82 TOTAL STREAM AREA(ACRES) = 100.33 PEAK FLOW RATE(CFS) AT CONFLUENCE = 139.89 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 82.23 8.63 3.150 36.70 2 139.89 20.15 1.823 100.33 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 142.15 8.63 3.150 2 187.48 20.15 1.823 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 187.48 Tc(MIN.) = 20.15 TOTAL AREA(ACRES) = 137.03 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 150.00 = 3853.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 150.00 TO NODE 155.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 372.00 DOWNSTREAM(FEET) = 314.00 FLOW LENGTH(FEET) = 907.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 54.0 INCH PIPE IS 23.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 27.96 GIVEN PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 187.48 PIPE TRAVEL TIME(MIN.) = 0.54 Tc(MIN.) = 20.69 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 155.00 = 4760.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 155.00 TO NODE 155.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ H.E. Job No. 08020 Post-Project Hydrology, Otay River 10-Year Storm **************************************************************************** FLOW PROCESS FROM NODE 200.00 TO NODE 210.00 IS CODE = 22 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ NEIGHBORHOOD COMMERCIAL RUNOFF COEFFICIENT = .7900 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 94 USER SPECIFIED Tc(MIN.) = 6.000 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.982 SUBAREA RUNOFF(CFS) = 23.12 TOTAL AREA(ACRES) = 7.35 TOTAL RUNOFF(CFS) = 23.12 **************************************************************************** FLOW PROCESS FROM NODE 210.00 TO NODE 210.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.982 NEIGHBORHOOD COMMERCIAL RUNOFF COEFFICIENT = .7900 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 94 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7900 SUBAREA AREA(ACRES) = 11.84 SUBAREA RUNOFF(CFS) = 37.25 TOTAL AREA(ACRES) = 19.19 TOTAL RUNOFF(CFS) = 60.37 TC(MIN.) = 6.00 **************************************************************************** FLOW PROCESS FROM NODE 210.00 TO NODE 215.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 369.00 DOWNSTREAM(FEET) = 357.00 FLOW LENGTH(FEET) = 173.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 16.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 21.73 GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 60.37 PIPE TRAVEL TIME(MIN.) = 0.13 Tc(MIN.) = 6.13 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 215.00 = 173.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 215.00 TO NODE 220.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 357.00 DOWNSTREAM(FEET) = 340.00 FLOW LENGTH(FEET) = 596.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 22.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 15.19 GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 60.37 PIPE TRAVEL TIME(MIN.) = 0.65 Tc(MIN.) = 6.79 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 220.00 = 769.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 220.00 TO NODE 220.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.678 RESIDENTAIL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 H.E. Job No. 08020 Post-Project Hydrology, Otay River 10-Year Storm AREA-AVERAGE RUNOFF COEFFICIENT = 0.7690 SUBAREA AREA(ACRES) = 6.82 SUBAREA RUNOFF(CFS) = 17.81 TOTAL AREA(ACRES) = 26.01 TOTAL RUNOFF(CFS) = 73.57 TC(MIN.) = 6.79 **************************************************************************** FLOW PROCESS FROM NODE 220.00 TO NODE 225.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 340.00 DOWNSTREAM(FEET) = 339.00 FLOW LENGTH(FEET) = 102.00 MANNING'S N = 0.013 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY(FEET/SEC.) = 10.41 PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 73.57 PIPE TRAVEL TIME(MIN.) = 0.16 Tc(MIN.) = 6.95 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 225.00 = 871.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 225.00 TO NODE 230.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 339.00 DOWNSTREAM(FEET) = 337.00 FLOW LENGTH(FEET) = 216.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 48.0 INCH PIPE IS 25.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.73 GIVEN PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 73.57 PIPE TRAVEL TIME(MIN.) = 0.34 Tc(MIN.) = 7.29 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 230.00 = 1087.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 230.00 TO NODE 230.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.513 RESIDENTAIL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7641 SUBAREA AREA(ACRES) = 2.36 SUBAREA RUNOFF(CFS) = 5.89 TOTAL AREA(ACRES) = 28.37 TOTAL RUNOFF(CFS) = 76.16 TC(MIN.) = 7.29 **************************************************************************** FLOW PROCESS FROM NODE 230.00 TO NODE 240.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 337.00 DOWNSTREAM(FEET) = 327.50 FLOW LENGTH(FEET) = 829.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 48.0 INCH PIPE IS 24.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 11.73 GIVEN PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 76.16 PIPE TRAVEL TIME(MIN.) = 1.18 Tc(MIN.) = 8.46 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 240.00 = 1916.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 240.00 TO NODE 240.00 IS CODE = 81 H.E. Job No. 08020 Post-Project Hydrology, Otay River 10-Year Storm ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.190 RESIDENTAIL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7532 SUBAREA AREA(ACRES) = 7.17 SUBAREA RUNOFF(CFS) = 16.24 TOTAL AREA(ACRES) = 35.54 TOTAL RUNOFF(CFS) = 85.39 TC(MIN.) = 8.46 **************************************************************************** FLOW PROCESS FROM NODE 240.00 TO NODE 240.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 8.46 RAINFALL INTENSITY(INCH/HR) = 3.19 TOTAL STREAM AREA(ACRES) = 35.54 PEAK FLOW RATE(CFS) AT CONFLUENCE = 85.39 **************************************************************************** FLOW PROCESS FROM NODE 245.00 TO NODE 250.00 IS CODE = 22 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ RESIDENTAIL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 USER SPECIFIED Tc(MIN.) = 5.000 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.479 SUBAREA RUNOFF(CFS) = 6.84 TOTAL AREA(ACRES) = 2.15 TOTAL RUNOFF(CFS) = 6.84 **************************************************************************** FLOW PROCESS FROM NODE 250.00 TO NODE 255.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 2 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 374.00 DOWNSTREAM ELEVATION(FEET) = 358.00 STREET LENGTH(FEET) = 276.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 50.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 40.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.010 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.050 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 6.84 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.28 HALFSTREET FLOOD WIDTH(FEET) = 7.78 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.73 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.33 STREET FLOW TRAVEL TIME(MIN.) = 0.97 Tc(MIN.) = 5.97 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.994 AREA-AVERAGE RUNOFF COEFFICIENT = 0.710 SUBAREA AREA(ACRES) = 0.00 SUBAREA RUNOFF(CFS) = 0.00 TOTAL AREA(ACRES) = 2.15 PEAK FLOW RATE(CFS) = 6.84 H.E. Job No. 08020 Post-Project Hydrology, Otay River 10-Year Storm END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.28 HALFSTREET FLOOD WIDTH(FEET) = 7.78 FLOW VELOCITY(FEET/SEC.) = 4.73 DEPTH*VELOCITY(FT*FT/SEC.) = 1.33 LONGEST FLOWPATH FROM NODE 245.00 TO NODE 255.00 = 1105.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 255.00 TO NODE 240.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 358.00 DOWNSTREAM(FEET) = 327.50 FLOW LENGTH(FEET) = 443.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 12.46 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.84 PIPE TRAVEL TIME(MIN.) = 0.59 Tc(MIN.) = 6.57 LONGEST FLOWPATH FROM NODE 245.00 TO NODE 240.00 = 1548.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 240.00 TO NODE 240.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.758 RESIDENTAIL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7100 SUBAREA AREA(ACRES) = 2.52 SUBAREA RUNOFF(CFS) = 6.72 TOTAL AREA(ACRES) = 4.67 TOTAL RUNOFF(CFS) = 12.46 TC(MIN.) = 6.57 **************************************************************************** FLOW PROCESS FROM NODE 240.00 TO NODE 240.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 6.57 RAINFALL INTENSITY(INCH/HR) = 3.76 TOTAL STREAM AREA(ACRES) = 4.67 PEAK FLOW RATE(CFS) AT CONFLUENCE = 12.46 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 85.39 8.46 3.190 35.54 2 12.46 6.57 3.758 4.67 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 78.70 6.57 3.758 2 95.96 8.46 3.190 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 95.96 Tc(MIN.) = 8.46 TOTAL AREA(ACRES) = 40.21 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 240.00 = 1916.00 FEET. H.E. Job No. 08020 Post-Project Hydrology, Otay River 10-Year Storm **************************************************************************** FLOW PROCESS FROM NODE 240.00 TO NODE 260.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 327.50 DOWNSTREAM(FEET) = 325.00 FLOW LENGTH(FEET) = 160.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 48.0 INCH PIPE IS 25.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 13.96 GIVEN PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 95.96 PIPE TRAVEL TIME(MIN.) = 0.19 Tc(MIN.) = 8.65 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 260.00 = 2076.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 260.00 TO NODE 155.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 325.00 DOWNSTREAM(FEET) = 314.00 FLOW LENGTH(FEET) = 428.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 48.0 INCH PIPE IS 22.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 16.82 GIVEN PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 95.96 PIPE TRAVEL TIME(MIN.) = 0.42 Tc(MIN.) = 9.08 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 155.00 = 2504.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 155.00 TO NODE 155.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 95.96 9.08 3.049 40.21 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 155.00 = 2504.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 187.48 20.69 1.792 137.03 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 155.00 = 4760.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 178.24 9.08 3.049 2 243.90 20.69 1.792 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 243.90 Tc(MIN.) = 20.69 TOTAL AREA(ACRES) = 177.24 **************************************************************************** FLOW PROCESS FROM NODE 155.00 TO NODE 155.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.792 RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .4600 SOIL CLASSIFICATION IS "D" H.E. Job No. 08020 Post-Project Hydrology, Otay River 10-Year Storm S.C.S. CURVE NUMBER (AMC II) = 84 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7456 SUBAREA AREA(ACRES) = 2.07 SUBAREA RUNOFF(CFS) = 1.71 TOTAL AREA(ACRES) = 179.31 TOTAL RUNOFF(CFS) = 243.90 TC(MIN.) = 20.69 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE **************************************************************************** FLOW PROCESS FROM NODE 155.00 TO NODE 160.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 314.00 DOWNSTREAM(FEET) = 179.00 FLOW LENGTH(FEET) = 1533.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 54.0 INCH PIPE IS 25.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 33.71 GIVEN PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 243.90 PIPE TRAVEL TIME(MIN.) = 0.76 Tc(MIN.) = 21.44 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 160.00 = 6293.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 160.00 TO NODE 165.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 179.00 DOWNSTREAM(FEET) = 178.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 61.00 CHANNEL SLOPE = 0.0164 CHANNEL BASE(FEET) = 7.00 "Z" FACTOR = 0.000 MANNING'S FACTOR = 0.013 MAXIMUM DEPTH(FEET) = 3.00 CHANNEL FLOW THRU SUBAREA(CFS) = 243.90 FLOW VELOCITY(FEET/SEC.) = 17.26 FLOW DEPTH(FEET) = 2.02 TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 21.50 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 165.00 = 6354.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 165.00 TO NODE 165.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 3 <<<<< ============================================================================ Total Proposed 10-Year, 6-hour flow to Otay River = 243.9 CFS Tc = 21.50 min Total Area = 179.3 acres H. E. Job No. 08020 Post-Project Hydrology, Otay River 25-Year Storm ____________________________________________________________________________ **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2003 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2003 License ID 1508 Analysis prepared by: ************************** DESCRIPTION OF STUDY ************************** * OTAY LANDS PARCEL B, 08020 * * PRELIMINARY PROPOSED HYDROLOGY * * Q25 * ************************************************************************** FILE NAME: 8020P25.DAT TIME/DATE OF STUDY: 15:28 05/12/2011 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 25.00 6-HOUR DURATION PRECIPITATION (INCHES) = 1.800 SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *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 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150 2 50.0 40.0 0.010/0.020/0.050 0.50 1.50 0.0312 0.125 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 1.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 10.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE = 22 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ RESIDENTAIL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 USER SPECIFIED Tc(MIN.) = 6.000 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.216 SUBAREA RUNOFF(CFS) = 8.32 TOTAL AREA(ACRES) = 2.78 TOTAL RUNOFF(CFS) = 8.32 **************************************************************************** FLOW PROCESS FROM NODE 101.00 TO NODE 105.00 IS CODE = 31 ---------------------------------------------------------------------------- H. E. Job No. 08020 Post-Project Hydrology, Otay River 25-Year Storm >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 494.00 DOWNSTREAM(FEET) = 487.20 FLOW LENGTH(FEET) = 58.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 12.0 INCH PIPE IS 7.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 16.04 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 8.32 PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 6.06 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 105.00 = 58.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 110.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 487.20 DOWNSTREAM(FEET) = 484.30 FLOW LENGTH(FEET) = 127.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 15.0 INCH PIPE IS 11.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.54 ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 8.32 PIPE TRAVEL TIME(MIN.) = 0.25 Tc(MIN.) = 6.31 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 110.00 = 185.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 110.00 TO NODE 115.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 484.30 DOWNSTREAM(FEET) = 482.60 FLOW LENGTH(FEET) = 140.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.83 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 8.32 PIPE TRAVEL TIME(MIN.) = 0.34 Tc(MIN.) = 6.65 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 115.00 = 325.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 115.00 TO NODE 120.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 482.60 DOWNSTREAM(FEET) = 468.80 FLOW LENGTH(FEET) = 433.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 15.0 INCH PIPE IS 9.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.81 ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 8.32 PIPE TRAVEL TIME(MIN.) = 0.74 Tc(MIN.) = 7.39 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 120.00 = 758.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 120.00 TO NODE 120.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.688 RESIDENTAIL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7100 H. E. Job No. 08020 Post-Project Hydrology, Otay River 25-Year Storm SUBAREA AREA(ACRES) = 3.87 SUBAREA RUNOFF(CFS) = 10.13 TOTAL AREA(ACRES) = 6.65 TOTAL RUNOFF(CFS) = 17.41 TC(MIN.) = 7.39 **************************************************************************** FLOW PROCESS FROM NODE 120.00 TO NODE 125.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 468.80 DOWNSTREAM(FEET) = 464.60 FLOW LENGTH(FEET) = 168.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.79 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 17.41 PIPE TRAVEL TIME(MIN.) = 0.26 Tc(MIN.) = 7.64 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 125.00 = 926.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 125.00 TO NODE 125.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.606 URBAN NEWLY GRADED AREAS RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 94 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7100 SUBAREA AREA(ACRES) = 4.75 SUBAREA RUNOFF(CFS) = 12.16 TOTAL AREA(ACRES) = 11.40 TOTAL RUNOFF(CFS) = 29.19 TC(MIN.) = 7.64 **************************************************************************** FLOW PROCESS FROM NODE 125.00 TO NODE 125.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.606 RESIDENTAIL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7100 SUBAREA AREA(ACRES) = 4.50 SUBAREA RUNOFF(CFS) = 11.52 TOTAL AREA(ACRES) = 15.90 TOTAL RUNOFF(CFS) = 40.71 TC(MIN.) = 7.64 **************************************************************************** FLOW PROCESS FROM NODE 125.00 TO NODE 130.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 464.60 DOWNSTREAM(FEET) = 415.00 FLOW LENGTH(FEET) = 640.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 16.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 19.82 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 40.71 PIPE TRAVEL TIME(MIN.) = 0.54 Tc(MIN.) = 8.18 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 130.00 = 1566.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 130.00 TO NODE 130.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ H. E. Job No. 08020 Post-Project Hydrology, Otay River 25-Year Storm 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.452 RESIDENTAIL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7100 SUBAREA AREA(ACRES) = 3.72 SUBAREA RUNOFF(CFS) = 9.12 TOTAL AREA(ACRES) = 19.62 TOTAL RUNOFF(CFS) = 48.08 TC(MIN.) = 8.18 **************************************************************************** FLOW PROCESS FROM NODE 130.00 TO NODE 135.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 415.00 DOWNSTREAM(FEET) = 413.00 FLOW LENGTH(FEET) = 46.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 18.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 17.06 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 48.08 PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 8.23 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 135.00 = 1612.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 135.00 TO NODE 135.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.440 RESIDENTAIL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7100 SUBAREA AREA(ACRES) = 6.69 SUBAREA RUNOFF(CFS) = 16.34 TOTAL AREA(ACRES) = 26.31 TOTAL RUNOFF(CFS) = 64.25 TC(MIN.) = 8.23 **************************************************************************** FLOW PROCESS FROM NODE 135.00 TO NODE 140.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 413.00 DOWNSTREAM(FEET) = 386.00 FLOW LENGTH(FEET) = 371.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 18.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 22.20 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 64.25 PIPE TRAVEL TIME(MIN.) = 0.28 Tc(MIN.) = 8.51 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 140.00 = 1983.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 140.00 TO NODE 140.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.366 RESIDENTAIL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7100 SUBAREA AREA(ACRES) = 8.26 SUBAREA RUNOFF(CFS) = 19.74 TOTAL AREA(ACRES) = 34.57 TOTAL RUNOFF(CFS) = 82.63 TC(MIN.) = 8.51 H. E. Job No. 08020 Post-Project Hydrology, Otay River 25-Year Storm **************************************************************************** FLOW PROCESS FROM NODE 140.00 TO NODE 145.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 386.00 DOWNSTREAM(FEET) = 382.50 FLOW LENGTH(FEET) = 83.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 22.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 19.28 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 82.63 PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 8.58 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 145.00 = 2066.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 145.00 TO NODE 145.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.348 RESIDENTAIL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7100 SUBAREA AREA(ACRES) = 2.13 SUBAREA RUNOFF(CFS) = 5.06 TOTAL AREA(ACRES) = 36.70 TOTAL RUNOFF(CFS) = 87.24 TC(MIN.) = 8.58 **************************************************************************** FLOW PROCESS FROM NODE 145.00 TO NODE 150.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 382.50 DOWNSTREAM(FEET) = 372.00 FLOW LENGTH(FEET) = 49.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 17.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 35.67 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 87.24 PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 8.60 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 150.00 = 2115.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 150.00 TO NODE 150.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 8.60 RAINFALL INTENSITY(INCH/HR) = 3.34 TOTAL STREAM AREA(ACRES) = 36.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 87.24 **************************************************************************** FLOW PROCESS FROM NODE 300.00 TO NODE 300.00 IS CODE = 22 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ *USER SPECIFIED(SUBAREA): RESIDENTAIL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .9210 S.C.S. CURVE NUMBER (AMC II) = 92 USER SPECIFIED Tc(MIN.) = 16.350 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.209 SUBAREA RUNOFF(CFS) = 40.89 H. E. Job No. 08020 Post-Project Hydrology, Otay River 25-Year Storm TOTAL AREA(ACRES) = 20.10 TOTAL RUNOFF(CFS) = 40.89 **************************************************************************** FLOW PROCESS FROM NODE 300.00 TO NODE 305.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 511.04 DOWNSTREAM(FEET) = 490.00 FLOW LENGTH(FEET) = 520.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 14.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 16.04 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 40.89 PIPE TRAVEL TIME(MIN.) = 0.54 Tc(MIN.) = 16.89 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 305.00 = 520.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 305.00 TO NODE 305.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.163 STREETS & ROADS (CURBS/STORM DRAINS) RUNOFF COEFFICIENT = .8700 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 98 AREA-AVERAGE RUNOFF COEFFICIENT = 0.9188 SUBAREA AREA(ACRES) = 0.92 SUBAREA RUNOFF(CFS) = 1.73 TOTAL AREA(ACRES) = 21.02 TOTAL RUNOFF(CFS) = 41.77 TC(MIN.) = 16.89 **************************************************************************** FLOW PROCESS FROM NODE 305.00 TO NODE 310.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 490.00 DOWNSTREAM(FEET) = 488.00 FLOW LENGTH(FEET) = 81.