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HomeMy WebLinkAboutTract 16495 - PM 18450 Sierra Crossroads DRAINAGE STUDY SIERRA CROSSROADS COMMERCIAL CENTER TRACT 16495 February 7, 2005 Prepared for: Revision History Empire Land Date Comment 3536 Concours Avenue 09/20/2004 First Submittal Ontario, CA 91764 01/25/2005 Second Submittal Prepared By: 02/07/2005 Third Submittal CONSULTING J I' ` * "A , A") Contact Persons: '' IJATU Matt Hicks- RCE# 63494 F ` ' 2 2905 THE APP2OvAI. OF THIS PLAN AND SRECIRCATIONS SHALL Nrj' B! HFI 0 TO PERMIT I TO BE AN APPROVAL CF 1HE 1 ;rrf 0; ANY FEDEH':L, STATE, COUNTY OR RBF JN 65- 100108 CIS Y LA'A S Uri CkL)INANCFS. A/ H.10 N r rniffrovirill$,v0 L u u � it ❑ CREATEDATE 2/3 /2005 11:17 AM❑ ❑ FILENAME FONTBULB.RES❑ ❑ PAGE 21 ❑ ❑ CREATEDATE 2/3 /2005 11:17 AMU ❑ FILENAME FONTBULB.RES ❑ PAGE 22 7 190.66 14.56 3.110 0.75( 0.17) 0.22 60.0 103.70 »»> COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA« «< 8 195.43 16.71 2.863 0.75( 0.16) 0.21 66.9 645.00 =_________ _ _ 9 197.23 17.74 2.763 0.75( 0.16) 0.21 70.2 105.50 UPSTREAM NODE ELEVATION(FEET) = 1053.00 10 198.85 19.52 2.609 0.75( 0.15) 0.20 75.1 414.00 DOWNSTREAM NODE ELEVATION(FEET) = 1050.02 ( O CHANNEL LENGTH THRU SUBAREA(FEET) = 340.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: "V" GUTTER WIDTH(FEET) = 4.00 GUTTER HIKE(FEET) = 0.200 PEAK FLOW RATE(CFS) = 198.85 Tc(MIN.) = 19.52 PAVEMENT LIP(FEET) = 0.030 MANNING'S N = .0150 EFFECTIVE AREA(ACRES) = 75.09 AREA- AVERAGED Fm(INCH/HR) = 0.15 PAVEMENT CROSSFALL(DECIMAL NOTATION) = 0.02000 AREA- AVERAGED Fp(INCH/HR) = 0.75 AREA- AVERAGED Ap = 0.20 MAXIMUM DEPTH(FEET) = 1.00 TOTAL AREA(ACRES) = 76.57 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.219 LONGEST FLOWPATH FROM NODE 414.00 TO NODE 104.00 = 2558.00 FEET. SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN FLOW PROCESS FROM NODE 104.00 TO NODE 106.00 IS CODE = 31 PUBLIC PARK B 1.40 0.75 0.85 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.75 » »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««< SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.85 » »> USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.30 _ ____= TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 2.62 ELEVATION DATA: UPSTREAM(FEET) = 1035.63 DOWNSTREAM(FEET) = 1035.10 AVERAGE FLOW DEPTH(FEET) = 0.28 FLOOD WIDTH(FEET) = 9.34 FLOW LENGTH(FEET) = 130.00 MANNING'S N = 0.013 "V" GUTTER FLOW TRAVEL TIME(MIN.) = 2.16 Tc(MIN.) = 8.76 DEPTH OF FLOW IN 66.0 INCH PIPE IS 52.8 INCHES SUBAREA AREA(ACRES) = 1.40 SUBAREA RUNOFF(CFS) = 4.51 PIPE -FLOW VELOCITY(FEET /SEC.) = 9.76 EFFECTIVE AREA(ACRES) = 1.44 AREA - AVERAGED Fm(INCH /HR) = 0.64 ESTIMATED PIPE DIAMETER(INCH) = 66.00 NUMBER OF PIPES = 1 AREA - AVERAGED Fp(INCH /HR) = 0.75 AREA- AVERAGED Ap = 0.85 PIPE- FLOW(CFS) = 198.85 TOTAL AREA(ACRES) = 1.44 PEAK FLOW RATE(CFS) = 4.64 PIPE TRAVEL TIME(MIN.) = 0.22 Tc(MIN.) = 19.74 LONGEST FLOWPATH FROM NODE 414.00 TO NODE 106.00 = 2688.00 FEET. END OF SUBAREA "V" GUTTER HYDRAULICS: DEPTH(FEET) = 0.35 FLOOD WIDTH(FEET) = 15.96 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW VELOCITY(FEET /SEC.) = 2.71 DEPTH *VELOCITY(FT *FT /SEC) = 0.95 FLOW PROCESS FROM NODE 106.00 TO NODE 106.00 IS CODE = 1 LONGEST FLOWPATH FROM NODE 106.30 TO NODE 106.10 = 402.00 FEET. » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** -- ----------------------- - - - - -- - FLOW