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Home My WebLink AboutSierra Business Park PM 16264 March 2005E MAY f 0 '23Z litllff-ZOLLARS, ING, HYDROLOGY AND HYDRAULIC CALCULATIONS FOR SIERRA BUSINESS PARK SOUTH EAST CORNER OF SLOVER AVENUE AND SIERRA AVENUE ml&mwwjm� I -IN W0011 ta All Oka NO HUITT-ZOLLARS 1101. SOUTH MILLIKEN AVENUES SUITE #G ONTAR105 CALIFORNIA 91761 MARCH 25, 2005 PROJECTNO.11- 202 "'"' ....... -()2 AP'PR(",)VED THE HWS PLAJAND Sfih'lFiCMIONS GH(fd L N( ' � 1 �3[ @jf & h'w J'� OF mF o ('41410 OF: AN APPf,�OVAA. o i Al i o A��y 6 rn: kk IIA , (30 n J N T Y () �'l GY [AV/S O�4 omwmayus' iT 0 No. 3336 Exp, 6-30-06 / 24-J, A C C A� � Maurice H. Murad R.C.E. No. #C33366 Expires 6-30-2006 Table of Contents Title page Introduction 1 Location 1 Purpose 1 Previous Studies 1 Hydrologic Analysis 2 Hydraulic Analysis 2 Conclusions 2 List of Technical Appendices Technical Appendix A Hydrologic Analysis Sierra Avenue Storm Drain System Technical Appendix B Hydrologic Analysis Line A Technical Appendix C Hydrologic Analysis Line H Technical Appendix D Hydrologic Analysis Line F Technical Appendix E Hydrologic Analysis Lateral T Technical Appendix F Hydrologic Analysis Lateral J-4 Technical Appendix G Hydrologic Analysis Lateral B-2 Technical Appendix H Hydraulic Analysis Sierra Avenue Storm Drain System Technical Appendix I Hydraulic Analysis Line A Technical Appendix J Hydraulic Analysis Line H Technical Appendix K Hydraulic Analysis Line F List of Technical Appendices (continued.) Technical Appendix L Hydraulic Analysis Lateral T Technical Appendix M Hydraulic Analysis Lateral J-4 Technical Appendix N Hydraulic Analysis Lateral B-2 Technical Appendix O Hydrology Map Ultimate Condition Technical Appendix P Hydraulic Analysis Sierra Avenue / Slover Avenue Storm Drain Technical Appendix Q Hydrologic Analysis Master Hydrology Study for Empire Center Technical Appendix R Hydrology Map Master Hydrology Study for Empire Center Introduction A hydrologic and hydraulic analysis has been prepared for the Sierra Business. Park. This proposed development accepts offsite flows from the north and conveys them through the development in both existing and proposed drainage facilities. Location The Sierra Business Park site is located south of Slover Avenue, east of Sierra Avenue, north of Santa Ana Avenue, and generally west of Tamarind Avenue in the City of Fontana, California. The development north of the site is fully developed and conveys flows in storm drains to the Sierra Business Park. Purpose This report has been developed to estimate 100-year peak flow rates for mainline storm drain facilities based on the ultimate, built out, condition for the site. Additionally, this report has been developed to evaluate these mainline drainage improvements necessary to convey these flows to downstream receiving facilities. Previous Studies This report is based on hydrologic analyses that have been previously completed. These previous reports are: • Master Hydrology Study for Empire Center Lines A, B, & C Hall & Foreman, Inc — January 28, 1992 • Preliminary Hydrology & Hydraulic Calculations for Sierra Business Park (Onsite) Huitt: Zollars, Inc —November 1, 2003 • Hydrology & Hydraulic Calculations for Sierra Business Park (Area Drainage Plan) Huitt Zollars, Inc — July 19, 2004 Page 1 Hydrologic Analysis The basis for the offsite and the onsite —ultimate hydrologic calculations is the previous studies. The offsite hydrologic analyses have been reproduced from the previous studies and are included, along with the Hydrology Map, in Technical Appendices Q and R. Modifications were made to the previous onsite studies to incorporate the latest drainage plans for the area. These hydrologic analyses are contained in Technical Appendices A through E. 100-year return event rational method analyses were completed for the ultimate drainage conditions. The onsite —ultimate drainage condition represents a completely built out site and was evaluated using a "Commercial' hydrologic cover for all pads. The offsite hydrologic analysis also represents a fully developed condition for the upstream offsite area. Hydrologic soil type "B" was used for all onsite drainage analyses Hydraulic Analysis A hydraulic analysis was completed for the mainline storm drain facilities under the ultimate drainage condition. The 100-year peak flow rates determined by the onsite — ultimate hydrologic analysis were used for the hydraulic calculations. The controlling hydraulic grade lines for the mainline storm drain systems, with the exception of Line F and Laterals T, J-4, & B-2, were taken from the calculations for the existing storm drain system in Sierra / Slover in the Hydrology & Hydraulic Calculations for Sierra Business Park (Area Drainage Plan) report contained in Technical Appendix P. The hydraulic grade line for Line F was taken from the Preliminary Hydrology & Hydraulic Calculations for Sierra Business Park (onsite) report. The hydraulic analyses are contained in Technical Appendices H through N. Conclusions The hydrologic analysis presents the rational method 100-year peak flow rates for the ultimate drainage conditions. The hydraulic analyses indicate that all hydraulic grade lines are below mainline manhole rim elevations and proposed catch basin flowlines on the proposed mainline storm drain systems. Page 2 Technical Appendix A Technical Appendix A Hydrologic Analysis Sierra Avenue Storm Drain System RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) copyright 1983-93 Advanced Engineering software (aes) Ver. 1.9B Release Date: 7/18/93 License ID 1202 Analysis prepared by: HUITT-ZOLLARS, INC. 1101 S. MILLIKEN, SUITE G ONTARIO, CALIFORNIA 91761 TEL: (909) 390-8400 - FAX: (909) 390-8406 ************************** DESCRIPTION OF STUDY ************************** SIERRA BUSINESS PARK - FONTANA SIERRA AVENUE STORM DRAIN HYDROLOGIC ANALYSIS - 100-YEAR - ULTIMATE CONDITION FILE NAME: 0405G100.DAT TIME/DATE OF STUDY: 18:27 3/31/2005 ------------------------------------------------------------------------ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --------------------- -----__________________ -------------------------------- --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = .95 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* 10-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) .920 100-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 1.340 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1-HOUR INTENSITY(INCH/HOUR) = 1.3400 SLOPE OF INTENSITY DURATION CURVE = .6000 FLOW PROCESS FROM NODE 10.00 TO NODE 10.00 IS CODE = 15 ---------------------------------------------------------------------------- »»>DEFINE MEMORY BANK # 1 ««< MEMORY BANK # 1 DEFINED AS FOLLOWS: Q(CFS) TC(MIN.) Fp(INCH/HR) Ap FM(INCH/HR) Ae(ACRES) 1 110.39 10.30 .643 .25 .161 31.95 2 123.04 14.98 .638 .26 .163 45.25 3 122.74 15.12 .638 .26 .164 45.41 TOTAL AREA = 45.41 FLOW PROCESS FROM NODE 10.00 TO NODE 10.00 IS CODE = 14 ---------------------------------------------------------------------------- »»>MEMORY BANK # 1 COPIED ONTO MAIN -STREAM MEMORY««< MAIN -STREAM MEMORY DEFINED AS FOLLOWS: Q(CFS) TC(MIN.) Fp(INCH/HR) Ap FM(INCH/HR) Ae(ACRES) 1 110.39 10.30 .643 .25 .161 31.95 2 123.04 14.98 .638 .26 .163 45.25 3 122.74 15.12 .638 .26 .164 45.41 Page 1 TOTAL AREA = 45.41 FLOW PROCESS FROM NODE 10.00 TO NODE 10.00 IS CODE = 12 ---------------------------------------------------------------------------- »»>CLEAR MEMORY BANK # 1 ««< FLOW PROCESS FROM NODE 10.00 TO NODE 1004.00 IS CODE = 3 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< --------------------------------------------------------------- DEPTH OF FLOW IN 48.0 INCH PIPE IS 35.8 INCHES PIPE -FLOW VELOCITY (FEET/SEC. ) = 12.2 UPSTREAM NODE ELEVATION(FEET) = 1076.30 DOWNSTREAM NODE ELEVATION(FEET) = 1070.10 FLOW LENGTH(FEET) = 659.