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 16.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 13.45 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 41.77 PIPE TRAVEL TIME(MIN.) = 0.10 Tc(MIN.) = 16.99 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 310.00 = 601.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 310.00 TO NODE 315.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 488.00 DOWNSTREAM(FEET) = 457.00 FLOW LENGTH(FEET) = 672.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 13.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 16.92 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 41.77 PIPE TRAVEL TIME(MIN.) = 0.66 Tc(MIN.) = 17.65 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 315.00 = 1273.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 315.00 TO NODE 315.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.102 H. E. Job No. 08020 Post-Project Hydrology, Otay River 25-Year Storm NEIGHBORHOOD COMMERCIAL RUNOFF COEFFICIENT = .7900 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 94 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8823 SUBAREA AREA(ACRES) = 8.29 SUBAREA RUNOFF(CFS) = 13.77 TOTAL AREA(ACRES) = 29.31 TOTAL RUNOFF(CFS) = 54.36 TC(MIN.) = 17.65 **************************************************************************** FLOW PROCESS FROM NODE 315.00 TO NODE 320.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 457.00 DOWNSTREAM(FEET) = 436.50 FLOW LENGTH(FEET) = 435.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 15.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 18.30 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 54.36 PIPE TRAVEL TIME(MIN.) = 0.40 Tc(MIN.) = 18.05 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 320.00 = 1708.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 320.00 TO NODE 320.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.072 NEIGHBORHOOD COMMERCIAL RUNOFF COEFFICIENT = .7900 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 94 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8691 SUBAREA AREA(ACRES) = 4.92 SUBAREA RUNOFF(CFS) = 8.05 TOTAL AREA(ACRES) = 34.23 TOTAL RUNOFF(CFS) = 61.64 TC(MIN.) = 18.05 **************************************************************************** FLOW PROCESS FROM NODE 320.00 TO NODE 320.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.072 CHAPARRAL(BROADLEAF) GOOD COVER RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 78 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8157 SUBAREA AREA(ACRES) = 3.92 SUBAREA RUNOFF(CFS) = 2.84 TOTAL AREA(ACRES) = 38.15 TOTAL RUNOFF(CFS) = 64.49 TC(MIN.) = 18.05 **************************************************************************** FLOW PROCESS FROM NODE 320.00 TO NODE 325.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 436.50 DOWNSTREAM(FEET) = 419.50 FLOW LENGTH(FEET) = 360.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 17.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 19.14 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 64.49 PIPE TRAVEL TIME(MIN.) = 0.31 Tc(MIN.) = 18.36 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 325.00 = 2068.00 FEET. **************************************************************************** H. E. Job No. 08020 Post-Project Hydrology, Otay River 25-Year Storm FLOW PROCESS FROM NODE 325.00 TO NODE 325.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.049 STREETS & ROADS (CURBS/STORM DRAINS) RUNOFF COEFFICIENT = .8700 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 98 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8202 SUBAREA AREA(ACRES) = 3.41 SUBAREA RUNOFF(CFS) = 6.08 TOTAL AREA(ACRES) = 41.56 TOTAL RUNOFF(CFS) = 69.86 TC(MIN.) = 18.36 **************************************************************************** FLOW PROCESS FROM NODE 325.00 TO NODE 325.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.049 NEIGHBORHOOD COMMERCIAL RUNOFF COEFFICIENT = .7900 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 94 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8177 SUBAREA AREA(ACRES) = 3.80 SUBAREA RUNOFF(CFS) = 6.15 TOTAL AREA(ACRES) = 45.36 TOTAL RUNOFF(CFS) = 76.01 TC(MIN.) = 18.36 **************************************************************************** FLOW PROCESS FROM NODE 325.00 TO NODE 330.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 419.50 DOWNSTREAM(FEET) = 414.00 FLOW LENGTH(FEET) = 139.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 20.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 18.64 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 76.01 PIPE TRAVEL TIME(MIN.) = 0.12 Tc(MIN.) = 18.49 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 330.00 = 2207.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 330.00 TO NODE 330.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.040 CHAPARRAL(BROADLEAF) GOOD COVER RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 78 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7503 SUBAREA AREA(ACRES) = 7.63 SUBAREA RUNOFF(CFS) = 5.45 TOTAL AREA(ACRES) = 52.99 TOTAL RUNOFF(CFS) = 81.13 TC(MIN.) = 18.49 **************************************************************************** FLOW PROCESS FROM NODE 330.00 TO NODE 335.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 414.00 DOWNSTREAM(FEET) = 399.00 FLOW LENGTH(FEET) = 630.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 42.0 INCH PIPE IS 22.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 15.68 GIVEN PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 H. E. Job No. 08020 Post-Project Hydrology, Otay River 25-Year Storm PIPE-FLOW(CFS) = 81.13 PIPE TRAVEL TIME(MIN.) = 0.67 Tc(MIN.) = 19.16 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 335.00 = 2837.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 335.00 TO NODE 335.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.994 STREETS & ROADS (CURBS/STORM DRAINS) RUNOFF COEFFICIENT = .8700 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 98 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7562 SUBAREA AREA(ACRES) = 2.76 SUBAREA RUNOFF(CFS) = 4.79 TOTAL AREA(ACRES) = 55.75 TOTAL RUNOFF(CFS) = 84.07 TC(MIN.) = 19.16 **************************************************************************** FLOW PROCESS FROM NODE 335.00 TO NODE 335.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.994 NEIGHBORHOOD COMMERCIAL RUNOFF COEFFICIENT = .7900 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 94 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7596 SUBAREA AREA(ACRES) = 6.22 SUBAREA RUNOFF(CFS) = 9.80 TOTAL AREA(ACRES) = 61.97 TOTAL RUNOFF(CFS) = 93.87 TC(MIN.) = 19.16 **************************************************************************** FLOW PROCESS FROM NODE 335.00 TO NODE 335.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.994 NEIGHBORHOOD COMMERCIAL RUNOFF COEFFICIENT = .7900 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 94 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7641 SUBAREA AREA(ACRES) = 10.70 SUBAREA RUNOFF(CFS) = 16.86 TOTAL AREA(ACRES) = 72.67 TOTAL RUNOFF(CFS) = 110.73 TC(MIN.) = 19.16 **************************************************************************** FLOW PROCESS FROM NODE 335.00 TO NODE 340.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 399.00 DOWNSTREAM(FEET) = 397.50 FLOW LENGTH(FEET) = 79.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 48.0 INCH PIPE IS 26.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 15.55 GIVEN PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 110.73 PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 19.24 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 340.00 = 2916.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 340.00 TO NODE 340.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.988 H. E. Job No. 08020 Post-Project Hydrology, Otay River 25-Year Storm RESIDENTAIL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7564 SUBAREA AREA(ACRES) = 12.11 SUBAREA RUNOFF(CFS) = 17.10 TOTAL AREA(ACRES) = 84.78 TOTAL RUNOFF(CFS) = 127.51 TC(MIN.) = 19.24 **************************************************************************** FLOW PROCESS FROM NODE 340.00 TO NODE 345.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 397.50 DOWNSTREAM(FEET) = 388.00 FLOW LENGTH(FEET) = 458.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 48.0 INCH PIPE IS 28.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 16.62 GIVEN PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 127.51 PIPE TRAVEL TIME(MIN.) = 0.46 Tc(MIN.) = 19.70 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 345.00 = 3374.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 345.00 TO NODE 345.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.958 NEIGHBORHOOD COMMERCIAL RUNOFF COEFFICIENT = .7900 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 94 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7609 SUBAREA AREA(ACRES) = 13.28 SUBAREA RUNOFF(CFS) = 20.55 TOTAL AREA(ACRES) = 98.06 TOTAL RUNOFF(CFS) = 146.13 TC(MIN.) = 19.70 **************************************************************************** FLOW PROCESS FROM NODE 345.00 TO NODE 350.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 388.00 DOWNSTREAM(FEET) = 373.40 FLOW LENGTH(FEET) = 419.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 54.0 INCH PIPE IS 24.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 20.94 GIVEN PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 146.13 PIPE TRAVEL TIME(MIN.) = 0.33 Tc(MIN.) = 20.03 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 350.00 = 3793.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 350.00 TO NODE 350.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.937 STREETS & ROADS (CURBS/STORM DRAINS) RUNOFF COEFFICIENT = .8700 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 98 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7634 SUBAREA AREA(ACRES) = 2.27 SUBAREA RUNOFF(CFS) = 3.83 TOTAL AREA(ACRES) = 100.33 TOTAL RUNOFF(CFS) = 148.38 TC(MIN.) = 20.03 **************************************************************************** H. E. Job No. 08020 Post-Project Hydrology, Otay River 25-Year Storm FLOW PROCESS FROM NODE 350.00 TO NODE 150.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 373.40 DOWNSTREAM(FEET) = 372.00 FLOW LENGTH(FEET) = 60.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 54.0 INCH PIPE IS 27.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 18.10 GIVEN PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 148.38 PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 20.09 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 150.00 = 3853.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 150.00 TO NODE 150.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 20.09 RAINFALL INTENSITY(INCH/HR) = 1.93 TOTAL STREAM AREA(ACRES) = 100.33 PEAK FLOW RATE(CFS) AT CONFLUENCE = 148.38 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 87.24 8.60 3.342 36.70 2 148.38 20.09 1.934 100.33 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 150.77 8.60 3.342 2 198.86 20.09 1.934 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 198.86 Tc(MIN.) = 20.09 TOTAL AREA(ACRES) = 137.03 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 150.00 = 3853.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 150.00 TO NODE 155.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 372.00 DOWNSTREAM(FEET) = 314.00 FLOW LENGTH(FEET) = 907.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 54.0 INCH PIPE IS 24.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 28.40 GIVEN PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 198.86 PIPE TRAVEL TIME(MIN.) = 0.53 Tc(MIN.) = 20.62 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 155.00 = 4760.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 155.00 TO NODE 155.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ H. E. Job No. 08020 Post-Project Hydrology, Otay River 25-Year Storm **************************************************************************** FLOW PROCESS FROM NODE 200.00 TO NODE 210.00 IS CODE = 22 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ NEIGHBORHOOD COMMERCIAL RUNOFF COEFFICIENT = .7900 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 94 USER SPECIFIED Tc(MIN.) = 6.000 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.216 SUBAREA RUNOFF(CFS) = 24.48 TOTAL AREA(ACRES) = 7.35 TOTAL RUNOFF(CFS) = 24.48 **************************************************************************** FLOW PROCESS FROM NODE 210.00 TO NODE 210.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.216 NEIGHBORHOOD COMMERCIAL RUNOFF COEFFICIENT = .7900 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 94 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7900 SUBAREA AREA(ACRES) = 11.84 SUBAREA RUNOFF(CFS) = 39.44 TOTAL AREA(ACRES) = 19.19 TOTAL RUNOFF(CFS) = 63.92 TC(MIN.) = 6.00 **************************************************************************** FLOW PROCESS FROM NODE 210.00 TO NODE 215.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 369.00 DOWNSTREAM(FEET) = 357.00 FLOW LENGTH(FEET) = 173.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 17.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 22.02 GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 63.92 PIPE TRAVEL TIME(MIN.) = 0.13 Tc(MIN.) = 6.13 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 215.00 = 173.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 215.00 TO NODE 220.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 357.00 DOWNSTREAM(FEET) = 340.00 FLOW LENGTH(FEET) = 596.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 23.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 15.26 GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 63.92 PIPE TRAVEL TIME(MIN.) = 0.65 Tc(MIN.) = 6.78 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 220.00 = 769.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 220.00 TO NODE 220.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.896 RESIDENTAIL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 H. E. Job No. 08020 Post-Project Hydrology, Otay River 25-Year Storm AREA-AVERAGE RUNOFF COEFFICIENT = 0.7690 SUBAREA AREA(ACRES) = 6.82 SUBAREA RUNOFF(CFS) = 18.87 TOTAL AREA(ACRES) = 26.01 TOTAL RUNOFF(CFS) = 77.93 TC(MIN.) = 6.78 **************************************************************************** FLOW PROCESS FROM NODE 220.00 TO NODE 225.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 340.00 DOWNSTREAM(FEET) = 339.00 FLOW LENGTH(FEET) = 102.00 MANNING'S N = 0.013 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY(FEET/SEC.) = 11.02 PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 77.93 PIPE TRAVEL TIME(MIN.) = 0.15 Tc(MIN.) = 6.94 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 225.00 = 871.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 225.00 TO NODE 230.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 339.00 DOWNSTREAM(FEET) = 337.00 FLOW LENGTH(FEET) = 216.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 48.0 INCH PIPE IS 26.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.88 GIVEN PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 77.93 PIPE TRAVEL TIME(MIN.) = 0.33 Tc(MIN.) = 7.27 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 230.00 = 1087.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 230.00 TO NODE 230.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.726 RESIDENTAIL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7641 SUBAREA AREA(ACRES) = 2.36 SUBAREA RUNOFF(CFS) = 6.24 TOTAL AREA(ACRES) = 28.37 TOTAL RUNOFF(CFS) = 80.78 TC(MIN.) = 7.27 **************************************************************************** FLOW PROCESS FROM NODE 230.00 TO NODE 240.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 337.00 DOWNSTREAM(FEET) = 327.50 FLOW LENGTH(FEET) = 829.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 48.0 INCH PIPE IS 25.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 11.90 GIVEN PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 80.78 PIPE TRAVEL TIME(MIN.) = 1.16 Tc(MIN.) = 8.43 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 240.00 = 1916.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 240.00 TO NODE 240.00 IS CODE = 81 H. E. Job No. 08020 Post-Project Hydrology, Otay River 25-Year Storm ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.387 RESIDENTAIL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7532 SUBAREA AREA(ACRES) = 7.17 SUBAREA RUNOFF(CFS) = 17.24 TOTAL AREA(ACRES) = 35.54 TOTAL RUNOFF(CFS) = 90.65 TC(MIN.) = 8.43 **************************************************************************** FLOW PROCESS FROM NODE 240.00 TO NODE 240.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 8.43 RAINFALL INTENSITY(INCH/HR) = 3.39 TOTAL STREAM AREA(ACRES) = 35.54 PEAK FLOW RATE(CFS) AT CONFLUENCE = 90.65 **************************************************************************** FLOW PROCESS FROM NODE 245.00 TO NODE 250.00 IS CODE = 22 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ RESIDENTAIL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 USER SPECIFIED Tc(MIN.) = 5.000 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.743 SUBAREA RUNOFF(CFS) = 7.24 TOTAL AREA(ACRES) = 2.15 TOTAL RUNOFF(CFS) = 7.24 **************************************************************************** FLOW PROCESS FROM NODE 250.00 TO NODE 255.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 2 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 374.00 DOWNSTREAM ELEVATION(FEET) = 358.00 STREET LENGTH(FEET) = 276.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 50.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 40.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.010 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.050 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 7.24 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 7.97 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.80 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.37 STREET FLOW TRAVEL TIME(MIN.) = 0.96 Tc(MIN.) = 5.96 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.235 AREA-AVERAGE RUNOFF COEFFICIENT = 0.710 SUBAREA AREA(ACRES) = 0.00 SUBAREA RUNOFF(CFS) = 0.00 TOTAL AREA(ACRES) = 2.15 PEAK FLOW RATE(CFS) = 7.24 H. E. Job No. 08020 Post-Project Hydrology, Otay River 25-Year Storm END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 7.97 FLOW VELOCITY(FEET/SEC.) = 4.80 DEPTH*VELOCITY(FT*FT/SEC.) = 1.37 LONGEST FLOWPATH FROM NODE 245.00 TO NODE 255.00 = 1105.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 255.00 TO NODE 240.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 358.00 DOWNSTREAM(FEET) = 327.50 FLOW LENGTH(FEET) = 443.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 12.65 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 7.24 PIPE TRAVEL TIME(MIN.) = 0.58 Tc(MIN.) = 6.54 LONGEST FLOWPATH FROM NODE 245.00 TO NODE 240.00 = 1548.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 240.00 TO NODE 240.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.988 RESIDENTAIL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7100 SUBAREA AREA(ACRES) = 2.52 SUBAREA RUNOFF(CFS) = 7.13 TOTAL AREA(ACRES) = 4.67 TOTAL RUNOFF(CFS) = 13.22 TC(MIN.) = 6.54 **************************************************************************** FLOW PROCESS FROM NODE 240.00 TO NODE 240.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 6.54 RAINFALL INTENSITY(INCH/HR) = 3.99 TOTAL STREAM AREA(ACRES) = 4.67 PEAK FLOW RATE(CFS) AT CONFLUENCE = 13.22 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 90.65 8.43 3.387 35.54 2 13.22 6.54 3.988 4.67 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 83.59 6.54 3.988 2 101.88 8.43 3.387 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 101.88 Tc(MIN.) = 8.43 TOTAL AREA(ACRES) = 40.21 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 240.00 = 1916.00 FEET. H. E. Job No. 08020 Post-Project Hydrology, Otay River 25-Year Storm **************************************************************************** FLOW PROCESS FROM NODE 240.00 TO NODE 260.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 327.50 DOWNSTREAM(FEET) = 325.00 FLOW LENGTH(FEET) = 160.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 48.0 INCH PIPE IS 26.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 14.16 GIVEN PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 101.88 PIPE TRAVEL TIME(MIN.) = 0.19 Tc(MIN.) = 8.62 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 260.00 = 2076.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 260.00 TO NODE 155.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 325.00 DOWNSTREAM(FEET) = 314.00 FLOW LENGTH(FEET) = 428.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 48.0 INCH PIPE IS 23.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 17.08 GIVEN PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 101.88 PIPE TRAVEL TIME(MIN.) = 0.42 Tc(MIN.) = 9.03 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 155.00 = 2504.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 155.00 TO NODE 155.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 101.88 9.03 3.238 40.21 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 155.00 = 2504.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 198.86 20.62 1.902 137.03 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 155.00 = 4760.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 189.00 9.03 3.238 2 258.69 20.62 1.902 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 258.69 Tc(MIN.) = 20.62 TOTAL AREA(ACRES) = 177.24 **************************************************************************** FLOW PROCESS FROM NODE 155.00 TO NODE 155.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.902 RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .4600 SOIL CLASSIFICATION IS "D" H. E. Job No. 08020 Post-Project Hydrology, Otay River 25-Year Storm S.C.S. CURVE NUMBER (AMC II) = 84 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7456 SUBAREA AREA(ACRES) = 2.07 SUBAREA RUNOFF(CFS) = 1.81 TOTAL AREA(ACRES) = 179.31 TOTAL RUNOFF(CFS) = 258.69 TC(MIN.) = 20.62 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE **************************************************************************** FLOW PROCESS FROM NODE 155.00 TO NODE 160.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 314.00 DOWNSTREAM(FEET) = 179.00 FLOW LENGTH(FEET) = 1533.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 54.0 INCH PIPE IS 26.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 34.22 GIVEN PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 258.69 PIPE TRAVEL TIME(MIN.) = 0.75 Tc(MIN.) = 21.37 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 160.00 = 6293.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 160.00 TO NODE 165.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 179.00 DOWNSTREAM(FEET) = 178.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 61.00 CHANNEL SLOPE = 0.0164 CHANNEL BASE(FEET) = 7.00 "Z" FACTOR = 0.000 MANNING'S FACTOR = 0.013 MAXIMUM DEPTH(FEET) = 3.00 CHANNEL FLOW THRU SUBAREA(CFS) = 258.69 FLOW VELOCITY(FEET/SEC.) = 17.57 FLOW DEPTH(FEET) = 2.10 TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 21.43 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 165.00 = 6354.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 165.00 TO NODE 165.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 3 <<<<< ============================================================================ Total Proposed 25-Year, 6-hour flow to Otay River = 258.7 CFS Tc = 21.43 min Total Area = 179.3 acres H.E. Job No. 08020 Post-Project Hydrology, Otay River 50-Year Storm ____________________________________________________________________________ **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2003 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2003 License ID 1508 Analysis prepared by: ************************** DESCRIPTION OF STUDY ************************** * OTAY LANDS PARCEL B, 08020 * * PRELIMINARY PROPOSED HYDROLOGY * * Q50 * ************************************************************************** FILE NAME: 8020P50.DAT TIME/DATE OF STUDY: 15:22 05/12/2011 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 50.