PROCESS FROM NODE 106.10 TO NODE 106.00 IS CODE = 31 TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: » »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA< «< TIME OF CONCENTRATION(MIN.) = 19.74 » »> USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< RAINFALL INTENSITY(INCH/HR) = 2.59 AREA - AVERAGED Fm(INCH /HR) = 0.15 ELEVATION DATA: UPSTREAM(FEET) = 1041.61 DOWNSTREAM(FEET) = 1035.10 AREA- AVERAGED Fp(INCH /HR) = 0.75 FLOW LENGTH(FEET) = 18.00 MANNING'S N = 0.013 AREA- AVERAGED Ap = 0.20 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 EFFECTIVE STREAM AREA(ACRES) = 75.09 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.4 INCHES TOTAL STREAM AREA(ACRES) = 76.57 PIPE -FLOW VELOCITY(FEET /SEC.) = 20.12 PEAK FLOW RATE(CFS) AT CONFLUENCE = 198.85 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 4.64 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** PIPE TRAVEL TIME(MIN.) - 0.01 Tc(MIN.) = 8.78 FLOW PROCESS FROM NODE 106.30 TO NODE 106.20 IS CODE = 21 LONGEST FLOWPATH FROM NODE 106.30 TO NODE 106.00 = 420.00 FEET. »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ****************************'***********'****** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« FLOW PROCESS FROM NODE 106.00 TO NODE 106.00 IS CODE = 1 INITIAL SUBAREA FLOW - LENGTH(FEET) = 62.00 » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< ELEVATION DATA: UPSTREAM(FEET) = 1053.50 DOWNSTREAM(FEET) = 1053.00 » »>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES« «< Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE))* *0.20 I O ,) TOTAL NUMBER OF STREAMS = 2 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.601 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 5.000 TIME OF CONCENTRATION(MIN.) = 8.78 SUBAREA Tc AND LOSS RATE DATA(AMC II): RAINFALL INTENSITY(INCH /HR) = 4.21 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc AREA - AVERAGED Fm(INCH /HR) = 0.64 LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) AREA- AVERAGED Fp(INCH /HR) = 0.75 PUBLIC PARK B 0.04 0.75 0.85 56 6.60 AREA- AVERAGED Ap = 0.85 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.75 EFFECTIVE STREAM AREA(ACRES) = 1.44 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.85 TOTAL STREAM AREA(ACRES) = 1.44 SUBAREA RUNOFF(CFS) = 0.16 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.64 TOTAL AREA(ACRES) = 0.04 PEAK FLOW RATE(CFS) = 0.16 ** CONFLUENCE DATA ** ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** STREAM 4 Tc Intensity Fp(Fm) Ap Ae HEADWATER FLOW PROCESS FROM NODE 106.20 TO NODE 106.10 IS CODE = 91 NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 165.00 9.06 4.136 0.75( 0.18) 0.24 37.5 101.60 ❑ CREATEDATE 2/3/2005 11:17 AM❑ ❑ FILENAME FONTBULB.RESO ❑ PAGE 230 ❑ CREATEDATE 2/3 /2005 11:17 AMID ❑ FILENAME FONTBULB.RES❑ ❑ PAGE 2411 1 169.09 9.63 3.986 0.75( 0.18) 0.24 40.2 103.90 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 1 177.33 10.89 3.702 0.75( 0.18) 0.24 45.7 101.40 FLOW PROCESS FROM NODE 182.00 TO NODE 182.00 IS CODE = 7 1 177.74 10.98 3.685 0.75( 0.18) 0.24 46.1 100.30 1 182.17 12.10 3.476 0.75( 0.18) 0.23 50.4 102.30 » » >USER SPECIFIED HYDROLOGY INFORMATION AT NODE««< 1 188.40 14.00 3.185 0.75( 0.17) 0.23 57.3 103.50 - - - -_ r p e 1 190.66 14.78 3.082 0.75( 0.17) 0.22 60.0 103.70 USER - SPECIFIED VALUES ARE AS