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 123.04 TRAVEL TIME(MIN.) = .90 TC(MIN.) = 15.88 FLOW PROCESS FROM NODE 1004.00 TO NODE 1004.00 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.) = 15.88 RAINFALL INTENSITY(INCH/HR) = 2.98 AREA -AVERAGED FM(INCH/HR) = .16 AREA -AVERAGED Fp(INCH/HR) = .64 AREA -AVERAGED Ap = .26 EFFECTIVE STREAM AREA(ACRES) = 45.25 TOTAL STREAM AREA(ACRES) = 45.41 PEAK FLOW RATE(CFS) AT CONFLUENCE 123.04 FLOW PROCESS FROM NODE 1000.00 TO NODE 1001.00 IS CODE = 2.1 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH** 3. 00)/ (ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 265.00 UPSTREAM ELEVATION(FEET) = 1080.00 DOWNSTREAM ELEVATION(FEET) = 1079.00 ELEVATION DIFFERENCE(FEET) = 1.00 TC(MIN.) = .304*[( 265.00** 3.00)/( 1.00)]** .20 = 8.646 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.285 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA RUNOFF(CFS) = 3.03 TOTAL AREA(ACRES) = .80 PEAK FLOW RATE(CFS) = 3.03 Page 2 FLOW PROCESS FROM NODE 1001.00 TO NODE 1002.00 IS CODE = 3 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 3.9 UPSTREAM NODE ELEVATION(FEET) = 1078.47 DOWNSTREAM NODE ELEVATION(FEET) = 1077.70 FLOW LENGTH(FEET) = 154.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.03 TRAVEL TIME(MIN.) _ .66 TC(MIN.) = 9.30 FLOW PROCESS FROM NODE 1001.00 TO NODE 1002.00 IS CODE = 8 ---------------------------------------------------------------------------- >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.101 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = .10 SUBAREA RUNOFF(CFS) _ .36 EFFECTIVE AREA(ACRES) _ .90 AREA -AVERAGED FM(INCH/HR) = .08 AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) _ .90 PEAK FLOW RATE(CFS) = 3.26 TC(MIN) = 9.30 FLOW PROCESS FROM NODE 1002.00 TO NODE 1003.00 IS CODE _ 3 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 2.5 UPSTREAM NODE ELEVATION(FEET) = 1077.70 DOWNSTREAM NODE ELEVATION(FEET) = 1077.45 FLOW LENGTH(FEET) = 166.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.26 TRAVEL TIME(MIN.) = 1.10 TC(MIN.) = 10.40 FLOW PROCESS FROM NODE 1002.00 TO NODE 1003.00 IS CODE _ 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.834 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 5.30 SUBAREA RUNOFF(CFS) = 17.93 EFFECTIVE AREA(ACRES) = 6.20 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 6.20 PEAK FLOW RATE(CFS) = 20.98 TC(MIN) = 10.40 Page 3 FLOW PROCESS FROM NODE 1003.00 TO NODE 1004.00 IS CODE = 3 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< DEPTH OF FLOW IN 21.0 INCH PIPE IS 14.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 12.1 UPSTREAM NODE ELEVATION(FEET) = 1077.45 DOWNSTREAM NODE ELEVATION(FEET) = 1071.29 FLOW LENGTH(FEET) = 216.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 20.98 TRAVEL TIME(MIN.) _ .30 TC(MIN.) = 10.70 FLOW PROCESS FROM NODE 1004.00 TO NODE 1004.00 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. = 10.70 RAINFALL INTENSITY(INCH/HR� = 3.77 AREA -AVERAGED FM(INCH/HR) = .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = 10 EFFECTIVE STREAM AREA(ACRES) = 6.20 TOTAL STREAM AREA(ACRES) = 6.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 20.98 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. PEAK FLOW RATE TABLE ** Q TC Intensit Fp Ap FM Ae (CFS) (MIN.) (INCH/HR� (INCH/HR) (INCH/HR) (ACRES) 1 130.76 11.23 3.663 .65 .23 .15 38.15 2 139.51 15.88 2.975 .64 .24 .15 51.45 3 139.11 16.02 2.960 .64 .24 .15 51.61 4 129.42 10.70 3.770 .65 .23 .15 36.66 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 139.51 TC(MIN.) = 15.878 EFFECTIVE AREA(ACRES) = 51.45 AREA -AVERAGED FM(INCH/HR) _ .15 AREA -AVERAGED Fp(INCH/HR) _ .64 AREA -AVERAGED Ap = .24 TOTAL AREA(ACRES) = 51.61 FLOW PROCESS FROM NODE 1004.00 TO NODE 1005.00 IS CODE = 3 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< DEPTH OF FLOW IN 48.0 INCH PIPE IS 34.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 14.3 UPSTREAM NODE ELEVATION(FEET) = 1070.10 DOWNSTREAM NODE ELEVATION(FEET) = 1069.80 FLOW LENGTH(FEET) = 23.