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.200 SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *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 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150 2 50.0 40.0 0.010/0.020/0.050 0.50 1.50 0.0312 0.125 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 1.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 10.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE = 22 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ RESIDENTAIL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 USER SPECIFIED Tc(MIN.) = 6.000 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.153 SUBAREA RUNOFF(CFS) = 10.17 TOTAL AREA(ACRES) = 2.78 TOTAL RUNOFF(CFS) = 10.17 **************************************************************************** FLOW PROCESS FROM NODE 101.00 TO NODE 105.00 IS CODE = 31 ---------------------------------------------------------------------------- H.E. Job No. 08020 Post-Project Hydrology, Otay River 50-Year Storm >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 494.00 DOWNSTREAM(FEET) = 487.20 FLOW LENGTH(FEET) = 58.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 12.0 INCH PIPE IS 8.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 16.62 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 10.17 PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 6.06 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 105.00 = 58.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 110.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 487.20 DOWNSTREAM(FEET) = 484.30 FLOW LENGTH(FEET) = 127.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.15 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 10.17 PIPE TRAVEL TIME(MIN.) = 0.23 Tc(MIN.) = 6.29 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 110.00 = 185.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 110.00 TO NODE 115.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 484.30 DOWNSTREAM(FEET) = 482.60 FLOW LENGTH(FEET) = 140.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.06 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 10.17 PIPE TRAVEL TIME(MIN.) = 0.33 Tc(MIN.) = 6.62 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 115.00 = 325.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 115.00 TO NODE 120.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 482.60 DOWNSTREAM(FEET) = 468.80 FLOW LENGTH(FEET) = 433.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 15.0 INCH PIPE IS 11.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.12 ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 10.17 PIPE TRAVEL TIME(MIN.) = 0.71 Tc(MIN.) = 7.33 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 120.00 = 758.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 120.00 TO NODE 120.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.528 RESIDENTAIL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7100 H.E. Job No. 08020 Post-Project Hydrology, Otay River 50-Year Storm SUBAREA AREA(ACRES) = 3.87 SUBAREA RUNOFF(CFS) = 12.44 TOTAL AREA(ACRES) = 6.65 TOTAL RUNOFF(CFS) = 21.38 TC(MIN.) = 7.33 **************************************************************************** FLOW PROCESS FROM NODE 120.00 TO NODE 125.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 468.80 DOWNSTREAM(FEET) = 464.60 FLOW LENGTH(FEET) = 168.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 15.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 11.18 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 21.38 PIPE TRAVEL TIME(MIN.) = 0.25 Tc(MIN.) = 7.58 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 125.00 = 926.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 125.00 TO NODE 125.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.431 URBAN NEWLY GRADED AREAS RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 94 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7100 SUBAREA AREA(ACRES) = 4.75 SUBAREA RUNOFF(CFS) = 14.94 TOTAL AREA(ACRES) = 11.40 TOTAL RUNOFF(CFS) = 35.86 TC(MIN.) = 7.58 **************************************************************************** FLOW PROCESS FROM NODE 125.00 TO NODE 125.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.431 RESIDENTAIL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7100 SUBAREA AREA(ACRES) = 4.50 SUBAREA RUNOFF(CFS) = 14.16 TOTAL AREA(ACRES) = 15.90 TOTAL RUNOFF(CFS) = 50.02 TC(MIN.) = 7.58 **************************************************************************** FLOW PROCESS FROM NODE 125.00 TO NODE 130.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 464.60 DOWNSTREAM(FEET) = 415.00 FLOW LENGTH(FEET) = 640.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 16.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 21.29 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 50.02 PIPE TRAVEL TIME(MIN.) = 0.50 Tc(MIN.) = 8.08 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 130.00 = 1566.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 130.00 TO NODE 130.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ H.E. Job No. 08020 Post-Project Hydrology, Otay River 50-Year Storm 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.252 RESIDENTAIL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7100 SUBAREA AREA(ACRES) = 3.72 SUBAREA RUNOFF(CFS) = 11.23 TOTAL AREA(ACRES) = 19.62 TOTAL RUNOFF(CFS) = 59.23 TC(MIN.) = 8.08 **************************************************************************** FLOW PROCESS FROM NODE 130.00 TO NODE 135.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 415.00 DOWNSTREAM(FEET) = 413.00 FLOW LENGTH(FEET) = 46.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 21.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 17.55 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 59.23 PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 8.13 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 135.00 = 1612.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 135.00 TO NODE 135.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.237 RESIDENTAIL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7100 SUBAREA AREA(ACRES) = 6.69 SUBAREA RUNOFF(CFS) = 20.12 TOTAL AREA(ACRES) = 26.31 TOTAL RUNOFF(CFS) = 79.15 TC(MIN.) = 8.13 **************************************************************************** FLOW PROCESS FROM NODE 135.00 TO NODE 140.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 413.00 DOWNSTREAM(FEET) = 386.00 FLOW LENGTH(FEET) = 371.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 22.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 22.72 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 79.15 PIPE TRAVEL TIME(MIN.) = 0.27 Tc(MIN.) = 8.40 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 140.00 = 1983.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 140.00 TO NODE 140.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.148 RESIDENTAIL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7100 SUBAREA AREA(ACRES) = 8.26 SUBAREA RUNOFF(CFS) = 24.33 TOTAL AREA(ACRES) = 34.57 TOTAL RUNOFF(CFS) = 101.81 TC(MIN.) = 8.40 H.E. Job No. 08020 Post-Project Hydrology, Otay River 50-Year Storm **************************************************************************** FLOW PROCESS FROM NODE 140.00 TO NODE 145.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 386.00 DOWNSTREAM(FEET) = 382.50 FLOW LENGTH(FEET) = 83.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 26.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 19.77 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 101.81 PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 8.47 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 145.00 = 2066.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 145.00 TO NODE 145.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.126 RESIDENTAIL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7100 SUBAREA AREA(ACRES) = 2.13 SUBAREA RUNOFF(CFS) = 6.24 TOTAL AREA(ACRES) = 36.70 TOTAL RUNOFF(CFS) = 107.50 TC(MIN.) = 8.47 **************************************************************************** FLOW PROCESS FROM NODE 145.00 TO NODE 150.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 382.50 DOWNSTREAM(FEET) = 372.00 FLOW LENGTH(FEET) = 49.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 18.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 37.92 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 107.50 PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 8.49 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 150.00 = 2115.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 150.00 TO NODE 150.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 8.49 RAINFALL INTENSITY(INCH/HR) = 4.12 TOTAL STREAM AREA(ACRES) = 36.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 107.50 **************************************************************************** FLOW PROCESS FROM NODE 300.00 TO NODE 300.00 IS CODE = 22 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ *USER SPECIFIED(SUBAREA): RESIDENTAIL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .9210 S.C.S. CURVE NUMBER (AMC II) = 92 USER SPECIFIED Tc(MIN.) = 16.350 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.699 SUBAREA RUNOFF(CFS) = 49.97 H.E. Job No. 08020 Post-Project Hydrology, Otay River 50-Year Storm TOTAL AREA(ACRES) = 20.10 TOTAL RUNOFF(CFS) = 49.97 **************************************************************************** FLOW PROCESS FROM NODE 300.00 TO NODE 305.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 511.04 DOWNSTREAM(FEET) = 490.00 FLOW LENGTH(FEET) = 520.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 15.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 16.92 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 49.97 PIPE TRAVEL TIME(MIN.) = 0.51 Tc(MIN.) = 16.86 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 305.00 = 520.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 305.00 TO NODE 305.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.646 STREETS & ROADS (CURBS/STORM DRAINS) RUNOFF COEFFICIENT = .8700 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 98 AREA-AVERAGE RUNOFF COEFFICIENT = 0.9188 SUBAREA AREA(ACRES) = 0.92 SUBAREA RUNOFF(CFS) = 2.12 TOTAL AREA(ACRES) = 21.02 TOTAL RUNOFF(CFS) = 51.11 TC(MIN.) = 16.86 **************************************************************************** FLOW PROCESS FROM NODE 305.00 TO NODE 310.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 490.00 DOWNSTREAM(FEET) = 488.00 FLOW LENGTH(FEET) = 81.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 18.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 14.16 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 51.11 PIPE TRAVEL TIME(MIN.) = 0.10 Tc(MIN.) = 16.96 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 310.00 = 601.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 310.00 TO NODE 315.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 488.00 DOWNSTREAM(FEET) = 457.00 FLOW LENGTH(FEET) = 672.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 15.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 17.86 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 51.11 PIPE TRAVEL TIME(MIN.) = 0.63 Tc(MIN.) = 17.58 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 315.00 = 1273.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 315.00 TO NODE 315.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.576 H.E. Job No. 08020 Post-Project Hydrology, Otay River 50-Year Storm NEIGHBORHOOD COMMERCIAL RUNOFF COEFFICIENT = .7900 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 94 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8823 SUBAREA AREA(ACRES) = 8.29 SUBAREA RUNOFF(CFS) = 16.87 TOTAL AREA(ACRES) = 29.31 TOTAL RUNOFF(CFS) = 66.61 TC(MIN.) = 17.58 **************************************************************************** FLOW PROCESS FROM NODE 315.00 TO NODE 320.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 457.00 DOWNSTREAM(FEET) = 436.50 FLOW LENGTH(FEET) = 435.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 17.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 19.28 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 66.61 PIPE TRAVEL TIME(MIN.) = 0.38 Tc(MIN.) = 17.96 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 320.00 = 1708.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 320.00 TO NODE 320.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.541 NEIGHBORHOOD COMMERCIAL RUNOFF COEFFICIENT = .7900 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 94 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8691 SUBAREA AREA(ACRES) = 4.92 SUBAREA RUNOFF(CFS) = 9.88 TOTAL AREA(ACRES) = 34.23 TOTAL RUNOFF(CFS) = 75.58 TC(MIN.) = 17.96 **************************************************************************** FLOW PROCESS FROM NODE 320.00 TO NODE 320.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.541 CHAPARRAL(BROADLEAF) GOOD COVER RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 78 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8157 SUBAREA AREA(ACRES) = 3.92 SUBAREA RUNOFF(CFS) = 3.49 TOTAL AREA(ACRES) = 38.15 TOTAL RUNOFF(CFS) = 79.07 TC(MIN.) = 17.96 **************************************************************************** FLOW PROCESS FROM NODE 320.00 TO NODE 325.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 436.50 DOWNSTREAM(FEET) = 419.50 FLOW LENGTH(FEET) = 360.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 19.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 20.13 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 79.07 PIPE TRAVEL TIME(MIN.) = 0.30 Tc(MIN.) = 18.26 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 325.00 = 2068.00 FEET. **************************************************************************** H.E. Job No. 08020 Post-Project Hydrology, Otay River 50-Year Storm FLOW PROCESS FROM NODE 325.00 TO NODE 325.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.514 STREETS & ROADS (CURBS/STORM DRAINS) RUNOFF COEFFICIENT = .8700 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 98 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8202 SUBAREA AREA(ACRES) = 3.41 SUBAREA RUNOFF(CFS) = 7.46 TOTAL AREA(ACRES) = 41.56 TOTAL RUNOFF(CFS) = 85.69 TC(MIN.) = 18.26 **************************************************************************** FLOW PROCESS FROM NODE 325.00 TO NODE 325.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.514 NEIGHBORHOOD COMMERCIAL RUNOFF COEFFICIENT = .7900 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 94 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8177 SUBAREA AREA(ACRES) = 3.80 SUBAREA RUNOFF(CFS) = 7.55 TOTAL AREA(ACRES) = 45.36 TOTAL RUNOFF(CFS) = 93.24 TC(MIN.) = 18.26 **************************************************************************** FLOW PROCESS FROM NODE 325.00 TO NODE 330.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 419.50 DOWNSTREAM(FEET) = 414.00 FLOW LENGTH(FEET) = 139.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 23.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 19.49 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 93.24 PIPE TRAVEL TIME(MIN.) = 0.12 Tc(MIN.) = 18.38 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 330.00 = 2207.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 330.00 TO NODE 330.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.503 CHAPARRAL(BROADLEAF) GOOD COVER RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 78 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7503 SUBAREA AREA(ACRES) = 7.63 SUBAREA RUNOFF(CFS) = 6.69 TOTAL AREA(ACRES) = 52.99 TOTAL RUNOFF(CFS) = 99.53 TC(MIN.) = 18.38 **************************************************************************** FLOW PROCESS FROM NODE 330.00 TO NODE 335.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 414.00 DOWNSTREAM(FEET) = 399.00 FLOW LENGTH(FEET) = 630.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 42.0 INCH PIPE IS 25.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 16.44 GIVEN PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 H.E. Job No. 08020 Post-Project Hydrology, Otay River 50-Year Storm PIPE-FLOW(CFS) = 99.53 PIPE TRAVEL TIME(MIN.) = 0.64 Tc(MIN.) = 19.02 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 335.00 = 2837.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 335.00 TO NODE 335.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.449 STREETS & ROADS (CURBS/STORM DRAINS) RUNOFF COEFFICIENT = .8700 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 98 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7562 SUBAREA AREA(ACRES) = 2.76 SUBAREA RUNOFF(CFS) = 5.88 TOTAL AREA(ACRES) = 55.75 TOTAL RUNOFF(CFS) = 103.24 TC(MIN.) = 19.02 **************************************************************************** FLOW PROCESS FROM NODE 335.00 TO NODE 335.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.449 NEIGHBORHOOD COMMERCIAL RUNOFF COEFFICIENT = .7900 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 94 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7596 SUBAREA AREA(ACRES) = 6.22 SUBAREA RUNOFF(CFS) = 12.03 TOTAL AREA(ACRES) = 61.97 TOTAL RUNOFF(CFS) = 115.28 TC(MIN.) = 19.02 **************************************************************************** FLOW PROCESS FROM NODE 335.00 TO NODE 335.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.449 NEIGHBORHOOD COMMERCIAL RUNOFF COEFFICIENT = .7900 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 94 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7641 SUBAREA AREA(ACRES) = 10.70 SUBAREA RUNOFF(CFS) = 20.70 TOTAL AREA(ACRES) = 72.67 TOTAL RUNOFF(CFS) = 135.98 TC(MIN.) = 19.02 **************************************************************************** FLOW PROCESS FROM NODE 335.00 TO NODE 340.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 399.00 DOWNSTREAM(FEET) = 397.50 FLOW LENGTH(FEET) = 79.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 48.0 INCH PIPE IS 30.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 16.28 GIVEN PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 135.98 PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 19.10 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 340.00 = 2916.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 340.00 TO NODE 340.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.442 H.E. Job No. 08020 Post-Project Hydrology, Otay River 50-Year Storm RESIDENTAIL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7564 SUBAREA AREA(ACRES) = 12.11 SUBAREA RUNOFF(CFS) = 21.00 TOTAL AREA(ACRES) = 84.78 TOTAL RUNOFF(CFS) = 156.60 TC(MIN.) = 19.10 **************************************************************************** FLOW PROCESS FROM NODE 340.00 TO NODE 345.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 397.50 DOWNSTREAM(FEET) = 388.00 FLOW LENGTH(FEET) = 458.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 48.0 INCH PIPE IS 32.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 17.34 GIVEN PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 156.60 PIPE TRAVEL TIME(MIN.) = 0.44 Tc(MIN.) = 19.54 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 345.00 = 3374.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 345.00 TO NODE 345.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.407 NEIGHBORHOOD COMMERCIAL RUNOFF COEFFICIENT = .7900 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 94 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7609 SUBAREA AREA(ACRES) = 13.28 SUBAREA RUNOFF(CFS) = 25.25 TOTAL AREA(ACRES) = 98.06 TOTAL RUNOFF(CFS) = 179.57 TC(MIN.) = 19.54 **************************************************************************** FLOW PROCESS FROM NODE 345.00 TO NODE 350.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 388.00 DOWNSTREAM(FEET) = 373.40 FLOW LENGTH(FEET) = 419.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 54.0 INCH PIPE IS 27.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 22.06 GIVEN PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 179.57 PIPE TRAVEL TIME(MIN.) = 0.32 Tc(MIN.) = 19.85 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 350.00 = 3793.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 350.00 TO NODE 350.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.382 STREETS & ROADS (CURBS/STORM DRAINS) RUNOFF COEFFICIENT = .8700 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 98 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7634 SUBAREA AREA(ACRES) = 2.27 SUBAREA RUNOFF(CFS) = 4.70 TOTAL AREA(ACRES) = 100.33 TOTAL RUNOFF(CFS) = 182.42 TC(MIN.) = 19.85 **************************************************************************** H.E. Job No. 08020 Post-Project Hydrology, Otay River 50-Year Storm FLOW PROCESS FROM NODE 350.00 TO NODE 150.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 373.40 DOWNSTREAM(FEET) = 372.00 FLOW LENGTH(FEET) = 60.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 54.0 INCH PIPE IS 31.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 19.01 GIVEN PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 182.42 PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 19.91 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 150.00 = 3853.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 150.00 TO NODE 150.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 19.91 RAINFALL INTENSITY(INCH/HR) = 2.38 TOTAL STREAM AREA(ACRES) = 100.33 PEAK FLOW RATE(CFS) AT CONFLUENCE = 182.42 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 107.50 8.49 4.119 36.70 2 182.42 19.91 2.378 100.33 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 185.32 8.49 4.119 2 244.47 19.91 2.378 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 244.47 Tc(MIN.) = 19.91 TOTAL AREA(ACRES) = 137.03 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 150.00 = 3853.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 150.00 TO NODE 155.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 372.00 DOWNSTREAM(FEET) = 314.00 FLOW LENGTH(FEET) = 907.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 54.0 INCH PIPE IS 27.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 29.93 GIVEN PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 244.47 PIPE TRAVEL TIME(MIN.) = 0.51 Tc(MIN.) = 20.41 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 155.00 = 4760.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 155.00 TO NODE 155.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ H.E. Job No. 08020 Post-Project Hydrology, Otay River 50-Year Storm **************************************************************************** FLOW PROCESS FROM NODE 200.00 TO NODE 210.00 IS CODE = 22 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ NEIGHBORHOOD COMMERCIAL RUNOFF COEFFICIENT = .7900 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 94 USER SPECIFIED Tc(MIN.) = 6.000 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.153 SUBAREA RUNOFF(CFS) = 29.92 TOTAL AREA(ACRES) = 7.35 TOTAL RUNOFF(CFS) = 29.92 **************************************************************************** FLOW PROCESS FROM NODE 210.00 TO NODE 210.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.153 NEIGHBORHOOD COMMERCIAL RUNOFF COEFFICIENT = .7900 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 94 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7900 SUBAREA AREA(ACRES) = 11.84 SUBAREA RUNOFF(CFS) = 48.20 TOTAL AREA(ACRES) = 19.19 TOTAL RUNOFF(CFS) = 78.13 TC(MIN.) = 6.00 **************************************************************************** FLOW PROCESS FROM NODE 210.00 TO NODE 215.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 369.00 DOWNSTREAM(FEET) = 357.00 FLOW LENGTH(FEET) = 173.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 19.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 22.98 GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 78.13 PIPE TRAVEL TIME(MIN.) = 0.13 Tc(MIN.) = 6.13 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 215.00 = 173.