FOLLOWS: t ROM S ' C.A M O KE AILLS 1 195.43 16.94 2.841 0.75( 0.16) 0.21 66.9 645.00 TC(MIN.) = 17.97 RAINFALL INTENSITY(INCH /HR) = 2.74 -{ ` 1 1 O '( T Li 1 197.23 17.97 2.742 0.75( 0.16) 0.21 70.2 105.50 EFFECTIVE AREA(ACRES) = 59.77 " 1 198.85 19.74 2.591 0.75( 0.15) 0.20 75.1 414.00 TOTAL AREA(ACRES) = 70.28 PEAK FLOW RATE(CFS) = 160.84 2 4.64 8.78 4.214 0.75( 0.64) 0.85 1.4 106.30 AREA - AVERAGED Fm(INCH /HR) = 0.22 AREA- AVERAGED Fp(INCH /HR) = 0.47 AREA- AVERAGED Ap = 0.47 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO NOTE: EFFECTIVE AREA IS USED AS THE TOTAL CONTRIBUTING AREA FOR ALL CONFLUENCE FORMULA USED FOR 2 STREAMS. CONFLUENCE ANALYSES. ** PEAK FLOW RATE TABLE ** ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER FLOW PROCESS FROM NODE 182.00 TO NODE 107.00 IS CODE = 31 NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 167.72 8.78 4.214 0.75( 0.20) 0.26 37.8 106.30 » »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< 2 169.54 9.06 4.136 0.75( 0.20) 0.26 39.0 101.60 » »>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< 3 173.44 9.63 3.986 0.75( 0.20) 0.26 41.6 103.90 4 181.30 10.89 3.702 0.75( 0.19) 0.26 47.2 101.40 ELEVATION DATA: UPSTREAM(FEET) = 1035.38 DOWNSTREAM(FEET) = 1034.84 5 181.69 10.98 3.685 0.75( 0.19) 0.26 47.5 100.30 FLOW LENGTH(FEET) = 240.00 MANNING'S N = 0.013 6 185.86 12.10 3.476 0.75( 0.19) 0.25 51.9 102.30 DEPTH OF FLOW IN 69.0 INCH PIPE IS 53.4 INCHES 7 191.71 14.00 3.185 0.75( 0.18) 0.24 58.7 103.50 PIPE -FLOW VELOCITY(FEET /SEC.) = 7.45 8 193.84 14.78 3.082 0.75( 0.18) 0.24 61.5 103.70 ESTIMATED PIPE DIAMETER(INCH) = 69.00 NUMBER OF PIPES = 1 9 198.29 16.94 2.841 0.75( 0.17) 0.23 68.4 645.00 PIPE- FLOW(CFS) = 160.84 10 199.96 17.97 2.742 0.75( 0.17) 0.22 71.6 105.50 PIPE TRAVEL TIME(MIN.) = 0.54 Tc(MIN.) = 18.51 11 201.38 19.74 2.591 0.75( 0.16) 0.22 76.5 414.00 LONGEST FLOWPATH FROM NODE 182.00 TO NODE 107.00 = 660.00 FEET. COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * *** PEAK FLOW RATE(CFS) = 201.38 Tc(MIN.) = 19.74 FLOW PROCESS FROM NODE 107.00 TO NODE 107.00 IS CODE = 1 EFFECTIVE AREA(ACRES) = 76.53 AREA - AVERAGED Fm(INCH/HR) = 0.16 AREA- AVERAGED Fp(INCH/HR) = 0.75 AREA- AVERAGED Ap = 0.22 » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL AREA(ACRES) = 78.01 » » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES«« < LONGEST FLOWPATH FROM NODE 414.00 TO NODE 106.00 = 2688.00 FEET. ___ - -- TOTAL NUMBER OF STREAMS = 2 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: FLOW PROCESS FROM NODE 106.00 TO NODE 107.00 IS CODE = 31 TIME OF CONCENTRATION(MIN.) = 18.51 RAINFALL INTENSITY(INCH/HR) - 2.69 »»> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< AREA- AVERAGED Fm(INCH/HR) = 0.22 »»>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< AREA- AVERAGED Fp(INCH /HR) = 0.47 AREA- AVERAGED Ap = 0.47 ELEVATION DATA: UPSTREAM(FEET) = 1035.10 DOWNSTREAM(FEET) = 1034.84 EFFECTIVE STREAM AREA(ACRES) = 59.77 FLOW LENGTH(FEET) = 65.00 MANNING'S N = 0.013 TOTAL STREAM AREA(ACRES) = 70.28 DEPTH OF FLOW IN 66.0 INCH PIPE IS 54.1 INCHES PEAK FLOW RATE(CFS) AT CONFLUENCE = 160.84 PIPE -FLOW VELOCITY(FEET /SEC.) = 9.67 ESTIMATED PIPE DIAMETER(INCH) = 66.00 NUMBER OF PIPES = 1 ** CONFLUENCE DATA ** PIPE- FLOW(CFS) = 201.38 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER PIPE TRAVEL TIME(MIN.) = 0.11 Tc(MIN.) = 19.85 NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE LONGEST FLOWPATH FROM NODE 414.00 TO NODE 107.00 = 2753.00 FEET. 1 167.72 8.89 4.181 0.75( 0.20) 0.26 37.8 106.30 1 169.54 9.17 4.104 0.75( 0.20) 0.26 39.0 101.60 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 1 173.44 9.74 3.958 0.75( 0.20) 0.26 41.6 103.90 FLOW PROCESS FROM NODE 107.00 TO NODE 107.00 IS CODE = 1 1 181.30 11.00 3.680 0.75( 0.19) 0.26 47.2 101.40 1 181.69 11.09 3.662 0.75( 0.19) 0.26 47.5 100.30 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< 1 185.86 12.21 3.457 0.75( 0.19) 0.25 51.9 102.30 - - -- - - - -- 1 191.71 14.11 3.169 0.75( 0.18) 0.24 58.7 103.50 TOTAL NUMBER OF STREAMS = 2 1 193.84 14.90 3.068 0.75( 0.18) 0.24 61.5 103.70 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: 1 198.29 17.05 2.830 0.75( 0.17) 0.23 68.4 645.00 TIME OF CONCENTRATION(MIN.) = 19.85 1 199.96 18.08 2.732 0.75( 0.17) 0.22 71.6 105.50 RAINFALL INTENSITY(INCH/HR) = 2.58 1 201.38 19.85 2.583 0.75( 0.16) 0.22 76.5 414.00 AREA - AVERAGED Fm(INCH/HR) = 0.16 2 160.84 18.51 2.694 0.47( 0.22) 0.47 59.8 182.00 AREA- AVERAGED Fp(INCH/HR) = 0.75 AREA- AVERAGED Ap = 0.22 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO EFFECTIVE STREAM AREA(ACRES) = 76.53 CONFLUENCE FORMULA USED FOR 2 STREAMS. TOTAL STREAM AREA(ACRES) = 78.01 PEAK FLOW RATE(CFS) AT CONFLUENCE = 201.38 ** PEAK FLOW RATE TABLE ** STREAM 4 Tc Intensity Fp(Fm) Ap Ae HEADWATER ❑ CREATEDATE 2/3/2005 11:17 AMO ❑ FILENAME FONTBULB.RES❑ ❑ PAGE 31 ❑ ❑ CREATEDATE 2/3 /2005 11:17 AM❑ ❑ FILENAME FONTBULB.RES❑ O PAGE 320 6 306.33 10.74 3.734 0.59( 0.20) 0.35 74.5 103.90 UPSTREAM ELEVATION(FEET) = 1055.92 DOWNSTREAM ELEVATION(FEET) = 1050.67 7 319.64 12.00 3.494 0.59( 0.20) 0.34 84.2 101.40 STREET LENGTH(FEET) = 477.00 CURB HEIGHT(INCHES) = 6.0 8 320.39 12.08 3.479 0.59( 0.20) 0.34 84.8 100.30 STREET HALFWIDTH(FEET) = 20.00 9 329.03 13.19 3.300 0.59( 0.20) 0.34 92.7 102.30 3 10 341.90 15.08 3.045 0.58( 0.20) 0.34 105.8 103.50 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 ( 11 346.74 15.87 2.954 0.58( 0.20) 0.34 111.0 103.70 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 12 358.13 18.01 2.738 0.58( 0.19) 0.33 124.9 645.00 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 13 362.91 19.03 2.649 0.57( 0.19) 0.33 131.5 105.50 14 364.50 19.46 2.614 0.57( 0.19) 0.33 134.0 182.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 15 358.22 20.81 2.510 0.57( 0.19) 0.32 137.8 414.00 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.74 PEAK FLOW RATE(CFS) = 364.50 Tc(MIN.) = 19.46 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: EFFECTIVE AREA(ACRES) = 134.02 AREA - AVERAGED Fm(INCH /HR) = 0.19 STREET FLOW DEPTH(FEET) = 0.36 AREA - AVERAGED Fp(INCH/HR) = 0.57 AREA- AVERAGED Ap = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 11.58 TOTAL AREA(ACRES) = 149.74 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.56 LONGEST FLOWPATH FROM NODE 414.00 TO NODE 109.00 = 3253.00 FEET. PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.92 STREET FLOW TRAVEL TIME(MIN.) = 3.10 Tc(MIN.) = 10.47 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.792 FLOW PROCESS FROM NODE 109.00 TO NODE 110.00 IS CODE = 31 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN » »> USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< RESIDENTIAL _ "8 -10 DWELLINGS /ACRE" B 1.80 0.75 0.40 56 