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 215.00 TO NODE 220.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 357.00 DOWNSTREAM(FEET) = 340.00 FLOW LENGTH(FEET) = 596.00 MANNING'S N = 0.013 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY(FEET/SEC.) = 15.92 PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 78.13 PIPE TRAVEL TIME(MIN.) = 0.62 Tc(MIN.) = 6.75 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 220.00 = 769.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 220.00 TO NODE 220.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.777 RESIDENTAIL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" H.E. Job No. 08020 Post-Project Hydrology, Otay River 50-Year Storm S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7690 SUBAREA AREA(ACRES) = 6.82 SUBAREA RUNOFF(CFS) = 23.13 TOTAL AREA(ACRES) = 26.01 TOTAL RUNOFF(CFS) = 95.54 TC(MIN.) = 6.75 **************************************************************************** FLOW PROCESS FROM NODE 220.00 TO NODE 225.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 340.00 DOWNSTREAM(FEET) = 339.00 FLOW LENGTH(FEET) = 102.00 MANNING'S N = 0.013 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY(FEET/SEC.) = 13.52 PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 95.54 PIPE TRAVEL TIME(MIN.) = 0.13 Tc(MIN.) = 6.88 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 225.00 = 871.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 225.00 TO NODE 230.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 339.00 DOWNSTREAM(FEET) = 337.00 FLOW LENGTH(FEET) = 216.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 48.0 INCH PIPE IS 30.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 11.38 GIVEN PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 95.54 PIPE TRAVEL TIME(MIN.) = 0.32 Tc(MIN.) = 7.19 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 230.00 = 1087.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 230.00 TO NODE 230.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.585 RESIDENTAIL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7641 SUBAREA AREA(ACRES) = 2.36 SUBAREA RUNOFF(CFS) = 7.68 TOTAL AREA(ACRES) = 28.37 TOTAL RUNOFF(CFS) = 99.39 TC(MIN.) = 7.19 **************************************************************************** FLOW PROCESS FROM NODE 230.00 TO NODE 240.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 337.00 DOWNSTREAM(FEET) = 327.50 FLOW LENGTH(FEET) = 829.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 48.0 INCH PIPE IS 29.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 12.49 GIVEN PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 99.39 PIPE TRAVEL TIME(MIN.) = 1.11 Tc(MIN.) = 8.30 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 240.00 = 1916.00 FEET. **************************************************************************** H.E. Job No. 08020 Post-Project Hydrology, Otay River 50-Year Storm FLOW PROCESS FROM NODE 240.00 TO NODE 240.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.181 RESIDENTAIL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7532 SUBAREA AREA(ACRES) = 7.17 SUBAREA RUNOFF(CFS) = 21.28 TOTAL AREA(ACRES) = 35.54 TOTAL RUNOFF(CFS) = 111.91 TC(MIN.) = 8.30 **************************************************************************** FLOW PROCESS FROM NODE 240.00 TO NODE 240.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 8.30 RAINFALL INTENSITY(INCH/HR) = 4.18 TOTAL STREAM AREA(ACRES) = 35.54 PEAK FLOW RATE(CFS) AT CONFLUENCE = 111.91 **************************************************************************** FLOW PROCESS FROM NODE 245.00 TO NODE 250.00 IS CODE = 22 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ RESIDENTAIL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 USER SPECIFIED Tc(MIN.) = 5.000 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.796 SUBAREA RUNOFF(CFS) = 8.85 TOTAL AREA(ACRES) = 2.15 TOTAL RUNOFF(CFS) = 8.85 **************************************************************************** FLOW PROCESS FROM NODE 250.00 TO NODE 255.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 2 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 374.00 DOWNSTREAM ELEVATION(FEET) = 358.00 STREET LENGTH(FEET) = 276.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 50.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 40.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.010 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.050 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 8.85 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 8.71 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.05 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.52 STREET FLOW TRAVEL TIME(MIN.) = 0.91 Tc(MIN.) = 5.91 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.203 AREA-AVERAGE RUNOFF COEFFICIENT = 0.710 SUBAREA AREA(ACRES) = 0.00 SUBAREA RUNOFF(CFS) = 0.00 H.E. Job No. 08020 Post-Project Hydrology, Otay River 50-Year Storm TOTAL AREA(ACRES) = 2.15 PEAK FLOW RATE(CFS) = 8.85 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 8.71 FLOW VELOCITY(FEET/SEC.) = 5.05 DEPTH*VELOCITY(FT*FT/SEC.) = 1.52 LONGEST FLOWPATH FROM NODE 245.00 TO NODE 255.00 = 1105.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 255.00 TO NODE 240.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 358.00 DOWNSTREAM(FEET) = 327.50 FLOW LENGTH(FEET) = 443.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 13.36 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 8.85 PIPE TRAVEL TIME(MIN.) = 0.55 Tc(MIN.) = 6.46 LONGEST FLOWPATH FROM NODE 245.00 TO NODE 240.00 = 1548.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 240.00 TO NODE 240.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.912 RESIDENTAIL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7100 SUBAREA AREA(ACRES) = 2.52 SUBAREA RUNOFF(CFS) = 8.79 TOTAL AREA(ACRES) = 4.67 TOTAL RUNOFF(CFS) = 16.29 TC(MIN.) = 6.46 **************************************************************************** FLOW PROCESS FROM NODE 240.00 TO NODE 240.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 6.46 RAINFALL INTENSITY(INCH/HR) = 4.91 TOTAL STREAM AREA(ACRES) = 4.67 PEAK FLOW RATE(CFS) AT CONFLUENCE = 16.29 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 111.91 8.30 4.181 35.54 2 16.29 6.46 4.912 4.67 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 103.46 6.46 4.912 2 125.78 8.30 4.181 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 125.78 Tc(MIN.) = 8.30 TOTAL AREA(ACRES) = 40.21 H.E. Job No. 08020 Post-Project Hydrology, Otay River 50-Year Storm LONGEST FLOWPATH FROM NODE 200.00 TO NODE 240.00 = 1916.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 240.00 TO NODE 260.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 327.50 DOWNSTREAM(FEET) = 325.00 FLOW LENGTH(FEET) = 160.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 48.0 INCH PIPE IS 30.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 14.83 GIVEN PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 125.78 PIPE TRAVEL TIME(MIN.) = 0.18 Tc(MIN.) = 8.48 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 260.00 = 2076.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 260.00 TO NODE 155.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 325.00 DOWNSTREAM(FEET) = 314.00 FLOW LENGTH(FEET) = 428.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 48.0 INCH PIPE IS 26.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 17.99 GIVEN PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 125.78 PIPE TRAVEL TIME(MIN.) = 0.40 Tc(MIN.) = 8.87 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 155.00 = 2504.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 155.00 TO NODE 155.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 125.78 8.87 4.004 40.21 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 155.00 = 2504.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 244.47 20.41 2.340 137.03 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 155.00 = 4760.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 232.07 8.87 4.004 2 317.97 20.41 2.340 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 317.97 Tc(MIN.) = 20.41 TOTAL AREA(ACRES) = 177.24 **************************************************************************** FLOW PROCESS FROM NODE 155.00 TO NODE 155.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.340 RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .4600 H.E. Job No. 08020 Post-Project Hydrology, Otay River 50-Year Storm SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 84 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7456 SUBAREA AREA(ACRES) = 2.07 SUBAREA RUNOFF(CFS) = 2.23 TOTAL AREA(ACRES) = 179.31 TOTAL RUNOFF(CFS) = 317.97 TC(MIN.) = 20.41 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE **************************************************************************** FLOW PROCESS FROM NODE 155.00 TO NODE 160.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 314.00 DOWNSTREAM(FEET) = 179.00 FLOW LENGTH(FEET) = 1533.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 54.0 INCH PIPE IS 29.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 36.01 GIVEN PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 317.97 PIPE TRAVEL TIME(MIN.) = 0.71 Tc(MIN.) = 21.12 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 160.00 = 6293.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 160.00 TO NODE 165.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 179.00 DOWNSTREAM(FEET) = 178.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 61.00 CHANNEL SLOPE = 0.0164 CHANNEL BASE(FEET) = 7.00 "Z" FACTOR = 0.000 MANNING'S FACTOR = 0.013 MAXIMUM DEPTH(FEET) = 3.00 CHANNEL FLOW THRU SUBAREA(CFS) = 317.97 FLOW VELOCITY(FEET/SEC.) = 18.64 FLOW DEPTH(FEET) = 2.44 TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 21.18 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 165.00 = 6354.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 165.00 TO NODE 165.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 3 <<<<< ============================================================================ Total Proposed 50-Year, 6-hour flow to Otay River = 317.9 CFS Tc = 21.18 min Total Area = 179.3 acres H.E. Job No. 08020 Post-Project Hydrology, Otay River 100-Year Storm ____________________________________________________________________________ **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2003 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2003 License ID 1508 Analysis prepared by: ************************** DESCRIPTION OF STUDY ************************** * OTAY LANDS PARCEL B, 08020 * * PRELIMINARY PROPOSED HYDROLOGY * * Q100 * ************************************************************************** FILE NAME: 8020P100.DAT TIME/DATE OF STUDY: 14:43 05/12/2011 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.500 SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *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 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 2 50.0 40.0 0.010/0.020/0.050 0.50 1.50 0.0313 0.125 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 1.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 10.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE = 22 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ RESIDENTAIL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 USER SPECIFIED Tc(MIN.) = 6.000 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.856 SUBAREA RUNOFF(CFS) = 11.56 TOTAL AREA(ACRES) = 2.78 TOTAL RUNOFF(CFS) = 11.56 **************************************************************************** FLOW PROCESS FROM NODE 101.00 TO NODE 105.00 IS CODE = 31 ---------------------------------------------------------------------------- H.E. Job No. 08020 Post-Project Hydrology, Otay River 100-Year Storm >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 494.00 DOWNSTREAM(FEET) = 487.20 FLOW LENGTH(FEET) = 58.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 12.0 INCH PIPE IS 9.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 16.79 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 11.56 PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 6.06 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 105.00 = 58.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 110.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 487.20 DOWNSTREAM(FEET) = 484.30 FLOW LENGTH(FEET) = 127.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.40 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 11.56 PIPE TRAVEL TIME(MIN.) = 0.23 Tc(MIN.) = 6.28 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 110.00 = 185.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 110.00 TO NODE 115.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 484.30 DOWNSTREAM(FEET) = 482.60 FLOW LENGTH(FEET) = 140.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 12.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.45 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 11.56 PIPE TRAVEL TIME(MIN.) = 0.31 Tc(MIN.) = 6.60 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 115.00 = 325.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 115.00 TO NODE 120.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 482.60 DOWNSTREAM(FEET) = 468.80 FLOW LENGTH(FEET) = 433.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.72 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 11.56 PIPE TRAVEL TIME(MIN.) = 0.67 Tc(MIN.) = 7.27 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 120.00 = 758.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 120.00 TO NODE 120.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.174 RESIDENTAIL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7100 H.E. Job No. 08020 Post-Project Hydrology, Otay River 100-Year Storm SUBAREA AREA(ACRES) = 3.87 SUBAREA RUNOFF(CFS) = 14.22 TOTAL AREA(ACRES) = 6.65 TOTAL RUNOFF(CFS) = 24.43 TC(MIN.) = 7.27 **************************************************************************** FLOW PROCESS FROM NODE 120.00 TO NODE 125.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 468.80 DOWNSTREAM(FEET) = 464.60 FLOW LENGTH(FEET) = 168.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 11.76 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 24.43 PIPE TRAVEL TIME(MIN.) = 0.24 Tc(MIN.) = 7.51 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 125.00 = 926.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 125.00 TO NODE 125.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.068 URBAN NEWLY GRADED AREAS RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 94 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7100 SUBAREA AREA(ACRES) = 4.75 SUBAREA RUNOFF(CFS) = 17.09 TOTAL AREA(ACRES) = 11.40 TOTAL RUNOFF(CFS) = 41.02 TC(MIN.) = 7.51 **************************************************************************** FLOW PROCESS FROM NODE 125.00 TO NODE 125.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.068 RESIDENTAIL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7100 SUBAREA AREA(ACRES) = 4.50 SUBAREA RUNOFF(CFS) = 16.19 TOTAL AREA(ACRES) = 15.90 TOTAL RUNOFF(CFS) = 57.21 TC(MIN.) = 7.51 **************************************************************************** FLOW PROCESS FROM NODE 125.00 TO NODE 130.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 464.60 DOWNSTREAM(FEET) = 415.00 FLOW LENGTH(FEET) = 640.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 18.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 21.65 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 57.21 PIPE TRAVEL TIME(MIN.) = 0.49 Tc(MIN.) = 8.00 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 130.00 = 1566.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 130.00 TO NODE 130.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ H.E. Job No. 08020 Post-Project Hydrology, Otay River 100-Year Storm 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.864 RESIDENTAIL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7100 SUBAREA AREA(ACRES) = 3.72 SUBAREA RUNOFF(CFS) = 12.85 TOTAL AREA(ACRES) = 19.62 TOTAL RUNOFF(CFS) = 67.76 TC(MIN.) = 8.00 **************************************************************************** FLOW PROCESS FROM NODE 130.00 TO NODE 135.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 415.00 DOWNSTREAM(FEET) = 413.00 FLOW LENGTH(FEET) = 46.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 21.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 18.50 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 67.76 PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 8.04 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 135.00 = 1612.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 135.00 TO NODE 135.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.848 RESIDENTAIL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7100 SUBAREA AREA(ACRES) = 6.69 SUBAREA RUNOFF(CFS) = 23.03 TOTAL AREA(ACRES) = 26.31 TOTAL RUNOFF(CFS) = 90.56 TC(MIN.) = 8.04 **************************************************************************** FLOW PROCESS FROM NODE 135.00 TO NODE 140.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 413.00 DOWNSTREAM(FEET) = 386.00 FLOW LENGTH(FEET) = 371.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 21.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 24.06 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 90.56 PIPE TRAVEL TIME(MIN.) = 0.26 Tc(MIN.) = 8.30 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 140.00 = 1983.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 140.00 TO NODE 140.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.751 RESIDENTAIL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7100 SUBAREA AREA(ACRES) = 8.26 SUBAREA RUNOFF(CFS) = 27.86 TOTAL AREA(ACRES) = 34.57 TOTAL RUNOFF(CFS) = 116.60 TC(MIN.) = 8.30 H.E. Job No. 08020 Post-Project Hydrology, Otay River 100-Year Storm **************************************************************************** FLOW PROCESS FROM NODE 140.00 TO NODE 145.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 386.00 DOWNSTREAM(FEET) = 382.50 FLOW LENGTH(FEET) = 83.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 26.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 20.79 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 116.60 PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 8.37 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 145.00 = 2066.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 145.00 TO NODE 145.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.726 RESIDENTAIL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7100 SUBAREA AREA(ACRES) = 2.13 SUBAREA RUNOFF(CFS) = 7.15 TOTAL AREA(ACRES) = 36.70 TOTAL RUNOFF(CFS) = 123.15 TC(MIN.) = 8.37 **************************************************************************** FLOW PROCESS FROM NODE 145.00 TO NODE 150.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 382.50 DOWNSTREAM(FEET) = 372.00 FLOW LENGTH(FEET) = 49.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 20.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 38.74 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 123.15 PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 8.39 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 150.00 = 2115.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 150.00 TO NODE 150.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 8.39 RAINFALL INTENSITY(INCH/HR) = 4.72 TOTAL STREAM AREA(ACRES) = 36.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 123.15 **************************************************************************** FLOW PROCESS FROM NODE 300.00 TO NODE 300.00 IS CODE = 22 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ *USER SPECIFIED(SUBAREA): RESIDENTAIL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .9210 S.C.S. CURVE NUMBER (AMC II) = 92 USER SPECIFIED Tc(MIN.) = 16.350 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.068 SUBAREA RUNOFF(CFS) = 56.79 H.E. Job No. 08020 Post-Project Hydrology, Otay River 100-Year Storm TOTAL AREA(ACRES) = 20.10 TOTAL RUNOFF(CFS) = 56.79 **************************************************************************** FLOW PROCESS FROM NODE 300.00 TO NODE 305.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 511.04 DOWNSTREAM(FEET) = 490.00 FLOW LENGTH(FEET) = 520.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 16.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 17.49 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 56.79 PIPE TRAVEL TIME(MIN.) = 0.50 Tc(MIN.) = 16.85 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 305.00 = 520.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 305.00 TO NODE 305.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.009 STREETS & ROADS (CURBS/STORM DRAINS) RUNOFF COEFFICIENT = .8700 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 98 AREA-AVERAGE RUNOFF COEFFICIENT = 0.9188 SUBAREA AREA(ACRES) = 0.92 SUBAREA RUNOFF(CFS) = 2.41 TOTAL AREA(ACRES) = 21.02 TOTAL RUNOFF(CFS) = 58.11 TC(MIN.) = 16.85 **************************************************************************** FLOW PROCESS FROM NODE 305.00 TO NODE 310.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 490.00 DOWNSTREAM(FEET) = 488.00 FLOW LENGTH(FEET) = 81.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 19.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 14.61 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 58.11 PIPE TRAVEL TIME(MIN.) = 0.09 Tc(MIN.) = 16.94 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 310.00 = 601.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 310.00 TO NODE 315.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 488.00 DOWNSTREAM(FEET) = 457.00 FLOW LENGTH(FEET) = 672.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 16.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 18.47 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 58.11 PIPE TRAVEL TIME(MIN.) = 0.61 Tc(MIN.) = 17.54 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 315.00 = 1273.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 315.00 TO NODE 315.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.931 H.E. Job No. 08020 Post-Project Hydrology, Otay River 100-Year Storm NEIGHBORHOOD COMMERCIAL RUNOFF COEFFICIENT = .7900 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 94 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8823 SUBAREA AREA(ACRES) = 8.29 SUBAREA RUNOFF(CFS) = 19.20 TOTAL AREA(ACRES) = 29.31 TOTAL RUNOFF(CFS) = 75.81 TC(MIN.) = 17.54 **************************************************************************** FLOW PROCESS FROM NODE 315.00 TO NODE 320.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 457.00 DOWNSTREAM(FEET) = 436.50 FLOW LENGTH(FEET) = 435.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 19.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 19.91 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 75.81 PIPE TRAVEL TIME(MIN.) = 0.36 Tc(MIN.) = 17.91 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 320.00 = 1708.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 320.00 TO NODE 320.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.893 NEIGHBORHOOD COMMERCIAL RUNOFF COEFFICIENT = .7900 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 94 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8691 SUBAREA AREA(ACRES) = 4.92 SUBAREA RUNOFF(CFS) = 11.24 TOTAL AREA(ACRES) = 34.23 TOTAL RUNOFF(CFS) = 86.05 TC(MIN.) = 17.91 **************************************************************************** FLOW PROCESS FROM NODE 320.00 TO NODE 320.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.893 CHAPARRAL(BROADLEAF) GOOD COVER RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 78 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8157 SUBAREA AREA(ACRES) = 3.92 SUBAREA RUNOFF(CFS) = 3.97 TOTAL AREA(ACRES) = 38.15 TOTAL RUNOFF(CFS) = 90.02 TC(MIN.) = 17.91 **************************************************************************** FLOW PROCESS FROM NODE 320.00 TO NODE 325.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 436.50 DOWNSTREAM(FEET) = 419.50 FLOW LENGTH(FEET) = 360.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 21.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 20.74 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 90.02 PIPE TRAVEL TIME(MIN.) = 0.29 Tc(MIN.) = 18.20 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 325.00 = 2068.00 FEET. **************************************************************************** H.E. Job No. 08020 Post-Project Hydrology, Otay River 100-Year Storm FLOW PROCESS FROM NODE 325.00 TO NODE 325.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.863 STREETS & ROADS (CURBS/STORM DRAINS) RUNOFF COEFFICIENT = .8700 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 98 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8202 SUBAREA AREA(ACRES) = 3.41 SUBAREA RUNOFF(CFS) = 8.49 TOTAL AREA(ACRES) = 41.56 TOTAL RUNOFF(CFS) = 97.59 TC(MIN.) = 18.20 **************************************************************************** FLOW PROCESS FROM NODE 325.00 TO NODE 325.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.863 NEIGHBORHOOD COMMERCIAL RUNOFF COEFFICIENT = .7900 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 94 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8177 SUBAREA AREA(ACRES) = 3.80 SUBAREA RUNOFF(CFS) = 8.59 TOTAL AREA(ACRES) = 45.36 TOTAL RUNOFF(CFS) = 106.18 TC(MIN.) = 18.20 **************************************************************************** FLOW PROCESS FROM NODE 325.00 TO NODE 330.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 419.50 DOWNSTREAM(FEET) = 414.00 FLOW LENGTH(FEET) = 139.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 25.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 19.96 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 106.18 PIPE TRAVEL TIME(MIN.) = 0.12 Tc(MIN.) = 18.31 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 330.00 = 2207.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 330.00 TO NODE 330.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.851 CHAPARRAL(BROADLEAF) GOOD COVER RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 78 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7503 SUBAREA AREA(ACRES) = 7.63 SUBAREA RUNOFF(CFS) = 7.61 TOTAL AREA(ACRES) = 52.99 TOTAL RUNOFF(CFS) = 113.36 TC(MIN.) = 18.31 **************************************************************************** FLOW PROCESS FROM NODE 330.00 TO NODE 335.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 414.00 DOWNSTREAM(FEET) = 399.00 FLOW LENGTH(FEET) = 630.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 42.0 INCH PIPE IS 27.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 16.88 GIVEN PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 H.E. Job No. 08020 Post-Project Hydrology, Otay River 100-Year Storm PIPE-FLOW(CFS) = 113.36 PIPE TRAVEL TIME(MIN.) = 0.62 Tc(MIN.) = 18.94 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 335.00 = 2837.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 335.00 TO NODE 335.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.790 STREETS & ROADS (CURBS/STORM DRAINS) RUNOFF COEFFICIENT = .8700 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 98 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7562 SUBAREA AREA(ACRES) = 2.76 SUBAREA RUNOFF(CFS) = 6.70 TOTAL AREA(ACRES) = 55.75 TOTAL RUNOFF(CFS) = 117.65 TC(MIN.) = 18.94 **************************************************************************** FLOW PROCESS FROM NODE 335.00 TO NODE 335.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.790 NEIGHBORHOOD COMMERCIAL RUNOFF COEFFICIENT = .7900 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 94 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7596 SUBAREA AREA(ACRES) = 6.22 SUBAREA RUNOFF(CFS) = 13.71 TOTAL AREA(ACRES) = 61.97 TOTAL RUNOFF(CFS) = 131.36 TC(MIN.) = 18.94 **************************************************************************** FLOW PROCESS FROM NODE 335.00 TO NODE 335.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.790 NEIGHBORHOOD COMMERCIAL RUNOFF COEFFICIENT = .7900 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 94 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7641 SUBAREA AREA(ACRES) = 10.70 SUBAREA RUNOFF(CFS) = 23.59 TOTAL AREA(ACRES) = 72.67 TOTAL RUNOFF(CFS) = 154.95 TC(MIN.) = 18.94 **************************************************************************** FLOW PROCESS FROM NODE 335.00 TO NODE 340.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 399.00 DOWNSTREAM(FEET) = 397.50 FLOW LENGTH(FEET) = 79.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 48.0 INCH PIPE IS 33.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 16.69 GIVEN PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 154.95 PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 19.01 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 340.00 = 2916.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 340.00 TO NODE 340.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.783 H.E. Job No. 08020 Post-Project Hydrology, Otay River 100-Year Storm RESIDENTAIL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7564 SUBAREA AREA(ACRES) = 12.11 SUBAREA RUNOFF(CFS) = 23.93 TOTAL AREA(ACRES) = 84.78 TOTAL RUNOFF(CFS) = 178.46 TC(MIN.) = 19.01 **************************************************************************** FLOW PROCESS FROM NODE 340.00 TO NODE 345.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 397.50 DOWNSTREAM(FEET) = 388.00 FLOW LENGTH(FEET) = 458.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 48.0 INCH PIPE IS 35.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 17.70 GIVEN PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 178.46 PIPE TRAVEL TIME(MIN.) = 0.43 Tc(MIN.) = 19.45 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 345.00 = 3374.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 345.00 TO NODE 345.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.743 NEIGHBORHOOD COMMERCIAL RUNOFF COEFFICIENT = .7900 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 94 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7609 SUBAREA AREA(ACRES) = 13.28 SUBAREA RUNOFF(CFS) = 28.78 TOTAL AREA(ACRES) = 98.06 TOTAL RUNOFF(CFS) = 204.67 TC(MIN.) = 19.45 **************************************************************************** FLOW PROCESS FROM NODE 345.00 TO NODE 350.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 388.00 DOWNSTREAM(FEET) = 373.40 FLOW LENGTH(FEET) = 419.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 54.0 INCH PIPE IS 29.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 22.77 GIVEN PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 204.67 PIPE TRAVEL TIME(MIN.) = 0.31 Tc(MIN.) = 19.75 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 350.00 = 3793.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 350.00 TO NODE 350.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.715 STREETS & ROADS (CURBS/STORM DRAINS) RUNOFF COEFFICIENT = .8700 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 98 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7634 SUBAREA AREA(ACRES) = 2.27 SUBAREA RUNOFF(CFS) = 5.36 TOTAL AREA(ACRES) = 100.33 TOTAL RUNOFF(CFS) = 207.98 TC(MIN.) = 19.75 **************************************************************************** H.E. Job No. 08020 Post-Project Hydrology, Otay River 100-Year Storm FLOW PROCESS FROM NODE 350.00 TO NODE 150.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 373.40 DOWNSTREAM(FEET) = 372.00 FLOW LENGTH(FEET) = 60.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 54.0 INCH PIPE IS 34.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 19.56 GIVEN PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 207.98 PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 19.80 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 150.00 = 3853.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 150.00 TO NODE 150.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 19.80 RAINFALL INTENSITY(INCH/HR) = 2.71 TOTAL STREAM AREA(ACRES) = 100.33 PEAK FLOW RATE(CFS) AT CONFLUENCE = 207.98 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 123.15 8.39 4.719 36.70 2 207.98 19.80 2.711 100.33 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 211.23 8.39 4.719 2 278.73 19.80 2.711 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 278.73 Tc(MIN.) = 19.80 TOTAL AREA(ACRES) = 137.03 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 150.00 = 3853.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 150.00 TO NODE 155.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 372.00 DOWNSTREAM(FEET) = 314.00 FLOW LENGTH(FEET) = 907.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 54.0 INCH PIPE IS 29.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 30.89 GIVEN PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 278.73 PIPE TRAVEL TIME(MIN.) = 0.49 Tc(MIN.) = 20.29 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 155.00 = 4760.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 155.00 TO NODE 155.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ H.E. Job No. 08020 Post-Project Hydrology, Otay River 100-Year Storm **************************************************************************** FLOW PROCESS FROM NODE 200.00 TO NODE 210.00 IS CODE = 22 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ NEIGHBORHOOD COMMERCIAL RUNOFF COEFFICIENT = .7900 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 94 USER SPECIFIED Tc(MIN.) = 6.000 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.856 SUBAREA RUNOFF(CFS) = 34.00 TOTAL AREA(ACRES) = 7.35 TOTAL RUNOFF(CFS) = 34.00 **************************************************************************** FLOW PROCESS FROM NODE 210.00 TO NODE 210.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.856 NEIGHBORHOOD COMMERCIAL RUNOFF COEFFICIENT = .7900 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 94 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7900 SUBAREA AREA(ACRES) = 11.84 SUBAREA RUNOFF(CFS) = 54.78 TOTAL AREA(ACRES) = 19.19 TOTAL RUNOFF(CFS) = 88.78 TC(MIN.) = 6.00 **************************************************************************** FLOW PROCESS FROM NODE 210.00 TO NODE 215.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 369.00 DOWNSTREAM(FEET) = 357.00 FLOW LENGTH(FEET) = 173.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 21.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 23.50 GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 88.78 PIPE TRAVEL TIME(MIN.) = 0.12 Tc(MIN.) = 6.12 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 215.00 = 173.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 215.00 TO NODE 220.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 357.00 DOWNSTREAM(FEET) = 340.00 FLOW LENGTH(FEET) = 596.00 MANNING'S N = 0.013 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY(FEET/SEC.) = 18.09 PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 88.78 PIPE TRAVEL TIME(MIN.) = 0.55 Tc(MIN.) = 6.67 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 220.00 = 769.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 220.00 TO NODE 220.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.469 RESIDENTAIL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" H.E. Job No. 08020 Post-Project Hydrology, Otay River 100-Year Storm S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7690 SUBAREA AREA(ACRES) = 6.82 SUBAREA RUNOFF(CFS) = 26.48 TOTAL AREA(ACRES) = 26.01 TOTAL RUNOFF(CFS) = 109.38 TC(MIN.) = 6.67 **************************************************************************** FLOW PROCESS FROM NODE 220.00 TO NODE 225.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 340.00 DOWNSTREAM(FEET) = 339.00 FLOW LENGTH(FEET) = 102.00 MANNING'S N = 0.013 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY(FEET/SEC.) = 15.47 PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 109.38 PIPE TRAVEL TIME(MIN.) = 0.11 Tc(MIN.) = 6.78 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 225.00 = 871.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 225.00 TO NODE 230.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 339.00 DOWNSTREAM(FEET) = 337.00 FLOW LENGTH(FEET) = 216.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 48.0 INCH PIPE IS 33.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 11.68 GIVEN PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 109.38 PIPE TRAVEL TIME(MIN.) = 0.31 Tc(MIN.) = 7.09 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 230.00 = 1087.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 230.00 TO NODE 230.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.258 RESIDENTAIL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7641 SUBAREA AREA(ACRES) = 2.36 SUBAREA RUNOFF(CFS) = 8.81 TOTAL AREA(ACRES) = 28.37 TOTAL RUNOFF(CFS) = 113.99 TC(MIN.) = 7.09 **************************************************************************** FLOW PROCESS FROM NODE 230.00 TO NODE 240.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 337.00 DOWNSTREAM(FEET) = 327.50 FLOW LENGTH(FEET) = 829.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 48.0 INCH PIPE IS 31.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 12.84 GIVEN PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 113.99 PIPE TRAVEL TIME(MIN.) = 1.08 Tc(MIN.) = 8.17 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 240.00 = 1916.00 FEET. **************************************************************************** H.E. Job No. 08020 Post-Project Hydrology, Otay River 100-Year Storm FLOW PROCESS FROM NODE 240.00 TO NODE 240.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.800 RESIDENTAIL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7532 SUBAREA AREA(ACRES) = 7.17 SUBAREA RUNOFF(CFS) = 24.44 TOTAL AREA(ACRES) = 35.54 TOTAL RUNOFF(CFS) = 128.50 TC(MIN.) = 8.17 **************************************************************************** FLOW PROCESS FROM NODE 240.00 TO NODE 240.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 8.17 RAINFALL INTENSITY(INCH/HR) = 4.80 TOTAL STREAM AREA(ACRES) = 35.54 PEAK FLOW RATE(CFS) AT CONFLUENCE = 128.50 **************************************************************************** FLOW PROCESS FROM NODE 245.00 TO NODE 250.00 IS CODE = 22 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ RESIDENTAIL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 USER SPECIFIED Tc(MIN.) = 5.000 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.587 SUBAREA RUNOFF(CFS) = 10.05 TOTAL AREA(ACRES) = 2.15 TOTAL RUNOFF(CFS) = 10.05 **************************************************************************** FLOW PROCESS FROM NODE 250.00 TO NODE 255.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 2 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 374.00 DOWNSTREAM ELEVATION(FEET) = 358.00 STREET LENGTH(FEET) = 276.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 50.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 40.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.010 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.050 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 10.05 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.31 HALFSTREET FLOOD WIDTH(FEET) = 9.24 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.18 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.61 STREET FLOW TRAVEL TIME(MIN.) = 0.89 Tc(MIN.) = 5.89 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.927 AREA-AVERAGE RUNOFF COEFFICIENT = 0.710 SUBAREA AREA(ACRES) = 0.00 SUBAREA RUNOFF(CFS) = 0.00 H.E. Job No. 08020 Post-Project Hydrology, Otay River 100-Year Storm TOTAL AREA(ACRES) = 2.15 PEAK FLOW RATE(CFS) = 10.05 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.31 HALFSTREET FLOOD WIDTH(FEET) = 9.24 FLOW VELOCITY(FEET/SEC.) = 5.18 DEPTH*VELOCITY(FT*FT/SEC.) = 1.61 LONGEST FLOWPATH FROM NODE 245.00 TO NODE 255.00 = 1105.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 255.00 TO NODE 240.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 358.00 DOWNSTREAM(FEET) = 327.50 FLOW LENGTH(FEET) = 443.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 13.83 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 10.05 PIPE TRAVEL TIME(MIN.) = 0.53 Tc(MIN.) = 6.42 LONGEST FLOWPATH FROM NODE 245.00 TO NODE 240.00 = 1548.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 240.00 TO NODE 240.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.605 RESIDENTAIL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7100 SUBAREA AREA(ACRES) = 2.52 SUBAREA RUNOFF(CFS) = 10.03 TOTAL AREA(ACRES) = 4.67 TOTAL RUNOFF(CFS) = 18.58 TC(MIN.) = 6.42 **************************************************************************** FLOW PROCESS FROM NODE 240.00 TO NODE 240.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 6.42 RAINFALL INTENSITY(INCH/HR) = 5.60 TOTAL STREAM AREA(ACRES) = 4.67 PEAK FLOW RATE(CFS) AT CONFLUENCE = 18.58 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 128.50 8.17 4.800 35.54 2 18.58 6.42 5.605 4.67 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 119.64 6.42 5.605 2 144.41 8.17 4.800 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 144.41 Tc(MIN.) = 8.17 TOTAL AREA(ACRES) = 40.21 H.E. Job No. 08020 Post-Project Hydrology, Otay River 100-Year Storm LONGEST FLOWPATH FROM NODE 200.00 TO NODE 240.00 = 1916.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 240.00 TO NODE 260.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 327.50 DOWNSTREAM(FEET) = 325.00 FLOW LENGTH(FEET) = 160.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 48.0 INCH PIPE IS 33.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 15.21 GIVEN PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 144.41 PIPE TRAVEL TIME(MIN.) = 0.18 Tc(MIN.) = 8.34 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 260.00 = 2076.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 260.00 TO NODE 155.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 325.00 DOWNSTREAM(FEET) = 314.00 FLOW LENGTH(FEET) = 428.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 48.0 INCH PIPE IS 28.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 18.58 GIVEN PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 144.41 PIPE TRAVEL TIME(MIN.) = 0.38 Tc(MIN.) = 8.73 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 155.00 = 2504.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 155.00 TO NODE 155.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 144.41 8.73 4.599 40.21 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 155.00 = 2504.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 278.73 20.29 2.669 137.03 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 155.00 = 4760.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 264.26 8.73 4.599 2 362.52 20.29 2.669 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 362.52 Tc(MIN.) = 20.29 TOTAL AREA(ACRES) = 177.24 **************************************************************************** FLOW PROCESS FROM NODE 155.00 TO NODE 155.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.669 RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .4600 H.E. Job No. 08020 Post-Project Hydrology, Otay River 100-Year Storm SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 84 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7456 SUBAREA AREA(ACRES) = 2.07 SUBAREA RUNOFF(CFS) = 2.54 TOTAL AREA(ACRES) = 179.31 TOTAL RUNOFF(CFS) = 362.52 TC(MIN.) = 20.29 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE **************************************************************************** FLOW PROCESS FROM NODE 155.00 TO NODE 160.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 314.00 DOWNSTREAM(FEET) = 179.00 FLOW LENGTH(FEET) = 1533.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 54.0 INCH PIPE IS 31.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 37.12 GIVEN PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 362.52 PIPE TRAVEL TIME(MIN.) = 0.69 Tc(MIN.) = 20.98 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 160.00 = 6293.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 160.00 TO NODE 165.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 179.00 DOWNSTREAM(FEET) = 178.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 61.00 CHANNEL SLOPE = 0.0164 CHANNEL BASE(FEET) = 7.00 "Z" FACTOR = 0.000 MANNING'S FACTOR = 0.013 MAXIMUM DEPTH(FEET) = 3.00 CHANNEL FLOW THRU SUBAREA(CFS) = 362.52 FLOW VELOCITY(FEET/SEC.) = 19.32 FLOW DEPTH(FEET) = 2.68 TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 21.03 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 165.00 = 6354.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 165.00 TO NODE 165.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 3 <<<<< ============================================================================ Total Proposed 100-Year, 6-hour flow to Otay River = 362.5 CFS Tc = 21.03 min Total Area = 179.3 acres Appendix F Appendix G Pr o j e c t S i t e Pr o j e c t S i t e P6 = 1 . 0 Pr o j e c t S i t e P2 4 = 1 . 6 2 1. 0 1. 6 62 . 5 1. 0 5 2. 6 3 (m i n . ) Pr o j e c t S i t e P6 = 1 . 6 Pr o j e c t S i t e P2 4 = 2 . 5 10 1. 6 2. 5 64 . 0 1. 6 5 4. 2 1 (m i n . ) Pr o j e c t S i t e P6 = 1 . 8 Pr o j e c t S i t e P2 4 = 3 . 6 25 1. 8 3 . 6 50 . 0 1. 8 5 4. 7 4 Pr o j e c t S i t e P6 = 2 . 0 Pr o j e c t S i t e P2 4 = 3 . 7 5 50 2. 0 3 . 5 57 . 1 2. 0 5 (m a x . ) 5. 2 7 Pr o j e c t S i t e P6 = 2 . 2 5 Pr o j e c t S i t e P2 4 = 4 . 3 10 0 2. 2 5 4. 2 5 52 . 9 2. 2 5 5 (m a x . ) 5. 9 3 PreliminaryInletSizing PerSDCDDM,July2005 z1=0.00 z2=50.00 b=0 n=0.015 Roadway RoadWidth (ft) Max Width(ft)y(ft)A(sqft)P(ft)R(ft)MaxSlope Q(cfs) OtayValleyRoad 74 60.120.366.120.06 3.7%1.04 OVRCouplet 43 5.60.1120.315.710.05 3.4%0.83 MainCouplet 46 50.10.255.100.05 5.9%0.81 AStreet 32 5.70.1140.325.820.06 1.8%0.63 AStreet 58 5.10.1020.265.200.05 5.0%0.78 BStreet 58 6.40.1280.416.530.06 2.0%0.91 MaxFlowPerLinearFootofRoadway I=2.25(in/hr)for100year,6hrstorm Roadway Perv. Length(ft) Imperv. Length(ft) Total Length (ft) C Q (cfs/ft) OtayValleyRoad8966155.000.640.0052 OVRCouplet4854102.000.690.0037 MainCouplet4365108.000.720.0041 AStreet285280.000.740.0031 AStreet3766103.000.740.0040 BStreet5168119.000.710.0044 InletSpacingperSection2.3.2oftheSanDiegoCountyDrainageDesignManual a=0.17ftmax Roadwayy(ft)Lt(ft)Q(cfs)MaxInlet Spacing (ft) OtayValleyRoad0.12101.09211.05 OVRCouplet0.11280.84229.36 MainCouplet0.190.88217.99 AStreet0.11460.64205.47 AStreet0.10280.79200.56 BStreet0.12880.91207.85 ProposedInetSizing RoadwayInletType Max. Spacing(ft) OtayValleyRoadB1,L=11200 OVRCoupletB1,L=9200 MainCoupletB1,L=10200 AStreetB1,L=7200 AStreetB1,L=9200 BStreetB1,L=9200 *Note:AllInletsizingispreliminaryandsubjecttochange GutterFlowperSection2.3.1oftheSanDiegoCountyDrainageDesignManual 50YearStormEventDryLaneCalculations For OtayValleyRoad Given: C = 0.64 I = 2.0 in/hr for a 6-hour storm W = 37’ (1/2 roadway width) L = 200’ (spacing of B inlets) A = WxL = 7,400 ft2 Q = CIA = Smax = 0.037 Solving for spread width: Given Input Data: Shape ................................. Advanced Solving for .................... Depth of Flow Flowrate ............................. 0.2200 cfs Slope ................................. 0.0370 ft/ft Manning's n ............................. 0.0150 Height .................................. 6.0000 in Bottom width ........................ 0.0000 in Left radius ............................ 0.0000 in Right radius ......................... 0.0000 in Left slope ................. 0.0833 ft/ft (V/H) Right slope ......... 1000.0000 ft/ft (V/H) Computed Results: Depth .................................... 1.3963 in Velocity ............................... 2.7069 fps Full Flowrate ..................... 10.7372 cfs Flow area ............................ 0.0813 ft2 Flow perimeter ................... 18.2165 in Hydraulic radius ................... 0.6425 in Top width .......................... 16.7636 in Area .................................... 1.5007 ft2 Perimeter .......................... 78.2783 in Percent full ......................... 