ELEVATION DATA: UPSTREAM(FEET) = 1033.84 DOWNSTREAM(FEET) = 1033.74 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.75 FLOW LENGTH(FEET) = 50.00 MANNING'S N = 0.013 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.40 DEPTH OF FLOW IN 96.0 INCH PIPE IS 74.1 INCHES SUBAREA AREA(ACRES) = 1.80 SUBAREA RUNOFF(CFS) = 5.66 PIPE -FLOW VELOCITY(FEET /SEC.) = 8.75 EFFECTIVE AREA(ACRES) = 2.03 AREA - AVERAGED Fm(INCH/HR) = 0.31 ESTIMATED PIPE DIAMETER(INCH) = 96.00 NUMBER OF PIPES = 1 AREA- AVERAGED Fp(INCH/HR) = 0.75 AREA- AVERAGED Ap = 0.41 PIPE- FLOW(CFS) = 364.50 TOTAL AREA(ACRES) = 2.03 PEAK FLOW RATE(CFS) = 6.37 PIPE TRAVEL TIME(MIN.) = 0.10 Tc(MIN.) = 19.55 LONGEST FLOWPATH FROM NODE 414.00 TO NODE 110.00 = 3303.00 FEET. END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.41 HALFSTREET FLOOD WIDTH(FEET) = 14.40 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW VELOCITY(FEET /SEC.) = 2.90 DEPTH *VELOCITY(FT *FT /SEC.) = 1.20 FLOW PROCESS FROM NODE 110.00 TO NODE 110.00 IS CODE = 10 LONGEST FLOWPATH FROM NODE 150.60 TO NODE 150.20 = 643.00 FEET. » »>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 2 ««< ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** _ _ - - -_ _ = FLOW PROCESS FROM NODE 150.20 TO NODE 150.00 IS CODE = 31 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< FLOW PROCESS FROM NODE 150.60 TO NODE 150.50 IS CODE = 21 » »> USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< S » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< ELEVATION DATA: UPSTREAM(FEET) = 1043.25 DOWNSTREAM(FEET) = 1042.19 »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« FLOW LENGTH(FEET) = 85.00 MANNING'S N = 0.013 = ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 INITIAL SUBAREA FLOW- LENGTH(FEET) = 166.00 DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.8 INCHES ELEVATION DATA: UPSTREAM(FEET) = 1057.80 DOWNSTREAM(FEET) = 1055.92 PIPE -FLOW VELOCITY(FEET /SEC.) = 6.51 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 Tc = K*E(LENGTH** 3.00) /(ELEVATION CHANGE)]* *0.20 PIPE - FLOW(CFS) - 6.37 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.365 3 I PIPE TRAVEL TIME(MIN.) = 0.22 Tc(MIN.) = 10.68 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.682 LONGEST FLOWPATH FROM NODE 150.60 TO NODE 150.00 = 728.00 FEET. SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) FLOW PROCESS FROM NODE 150.00 TO NODE 150.00 IS CODE = 1 RESIDENTIAL "5 -7 DWELLINGS /ACRE" B 0.23 0.75 0.50 56 7.37 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.75 =___ ==s=====----- ..... -- ----- --===_ ------ _ ----- _ ---------------------- SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 TOTAL NUMBER OF STREAMS = 2 SUBAREA RUNOFF(CFS) = 0.89 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TOTAL AREA(ACRES) = 0.23 PEAK FLOW RATE(CFS) = 0.89 TIME OF CONCENTRATION(MIN.) = 10.68 RAINFALL INTENSITY(INCH /HR) = 3.75 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** AREA-AVERAGED Fm(INCH /HR) = 0.31 FLOW PROCESS FROM NODE 150.50 TO NODE 150.20 IS CODE = 61 AREA- AVERAGED Fp(INCH /HR) = 0.75 AREA- AVERAGED Ap = 0.41 » » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA ««< EFFECTIVE STREAM AREA(ACRES) = 2.03 » »STANDARD CURB SECTION USED) « «< TOTAL STREAM AREA(ACRES) = 2.03 -------------------------- - - - - -- - = = PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.37