23.2715 % Ca t c h B a s i n S i z i n g Pe r S D C D D M , J u l y 2 0 0 5 Gi v e n I n p u t D a t a : C o m p u t e d R e s u l t s : Sh a p e . . . . . . . . . . . . . . . . . . . . . . . . . . . T r a p e z o i d a l De p t h . . . . . . . . . . . . . . . . . . . . . . . . . . . 5 . 7 7 9 6 i n So l v i n g f o r . . . . . . . . . . . . . . . . . . . . . D e p t h o f F l o w V e l o c i t y . . . . . . . . . . . . . . . . . . . . . . . . 6 . 3 2 5 6 f p s Fl o w r a t e . . . . . . . . . . . . . . . . . . . . . . . . 1 5 . 6 0 0 0 c f s F u l l F l o w r a t e . . . . . . . . . . . . . . . . . . . 4 9 . 2 6 2 0 c f s Sl o p e . . . . . . . . . . . . . . . . . . . . . . . . . . . 0 . 0 3 7 0 f t / f t F l o w a r e a . . . . . . . . . . . . . . . . . . . . . . . 2 . 4 6 6 2 f t 2 Ma n n i n g ' s n . . . . . . . . . . . . . . . . . . . . . 0 . 0 2 5 0 F l o w p e r i m e t e r . . . . . . . . . . . . . . . . . . 7 1 . 9 1 5 0 i n He i g h t . . . . . . . . . . . . . . . . . . . . . . . . . . 1 2 . 0 0 0 0 i n H y d r a u l i c r a d i u s . . . . . . . . . . . . . . . . 4 . 9 3 8 2 i n Bo t t o m w i d t h . . . . . . . . . . . . . . . . . . . . 6 0 . 0 0 0 0 i n T o p w i d t h . . . . . . . . . . . . . . . . . . . . . . . 6 2 . 8 8 9 8 i n Le f t s l o p e . . . . . . . . . . . . . . . . . . . . . . 4 . 0 0 0 0 f t / f t ( V / H ) A r e a . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5 . 2 5 0 0 f t 2 Ri g h t s l o p e . . . . . . . . . . . . . . . . . . . . . 4 . 0 0 0 0 f t / f t ( V / H ) P e r i m e t e r . . . . . . . . . . . . . . . . . . . . . . . 8 4 . 7 3 8 6 i n Pe r c e n t f u l l . . . . . . . . . . . . . . . . . . . . 4 8 . 1 6 3 4 % Ty p e F C a t c h B a s i n S i z i n g Ca t c h B a s i n S i z i n g p e r S e c t i o n 2 . 3 . 2 o f t h e S a n D i e g o C o u n t y D r a i n a g e D e s i g n M a n u a l We i r O r i f i c e Cu r b I n l e t ( T y p e F ) 3 0 . 6 7 3 N A 0 . 4 8 3 . 0 1 6 . 0 6 W e i r Gr a t e d I n l e t ( T y p e G ) 3 0 . 6 7 3 6 0 . 4 8 9 . 0 2 3 3 . 5 8 W e i r *3 T y p e F C a t c h B a s i n s r e q u i r e d f o r f u l l i n t e r c e p t i o n . N o t e , I n l e t s i z i n g i s p r e l i m i n a r y a n d s u b j e c t t o c h a n g e . *2 t r i p l e T y p e G C a t c h B a s i n s r e q u i r e d f o r f u l l i n t e r c e p t i o n . N o t e , I n l e t s i z i n g i s p r e l i m i n a r y a n d s u b j e c t t o c h a n g e . De p t h o f F l o w I n O p e n C h a n n e l QM a x ( c f s ) In l e t T y p e C w C o L ( f t ) W ( f t ) d ( f t ) C o n d i t i o n Division of Safety of Dams DAM HEIGHT is measured from the downstream toe to the maximum storage elevation/spillway. Specific exemptions from jurisdiction apply to: OBSTRUCTIONS IN A CANAL to raise, lower or divert water there from; LEVEES, RAILROAD FILLS; ROAD or HIGHWAY FILLS; CIRCULAR TANKS; TANKS ELEVATED above the ground; certain NON-CIRCULAR TANKS in San Diego County; barriers OFF- STREAM for AGRICULTURAL USE or use as SEWAGE SLUDGE DRYING FACILITIES; OBSTRUCTIONS in channels or watercourses which are 15 feet or less in height, with single purpose of spreading water within the bed of the stream or watercourse upstream for percolation underground; WASTE WATER CONTROL FACILITY ponds, which are 15 feet or less in height, have a maximum storage capacity of 1500 acre-feet or less, are off-stream, and the operating public agency adopts certain resolutions; and FEDERAL DAMS. For a complete text of exemptions, please refer to "Statutes and Regulations Pertaining to Supervision of Dams and Reservoirs", California Water Code, Division 3, Dams and Reservoirs, Part 1, Supervision of Dams and Reservoirs, Chapter 1, Definitions, 6000-6008. Page 1of 1Division of Safety of Dams 2/4/2011http://www.water.ca.gov/damsafety/jurischart/index.cfm 22 24 HE C - R A S P l a n : P l a n 0 2 R i v e r : W o l f C a n y o n R e a c h : A l i g n m e n t - w o l f Re a c h R i v e r S t a P r o f i l e Q T o t a l M i n C h E l W . S . E l e v C r i t W . S . E . G . E l e v E . G . S l o p e V e l C h n l F l o w A r e a T o p W i d t h F r o u d e # C h l (c f s ) ( f t ) ( f t ) ( f t ) ( f t ) ( f t / f t ) ( f t / s ) ( s q f t ) ( f t ) Al i g n m e n t - w o l f 6 0 0 E Q 2 15 5 . 1 0 3 6 4 . 5 1 3 6 7 . 8 8 3 6 7 . 0 5 3 6 8 . 1 1 0 . 0 0 4 1 1 0 3 . 8 8 3 9 . 9 4 2 2 . 4 3 0. 5 1 Al i g n m e n t - w o l f 6 0 0 E Q 1 0 24 5 . 3 0 3 6 4 . 5 1 3 6 8 . 5 1 3 6 7 . 5 8 3 6 8 . 8 2 0 . 0 0 4 2 5 3 4 . 4 3 5 5 . 3 9 2 6 . 1 6 0. 5 4 Al i g n m e n t - w o l f 6 0 0 E Q 2 5 26 0 . 5 0 3 6 4 . 5 1 3 6 8 . 6 1 3 6 7 . 6 6 3 6 8 . 9 2 0 . 0 0 4 2 7 0 4 . 5 0 5 7 . 8 3 2 6 . 7 0 0. 5 4 Al i g n m e n t - w o l f 6 0 0 E Q 5 0 32 1 . 4 0 3 6 4 . 5 1 3 6 8 . 9 5 3 6 7 . 9 5 3 6 9 . 3 0 0 . 0 0 4 3 3 0 4 . 7 8 6 7 . 2 5 2 8 . 6 9 0. 5 5 Al i g n m e n t - w o l f 6 0 0 E Q 1 0 0 36 7 . 4 0 3 6 4 . 5 1 3 6 9 . 1 8 3 6 8 . 1 5 3 6 9 . 5 6 0 . 0 0 4 3 7 0 4 . 9 6 7 4 . 0 4 3 0 . 0 5 0. 5 6 Al i g n m e n t - w o l f 6 0 0 P Q 2 59 . 3 0 3 6 4 . 5 1 3 6 6 . 8 6 3 6 6 . 2 5 3 6 7 . 0 0 0 . 0 0 3 8 6 5 2 . 9 4 2 0 . 1 6 1 6 . 4 7 0. 4 7 Al i g n m e n t - w o l f 6 0 0 P Q 1 0 18 2 . 2 0 3 6 4 . 5 1 3 6 8 . 0 9 3 6 7 . 2 3 3 6 8 . 3 5 0 . 0 0 4 1 5 2 4 . 0 6 4 4 . 8 3 2 3 . 6 7 0. 5 2 Al i g n m e n t - w o l f 6 0 0 P Q 2 5 20 4 . 4 0 3 6 4 . 5 1 3 6 8 . 2 5 3 6 7 . 3 6 3 6 8 . 5 2 0 . 0 0 4 1 8 9 4 . 2 0 4 8 . 6 5 2 4 . 6 0 0. 5 3 Al i g n m e n t - w o l f 6 0 0 P Q 5 0 29 1 . 4 0 3 6 4 . 5 1 3 6 8 . 7 8 3 6 7 . 8 1 3 6 9 . 1 2 0 . 0 0 4 3 0 3 4 . 6 5 6 2 . 6 7 2 7 . 7 4 0. 5 5 Al i g n m e n t - w o l f 6 0 0 P Q 1 0 0 36 7 . 1 0 3 6 4 . 5 1 3 6 9 . 1 8 3 6 8 . 1 4 3 6 9 . 5 6 0 . 0 0 4 3 7 0 4 . 9 6 7 3 . 9 9 3 0 . 0 4 0. 5 6 Al i g n m e n t - w o l f 5 9 6 . 5 4 E Q 2 15 5 . 1 0 3 6 4 . 0 0 3 6 6 . 6 1 3 6 6 . 6 1 3 6 7 . 3 2 0 . 0 1 7 5 5 6 6 . 7 5 2 2 . 9 9 1 6 . 6 8 1. 0 1 Al i g n m e n t - w o l f 5 9 6 . 5 4 E Q 1 0 24 5 . 3 0 3 6 4 . 0 0 3 6 7 . 1 7 3 6 7 . 1 7 3 6 8 . 0 2 0 . 0 1 6 4 1 5 7 . 3 9 3 3 . 1 8 1 9 . 9 4 1. 0 1 Al i g n m e n t - w o l f 5 9 6 . 5 4 E Q 2 5 26 0 . 5 0 3 6 4 . 0 0 3 6 7 . 2 5 3 6 7 . 2 5 3 6 8 . 1 2 0 . 0 1 6 2 9 4 7 . 4 9 3 4 . 8 0 2 0 . 4 1 1. 0 1 Al i g n m e n t - w o l f 5 9 6 . 5 4 E Q 5 0 32 1 . 4 0 3 6 4 . 0 0 3 6 7 . 5 4 3 6 7 . 5 4 3 6 8 . 4 9 0 . 0 1 5 8 8 8 7 . 8 2 4 1 . 1 0 2 2 . 1 4 1. 0 1 Al i g n m e n t - w o l f 5 9 6 . 5 4 E Q 1 0 0 36 7 . 4 0 3 6 4 . 0 0 3 6 7 . 7 5 3 6 7 . 7 5 3 6 8 . 7 5 0 . 0 1 5 6 0 8 8 . 0 3 4 5 . 7 3 2 3 . 3 4 1. 0 1 Al i g n m e n t - w o l f 5 9 6 . 5 4 P Q 2 59 . 3 0 3 6 4 . 0 0 3 6 5 . 7 4 3 6 5 . 7 4 3 6 6 . 2 2 0 . 0 1 9 9 7 3 5 . 5 3 1 0 . 7 3 1 1 . 6 1 1. 0 1 Al i g n m e n t - w o l f 5 9 6 . 5 4 P Q 1 0 18 2 . 2 0 3 6 4 . 0 0 3 6 6 . 7 9 3 6 6 . 7 9 3 6 7 . 5 5 0 . 0 1 7 1 8 5 6 . 9 7 2 6 . 1 2 1 7 . 7 5 1. 0 1 Al i g n m e n t - w o l f 5 9 6 . 5 4 P Q 2 5 20 4 . 4 0 3 6 4 . 0 0 3 6 6 . 9 3 3 6 6 . 9 3 3 6 7 . 7 2 0 . 0 1 6 9 1 6 7 . 1 4 2 8 . 6 3 1 8 . 5 6 1. 0 1 Al i g n m e n t - w o l f 5 9 6 . 5 4 P Q 5 0 29 1 . 4 0 3 6 4 . 0 0 3 6 7 . 4 0 3 6 7 . 4 0 3 6 8 . 3 1 0 . 0 1 6 0 6 3 7 . 6 6 3 8 . 0 4 2 1 . 3 2 1. 0 1 Al i g n m e n t - w o l f 5 9 6 . 5 4 P Q 1 0 0 36 7 . 1 0 3 6 4 . 0 0 3 6 7 . 7 5 3 6 7 . 7 5 3 6 8 . 7 5 0 . 0 1 5 6 0 6 8 . 0 3 4 5 . 7 0 2 3 . 3 3 1. 0 1 Al i g n m e n t - w o l f 5 8 3 . 2 2 E Q 2 15 5 . 1 0 3 6 2 . 0 1 3 6 4 . 1 6 3 6 4 . 9 3 3 6 6 . 6 9 0 . 0 9 0 1 5 3 1 2 . 7 8 1 2 . 1 3 1 1 . 2 9 2. 1 7 Al i g n m e n t - w o l f 5 8 3 . 2 2 E Q 1 0 24 5 . 3 0 3 6 2 . 0 1 3 6 4 . 6 5 3 6 5 . 5 2 3 6 7 . 4 2 0 . 0 7 4 6 8 3 1 3 . 3 6 1 8 . 3 7 1 3 . 8 9 2. 0 5 Al i g n m e n t - w o l f 5 8 3 . 2 2 E Q 2 5 26 0 . 5 0 3 6 2 . 0 1 3 6 4 . 7 2 3 6 5 . 6 0 3 6 7 . 5 3 0 . 0 7 2 8 5 9 1 3 . 4 3 1 9 . 3 9 1 4 . 2 8 2. 0 3 Al i g n m e n t - w o l f 5 8 3 . 2 2 E Q 5 0 32 1 . 4 0 3 6 2 . 0 1 3 6 4 . 9 9 3 6 5 . 9 1 3 6 7 . 9 1 0 . 0 6 6 8 8 1 1 3 . 7 1 2 3 . 4 4 1 5 . 7 0 1. 9 8 Al i g n m e n t - w o l f 5 8 3 . 2 2 E Q 1 0 0 36 7 . 4 0 3 6 2 . 0 1 3 6 5 . 1 8 3 6 6 . 1 2 3 6 8 . 1 8 0 . 0 6 3 3 9 7 1 3 . 8 9 2 6 . 4 4 1 6 . 6 7 1. 9 4 Al i g n m e n t - w o l f 5 8 3 . 2 2 P Q 2 59 . 3 0 3 6 2 . 0 1 3 6 3 . 4 0 3 6 3 . 9 9 3 6 5 . 5 0 0 . 1 3 3 0 6 5 1 1 . 6 3 5 . 1 0 7 . 3 2 2. 4 6 Al i g n m e n t - w o l f 5 8 3 . 2 2 P Q 1 0 18 2 . 2 0 3 6 2 . 0 1 3 6 4 . 3 2 3 6 5 . 1 2 3 6 6 . 9 3 0 . 0 8 4 3 0 4 1 2 . 9 8 1 4 . 0 4 1 2 . 1 5 2. 1 3 Al i g n m e n t - w o l f 5 8 3 . 2 2 P Q 2 5 20 4 . 4 0 3 6 2 . 0 1 3 6 4 . 4 4 3 6 5 . 2 7 3 6 7 . 1 1 0 . 0 8 0 4 0 8 1 3 . 1 2 1 5 . 5 8 1 2 . 8 0 2. 1 0 Al i g n m e n t - w o l f 5 8 3 . 2 2 P Q 5 0 29 1 . 4 0 3 6 2 . 0 1 3 6 4 . 8 7 3 6 5 . 7 6 3 6 7 . 7 2 0 . 0 6 9 4 1 2 1 3 . 5 7 2 1 . 4 8 1 5 . 0 3 2. 0 0 Al i g n m e n t - w o l f 5 8 3 . 2 2 P Q 1 0 0 36 7 . 1 0 3 6 2 . 0 1 3 6 5 . 1 8 3 6 6 . 1 2 3 6 8 . 1 8 0 . 0 6 3 4 1 7 1 3 . 8 9 2 6 . 4 2 1 6 . 6 7 1. 9 4 Al i g n m e n t - w o l f 5 6 9 . 6 3 E Q 2 15 5 . 1 0 3 5 9 . 9 9 3 6 1 . 4 7 3 6 2 . 4 5 3 6 5 . 1 1 0 . 1 3 2 6 5 8 1 5 . 3 1 1 0 . 1 3 9 . 5 4 2. 6 2 Al i g n m e n t - w o l f 5 6 9 . 6 3 E Q 1 0 24 5 . 3 0 3 5 9 . 9 9 3 6 1 . 9 4 3 6 3 . 1 1 3 6 6 . 0 6 0 . 1 1 0 4 7 8 1 6 . 2 9 1 5 . 0 6 1 1 . 1 5 2. 4 7 Al i g n m e n t - w o l f 5 6 9 . 6 3 E Q 2 5 26 0 . 5 0 3 5 9 . 9 9 3 6 2 . 0 2 3 6 3 . 2 0 3 6 6 . 2 0 0 . 1 0 7 6 9 7 1 6 . 4 1 1 5 . 8 8 1 1 . 3 9 2. 4 5 Al i g n m e n t - w o l f 5 6 9 . 6 3 E Q 5 0 32 1 . 4 0 3 5 9 . 9 9 3 6 2 . 2 9 3 6 3 . 5 7 3 6 6 . 6 7 0 . 0 9 8 3 6 2 1 6 . 8 0 1 9 . 1 3 1 2 . 3 1 2. 3 7 Al i g n m e n t - w o l f 5 6 9 . 6 3 E Q 1 0 0 36 7 . 4 0 3 5 9 . 9 9 3 6 2 . 4 8 3 6 3 . 8 1 3 6 7 . 0 0 0 . 0 9 2 8 9 2 1 7 . 0 5 2 1 . 5 5 1 2 . 9 6 2. 3 3 Al i g n m e n t - w o l f 5 6 9 . 6 3 P Q 2 59 . 3 0 3 5 9 . 9 9 3 6 0 . 8 2 3 6 1 . 4 6 3 6 3 . 3 6 0 . 1 7 9 9 7 8 1 2 . 8 0 4 . 6 3 7 . 3 6 2. 8 4 Al i g n m e n t - w o l f 5 6 9 . 6 3 P Q 1 0 18 2 . 2 0 3 5 9 . 9 9 3 6 1 . 6 2 3 6 2 . 6 6 3 6 5 . 4 3 0 . 1 2 4 6 1 4 1 5 . 6 7 1 1 . 6 3 1 0 . 0 6 2. 5 7 Al i g n m e n t - w o l f 5 6 9 . 6 3 P Q 2 5 20 4 . 4 0 3 5 9 . 9 9 3 6 1 . 7 4 3 6 2 . 8 3 3 6 5 . 6 8 0 . 1 1 9 2 0 7 1 5 . 9 2 1 2 . 8 4 1 0 . 4 5 2. 5 3 ATB D HE C - R A S P l a n : P l a n 0 2 R i v e r : W o l f C a n y o n R e a c h : A l i g n m e n t - w o l f ( C o n t i n u e d ) Re a c h R i v e r S t a P r o f i l e Q T o t a l M i n C h E l W . S . E l e v C r i t W . S . E . G . E l e v E . G . S l o p e V e l C h n l F l o w A r e a T o p W i d t h F r o u d e # C h l (c f s ) ( f t ) ( f t ) ( f t ) ( f t ) ( f t / f t ) ( f t / s ) ( s q f t ) ( f t ) Al i g n m e n t - w o l f 5 6 9 . 6 3 P Q 5 0 29 1 . 4 0 3 5 9 . 9 9 3 6 2 . 1 6 3 6 3 . 3 9 3 6 6 . 4 5 0 . 1 0 2 7 4 6 1 6 . 6 2 1 7 . 5 3 1 1 . 8 7 2. 4 1 Al i g n m e n t - w o l f 5 6 9 . 6 3 P Q 1 0 0 36 7 . 1 0 3 5 9 . 9 9 3 6 2 . 4 8 3 6 3 . 8 1 3 6 6 . 9 9 0 . 0 9 2 9 2 1 1 7 . 0 5 2 1 . 5 3 1 2 . 9 5 2. 3 3 Al i g n m e n t - w o l f 5 4 8 . 6 5 E Q 2 15 5 . 1 0 3 5 7 . 9 9 3 5 9 . 7 7 3 6 0 . 5 0 3 6 2 . 3 1 0 . 1 0 4 8 9 1 1 2 . 7 9 1 2 . 1 2 1 3 . 0 2 2. 3 4 Al i g n m e n t - w o l f 5 4 8 . 6 5 E Q 1 0 24 5 . 3 0 3 5 7 . 9 9 3 6 0 . 0 8 3 6 1 . 0 3 3 6 3 . 5 2 0 . 1 1 2 4 1 0 1 4 . 8 7 1 6 . 5 0 1 4 . 8 5 2. 4 9 Al i g n m e n t - w o l f 5 4 8 . 6 5 E Q 2 5 26 0 . 5 0 3 5 7 . 9 9 3 6 0 . 1 3 3 6 1 . 1 1 3 6 3 . 7 1 0 . 1 1 2 8 3 0 1 5 . 1 8 1 7 . 1 6 1 4 . 9 8 2. 5 0 Al i g n m e n t - w o l f 5 4 8 . 6 5 E Q 5 0 32 1 . 4 0 3 5 7 . 9 9 3 6 0 . 3 0 3 6 1 . 4 2 3 6 4 . 3 9 0 . 1 1 1 9 1 5 1 6 . 2 2 1 9 . 8 2 1 5 . 5 1 2. 5 3 Al i g n m e n t - w o l f 5 4 8 . 6 5 E Q 1 0 0 36 7 . 4 0 3 5 7 . 9 9 3 6 0 . 4 3 3 6 1 . 6 5 3 6 4 . 8 4 0 . 1 1 0 6 7 7 1 6 . 8 7 2 1 . 7 8 1 5 . 8 8 2. 5 4 Al i g n m e n t - w o l f 5 4 8 . 6 5 P Q 2 59 . 3 0 3 5 7 . 9 9 3 5 9 . 2 8 3 5 9 . 6 8 3 6 0 . 5 6 0 . 0 8 0 3 9 9 9 . 1 0 6 . 5 2 9 . 5 7 1. 9 4 Al i g n m e n t - w o l f 5 4 8 . 6 5 P Q 1 0 18 2 . 2 0 3 5 7 . 9 9 3 5 9 . 8 8 3 6 0 . 6 6 3 6 2 . 7 0 0 . 1 0 8 4 8 9 1 3 . 4 9 1 3 . 5 1 1 3 . 7 4 2. 4 0 Al i g n m e n t - w o l f 5 4 8 . 6 5 P Q 2 5 20 4 . 4 0 3 5 7 . 9 9 3 5 9 . 9 5 3 6 0 . 8 0 3 6 3 . 0 0 0 . 1 1 1 1 8 9 1 4 . 0 1 1 4 . 5 9 1 4 . 2 7 2. 4 4 Al i g n m e n t - w o l f 5 4 8 . 6 5 P Q 5 0 29 1 . 4 0 3 5 7 . 9 9 3 6 0 . 2 2 3 6 1 . 2 7 3 6 4 . 0 6 0 . 1 1 2 4 5 1 1 5 . 7 3 1 8 . 5 2 1 5 . 2 5 2. 5 2 Al i g n m e n t - w o l f 5 4 8 . 6 5 P Q 1 0 0 36 7 . 1 0 3 5 7 . 9 9 3 6 0 . 4 3 3 6 1 . 6 5 3 6 4 . 8 4 0 . 1 1 0 6 8 5 1 6 . 8 6 2 1 . 7 7 1 5 . 8 8 2. 5 4 Al i g n m e n t - w o l f 5 2 7 . 3 E Q 2 15 5 . 1 0 3 5 5 . 9 6 3 5 8 . 3 0 3 5 8 . 9 6 3 6 0 . 4 0 0 . 0 6 8 1 8 4 1 1 . 6 2 1 3 . 3 5 1 1 . 5 3 1. 9 0 Al i g n m e n t - w o l f 5 2 7 . 3 E Q 1 0 24 5 . 3 0 3 5 5 . 9 6 3 5 8 . 7 2 3 5 9 . 5 8 3 6 1 . 4 2 0 . 0 7 0 6 4 9 1 3 . 2 0 1 8 . 5 9 1 3 . 6 1 1. 9 9 Al i g n m e n t - w o l f 5 2 7 . 3 E Q 2 5 26 0 . 5 0 3 5 5 . 9 6 3 5 8 . 7 7 3 5 9 . 6 7 3 6 1 . 5 9 0 . 0 7 1 5 1 8 1 3 . 4 6 1 9 . 3 6 1 3 . 8 9 2. 0 1 Al i g n m e n t - w o l f 5 2 7 . 3 E Q 5 0 32 1 . 4 0 3 5 5 . 9 6 3 5 8 . 9 8 3 5 9 . 9 9 3 6 2 . 2 0 0 . 0 7 4 4 8 3 1 4 . 4 0 2 2 . 3 2 1 4 . 9 2 2. 0 8 Al i g n m e n t - w o l f 5 2 7 . 3 E Q 1 0 0 36 7 . 4 0 3 5 5 . 9 6 3 5 9 . 1 2 3 6 0 . 2 0 3 6 2 . 6 3 0 . 0 7 6 3 9 5 1 5 . 0 3 2 4 . 4 4 1 5 . 6 2 2. 1 2 Al i g n m e n t - w o l f 5 2 7 . 3 P Q 2 59 . 3 0 3 5 5 . 9 6 3 5 7 . 5 8 3 5 8 . 0 1 3 5 8 . 9 3 0 . 0 7 1 9 3 8 9 . 3 3 6 . 3 6 7 . 9 3 1. 8 4 Al i g n m e n t - w o l f 5 2 7 . 3 P Q 1 0 18 2 . 2 0 3 5 5 . 9 6 3 5 8 . 4 4 3 5 9 . 1 6 3 6 0 . 7 2 0 . 0 6 8 5 2 1 1 2 . 1 1 1 5 . 0 4 1 2 . 2 4 1. 9 3 Al i g n m e n t - w o l f 5 2 7 . 3 P Q 2 5 20 4 . 4 0 3 5 5 . 9 6 3 5 8 . 5 5 3 5 9 . 3 3 3 6 0 . 9 7 0 . 0 6 8 9 4 3 1 2 . 5 0 1 6 . 3 6 1 2 . 7 7 1. 9 5 Al i g n m e n t - w o l f 5 2 7 . 3 P Q 5 0 29 1 . 4 0 3 5 5 . 9 6 3 5 8 . 8 8 3 5 9 . 8 4 3 6 1 . 9 0 0 . 0 7 3 0 7 6 1 3 . 9 5 2 0 . 8 8 1 4 . 4 3 2. 0 4 Al i g n m e n t - w o l f 5 2 7 . 3 P Q 1 0 0 36 7 . 1 0 3 5 5 . 9 6 3 5 9 . 1 2 3 6 0 . 2 0 3 6 2 . 6 2 0 . 0 7 6 3 8 6 1 5 . 0 3 2 4 . 4 3 1 5 . 6 1 2. 1 2 Al i g n m e n t - w o l f 5 0 0 E Q 2 15 5 . 1 0 3 5 3 . 3 8 3 5 5 . 7 0 3 5 6 . 5 0 3 5 8 . 2 7 0 . 0 8 5 2 1 8 1 2 . 8 8 1 2 . 0 4 1 0 . 3 8 2. 1 1 Al i g n m e n t - w o l f 5 0 0 E Q 1 0 24 5 . 3 0 3 5 3 . 3 8 3 5 6 . 1 5 3 5 7 . 1 3 3 5 9 . 3 0 0 . 0 8 2 0 3 4 1 4 . 2 4 1 7 . 2 3 1 2 . 4 1 2. 1 3 Al i g n m e n t - w o l f 5 0 0 E Q 2 5 26 0 . 5 0 3 5 3 . 3 8 3 5 6 . 2 2 3 5 7 . 2 2 3 5 9 . 4 6 0 . 0 8 1 8 6 1 1 4 . 4 4 1 8 . 0 4 1 2 . 7 0 2. 1 4 Al i g n m e n t - w o l f 5 0 0 E Q 5 0 32 1 . 4 0 3 5 3 . 3 8 3 5 6 . 4 5 3 5 7 . 5 6 3 6 0 . 0 3 0 . 0 8 1 3 4 6 1 5 . 1 8 2 1 . 1 7 1 3 . 7 6 2. 1 6 Al i g n m e n t - w o l f 5 0 0 E Q 1 0 0 36 7 . 4 0 3 5 3 . 3 8 3 5 6 . 6 1 3 5 7 . 7 9 3 6 0 . 4 5 0 . 0 8 1 6 4 1 1 5 . 7 2 2 3 . 3 7 1 4 . 4 7 2. 1 8 Al i g n m e n t - w o l f 5 0 0 P Q 2 59 . 3 0 3 5 3 . 3 8 3 5 4 . 9 7 3 5 5 . 5 0 3 5 6 . 6 7 0 . 0 9 3 2 2 8 1 0 . 4 7 5 . 6 6 7 . 1 2 2. 0 7 Al i g n m e n t - w o l f 5 0 0 P Q 1 0 18 2 . 2 0 3 5 3 . 3 8 3 5 5 . 8 5 3 5 6 . 6 9 3 5 8 . 6 1 0 . 0 8 3 9 0 0 1 3 . 3 3 1 3 . 6 7 1 1 . 0 6 2. 1 1 Al i g n m e n t - w o l f 5 0 0 P Q 2 5 20 4 . 4 0 3 5 3 . 3 8 3 5 5 . 9 6 3 5 6 . 8 7 3 5 8 . 8 6 0 . 0 8 3 0 3 7 1 3 . 6 6 1 4 . 9 6 1 1 . 5 7 2. 1 2 Al i g n m e n t - w o l f 5 0 0 P Q 5 0 29 1 . 4 0 3 5 3 . 3 8 3 5 6 . 3 4 3 5 7 . 4 0 3 5 9 . 7 6 0 . 0 8 1 6 4 2 1 4 . 8 4 1 9 . 6 4 1 3 . 2 5 2. 1 5 Al i g n m e n t - w o l f 5 0 0 P Q 1 0 0 36 7 . 1 0 3 5 3 . 3 8 3 5 6 . 6 1 3 5 7 . 7 9 3 6 0 . 4 4 0 . 0 8 1 6 3 9 1 5 . 7 1 2 3 . 3 6 1 4 . 4 6 2. 1 8 Al i g n m e n t - w o l f 4 8 5 . 4 9 E Q 2 15 5 . 1 0 3 5 1 . 9 9 3 5 5 . 2 3 3 5 5 . 2 3 3 5 6 . 0 4 0 . 0 1 7 6 3 0 7 . 2 3 2 1 . 4 4 1 3 . 2 4 1. 0 0 Al i g n m e n t - w o l f 4 8 5 . 4 9 E Q 1 0 24 5 . 3 0 3 5 1 . 9 9 3 5 5 . 8 8 3 5 5 . 8 8 3 5 6 . 8 6 0 . 0 1 6 6 7 0 7 . 9 4 3 0 . 8 8 1 5 . 8 9 1. 0 0 Al i g n m e n t - w o l f 4 8 5 . 4 9 E Q 2 5 26 0 . 5 0 3 5 1 . 9 9 3 5 5 . 9 6 3 5 5 . 9 8 3 5 6 . 9 8 0 . 0 1 6 7 1 7 8 . 0 7 3 2 . 2 7 1 6 . 2 4 1. 0 1 Al i g n m e n t - w o l f 4 8 5 . 4 9 E Q 5 0 32 1 . 4 0 3 5 1 . 9 9 3 5 6 . 3 1 3 5 6 . 3 3 3 5 7 . 4 1 0 . 0 1 6 3 7 3 8 . 4 4 3 8 . 0 9 1 7 . 6 6 1. 0 1 Al i g n m e n t - w o l f 4 8 5 . 4 9 E Q 1 0 0 36 7 . 4 0 3 5 1 . 9 9 3 5 6 . 5 5 3 5 6 . 5 7 3 5 7 . 7 1 0 . 0 1 6 0 6 6 8 . 6 6 4 2 . 4 3 1 8 . 6 6 1. 0 1 10 0 ' FR O M B D HE C - R A S P l a n : P l a n 0 2 R i v e r : W o l f C a n y o n R e a c h : A l i g n m e n t - w o l f ( C o n t i n u e d ) Re a c h R i v e r S t a P r o f i l e Q T o t a l M i n C h E l W . S . E l e v C r i t W . S . E . G . E l e v E . G . S l o p e V e l C h n l F l o w A r e a T o p W i d t h F r o u d e # C h l (c f s ) ( f t ) ( f t ) ( f t ) ( f t ) ( f t / f t ) ( f t / s ) ( s q f t ) ( f t ) Al i g n m e n t - w o l f 4 8 5 . 4 9 P Q 2 59 . 3 0 3 5 1 . 9 9 3 5 4 . 1 8 3 5 4 . 1 8 3 5 4 . 7 5 0 . 0 2 0 6 1 7 6 . 0 3 9 . 8 3 8 . 9 6 1. 0 1 Al i g n m e n t - w o l f 4 8 5 . 4 9 P Q 1 0 18 2 . 2 0 3 5 1 . 9 9 3 5 5 . 4 4 3 5 5 . 4 4 3 5 6 . 3 1 0 . 0 1 7 2 7 4 7 . 4 7 2 4 . 3 8 1 4 . 1 2 1. 0 0 Al i g n m e n t - w o l f 4 8 5 . 4 9 P Q 2 5 20 4 . 4 0 3 5 1 . 9 9 3 5 5 . 5 9 3 5 5 . 5 9 3 5 6 . 5 2 0 . 0 1 7 3 4 5 7 . 7 0 2 6 . 5 4 1 4 . 7 3 1. 0 1 Al i g n m e n t - w o l f 4 8 5 . 4 9 P Q 5 0 29 1 . 4 0 3 5 1 . 9 9 3 5 6 . 1 6 3 5 6 . 1 6 3 5 7 . 2 1 0 . 0 1 6 2 8 4 8 . 2 2 3 5 . 4 6 1 7 . 0 3 1. 0 0 Al i g n m e n t - w o l f 4 8 5 . 4 9 P Q 1 0 0 36 7 . 1 0 3 5 1 . 9 9 3 5 6 . 5 5 3 5 6 . 5 6 3 5 7 . 7 1 0 . 0 1 6 0 6 9 8 . 6 6 4 2 . 4 0 1 8 . 6 5 1. 0 1 Al i g n m e n t - w o l f 4 6 2 . 3 4 E Q 2 15 5 . 1 0 3 4 9 . 8 8 3 5 1 . 5 6 3 5 2 . 5 2 3 5 4 . 9 4 0 . 1 1 5 4 3 7 1 4 . 7 4 1 0 . 5 3 9 . 3 2 2. 4 4 Al i g n m e n t - w o l f 4 6 2 . 3 4 E Q 1 0 24 5 . 3 0 3 4 9 . 8 8 3 5 2 . 0 8 3 5 3 . 2 1 3 5 5 . 8 2 0 . 0 9 5 6 3 1 1 5 . 5 1 1 5 . 8 1 1 1 . 1 6 2. 3 0 Al i g n m e n t - w o l f 4 6 2 . 3 4 E Q 2 5 26 0 . 5 0 3 4 9 . 8 8 3 5 2 . 1 6 3 5 3 . 3 0 3 5 5 . 9 4 0 . 0 9 3 3 1 2 1 5 . 6 1 1 6 . 6 8 1 1 . 4 3 2. 2 8 Al i g n m e n t - w o l f 4 6 2 . 3 4 E Q 5 0 32 1 . 4 0 3 4 9 . 8 8 3 5 2 . 4 4 3 5 3 . 6 6 3 5 6 . 4 1 0 . 0 8 5 8 3 3 1 5 . 9 8 2 0 . 1 1 1 2 . 4 5 2. 2 2 Al i g n m e n t - w o l f 4 6 2 . 3 4 E Q 1 0 0 36 7 . 4 0 3 4 9 . 8 8 3 5 2 . 6 4 3 5 3 . 9 0 3 5 6 . 7 2 0 . 0 8 1 8 4 9 1 6 . 1 9 2 2 . 6 9 1 3 . 3 0 2. 1 8 Al i g n m e n t - w o l f 4 6 2 . 3 4 P Q 2 59 . 3 0 3 4 9 . 8 8 3 5 0 . 8 2 3 5 1 . 5 0 3 5 3 . 4 8 0 . 1 7 7 1 9 4 1 3 . 0 9 4 . 5 3 6 . 7 6 2. 8 2 Al i g n m e n t - w o l f 4 6 2 . 3 4 P Q 1 0 18 2 . 2 0 3 4 9 . 8 8 3 5 1 . 7 3 3 5 2 . 7 4 3 5 5 . 2 3 0 . 1 0 8 0 4 2 1 5 . 0 1 1 2 . 1 4 9 . 9 1 2. 3 9 Al i g n m e n t - w o l f 4 6 2 . 3 4 P Q 2 5 20 4 . 4 0 3 4 9 . 8 8 3 5 1 . 8 6 3 5 2 . 9 2 3 5 5 . 4 4 0 . 1 0 2 6 7 0 1 5 . 1 8 1 3 . 4 6 1 0 . 3 8 2. 3 5 Al i g n m e n t - w o l f 4 6 2 . 3 4 P Q 5 0 29 1 . 4 0 3 4 9 . 8 8 3 5 2 . 3 1 3 5 3 . 4 9 3 5 6 . 1 9 0 . 0 8 9 1 9 8 1 5 . 8 1 1 8 . 4 3 1 1 . 9 6 2. 2 4 Al i g n m e n t - w o l f 4 6 2 . 3 4 P Q 1 0 0 36 7 . 1 0 3 4 9 . 8 8 3 5 2 . 6 4 3 5 3 . 9 0 3 5 6 . 7 1 0 . 0 8 1 8 7 1 1 6 . 1 9 2 2 . 6 7 1 3 . 2 9 2. 1 8 Al i g n m e n t - w o l f 4 2 1 . 9 4 E Q 2 15 5 . 1 0 3 4 7 . 9 9 3 5 0 . 6 3 3 5 1 . 0 1 3 5 1 . 9 2 0 . 0 3 5 8 5 6 9 . 1 3 1 6 . 9 9 1 3 . 0 0 1. 4 1 Al i g n m e n t - w o l f 4 2 1 . 9 4 E Q 1 0 24 5 . 3 0 3 4 7 . 9 9 3 5 1 . 0 5 3 5 1 . 6 2 3 5 2 . 8 3 0 . 0 4 0 4 8 0 1 0 . 6 9 2 2 . 9 4 1 5 . 1 7 1. 5 3 Al i g n m e n t - w o l f 4 2 1 . 9 4 E Q 2 5 26 0 . 5 0 3 4 7 . 9 9 3 5 1 . 1 1 3 5 1 . 7 1 3 5 2 . 9 6 0 . 0 4 1 1 0 6 1 0 . 9 1 2 3 . 8 7 1 5 . 5 0 1. 5 5 Al i g n m e n t - w o l f 4 2 1 . 9 4 E Q 5 0 32 1 . 4 0 3 4 7 . 9 9 3 5 1 . 3 4 3 5 2 . 0 2 3 5 3 . 4 6 0 . 0 4 3 1 3 5 1 1 . 6 9 2 7 . 5 0 1 6 . 7 0 1. 6 1 Al i g n m e n t - w o l f 4 2 1 . 9 4 E Q 1 0 0 36 7 . 4 0 3 4 7 . 9 9 3 5 1 . 4 9 3 5 2 . 2 5 3 5 3 . 8 1 0 . 0 4 4 6 2 8 1 2 . 2 3 3 0 . 0 4 1 7 . 5 0 1. 6 5 Al i g n m e n t - w o l f 4 2 1 . 9 4 P Q 2 59 . 3 0 3 4 7 . 9 9 3 4 9 . 9 3 3 5 0 . 0 4 3 5 0 . 5 9 0 . 0 2 7 4 1 7 6 . 5 0 9 . 1 2 9 . 4 7 1. 1 7 Al i g n m e n t - w o l f 4 2 1 . 9 4 P Q 1 0 18 2 . 2 0 3 4 7 . 9 9 3 5 0 . 7 7 3 5 1 . 2 1 3 5 2 . 2 2 0 . 0 3 7 4 1 9 9 . 6 5 1 8 . 8 7 1 3 . 7 1 1. 4 5 Al i g n m e n t - w o l f 4 2 1 . 9 4 P Q 2 5 20 4 . 4 0 3 4 7 . 9 9 3 5 0 . 8 7 3 5 1 . 3 7 3 5 2 . 4 5 0 . 0 3 8 6 9 5 1 0 . 0 6 2 0 . 3 2 1 4 . 2 3 1. 4 8 Al i g n m e n t - w o l f 4 2 1 . 9 4 P Q 5 0 29 1 . 4 0 3 4 7 . 9 9 3 5 1 . 2 3 3 5 1 . 8 6 3 5 3 . 2 3 0 . 0 4 2 4 7 3 1 1 . 3 5 2 5 . 6 7 1 6 . 1 1 1. 5 8 Al i g n m e n t - w o l f 4 2 1 . 9 4 P Q 1 0 0 36 7 . 1 0 3 4 7 . 9 9 3 5 1 . 4 9 3 5 2 . 2 4 3 5 3 . 8 1 0 . 0 4 4 6 2 5 1 2 . 2 3 3 0 . 0 2 1 7 . 5 0 1. 6 4 Al i g n m e n t - w o l f 4 0 0 E Q 2 15 5 . 1 0 3 4 6 . 9 9 3 4 8 . 9 8 3 4 9 . 5 7 3 5 0 . 8 3 0 . 0 6 4 2 5 6 1 0 . 9 2 1 4 . 2 1 1 3 . 3 0 1. 8 6 Al i g n m e n t - w o l f 4 0 0 E Q 1 0 24 5 . 3 0 3 4 6 . 9 9 3 4 9 . 4 0 3 5 0 . 1 4 3 5 1 . 6 9 0 . 0 6 2 3 5 1 1 2 . 1 5 2 0 . 1 9 1 5 . 7 2 1. 8 9 Al i g n m e n t - w o l f 4 0 0 E Q 2 5 26 0 . 5 0 3 4 6 . 9 9 3 4 9 . 4 6 3 5 0 . 2 2 3 5 1 . 8 1 0 . 0 6 2 1 9 6 1 2 . 3 3 2 1 . 1 4 1 6 . 0 6 1. 8 9 Al i g n m e n t - w o l f 4 0 0 E Q 5 0 32 1 . 4 0 3 4 6 . 9 9 3 4 9 . 6 7 3 5 0 . 5 2 3 5 2 . 2 9 0 . 0 6 1 8 2 1 1 2 . 9 8 2 4 . 7 7 1 7 . 3 4 1. 9 1 Al i g n m e n t - w o l f 4 0 0 E Q 1 0 0 36 7 . 4 0 3 4 6 . 9 9 3 4 9 . 8 2 3 5 0 . 7 2 3 5 2 . 6 2 0 . 0 6 1 8 1 5 1 3 . 4 3 2 7 . 3 7 1 8 . 1 9 1. 9 3 Al i g n m e n t - w o l f 4 0 0 P Q 2 59 . 3 0 3 4 6 . 9 9 3 4 8 . 3 1 3 4 8 . 7 1 3 4 9 . 5 8 0 . 0 7 7 0 5 1 9 . 0 6 6 . 5 5 9 . 3 3 1. 9 1 Al i g n m e n t - w o l f 4 0 0 P Q 1 0 18 2 . 2 0 3 4 6 . 9 9 3 4 9 . 1 2 3 4 9 . 7 5 3 5 1 . 1 1 0 . 0 6 3 5 0 0 1 1 . 3 3 1 6 . 0 8 1 4 . 1 0 1. 8 7 Al i g n m e n t - w o l f 4 0 0 P Q 2 5 20 4 . 4 0 3 4 6 . 9 9 3 4 9 . 2 2 3 4 9 . 9 0 3 5 1 . 3 2 0 . 0 6 2 9 0 9 1 1 . 6 3 1 7 . 5 7 1 4 . 7 1 1. 8 8 Al i g n m e n t - w o l f 4 0 0 P Q 5 0 29 1 . 4 0 3 4 6 . 9 9 3 4 9 . 5 7 3 5 0 . 3 7 3 5 2 . 0 6 0 . 0 6 2 0 5 2 1 2 . 6 7 2 2 . 9 9 1 6 . 7 3 1. 9 0 Al i g n m e n t - w o l f 4 0 0 P Q 1 0 0 36 7 . 1 0 3 4 6 . 9 9 3 4 9 . 8 2 3 5 0 . 7 2 3 5 2 . 6 2 0 . 0 6 1 8 1 8 1 3 . 4 2 2 7 . 3 5 1 8 . 1 9 1. 9 3 Al i g n m e n t - w o l f 3 7 9 . 4 7 E Q 2 15 5 . 1 0 3 4 6 . 0 1 3 4 8 . 5 1 3 4 8 . 5 1 3 4 9 . 1 5 0 . 0 1 7 8 1 3 6 . 4 3 2 4 . 1 2 1 9 . 3 1 1. 0 1 Al i g n m e n t - w o l f 3 7 9 . 4 7 E Q 1 0 24 5 . 3 0 3 4 6 . 0 1 3 4 9 . 0 2 3 4 9 . 0 2 3 4 9 . 7 8 0 . 0 1 6 3 2 6 6 . 9 8 3 5 . 1 4 2 3 . 3 1 1. 0 0 20 0 ' FR O M B D HE C - R A S P l a n : P l a n 0 2 R i v e r : W o l f C a n y o n R e a c h : A l i g n m e n t - w o l f ( C o n t i n u e d ) Re a c h R i v e r S t a P r o f i l e Q T o t a l M i n C h E l W . S . E l e v C r i t W . S . E . G . E l e v E . G . S l o p e V e l C h n l F l o w A r e a T o p W i d t h F r o u d e # C h l (c f s ) ( f t ) ( f t ) ( f t ) ( f t ) ( f t / f t ) ( f t / s ) ( s q f t ) ( f t ) Al i g n m e n t - w o l f 3 7 9 . 4 7 E Q 2 5 26 0 . 5 0 3 4 6 . 0 1 3 4 9 . 1 0 3 4 9 . 1 0 3 4 9 . 8 7 0 . 0 1 6 1 7 9 7 . 0 6 3 6 . 8 9 2 3 . 8 8 1. 0 0 Al i g n m e n t - w o l f 3 7 9 . 4 7 E Q 5 0 32 1 . 4 0 3 4 6 . 0 1 3 4 9 . 3 7 3 4 9 . 3 7 3 5 0 . 2 1 0 . 0 1 5 7 3 1 7 . 3 6 4 3 . 6 4 2 5 . 9 8 1. 0 0 Al i g n m e n t - w o l f 3 7 9 . 4 7 E Q 1 0 0 36 7 . 4 0 3 4 6 . 0 1 3 4 9 . 5 4 3 4 9 . 5 5 3 5 0 . 4 4 0 . 0 1 5 7 0 7 7 . 6 1 4 8 . 2 8 2 7 . 3 2 1. 0 1 Al i g n m e n t - w o l f 3 7 9 . 4 7 P Q 2 59 . 3 0 3 4 6 . 0 1 3 4 7 . 7 1 3 4 7 . 7 1 3 4 8 . 1 5 0 . 0 2 0 2 7 4 5 . 3 1 1 1 . 1 7 1 3 . 1 4 1. 0 1 Al i g n m e n t - w o l f 3 7 9 . 4 7 P Q 1 0 18 2 . 2 0 3 4 6 . 0 1 3 4 8 . 6 9 3 4 8 . 6 9 3 4 9 . 3 6 0 . 0 1 6 9 6 6 6 . 5 7 2 7 . 7 2 2 0 . 7 0 1. 0 0 Al i g n m e n t - w o l f 3 7 9 . 4 7 P Q 2 5 20 4 . 4 0 3 4 6 . 0 1 3 4 8 . 8 1 3 4 8 . 8 1 3 4 9 . 5 2 0 . 0 1 6 6 9 3 6 . 7 2 3 0 . 4 0 2 1 . 6 8 1. 0 0 Al i g n m e n t - w o l f 3 7 9 . 4 7 P Q 5 0 29 1 . 4 0 3 4 6 . 0 1 3 4 9 . 2 4 3 4 9 . 2 4 3 5 0 . 0 5 0 . 0 1 5 9 4 6 7 . 2 2 4 0 . 3 4 2 4 . 9 8 1. 0 0 Al i g n m e n t - w o l f 3 7 9 . 4 7 P Q 1 0 0 36 7 . 1 0 3 4 6 . 0 1 3 4 9 . 5 4 3 4 9 . 5 5 3 5 0 . 4 4 0 . 0 1 5 7 1 6 7 . 6 1 4 8 . 2 4 2 7 . 3 1 1. 0 1 Al i g n m e n t - w o l f 3 3 6 . 2 4 E Q 2 15 5 . 1 0 3 4 4 . 0 0 3 4 6 . 3 2 3 4 6 . 8 2 3 4 7 . 8 6 0 . 0 4 9 3 6 1 9 . 9 6 1 5 . 5 8 1 3 . 5 9 1. 6 4 Al i g n m e n t - w o l f 3 3 6 . 2 4 E Q 1 0 24 5 . 3 0 3 4 4 . 0 0 3 4 6 . 8 0 3 4 7 . 3 6 3 4 8 . 5 9 0 . 0 4 4 5 9 1 1 0 . 7 3 2 2 . 8 5 1 6 . 5 2 1. 6 1 Al i g n m e n t - w o l f 3 3 6 . 2 4 E Q 2 5 26 0 . 5 0 3 4 4 . 0 0 3 4 6 . 8 8 3 4 7 . 4 6 3 4 8 . 6 9 0 . 0 4 3 6 1 1 1 0 . 8 0 2 4 . 1 1 1 6 . 9 7 1. 6 0 Al i g n m e n t - w o l f 3 3 6 . 2 4 E Q 5 0 32 1 . 4 0 3 4 4 . 0 0 3 4 7 . 1 4 3 4 7 . 7 5 3 4 9 . 0 7 0 . 0 4 1 1 3 7 1 1 . 1 4 2 8 . 8 6 1 8 . 5 9 1. 5 7 Al i g n m e n t - w o l f 3 3 6 . 2 4 E Q 1 0 0 36 7 . 4 0 3 4 4 . 0 0 3 4 7 . 3 3 3 4 7 . 9 5 3 4 9 . 3 2 0 . 0 3 9 4 6 4 1 1 . 3 3 3 2 . 4 2 1 9 . 7 1 1. 5 6 Al i g n m e n t - w o l f 3 3 6 . 2 4 P Q 2 59 . 3 0 3 4 4 . 0 0 3 4 5 . 5 6 3 4 5 . 9 1 3 4 6 . 6 8 0 . 0 6 0 5 1 6 8 . 4 9 6 . 9 8 8 . 9 9 1. 7 0 Al i g n m e n t - w o l f 3 3 6 . 2 4 P Q 1 0 18 2 . 2 0 3 4 4 . 0 0 3 4 6 . 4 7 3 4 7 . 0 0 3 4 8 . 1 1 0 . 0 4 8 0 6 2 1 0 . 2 6 1 7 . 7 6 1 4 . 5 3 1. 6 4 Al i g n m e n t - w o l f 3 3 6 . 2 4 P Q 2 5 20 4 . 4 0 3 4 4 . 0 0 3 4 6 . 6 0 3 4 7 . 1 4 3 4 8 . 2 9 0 . 0 4 6 6 3 8 1 0 . 4 3 1 9 . 5 9 1 5 . 2 7 1. 6 2 Al i g n m e n t - w o l f 3 3 6 . 2 4 P Q 5 0 29 1 . 4 0 3 4 4 . 0 0 3 4 7 . 0 1 3 4 7 . 6 0 3 4 8 . 8 9 0 . 0 4 2 3 8 4 1 0 . 9 9 2 6 . 5 1 1 7 . 8 1 1. 5 9 Al i g n m e n t - w o l f 3 3 6 . 2 4 P Q 1 0 0 36 7 . 1 0 3 4 4 . 0 0 3 4 7 . 3 3 3 4 7 . 9 5 3 4 9 . 3 2 0 . 0 3 9 4 7 4 1 1 . 3 3 3 2 . 3 9 1 9 . 7 1 1. 5 6 Al i g n m e n t - w o l f 3 0 0 E Q 2 15 5 . 1 0 3 4 2 . 3 5 3 4 5 . 7 4 3 4 4 . 9 0 3 4 5 . 9 5 0 . 0 0 3 9 3 9 3 . 6 7 4 2 . 2 2 2 5 . 0 3 0. 5 0 Al i g n m e n t - w o l f 3 0 0 E Q 1 0 24 5 . 3 0 3 4 2 . 3 5 3 4 6 . 3 4 3 4 5 . 4 2 3 4 6 . 6 1 0 . 0 0 4 1 2 1 4 . 1 8 5 8 . 6 3 2 9 . 6 0 0. 5 2 Al i g n m e n t - w o l f 3 0 0 E Q 2 5 26 0 . 5 0 3 4 2 . 3 5 3 4 6 . 4 3 3 4 5 . 5 1 3 4 6 . 7 1 0 . 0 0 4 1 4 9 4 . 2 6 6 1 . 1 9 3 0 . 2 5 0. 5 3 Al i g n m e n t - w o l f 3 0 0 E Q 5 0 32 1 . 4 0 3 4 2 . 3 5 3 4 6 . 7 4 3 4 5 . 7 7 3 4 7 . 0 6 0 . 0 0 4 2 4 9 4 . 5 3 7 1 . 0 2 3 2 . 6 3 0. 5 4 Al i g n m e n t - w o l f 3 0 0 E Q 1 0 0 36 7 . 4 0 3 4 2 . 3 5 3 4 6 . 9 5 3 4 5 . 9 6 3 4 7 . 3 0 0 . 0 0 4 3 1 1 4 . 7 0 7 8 . 1 1 3 4 . 2 5 0. 5 5 Al i g n m e n t - w o l f 3 0 0 P Q 2 59 . 3 0 3 4 2 . 3 5 3 4 4 . 7 7 3 4 4 . 0 9 3 4 4 . 8 9 0 . 0 0 3 4 4 5 2 . 7 6 2 1 . 5 2 1 7 . 7 5 0. 4 4 Al i g n m e n t - w o l f 3 0 0 P Q 1 0 18 2 . 2 0 3 4 2 . 3 5 3 4 5 . 9 4 3 4 5 . 0 7 3 4 6 . 1 7 0 . 0 0 3 9 9 7 3 . 8 4 4 7 . 4 0 2 6 . 5 6 0. 5 1 Al i g n m e n t - w o l f 3 0 0 P Q 2 5 20 4 . 4 0 3 4 2 . 3 5 3 4 6 . 0 9 3 4 5 . 2 0 3 4 6 . 3 3 0 . 0 0 4 0 6 3 3 . 9 8 5 1 . 3 7 2 7 . 6 7 0. 5 1 Al i g n m e n t - w o l f 3 0 0 P Q 5 0 29 1 . 4 0 3 4 2 . 3 5 3 4 6 . 5 9 3 4 5 . 6 4 3 4 6 . 8 9 0 . 0 0 4 2 0 4 4 . 4 0 6 6 . 2 4 3 1 . 5 0 0. 5 3 Al i g n m e n t - w o l f 3 0 0 P Q 1 0 0 36 7 . 1 0 3 4 2 . 3 5 3 4 6 . 9 5 3 4 5 . 9 5 3 4 7 . 2 9 0 . 0 0 4 3 1 0 4 . 7 0 7 8 . 0 7 3 4 . 2 4 0. 5 5 Al i g n m e n t - w o l f 2 9 2 . 0 9 E Q 2 15 5 . 1 0 3 4 1 . 9 9 3 4 4 . 5 5 3 4 4 . 5 5 3 4 5 . 1 8 0 . 0 1 7 4 3 1 6 . 4 0 2 4 . 2 3 1 9 . 0 6 1. 0 0 Al i g n m e n t - w o l f 2 9 2 . 0 9 E Q 1 0 24 5 . 3 0 3 4 1 . 9 9 3 4 5 . 0 4 3 4 5 . 0 4 3 4 5 . 8 2 0 . 0 1 6 8 6 1 7 . 0 9 3 4 . 6 1 2 2 . 7 9 1. 0 1 Al i g n m e n t - w o l f 2 9 2 . 0 9 E Q 2 5 26 0 . 5 0 3 4 1 . 9 9 3 4 5 . 1 2 3 4 5 . 1 2 3 4 5 . 9 2 0 . 0 1 6 7 2 4 7 . 1 7 3 6 . 3 2 2 3 . 3 5 1. 0 1 Al i g n m e n t - w o l f 2 9 2 . 0 9 E Q 5 0 32 1 . 4 0 3 4 1 . 9 9 3 4 5 . 3 9 3 4 5 . 3 9 3 4 6 . 2 6 0 . 0 1 6 2 0 3 7 . 4 7 4 3 . 0 2 2 5 . 4 2 1. 0 1 Al i g n m e n t - w o l f 2 9 2 . 0 9 E Q 1 0 0 36 7 . 4 0 3 4 1 . 9 9 3 4 5 . 5 8 3 4 5 . 5 8 3 4 6 . 4 9 0 . 0 1 5 8 8 2 7 . 6 7 4 7 . 9 2 2 6 . 8 3 1. 0 1 Al i g n m e n t - w o l f 2 9 2 . 0 9 P Q 2 59 . 3 0 3 4 1 . 9 9 3 4 3 . 7 3 3 4 3 . 7 3 3 4 4 . 1 7 0 . 0 2 0 4 0 4 5 . 3 4 1 1 . 0 9 1 2 . 8 7 1. 0 1 Al i g n m e n t - w o l f 2 9 2 . 0 9 P Q 1 0 18 2 . 2 0 3 4 1 . 9 9 3 4 4 . 7 2 3 4 4 . 7 2 3 4 5 . 4 0 0 . 0 1 7 0 7 8 6 . 6 1 2 7 . 5 5 2 0 . 3 3 1. 0 0 Al i g n m e n t - w o l f 2 9 2 . 0 9 P Q 2 5 20 4 . 4 0 3 4 1 . 9 9 3 4 4 . 8 4 3 4 4 . 8 4 3 4 5 . 5 6 0 . 0 1 6 8 4 0 6 . 7 7 3 0 . 1 9 2 1 . 2 9 1. 0 0 Al i g n m e n t - w o l f 2 9 2 . 0 9 P Q 5 0 29 1 . 4 0 3 4 1 . 9 9 3 4 5 . 2 6 3 4 5 . 2 6 3 4 6 . 1 0 0 . 0 1 6 4 2 8 7 . 3 3 3 9 . 7 7 2 4 . 4 4 1. 0 1 Al i g n m e n t - w o l f 2 9 2 . 0 9 P Q 1 0 0 36 7 . 1 0 3 4 1 . 9 9 3 4 5 . 5 8 3 4 5 . 5 8 3 4 6 . 4 9 0 . 0 1 5 8 8 9 7 . 6 7 4 7 . 8 9 2 6 . 8 2 1. 0 1 30 0 ' FR O M B D HE C - R A S P l a n : P l a n 0 2 R i v e r : W o l f C a n y o n R e a c h : A l i g n m e n t - w o l f ( C o n t i n u e d ) Re a c h R i v e r S t a P r o f i l e Q T o t a l M i n C h E l W . S . E l e v C r i t W . S . E . G . E l e v E . G . S l o p e V e l C h n l F l o w A r e a T o p W i d t h F r o u d e # C h l (c f s ) ( f t ) ( f t ) ( f t ) ( f t ) ( f t / f t ) ( f t / s ) ( s q f t ) ( f t ) Al i g n m e n t - w o l f 2 4 8 . 9 7 E Q 2 15 5 . 1 0 3 4 0 . 0 0 3 4 1 . 8 5 3 4 2 . 4 4 3 4 3 . 7 2 0 . 0 6 7 1 5 4 1 0 . 9 6 1 4 . 1 5 1 3 . 6 1 1. 8 9 Al i g n m e n t - w o l f 2 4 8 . 9 7 E Q 1 0 24 5 . 3 0 3 4 0 . 0 0 3 4 2 . 2 9 3 4 2 . 9 8 3 4 4 . 4 6 0 . 0 6 0 0 2 3 1 1 . 8 2 2 0 . 7 6 1 6 . 3 7 1. 8 5 Al i g n m e n t - w o l f 2 4 8 . 9 7 E Q 2 5 26 0 . 5 0 3 4 0 . 0 0 3 4 2 . 3 5 3 4 3 . 0 6 3 4 4 . 5 7 0 . 0 5 9 3 2 1 1 1 . 9 5 2 1 . 8 1 1 6 . 7 7 1. 8 5 Al i g n m e n t - w o l f 2 4 8 . 9 7 E Q 5 0 32 1 . 4 0 3 4 0 . 0 0 3 4 2 . 6 0 3 4 3 . 3 5 3 4 4 . 9 5 0 . 0 5 5 5 4 9 1 2 . 2 9 2 6 . 1 5 1 8 . 3 4 1. 8 1 Al i g n m e n t - w o l f 2 4 8 . 9 7 E Q 1 0 0 36 7 . 4 0 3 4 0 . 0 0 3 4 2 . 7 7 3 4 3 . 5 5 3 4 5 . 2 1 0 . 0 5 3 4 2 0 1 2 . 5 2 2 9 . 3 4 1 9 . 4 3 1. 8 0 Al i g n m e n t - w o l f 2 4 8 . 9 7 P Q 2 59 . 3 0 3 4 0 . 0 0 3 4 1 . 1 8 3 4 1 . 5 9 3 4 2 . 5 1 0 . 0 8 2 8 3 6 9 . 2 5 6 . 4 1 9 . 3 4 1. 9 7 Al i g n m e n t - w o l f 2 4 8 . 9 7 P Q 1 0 18 2 . 2 0 3 4 0 . 0 0 3 4 2 . 0 0 3 4 2 . 6 2 3 4 3 . 9 6 0 . 0 6 4 3 6 2 1 1 . 2 4 1 6 . 2 1 1 4 . 5 3 1. 8 8 Al i g n m e n t - w o l f 2 4 8 . 9 7 P Q 2 5 20 4 . 4 0 3 4 0 . 0 0 3 4 2 . 1 0 3 4 2 . 7 6 3 4 4 . 1 6 0 . 0 6 3 1 9 7 1 1 . 5 0 1 7 . 7 8 1 5 . 1 9 1. 8 7 Al i g n m e n t - w o l f 2 4 8 . 9 7 P Q 5 0 29 1 . 4 0 3 4 0 . 0 0 3 4 2 . 4 9 3 4 3 . 2 2 3 4 4 . 7 7 0 . 0 5 7 1 2 7 1 2 . 1 2 2 4 . 0 5 1 7 . 5 9 1. 8 3 Al i g n m e n t - w o l f 2 4 8 . 9 7 P Q 1 0 0 36 7 . 1 0 3 4 0 . 0 0 3 4 2 . 7 7 3 4 3 . 5 5 3 4 5 . 2 0 0 . 0 5 3 4 3 4 1 2 . 5 2 2 9 . 3 2 1 9 . 4 2 1. 8 0 Al i g n m e n t - w o l f 2 1 1 . 2 1 E Q 2 15 5 . 1 0 3 3 8 . 0 1 3 3 9 . 9 4 3 4 0 . 4 0 3 4 1 . 4 0 0 . 0 5 0 6 9 5 9 . 6 8 1 6 . 0 2 1 5 . 2 0 1. 6 6 Al i g n m e n t - w o l f 2 1 1 . 2 1 E Q 1 0 24 5 . 3 0 3 3 8 . 0 1 3 4 0 . 3 0 3 4 0 . 9 0 3 4 2 . 2 1 0 . 0 5 5 1 0 0 1 1 . 0 8 2 2 . 1 3 1 8 . 2 3 1. 7 7 Al i g n m e n t - w o l f 2 1 1 . 2 1 E Q 2 5 26 0 . 5 0 3 3 8 . 0 1 3 4 0 . 3 5 3 4 0 . 9 8 3 4 2 . 3 3 0 . 0 5 5 3 9 1 1 1 . 2 9 2 3 . 0 7 1 8 . 5 4 1. 7 8 Al i g n m e n t - w o l f 2 1 1 . 2 1 E Q 5 0 32 1 . 4 0 3 3 8 . 0 1 3 4 0 . 5 4 3 4 1 . 2 5 3 4 2 . 8 0 0 . 0 5 6 7 4 9 1 2 . 0 8 2 6 . 6 2 1 9 . 6 8 1. 8 3 Al i g n m e n t - w o l f 2 1 1 . 2 1 E Q 1 0 0 36 7 . 4 0 3 3 8 . 0 1 3 4 0 . 6 7 3 4 1 . 4 4 3 4 3 . 1 2 0 . 0 5 7 0 5 8 1 2 . 5 5 2 9 . 2 7 2 0 . 4 9 1. 8 5 Al i g n m e n t - w o l f 2 1 1 . 2 1 P Q 2 59 . 3 0 3 3 8 . 0 1 3 3 9 . 3 7 3 3 9 . 6 0 3 4 0 . 1 4 0 . 0 4 3 0 0 2 7 . 0 4 8 . 4 2 1 1 . 4 4 1. 4 5 Al i g n m e n t - w o l f 2 1 1 . 2 1 P Q 1 0 18 2 . 2 0 3 3 8 . 0 1 3 4 0 . 0 7 3 4 0 . 5 7 3 4 1 . 6 5 0 . 0 5 3 2 5 9 1 0 . 0 7 1 8 . 1 0 1 6 . 8 2 1. 7 1 Al i g n m e n t - w o l f 2 1 1 . 2 1 P Q 2 5 20 4 . 4 0 3 3 8 . 0 1 3 4 0 . 1 6 3 4 0 . 6 9 3 4 1 . 8 5 0 . 0 5 3 6 6 4 1 0 . 4 3 1 9 . 6 0 1 7 . 3 6 1. 7 3 Al i g n m e n t - w o l f 2 1 1 . 2 1 P Q 5 0 29 1 . 4 0 3 3 8 . 0 1 3 4 0 . 4 5 3 4 1 . 1 2 3 4 2 . 5 8 0 . 0 5 6 2 3 5 1 1 . 7 1 2 4 . 8 8 1 9 . 1 3 1. 8 1 Al i g n m e n t - w o l f 2 1 1 . 2 1 P Q 1 0 0 36 7 . 1 0 3 3 8 . 0 1 3 4 0 . 6 7 3 4 1 . 4 4 3 4 3 . 1 2 0 . 0 5 7 0 6 2 1 2 . 5 5 2 9 . 2 5 2 0 . 4 8 1. 8 5 Al i g n m e n t - w o l f 2 0 0 E Q 2 15 5 . 1 0 3 3 7 . 4 1 3 3 9 . 5 4 3 3 9 . 9 5 3 4 0 . 8 4 0 . 0 4 1 5 5 4 9 . 1 5 1 6 . 9 5 1 4 . 9 7 1. 5 2 Al i g n m e n t - w o l f 2 0 0 E Q 1 0 24 5 . 3 0 3 3 7 . 4 1 3 3 9 . 9 7 3 4 0 . 4 9 3 4 1 . 6 0 0 . 0 4 1 8 2 9 1 0 . 2 5 2 3 . 9 2 1 7 . 8 9 1. 5 6 Al i g n m e n t - w o l f 2 0 0 E Q 2 5 26 0 . 5 0 3 3 7 . 4 1 3 4 0 . 0 3 3 4 0 . 5 6 3 4 1 . 7 1 0 . 0 4 1 8 4 0 1 0 . 3 8 2 5 . 1 0 1 8 . 4 4 1. 5 7 Al i g n m e n t - w o l f 2 0 0 E Q 5 0 32 1 . 4 0 3 3 7 . 4 1 3 4 0 . 2 3 3 4 0 . 8 5 3 4 2 . 1 6 0 . 0 4 3 6 1 2 1 1 . 1 4 2 8 . 8 5 1 9 . 6 4 1. 6 2 Al i g n m e n t - w o l f 2 0 0 E Q 1 0 0 36 7 . 4 0 3 3 7 . 4 1 3 4 0 . 3 7 3 4 1 . 0 4 3 4 2 . 4 6 0 . 0 4 4 2 4 5 1 1 . 6 0 3 1 . 6 7 2 0 . 4 9 1. 6 4 Al i g n m e n t - w o l f 2 0 0 P Q 2 59 . 3 0 3 3 7 . 4 1 3 3 9 . 3 7 3 3 9 . 0 9 3 3 9 . 6 3 0 . 0 0 9 1 8 7 4 . 0 9 1 4 . 4 9 1 3 . 7 9 0. 7 0 Al i g n m e n t - w o l f 2 0 0 P Q 1 0 18 2 . 2 0 3 3 7 . 4 1 3 3 9 . 7 0 3 4 0 . 1 3 3 4 1 . 0 8 0 . 0 4 0 4 5 8 9 . 4 2 1 9 . 3 5 1 6 . 0 3 1. 5 1 Al i g n m e n t - w o l f 2 0 0 P Q 2 5 20 4 . 4 0 3 3 7 . 4 1 3 3 9 . 8 0 3 4 0 . 2 6 3 4 1 . 2 7 0 . 0 4 0 8 0 4 9 . 7 2 2 1 . 0 4 1 6 . 7 4 1. 5 3 Al i g n m e n t - w o l f 2 0 0 P Q 5 0 29 1 . 4 0 3 3 7 . 4 1 3 4 0 . 1 3 3 4 0 . 7 1 3 4 1 . 9 5 0 . 0 4 3 0 6 1 1 0 . 8 1 2 6 . 9 7 1 9 . 0 5 1. 6 0 Al i g n m e n t - w o l f 2 0 0 P Q 1 0 0 36 7 . 1 0 3 3 7 . 4 1 3 4 0 . 3 7 3 4 1 . 0 4 3 4 2 . 4 6 0 . 0 4 4 2 4 6 1 1 . 6 0 3 1 . 6 5 2 0 . 4 9 1. 6 4 Al i g n m e n t - w o l f 1 7 3 . 2 4 E Q 2 15 5 . 1 0 3 3 6 . 0 0 3 3 8 . 7 0 3 3 8 . 7 0 3 3 9 . 3 8 0 . 0 1 7 2 3 0 6 . 6 0 2 3 . 4 9 1 7 . 3 9 1. 0 0 Al i g n m e n t - w o l f 1 7 3 . 2 4 E Q 1 0 24 5 . 3 0 3 3 6 . 0 0 3 3 9 . 2 5 3 3 9 . 2 5 3 4 0 . 0 6 0 . 0 1 6 2 4 3 7 . 2 0 3 4 . 0 7 2 1 . 2 1 1. 0 0 Al i g n m e n t - w o l f 1 7 3 . 2 4 E Q 2 5 26 0 . 5 0 3 3 6 . 0 0 3 3 9 . 3 3 3 3 9 . 3 3 3 4 0 . 1 5 0 . 0 1 6 1 2 7 7 . 2 8 3 5 . 8 0 2 1 . 8 3 1. 0 0 Al i g n m e n t - w o l f 1 7 3 . 2 4 E Q 5 0 32 1 . 4 0 3 3 6 . 0 0 3 3 9 . 6 3 3 3 9 . 6 3 3 4 0 . 5 1 0 . 0 1 5 7 2 3 7 . 5 5 4 2 . 5 6 2 4 . 1 1 1. 0 0 Al i g n m e n t - w o l f 1 7 3 . 2 4 E Q 1 0 0 36 7 . 4 0 3 3 6 . 0 0 3 3 9 . 8 2 3 3 9 . 8 3 3 4 0 . 7 5 0 . 0 1 5 4 4 8 7 . 7 3 4 7 . 5 0 2 5 . 6 4 1. 0 0 Al i g n m e n t - w o l f 1 7 3 . 2 4 P Q 2 59 . 3 0 3 3 6 . 0 0 3 3 7 . 8 3 3 3 7 . 8 3 3 3 8 . 3 0 0 . 0 2 0 1 4 5 5 . 5 1 1 0 . 7 7 1 1 . 7 8 1. 0 1 Al i g n m e n t - w o l f 1 7 3 . 2 4 P Q 1 0 18 2 . 2 0 3 3 6 . 0 0 3 3 8 . 8 8 3 3 8 . 8 8 3 3 9 . 6 0 0 . 0 1 6 8 5 1 6 . 8 2 2 6 . 7 3 1 8 . 5 6 1. 0 0 40 0 ' FR O M B D HE C - R A S P l a n : P l a n 0 2 R i v e r : W o l f C a n y o n R e a c h : A l i g n m e n t - w o l f ( C o n t i n u e d ) Re a c h R i v e r S t a P r o f i l e Q T o t a l M i n C h E l W . S . E l e v C r i t W . S . E . G . E l e v E . G . S l o p e V e l C h n l F l o w A r e a T o p W i d t h F r o u d e # C h l (c f s ) ( f t ) ( f t ) ( f t ) ( f t ) ( f t / f t ) ( f t / s ) ( s q f t ) ( f t ) Al i g n m e n t - w o l f 1 7 3 . 2 4 P Q 2 5 20 4 . 4 0 3 3 6 . 0 0 3 3 9 . 0 2 3 3 9 . 0 2 3 3 9 . 7 7 0 . 0 1 6 6 2 3 6 . 9 7 2 9 . 3 5 1 9 . 5 3 1. 0 0 Al i g n m e n t - w o l f 1 7 3 . 2 4 P Q 5 0 29 1 . 4 0 3 3 6 . 0 0 3 3 9 . 4 9 3 3 9 . 4 9 3 4 0 . 3 4 0 . 0 1 5 9 0 2 7 . 4 2 3 9 . 2 7 2 3 . 0 3 1. 0 0 Al i g n m e n t - w o l f 1 7 3 . 2 4 P Q 1 0 0 36 7 . 1 0 3 3 6 . 0 0 3 3 9 . 8 2 3 3 9 . 8 3 3 4 0 . 7 5 0 . 0 1 5 4 5 1 7 . 7 3 4 7 . 4 7 2 5 . 6 4 1. 0 0 Al i g n m e n t - w o l f 1 3 5 . 2 9 E Q 2 15 5 . 1 0 3 3 3 . 9 9 3 3 6 . 4 7 3 3 7 . 0 3 3 3 8 . 2 1 0 . 0 5 3 2 2 6 1 0 . 5 9 1 4 . 6 4 1 1 . 9 5 1. 6 9 Al i g n m e n t - w o l f 1 3 5 . 2 9 E Q 1 0 24 5 . 3 0 3 3 3 . 9 9 3 3 7 . 0 0 3 3 7 . 6 3 3 3 8 . 9 6 0 . 0 4 7 4 7 8 1 1 . 2 4 2 1 . 8 3 1 5 . 0 6 1. 6 5 Al i g n m e n t - w o l f 1 3 5 . 2 9 E Q 2 5 26 0 . 5 0 3 3 3 . 9 9 3 3 7 . 0 8 3 3 7 . 7 1 3 3 9 . 0 7 0 . 0 4 6 6 9 1 1 1 . 3 2 2 3 . 0 1 1 5 . 5 2 1. 6 4 Al i g n m e n t - w o l f 1 3 5 . 2 9 E Q 5 0 32 1 . 4 0 3 3 3 . 9 9 3 3 7 . 3 6 3 3 8 . 0 3 3 3 9 . 4 6 0 . 0 4 3 9 5 5 1 1 . 6 2 2 7 . 6 6 1 7 . 1 8 1. 6 1 Al i g n m e n t - w o l f 1 3 5 . 2 9 E Q 1 0 0 36 7 . 4 0 3 3 3 . 9 9 3 3 7 . 5 5 3 3 8 . 2 5 3 3 9 . 7 3 0 . 0 4 2 4 9 1 1 1 . 8 4 3 1 . 0 3 1 8 . 2 9 1. 6 0 Al i g n m e n t - w o l f 1 3 5 . 2 9 P Q 2 59 . 3 0 3 3 3 . 9 9 3 3 5 . 6 4 3 3 6 . 0 5 3 3 6 . 9 4 0 . 0 6 7 5 0 9 9 . 1 4 6 . 4 9 7 . 8 8 1. 7 8 Al i g n m e n t - w o l f 1 3 5 . 2 9 P Q 1 0 18 2 . 2 0 3 3 3 . 9 9 3 3 6 . 6 4 3 3 7 . 2 3 3 3 8 . 4 6 0 . 0 5 1 2 5 7 1 0 . 8 2 1 6 . 8 4 1 2 . 9 9 1. 6 7 Al i g n m e n t - w o l f 1 3 5 . 2 9 P Q 2 5 20 4 . 4 0 3 3 3 . 9 9 3 3 6 . 7 8 3 3 7 . 3 8 3 3 8 . 6 5 0 . 0 4 9 7 8 9 1 0 . 9 8 1 8 . 6 2 1 3 . 7 6 1. 6 6 Al i g n m e n t - w o l f 1 3 5 . 2 9 P Q 5 0 29 1 . 4 0 3 3 3 . 9 9 3 3 7 . 2 2 3 3 7 . 8 8 3 3 9 . 2 7 0 . 0 4 5 2 4 0 1 1 . 4 8 2 5 . 3 8 1 6 . 3 8 1. 6 3 Al i g n m e n t - w o l f 1 3 5 . 2 9 P Q 1 0 0 36 7 . 1 0 3 3 3 . 9 9 3 3 7 . 5 5 3 3 8 . 2 4 3 3 9 . 7 3 0 . 0 4 2 5 0 2 1 1 . 8 4 3 1 . 0 0 1 8 . 2 8 1. 6 0 Al i g n m e n t - w o l f 1 0 0 E Q 2 15 5 . 1 0 3 3 2 . 1 3 3 3 6 . 2 3 3 3 5 . 1 7 3 3 6 . 4 5 0 . 0 0 3 5 1 4 3 . 8 1 4 0 . 7 1 2 0 . 1 1 0. 4 7 Al i g n m e n t - w o l f 1 0 0 E Q 1 0 24 5 . 3 0 3 3 2 . 1 3 3 3 6 . 9 3 3 3 5 . 7 6 3 3 7 . 2 3 0 . 0 0 3 7 4 5 4 . 3 7 5 6 . 1 2 2 3 . 6 9 0. 5 0 Al i g n m e n t - w o l f 1 0 0 E Q 2 5 26 0 . 5 0 3 3 2 . 1 3 3 3 7 . 0 3 3 3 5 . 8 5 3 3 7 . 3 4 0 . 0 0 3 7 7 7 4 . 4 5 5 8 . 5 3 2 4 . 2 0 0. 5 0 Al i g n m e n t - w o l f 1 0 0 E Q 5 0 32 1 . 4 0 3 3 2 . 1 3 3 3 7 . 4 0 3 3 6 . 1 7 3 3 7 . 7 5 0 . 0 0 3 8 8 4 4 . 7 4 6 7 . 8 2 2 6 . 0 9 0. 5 2 Al i g n m e n t - w o l f 1 0 0 E Q 1 0 0 36 7 . 4 0 3 3 2 . 1 3 3 3 7 . 6 5 3 3 6 . 4 0 3 3 8 . 0 3 0 . 0 0 3 9 5 1 4 . 9 3 7 4 . 5 2 2 7 . 3 6 0. 5 3 Al i g n m e n t - w o l f 1 0 0 P Q 2 59 . 3 0 3 3 2 . 1 3 3 3 5 . 0 8 3 3 4 . 1 8 3 3 5 . 2 1 0 . 0 0 2 9 6 4 2 . 8 2 2 1 . 0 1 1 4 . 2 8 0. 4 1 Al i g n m e n t - w o l f 1 0 0 P Q 1 0 18 2 . 2 0 3 3 2 . 1 3 3 3 6 . 4 6 3 3 5 . 3 7 3 3 6 . 7 1 0 . 0 0 3 5 9 1 4 . 0 0 4 5 . 5 8 2 1 . 3 1 0. 4 8 Al i g n m e n t - w o l f 1 0 0 P Q 2 5 20 4 . 4 0 3 3 2 . 1 3 3 3 6 . 6 4 3 3 5 . 5 2 3 3 6 . 9 0 0 . 0 0 3 6 4 8 4 . 1 4 4 9 . 4 1 2 2 . 2 0 0. 4 9 Al i g n m e n t - w o l f 1 0 0 P Q 5 0 29 1 . 4 0 3 3 2 . 1 3 3 3 7 . 2 3 3 3 6 . 0 2 3 3 7 . 5 5 0 . 0 0 3 8 3 5 4 . 6 0 6 3 . 3 1 2 5 . 1 9 0. 5 1 Al i g n m e n t - w o l f 1 0 0 P Q 1 0 0 36 7 . 1 0 3 3 2 . 1 3 3 3 7 . 6 5 3 3 6 . 3 9 3 3 8 . 0 3 0 . 0 0 3 9 5 1 4 . 9 3 7 4 . 4 7 2 7 . 3 5 0. 5 3 Al i g n m e n t - w o l f 9 7 . 5 3 E Q 2 15 5 . 1 0 3 3 2 . 0 0 3 3 4 . 9 9 3 3 4 . 9 9 3 3 5 . 7 3 0 . 0 1 7 3 9 1 6 . 9 2 2 2 . 4 2 1 5 . 1 2 1. 0 0 Al i g n m e n t - w o l f 9 7 . 5 3 E Q 1 0 24 5 . 3 0 3 3 2 . 0 0 3 3 5 . 5 7 3 3 5 . 5 7 3 3 6 . 4 8 0 . 0 1 6 7 1 1 7 . 6 4 3 2 . 1 0 1 8 . 0 9 1. 0 1 Al i g n m e n t - w o l f 9 7 . 5 3 E Q 2 5 26 0 . 5 0 3 3 2 . 0 0 3 3 5 . 6 6 3 3 5 . 6 6 3 3 6 . 5 8 0 . 0 1 6 5 7 6 7 . 7 3 3 3 . 6 8 1 8 . 5 3 1. 0 1 Al i g n m e n t - w o l f 9 7 . 5 3 E Q 5 0 32 1 . 4 0 3 3 2 . 0 0 3 3 5 . 9 7 3 3 5 . 9 7 3 3 6 . 9 8 0 . 0 1 6 1 1 7 8 . 0 7 3 9 . 8 5 2 0 . 1 6 1. 0 1 Al i g n m e n t - w o l f 9 7 . 5 3 E Q 1 0 0 36 7 . 4 0 3 3 2 . 0 0 3 3 6 . 1 9 3 3 6 . 1 9 3 3 7 . 2 6 0 . 0 1 5 8 2 8 8 . 2 8 4 4 . 3 5 2 1 . 2 7 1. 0 1 Al i g n m e n t - w o l f 9 7 . 5 3 P Q 2 59 . 3 0 3 3 2 . 0 0 3 3 4 . 0 3 3 3 4 . 0 3 3 3 4 . 5 5 0 . 0 2 0 3 8 3 5 . 7 7 1 0 . 2 7 1 0 . 2 2 1. 0 1 Al i g n m e n t - w o l f 9 7 . 5 3 P Q 1 0 18 2 . 2 0 3 3 2 . 0 0 3 3 5 . 1 7 3 3 5 . 1 7 3 3 5 . 9 8 0 . 0 1 7 3 0 2 7 . 1 9 2 5 . 3 5 1 6 . 0 7 1. 0 1 Al i g n m e n t - w o l f 9 7 . 5 3 P Q 2 5 20 4 . 4 0 3 3 2 . 0 0 3 3 5 . 3 2 3 3 5 . 3 2 3 3 6 . 1 6 0 . 0 1 7 1 3 8 7 . 3 7 2 7 . 7 3 1 6 . 8 1 1. 0 1 Al i g n m e n t - w o l f 9 7 . 5 3 P Q 5 0 29 1 . 4 0 3 3 2 . 0 0 3 3 5 . 8 2 3 3 5 . 8 2 3 3 6 . 7 9 0 . 0 1 6 3 2 7 7 . 9 1 3 6 . 8 4 1 9 . 3 8 1. 0 1 Al i g n m e n t - w o l f 9 7 . 5 3 P Q 1 0 0 36 7 . 1 0 3 3 2 . 0 0 3 3 6 . 1 9 3 3 6 . 1 9 3 3 7 . 2 6 0 . 0 1 5 8 2 6 8 . 2 8 4 4 . 3 3 2 1 . 2 6 1. 0 1 Al i g n m e n t - w o l f 5 9 . 5 4 E Q 2 15 5 . 1 0 3 2 9 . 9 9 3 3 1 . 9 2 3 3 2 . 6 3 3 3 4 . 2 7 0 . 0 9 1 1 7 0 1 2 . 2 9 1 2 . 6 2 1 2 . 8 5 2. 1 9 Al i g n m e n t - w o l f 5 9 . 5 4 E Q 1 0 24 5 . 3 0 3 2 9 . 9 9 3 3 2 . 3 3 3 3 3 . 1 8 3 3 5 . 0 8 0 . 0 8 2 7 0 9 1 3 . 3 1 1 8 . 4 3 1 5 . 4 8 2. 1 5 Al i g n m e n t - w o l f 5 9 . 5 4 E Q 2 5 26 0 . 5 0 3 2 9 . 9 9 3 3 2 . 3 9 3 3 3 . 2 6 3 3 5 . 2 0 0 . 0 8 1 6 0 6 1 3 . 4 4 1 9 . 3 8 1 5 . 8 7 2. 1 4 Al i g n m e n t - w o l f 5 9 . 5 4 E Q 5 0 32 1 . 4 0 3 2 9 . 9 9 3 3 2 . 6 2 3 3 3 . 5 5 3 3 5 . 6 3 0 . 0 7 7 8 4 2 1 3 . 9 3 2 3 . 0 8 1 7 . 3 0 2. 1 2 50 0 ' FR O M B D HE C - R A S P l a n : P l a n 0 2 R i v e r : W o l f C a n y o n R e a c h : A l i g n m e n t - w o l f ( C o n t i n u e d ) Re a c h R i v e r S t a P r o f i l e Q T o t a l M i n C h E l W . S . E l e v C r i t W . S . E . G . E l e v E . G . S l o p e V e l C h n l F l o w A r e a T o p W i d t h F r o u d e # C h l (c f s ) ( f t ) ( f t ) ( f t ) ( f t ) ( f t / f t ) ( f t / s ) ( s q f t ) ( f t ) Al i g n m e n t - w o l f 5 9 . 5 4 E Q 1 0 0 36 7 . 4 0 3 2 9 . 9 9 3 3 2 . 7 7 3 3 3 . 7 5 3 3 5 . 9 2 0 . 0 7 5 4 9 7 1 4 . 2 4 2 5 . 8 0 1 8 . 2 8 2. 1 1 Al i g n m e n t - w o l f 5 9 . 5 4 P Q 2 59 . 3 0 3 2 9 . 9 9 3 3 1 . 2 9 3 3 1 . 7 8 3 3 2 . 9 3 0 . 1 0 8 3 5 8 1 0 . 2 6 5 . 7 8 8 . 8 0 2. 2 3 Al i g n m e n t - w o l f 5 9 . 5 4 P Q 1 0 18 2 . 2 0 3 2 9 . 9 9 3 3 2 . 0 6 3 3 2 . 8 2 3 3 4 . 5 4 0 . 0 8 8 1 7 1 1 2 . 6 4 1 4 . 4 1 1 3 . 7 1 2. 1 7 Al i g n m e n t - w o l f 5 9 . 5 4 P Q 2 5 20 4 . 4 0 3 2 9 . 9 9 3 3 2 . 1 6 3 3 2 . 9 6 3 3 4 . 7 4 0 . 0 8 6 0 2 8 1 2 . 9 0 1 5 . 8 5 1 4 . 3 7 2. 1 6 Al i g n m e n t - w o l f 5 9 . 5 4 P Q 5 0 29 1 . 4 0 3 2 9 . 9 9 3 3 2 . 5 1 3 3 3 . 4 2 3 3 5 . 4 3 0 . 0 7 9 5 8 1 1 3 . 7 0 2 1 . 2 7 1 6 . 6 1 2. 1 3 Al i g n m e n t - w o l f 5 9 . 5 4 P Q 1 0 0 36 7 . 1 0 3 2 9 . 9 9 3 3 2 . 7 7 3 3 3 . 7 5 3 3 5 . 9 2 0 . 0 7 5 5 1 7 1 4 . 2 4 2 5 . 7 8 1 8 . 2 7 2. 1 1 Al i g n m e n t - w o l f 3 1 . 0 7 E Q 2 15 5 . 1 0 3 2 7 . 9 9 3 2 9 . 5 8 3 3 0 . 1 2 3 3 1 . 3 9 0 . 0 9 9 4 9 1 1 0 . 8 0 1 4 . 3 6 1 9 . 5 3 2. 2 2 Al i g n m e n t - w o l f 3 1 . 0 7 E Q 1 0 24 5 . 3 0 3 2 7 . 9 9 3 2 9 . 8 2 3 3 0 . 5 0 3 3 2 . 2 9 0 . 1 1 0 7 8 7 1 2 . 6 1 1 9 . 4 5 2 2 . 7 0 2. 4 0 Al i g n m e n t - w o l f 3 1 . 0 7 E Q 2 5 26 0 . 5 0 3 2 7 . 9 9 3 2 9 . 8 6 3 3 0 . 5 6 3 3 2 . 4 3 0 . 1 1 2 0 8 3 1 2 . 8 6 2 0 . 2 5 2 3 . 1 7 2. 4 2 Al i g n m e n t - w o l f 3 1 . 0 7 E Q 5 0 32 1 . 4 0 3 2 7 . 9 9 3 2 9 . 9 9 3 3 0 . 8 0 3 3 2 . 9 2 0 . 1 1 6 2 9 4 1 3 . 7 5 2 3 . 3 8 2 4 . 8 9 2. 5 0 Al i g n m e n t - w o l f 3 1 . 0 7 E Q 1 0 0 36 7 . 4 0 3 2 7 . 9 9 3 3 0 . 0 7 3 3 0 . 9 6 3 3 3 . 2 7 0 . 1 1 6 5 8 0 1 4 . 3 5 2 5 . 6 0 2 5 . 5 8 2. 5 3 Al i g n m e n t - w o l f 3 1 . 0 7 P Q 2 59 . 3 0 3 2 7 . 9 9 3 2 9 . 1 8 3 2 9 . 4 8 3 3 0 . 1 2 0 . 0 7 8 3 8 1 7 . 7 6 7 . 6 4 1 4 . 2 5 1. 8 7 Al i g n m e n t - w o l f 3 1 . 0 7 P Q 1 0 18 2 . 2 0 3 2 7 . 9 9 3 2 9 . 6 6 3 3 0 . 2 5 3 3 1 . 6 9 0 . 1 0 3 7 6 3 1 1 . 4 2 1 5 . 9 5 2 0 . 5 7 2. 2 9 Al i g n m e n t - w o l f 3 1 . 0 7 P Q 2 5 20 4 . 4 0 3 2 7 . 9 9 3 2 9 . 7 2 3 3 0 . 3 3 3 3 1 . 9 0 0 . 1 0 6 1 4 5 1 1 . 8 6 1 7 . 2 4 2 1 . 3 8 2. 3 3 Al i g n m e n t - w o l f 3 1 . 0 7 P Q 5 0 29 1 . 4 0 3 2 7 . 9 9 3 2 9 . 9 2 3 3 0 . 6 9 3 3 2 . 6 9 0 . 1 1 4 4 4 8 1 3 . 3 3 2 1 . 8 6 2 4 . 0 6 2. 4 7 Al i g n m e n t - w o l f 3 1 . 0 7 P Q 1 0 0 36 7 . 1 0 3 2 7 . 9 9 3 3 0 . 0 7 3 3 0 . 9 6 3 3 3 . 2 7 0 . 1 1 6 5 8 3 1 4 . 3 5 2 5 . 5 8 2 5 . 5 7 2. 5 3 Al i g n m e n t - w o l f 0 E Q 2 15 5 . 1 0 3 2 5 . 8 2 3 2 7 . 7 6 3 2 8 . 1 9 3 2 9 . 0 9 0 . 0 5 1 2 3 3 9 . 2 5 1 6 . 7 7 1 7 . 2 8 1. 6 5 Al i g n m e n t - w o l f 0 E Q 1 0 24 5 . 3 0 3 2 5 . 8 2 3 2 8 . 1 2 3 2 8 . 6 5 3 2 9 . 8 0 0 . 0 5 1 3 4 4 1 0 . 3 8 2 3 . 6 4 2 0 . 5 1 1. 7 0 Al i g n m e n t - w o l f 0 E Q 2 5 26 0 . 5 0 3 2 5 . 8 2 3 2 8 . 1 8 3 2 8 . 7 1 3 2 9 . 9 0 0 . 0 5 1 4 9 3 1 0 . 5 5 2 4 . 7 0 2 0 . 9 7 1. 7 1 Al i g n m e n t - w o l f 0 E Q 5 0 32 1 . 4 0 3 2 5 . 8 2 3 2 8 . 3 6 3 2 8 . 9 7 3 3 0 . 3 0 0 . 0 5 2 0 9 2 1 1 . 1 8 2 8 . 7 5 2 2 . 5 6 1. 7 4 Al i g n m e n t - w o l f 0 E Q 1 0 0 36 7 . 4 0 3 2 5 . 8 2 3 2 8 . 4 8 3 2 9 . 1 4 3 3 0 . 6 1 0 . 0 5 3 0 8 7 1 1 . 7 1 3 1 . 3 7 2 3 . 2 5 1. 7 8 Al i g n m e n t - w o l f 0 P Q 2 59 . 3 0 3 2 5 . 8 2 3 2 7 . 1 5 3 2 7 . 4 3 3 2 8 . 0 4 0 . 0 5 7 3 0 1 7 . 5 8 7 . 8 2 1 1 . 8 0 1. 6 4 Al i g n m e n t - w o l f 0 P Q 1 0 18 2 . 2 0 3 2 5 . 8 2 3 2 7 . 8 8 3 2 8 . 3 4 3 2 9 . 3 2 0 . 0 5 1 0 4 0 9 . 6 1 1 8 . 9 5 1 8 . 3 7 1. 6 7 Al i g n m e n t - w o l f 0 P Q 2 5 20 4 . 4 0 3 2 5 . 8 2 3 2 7 . 9 7 3 2 8 . 4 6 3 2 9 . 5 0 0 . 0 5 1 0 7 3 9 . 9 0 2 0 . 6 6 1 9 . 1 8 1. 6 8 Al i g n m e n t - w o l f 0 P Q 5 0 29 1 . 4 0 3 2 5 . 8 2 3 2 8 . 2 7 3 2 8 . 8 5 3 3 0 . 1 1 0 . 0 5 1 8 4 7 1 0 . 8 7 2 6 . 8 0 2 1 . 8 4 1. 7 3 Al i g n m e n t - w o l f 0 P Q 1 0 0 36 7 . 1 0 3 2 5 . 8 2 3 2 8 . 4 8 3 2 9 . 1 4 3 3 0 . 6 0 0 . 0 5 3 0 8 2 1 1 . 7 1 3 1 . 3 5 2 3 . 2 5 1. 7 8 Appendix H 0 5 2. 5 Sc a l e i n M i l e s As p e n En v i r o n m e n t a l G r o u p Fi g u r e B . 7 - 1 Sl o p e Ot a y R i v e r Wa t e r s h e d M a n a g e m e n t P l a n Ot a y R i v e r W a t e r s h e d M a n a g e m e n t P l a n B. W AT E R S H E D C HA R A C T E R I Z A T I O N Ma y 2 0 0 6 B- 2 1 7 N 0 5 2. 5 Sc a l e i n M i l e s N As p e n En v i r o n m e n t a l G r o u p Fi g u r e B . 7 - 2 Hy d r o l o g i c S o i l G r o u p s Ot a y R i v e r Wa t e r s h e d M a n a g e m e n t P l a n So u r c e : T A I C , 2 0 0 4 Ot a y R i v e r W a t e r s h e d M a n a g e m e n t P l a n B. W AT E R S H E D C HA R A C T E R I Z A T I O N Ma y 2 0 0 6 B- 2 1 8 0 5 2. 5 Sc a l e i n M i l e s N As p e n En v i r o n m e n t a l G r o u p Fi g u r e B . 7 - 3 So i l T e x t u r e Ot a y R i v e r Wa t e r s h e d M a n a g e m e n t P l a n So u r c e : T A I C , 2 0 0 4 Ot a y R i v e r W a t e r s h e d M a n a g e m e n t P l a n B. W AT E R S H E D C HA R A C T E R I Z A T I O N Ma y 2 0 0 6 B- 2 1 9 As p e n En v i r o n m e n t a l G r o u p Fi g u r e C . 9 - 2 Sh a d e d R e l i e f a n d Su b - B a s i n B o u n d a r i e s So u r c e : T A I C , 2 0 0 5 0 5 2. 5 Sc a l e i n M i l e s N Ot a y R i v e r Wa t e r s h e d M a n a g e m e n t P l a n Ot a y R i v e r W a t e r s h e d M a n a g e m e n t P l a n C. W AT E R S H E D S TR E S S O R S AN D S TR A T E G I E S FO R P RO T E C T I N G , E NH A N C I N G , R ES T O R I N G , AN D M AN A G I N G W AT E R S H E D R ES O U R C E S Ma y 2 0 0 6 C- 9 5 5 80 5 90 5 94 Appendix I Hydromodification Study For Otay Ranch Village 8 West Chula Vista Tract No. 09-XX John A. Hayes, P.E. R.C.E. # 58003 Expiration Date: June 30, 2014 Prepared For Otay Land Company, LLC 1903 Wright Place, Suite 220 Carlsbad, CA 92008 (760) 602-3777 Prepared By Hale Engineering 7910 Convoy Court San Diego, CA 92111 (858) 715-1420 Date: August 26, 2011 i H.E. Job No. 08020 Table of Contents 1 Vicinity Map ..................................................................................................... 1 2 Introduction..................................................................................................... 2 3 Hydromodification Method and Criteria ........................................................... 3 3.1 Hydromodification Methodology: ............................................................... 3 4 Hydromodification Results ............................................................................. 4 4.1 Pre-Developed Condition .......................................................................... 5 4.2 Developed Condition ................................................................................. 6 5 Conclusions .................................................................................................... 7 Appendices Appendix 1 Hydro-Modification Pre-Developed Land Use Exhibit Appendix 2 Hydro-Modification Post-Development Land Use Exhibit Appendix 3 San Diego Hydrology Model (SDMH) Program Results Appendix 4 Outlet Structure Details and Calculations Appendix 5 HEC-HMS routing results 1 H.E. Job No. 08020 1 Vicinity Map 2 H.E. Job No. 08020 2 Introduction The proposed project is located within the Otay Watershed, specifically the Otay Valley Hydrologic Area. Village 8 West is a 320-acre SPA (Special Planning Area) portion of the larger Otay Valley Parcel of the City of Chula Vista currently used for light agrarian and grazing purposes. An existing reservoir occupies a central portion of the property. The Otay Valley Parcel is the largest parcel of Otay Ranch, comprising 9,449 acres bounded by Telegraph Canyon Road on the north, Heritage Road and the Otay Landfill Site on the west, Brown Field on the south, and Lower Otay Lake on the east. The northern portion of the proposed project will ultimately drain to Wolf Canyon via two of five proposed storm drain systems. The other three storm drain systems drain the remainder of the project to the Otay River southerly of the southern boundary of the proposed project. The discharge to the Otay River is downstream of the Otay reservoir. The first Otay dam failed in an event which degraded the downstream Otay River. Per the Final Hydromodification, the lower Otay River Valley is listed as a river reach that is exempt from hydromodification analysis (see section 6, page 6.6, table 6.1 of the Final HMP dated March 2011, Therefore no calculations for hydromodification or storage routing have been performed for discharge into Otay River. Within this report are the necessary hydromodification calculations required for the design of the detention basin proposed per the project. The design of the backbone storm drain system is performed in a separate hydrologic analysis. Refer to the "Preliminary Drainage Study for Otay Ranch Village 8 West" for the project storm drain design. 3 H.E. Job No. 08020 3 Hydromodification Method and Criteria Clear Creek Solution, Inc’s San Diego Hydrology Model (SDHM) software program is adapted from Western Washington Hydrology Manual (WWHM) Version 3, but has been modified to represent San Diego County hydrology and enhanced to be able to size other types of control measures and low impact development (LID) techniques for flow reduction as well. 3.1 Hydromodification Methodology: The SDHM software architecture and methodology is the same as that developed for BAHM (Bay Area Hydrology Model) and WWHM and uses HSPF as its computational engine. Like BAHM and WWHM, SDHM is a tool that generates flow duration curves for the pre- and post-project condition and then sizes a flow duration control pond/basin or vault and outlet structure to match the pre-project curve. The HSPF hydrology parameter values used in SDHM are based on calibrated watersheds. SDHM incorporates the rain gage data provided on the Project Clean Water website; the Lower Otay rain gage data is used in the calculations provided within this report. SDHM runs HSPF to generate an hourly runoff time series from the available rain gauge data over a number of years. Stormwater runoff is computed for both pre-project and post-project land use conditions. Then, SDHM routes the post-project stormwater runoff through the proposed stormwater. SDHM uses the pre-project peak flood value for each water year to compute the pre-project 2- through 100-year flood frequency values1. The post- project runoff 2- through 100-year flood frequency values are computed at the outlet of the proposed stormwater facility. The model routes the post-project runoff through the stormwater facility. As with the pre-project peak flow values, the maximum post-project flow value for each water year is selected by the model to compute the developed 2- through 100-year flood frequency. The pre- project 2-year peak flow is multiplied by 10% to set the lower limit of the erosive flows, in accordance with the current HMP performance criteria2. The pre-project 10-year peak flow is the upper limit. A comparison of the pre-project and post- project flow duration curves is conducted for 100 flow levels between the lower limit and the upper limit. The model counts the number of hours that pre-project flows exceed each of the flow levels during the entire simulation period. The model does the same analysis for the post-project mitigated flows. 1 The actual flood frequency calculations are made using the Weibull ranking procedure described in Bulletin 17B (United States Water Resources Council, 1981). 2 In SDHM, this low flow limit is a user-defined variable, to allow flexibility pending potential changes in regulatory requirements. 4 H.E. Job No. 08020 4 Hydromodification Results The SDHM program results are included in Appendix 3. The computed flow rates for the Wolf Canyon discharge point of compliance are as follows: Storm Event 2-Year 5-Year 10-Year 25-Year Pre-Project Flow (cfs) 28.6 39.0 55.6 93.0 Post-Project Flow (cfs) 17.1 31.8 40.1 63.9 The post-project flows shown above are calculated based on the inclusion of a detention basin with the following design parameters: Total Storage Volume = 23.3 Acre-feet Depth = 24’ feet Side Slope = 2:1 (Horizontal: Vertical) Outlet Structures See Section 4 SSD (Stage, Storage, Discharge) Table provided in report Developed flows calculated for the various return periods using the Modified Rational Method (per County of SD Hydrology manual) are higher than those calculated by HSPF. The higher flow values were routed through the basin using HEC-HMS 3.3 to verify capacity. The results are provided in this report. (See Section 5) No manual infiltration assumed. 5 H.E. Job No. 08020 4.1 Pre-Developed Condition In the pre-developed condition, a 183.6-acre drainage area outlets at the point of compliance of Wolf Canyon. This basin is composed of the northern portion of Village 8 West and a portion of Otay Ranch Village 7. In the pre-developed condition, the northern portion of Village 8 west is undeveloped while the tributary portion of Otay Ranch Village 7 contains a high school and associated roadways. Land uses of the pre-developed drainage area breakdown as follows: C, D, Grass, Site (10-20%) = 31.4 acres C, D, Dirt, ST (10-20%) = 94.0 acres C, D, Urban, Flat (0-5%) = 20.0 acres Roads, Mod (5-10%) = 14.3 acres Roof Area = 5.0 acres Hardscape, Flat (0-5%) = 18.9 acres See Appendix 1 Hydro-Modification Pre-Developed Land Use Exhibit for the locations of the various land use types in the drainage area. As described in Section 3, design data from Project Clean Water was used with Clear Creek Solution, Inc’s San Diego Hydrological Model (SDHM) software in the hydromodification analysis of the Pre-Developed Condition. 6 H.E. Job No. 08020 4.2 Developed Condition In the developed condition, a 202.6-acre drainage area outlets at the point of compliance of Wolf Canyon. This basin is composed of the northern portion of Village 8 West and a portion of Otay Ranch Village 7. In the developed condition, the northern portion of Village 8 west is developed with graded pads for future development and associated paved roadways and the tributary portion of Otay Ranch Village 7 shall continue to house the existing high school and associated roadways. Land uses of the developed drainage area breakdown as follows: C, D, Grass, Site (0-5%) = 2.5 acres C, D, Grass, Site (10-20%) = 32.4 acres C, D, Grass, Site ( > 20%) = 12.0 acres C, D, Urban, Flat (0-5%) = 37.0 acres Roads, Mod (5-10%) = 36.2 acres Roof Area = 12.6 acres Hardscape, Flat (0-5%) = 18.9 acres Parking, Flat (0-5%) = 51.0 acres See Appendix 2 Hydro-Modification Development Land Use Exhibit for the locations of the various land use types in the drainage area. As described in Section 3, design data from Project Clean Water was used with Clear Creek Solution, Inc’s San Diego Hydrological Model (SDHM) software in the hydromodification analysis of the Developed Condition. 7 H.E. Job No. 08020 5 Conclusions This Hydromodification Study contains analyses for the 2-, 10-, 25-, and 50-year, storm events. These analyses are used in the design and sizing of the proposed detention basin upstream of the Wolf Canyon point of compliance. This basin is for flow control only; see the Water Quality Technical Report for storm water runoff treatment BMP’s. With the inclusion of the proposed detention basin, post- project flow rates at the point of compliance of the Wolf Canyon discharge shall be less than pre-project rates for the 2-, 5-, 10-, and 50-year storms. SECTION 1 SECTION 2 SECTION 3 SECTION 4 STAGENO.AREA(ACRES)STORAGE(ACFT)(UsingEndArea) 00.556747050 10.589917040.573332045 20.62400991.180295515 30.659025641.821813285 40.694964252.49880823 50.731825733.21220322 60.769610093.96292113 70.808317324.751884835 80.847947425.580017205 90.88850046.448241115 100.929976257.35747944 110.972374978.30865505 121.015696569.302690815 131.0599410310.34050961 141.1051083811.42303432 151.1511985912.5511878 161.1982116813.72589294 171.2461476514.9480726 181.2950064816.21864967 191.3447881917.538547 201.3954927718.90868748 211.4471194220.32999358 221.5007887921.80394768 231.5555640223.33212409 241.6114451324.91562866 1" = 4 0 ' SECTION 5 Computed Results Computed Results Computed Results Computed Results Computed Results Appendix J OTAY VALLEY ROAD OFFSITE FLOWS, BASIN 3, SOUTH EAST SEGMENT **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2003 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2003 License ID 1508 Analysis prepared by: ************************** DESCRIPTION OF STUDY ************************** * OTAY LANDS PARCEL B, OTAY VALLEY ROAD OFF SITE FLOW * * PRELIMINARY PROPOSED HYDROLOGY * * Q2 * ************************************************************************** FILE NAME: 8020A2.DAT TIME/DATE OF STUDY: 16:35 01/26/2011 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 2.00 6-HOUR DURATION PRECIPITATION (INCHES) = 1.100 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.85 SPECIFIED CONSTANT RUNOFF COEFFICIENT = 0.750 NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *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 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 700.00 TO NODE 705.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ *USER SPECIFIED(GLOBAL): STREETS & ROADS (CURBS/STORM DRAINS) RUNOFF COEFFICIENT = .7500 S.C.S. CURVE NUMBER (AMC II) = 70 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 404.00 DOWNSTREAM ELEVATION(FEET) = 400.00 ELEVATION DIFFERENCE(FEET) = 4.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.659 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 85.00 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.898 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.43 TOTAL AREA(ACRES) = 0.20 TOTAL RUNOFF(CFS) = 0.43 **************************************************************************** FLOW PROCESS FROM NODE 705.00 TO NODE 710.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 400.00 DOWNSTREAM ELEVATION(FEET) = 387.00 STREET LENGTH(FEET) = 730.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.21 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.26 HALFSTREET FLOOD WIDTH(FEET) = 5.34 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.46 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.64 STREET FLOW TRAVEL TIME(MIN.) = 4.94 Tc(MIN.) = 8.60 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.043 *USER SPECIFIED(GLOBAL): STREETS & ROADS (CURBS/STORM DRAINS) RUNOFF COEFFICIENT = .7500 S.C.S. CURVE NUMBER (AMC II) = 70 AREA-AVERAGE RUNOFF COEFFICIENT = 0.750 SUBAREA AREA(ACRES) = 2.29 SUBAREA RUNOFF(CFS) = 3.51 TOTAL AREA(ACRES) = 2.49 PEAK FLOW RATE(CFS) = 3.81 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 7.66 FLOW VELOCITY(FEET/SEC.) = 2.66 DEPTH*VELOCITY(FT*FT/SEC.) = 0.80 LONGEST FLOWPATH FROM NODE 700.00 TO NODE 710.00 = 830.00 FEET. ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 2.49 TC(MIN.) = 8.60 PEAK FLOW RATE(CFS) = 3.81 ============================================================================ ============================================================================ END OF RATIONAL METHOD ANALYSIS ____________________________________________________________________________ **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2003 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2003 License ID 1508 Analysis prepared by: ************************** DESCRIPTION OF STUDY ************************** * OTAY LANDS PARCEL B, OTAY VALLEY ROAD OFF SITE FLOW * * PRELIMINARY PROPOSED HYDROLOGY * * Q10 * ************************************************************************** FILE NAME: 8020A10.DAT TIME/DATE OF STUDY: 16:38 01/26/2011 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 10.00 6-HOUR DURATION PRECIPITATION (INCHES) = 1.700 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.85 SPECIFIED CONSTANT RUNOFF COEFFICIENT = 0.750 NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *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 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 700.00 TO NODE 705.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ *USER SPECIFIED(GLOBAL): STREETS & ROADS (CURBS/STORM DRAINS) RUNOFF COEFFICIENT = .7500 S.C.S. CURVE NUMBER (AMC II) = 70 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 404.00 DOWNSTREAM ELEVATION(FEET) = 400.00 ELEVATION DIFFERENCE(FEET) = 4.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.659 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 85.00 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.479 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.67 TOTAL AREA(ACRES) = 0.20 TOTAL RUNOFF(CFS) = 0.67 **************************************************************************** FLOW PROCESS FROM NODE 705.00 TO NODE 710.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 400.00 DOWNSTREAM ELEVATION(FEET) = 387.00 STREET LENGTH(FEET) = 730.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.49 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 7.28 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.61 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.77 STREET FLOW TRAVEL TIME(MIN.) = 4.65 Tc(MIN.) = 8.31 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.227 *USER SPECIFIED(GLOBAL): STREETS & ROADS (CURBS/STORM DRAINS) RUNOFF COEFFICIENT = .7500 S.C.S. CURVE NUMBER (AMC II) = 70 AREA-AVERAGE RUNOFF COEFFICIENT = 0.750 SUBAREA AREA(ACRES) = 2.29 SUBAREA RUNOFF(CFS) = 5.54 TOTAL AREA(ACRES) = 2.49 PEAK FLOW RATE(CFS) = 6.03 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.34 HALFSTREET FLOOD WIDTH(FEET) = 9.72 FLOW VELOCITY(FEET/SEC.) = 2.90 DEPTH*VELOCITY(FT*FT/SEC.) = 0.98 LONGEST FLOWPATH FROM NODE 700.00 TO NODE 710.00 = 830.00 FEET. ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 2.49 TC(MIN.) = 8.31 PEAK FLOW RATE(CFS) = 6.03 ============================================================================ ============================================================================ END OF RATIONAL METHOD ANALYSIS ____________________________________________________________________________ **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2003 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2003 License ID 1508 Analysis prepared by: ************************** DESCRIPTION OF STUDY ************************** * OTAY LANDS PARCEL B, OTAY VALLEY ROAD OFF SITE FLOW * * PRELIMINARY PROPOSED HYDROLOGY * * Q25 * ************************************************************************** FILE NAME: 8020A25.DAT TIME/DATE OF STUDY: 16:50 01/26/2011 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 25.00 6-HOUR DURATION PRECIPITATION (INCHES) = 1.800 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.85 SPECIFIED CONSTANT RUNOFF COEFFICIENT = 0.750 NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *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 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 700.00 TO NODE 705.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ *USER SPECIFIED(GLOBAL): STREETS & ROADS (CURBS/STORM DRAINS) RUNOFF COEFFICIENT = .7500 S.C.S. CURVE NUMBER (AMC II) = 70 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 404.00 DOWNSTREAM ELEVATION(FEET) = 400.00 ELEVATION DIFFERENCE(FEET) = 4.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.659 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 85.00 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.743 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.71 TOTAL AREA(ACRES) = 0.20 TOTAL RUNOFF(CFS) = 0.71 **************************************************************************** FLOW PROCESS FROM NODE 705.00 TO NODE 710.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 400.00 DOWNSTREAM ELEVATION(FEET) = 387.00 STREET LENGTH(FEET) = 730.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.71 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 7.53 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.65 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.79 STREET FLOW TRAVEL TIME(MIN.) = 4.60 Tc(MIN.) = 8.26 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.432 *USER SPECIFIED(GLOBAL): STREETS & ROADS (CURBS/STORM DRAINS) RUNOFF COEFFICIENT = .7500 S.C.S. CURVE NUMBER (AMC II) = 70 AREA-AVERAGE RUNOFF COEFFICIENT = 0.750 SUBAREA AREA(ACRES) = 2.29 SUBAREA RUNOFF(CFS) = 5.89 TOTAL AREA(ACRES) = 2.49 PEAK FLOW RATE(CFS) = 6.41 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.34 HALFSTREET FLOOD WIDTH(FEET) = 10.04 FLOW VELOCITY(FEET/SEC.) = 2.93 DEPTH*VELOCITY(FT*FT/SEC.) = 1.00 LONGEST FLOWPATH FROM NODE 700.00 TO NODE 710.00 = 830.00 FEET. ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 2.49 TC(MIN.) = 8.26 PEAK FLOW RATE(CFS) = 6.41 ============================================================================ ============================================================================ END OF RATIONAL METHOD ANALYSIS ____________________________________________________________________________ **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2003 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2003 License ID 1508 Analysis prepared by: ************************** DESCRIPTION OF STUDY ************************** * OTAY LANDS PARCEL B, OTAY VALLEY ROAD OFF SITE FLOW * * PRELIMINARY PROPOSED HYDROLOGY * * Q50 * ************************************************************************** FILE NAME: 8020A50.DAT TIME/DATE OF STUDY: 17:01 01/26/2011 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 50.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.200 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.85 SPECIFIED CONSTANT RUNOFF COEFFICIENT = 0.750 NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *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 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 700.00 TO NODE 705.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ *USER SPECIFIED(GLOBAL): STREETS & ROADS (CURBS/STORM DRAINS) RUNOFF COEFFICIENT = .7500 S.C.S. CURVE NUMBER (AMC II) = 70 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 404.00 DOWNSTREAM ELEVATION(FEET) = 400.00 ELEVATION DIFFERENCE(FEET) = 4.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.659 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 85.00 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.796 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.87 TOTAL AREA(ACRES) = 0.20 TOTAL RUNOFF(CFS) = 0.87 **************************************************************************** FLOW PROCESS FROM NODE 705.00 TO NODE 710.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 400.00 DOWNSTREAM ELEVATION(FEET) = 387.00 STREET LENGTH(FEET) = 730.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.58 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.31 HALFSTREET FLOOD WIDTH(FEET) = 8.47 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.74 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.86 STREET FLOW TRAVEL TIME(MIN.) = 4.43 Tc(MIN.) = 8.09 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.249 *USER SPECIFIED(GLOBAL): STREETS & ROADS (CURBS/STORM DRAINS) RUNOFF COEFFICIENT = .7500 S.C.S. CURVE NUMBER (AMC II) = 70 AREA-AVERAGE RUNOFF COEFFICIENT = 0.750 SUBAREA AREA(ACRES) = 2.29 SUBAREA RUNOFF(CFS) = 7.30 TOTAL AREA(ACRES) = 2.49 PEAK FLOW RATE(CFS) = 7.94 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = 11.05 FLOW VELOCITY(FEET/SEC.) = 3.09 DEPTH*VELOCITY(FT*FT/SEC.) = 1.11 LONGEST FLOWPATH FROM NODE 700.00 TO NODE 710.00 = 830.00 FEET. ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 2.49 TC(MIN.) = 8.09 PEAK FLOW RATE(CFS) = 7.94 ============================================================================ ============================================================================ END OF RATIONAL METHOD ANALYSIS ____________________________________________________________________________ **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2003 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2003 License ID 1508 Analysis prepared by: ************************** DESCRIPTION OF STUDY ************************** * OTAY LANDS PARCEL B, OTAY VALLEY ROAD OFF SITE FLOW * * PRELIMINARY PROPOSED HYDROLOGY * * Q100 * ************************************************************************** FILE NAME: 8020A100.DAT TIME/DATE OF STUDY: 16:08 01/26/2011 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.500 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.85 SPECIFIED CONSTANT RUNOFF COEFFICIENT = 0.750 NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *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 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 700.00 TO NODE 705.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ *USER SPECIFIED(GLOBAL): STREETS & ROADS (CURBS/STORM DRAINS) RUNOFF COEFFICIENT = .7500 S.C.S. CURVE NUMBER (AMC II) = 70 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 404.00 DOWNSTREAM ELEVATION(FEET) = 400.00 ELEVATION DIFFERENCE(FEET) = 4.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.659 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 85.00 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.587 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.99 TOTAL AREA(ACRES) = 0.20 TOTAL RUNOFF(CFS) = 0.99 **************************************************************************** FLOW PROCESS FROM NODE 705.00 TO NODE 710.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 400.00 DOWNSTREAM ELEVATION(FEET) = 387.00 STREET LENGTH(FEET) = 730.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.25 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 9.09 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.81 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.91 STREET FLOW TRAVEL TIME(MIN.) = 4.32 Tc(MIN.) = 7.98 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.871 *USER SPECIFIED(GLOBAL): STREETS & ROADS (CURBS/STORM DRAINS) RUNOFF COEFFICIENT = .7500 S.C.S. CURVE NUMBER (AMC II) = 70 AREA-AVERAGE RUNOFF COEFFICIENT = 0.750 SUBAREA AREA(ACRES) = 2.29 SUBAREA RUNOFF(CFS) = 8.37 TOTAL AREA(ACRES) = 2.49 PEAK FLOW RATE(CFS) = 9.10 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 11.76 FLOW VELOCITY(FEET/SEC.) = 3.18 DEPTH*VELOCITY(FT*FT/SEC.) = 1.19 LONGEST FLOWPATH FROM NODE 700.00 TO NODE 710.00 = 830.00 FEET. ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 2.49 TC(MIN.) = 7.98 PEAK FLOW RATE(CFS) = 9.10 ============================================================================ ============================================================================ END OF RATIONAL METHOD ANALYSIS Appendix K Appendix L Otay River Valley Proposed Condition HEC HMS Analysis Appendix M Appendix N