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 139.51 Page 4 TRAVEL TIME(MIN.) = .03 TC(MIN.) = 15.91 FLOW PROCESS FROM NODE 1004.00 TO NODE 1005.00 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.972 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 1.70 SUBAREA RUNOFF(CFS) = 4.43 EFFECTIVE AREA(ACRES) = 53.15 AREA -AVERAGED FM(INCH/HR) _ .15 AREA -AVERAGED Fp(INCH/HR) = .65 AREA -AVERAGED Ap = .23 TOTAL AREA(ACRES) = 53.31 PEAK FLOW RATE(CFS) = 139.51 TC(MIN) = 15.91 FLOW PROCESS FROM NODE 1005.00 TO NODE 1014.00 IS CODE = 3 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< DEPTH OF FLOW IN 48.0 INCH PIPE IS 36.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 13.5 UPSTREAM NODE ELEVATION(FEET) = 1069.80 DOWNSTREAM NODE ELEVATION(FEET) = 1068.10 FLOW LENGTH(FEET) = 150.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 139.51 TRAVEL TIME(MIN.) _ .19 TC(MIN.) = 16.09 FLOW PROCESS FROM NODE 1014.00 TO NODE 1014.00 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.) = 16.09 RAINFALL INTENSITY(INCH/HR) = 2.95 AREA -AVERAGED FM(INCH/HR) = .15 AREA -AVERAGED Fp(INCH/HR) = .65 AREA -AVERAGED Ap = 23 EFFECTIVE STREAM AREA(ACRES) = 53.15 TOTAL STREAM AREA(ACRES) = 53.31 PEAK FLOW RATE(CFS) AT CONFLUENCE = 139.51 FLOW PROCESS FROM NODE 1010.00 TO NODE 1011.00 IS CODE = 2.1 -------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ------------------------------------------------------------------------- DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 223.00 UPSTREAM ELEVATION(FEET) = 1079.00 DOWNSTREAM ELEVATION(FEET) = 1077.00 ELEVATION DIFFERENCE(FEET) = 2.00 TC(MIN.) = .304*[( 223.00** 3.00)/( 2.00)]** .20 = 6.787 Page 5 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.955 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA RUNOFF(CFS) = 4.34 TOTAL AREA(ACRES) = 1.00 PEAK FLOW RATE(CFS) = 4.39 FLOW PROCESS FROM NODE 1011.00 TO NODE 1012.00 IS CODE = 3 >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< -------------- ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 4.3 UPSTREAM NODE ELEVATION(FEET) = 1071.84 DOWNSTREAM NODE ELEVATION(FEET) = 1070.75 FLOW LENGTH(FEET) = 218.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.39 TRAVEL TIME(MIN.) _ .85 TC(MIN.) = 7.63 rrr��r�r�r�*,rx�rr��rr*r��r�r�xr��rr�r�rr�r,��rr�r�r��r��tr��rrrr�r�r�rr��rr�rrt,rx*�r�r*�t�r�r FLOW PROCESS FROM NODE 1012.00 TO NODE 1012.00 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.617 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = .40 SUBAREA RUNOFF(CFS) = 1.64 EFFECTIVE AREA(ACRES) = 1.40 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 1.40 PEAK FLOW RATE(CFS) = 5.72 TC(MIN) = 7.63 FLOW PROCESS FROM NODE 1012.00 TO NODE 1013.00 IS CODE = 3 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 4.5 UPSTREAM NODE ELEVATION(FEET) = 1070.75 DOWNSTREAM NODE ELEVATION(FEET) = 1070.05 FLOW LENGTH(FEET) = 140.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.72 TRAVEL TIME(MIN.) _ .51 TC(MIN.) = 8.15 FLOW PROCESS FROM NODE 1013.00 TO NODE 1013.00 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.440 Page 6 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = 0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 1.40 SUBAREA RUNOFF(CFS) = 5.50 EFFECTIVE AREA(ACRES) = 2.80 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 2.80 PEAK FLOW RATE(CFS) = 11.00 TC(MIN) = 8.15 �r,tr�rrr�r*r��rr�rr*�r,��rrsr*�t�rrr*r�ti,rrrr*�rrrt,ttt�rr�rrttrr�rr�,t,rrrrrrrtx�r,t�r FLOW PROCESS FROM NODE 1013.00 TO NODE 1014.00 IS CODE = 3 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< ------------------------------------------------------------------- DEPTH OF FLOW IN 21.0 INCH PIPE IS 16.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 5.3 UPSTREAM NODE ELEVATION(FEET) = 1070.05 DOWNSTREAM NODE ELEVATION(FEET) = 1069.50 FLOW LENGTH(FEET) = 104.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 11.00 TRAVEL TIME(MIN.) _ .33 TC(MIN.) = 8.47 FLOW PROCESS FROM NODE 1014.00 TO NODE 1014.00 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.) = 8.47 RAINFALL INTENSITY(INCH/HR) = 4.34 AREA -AVERAGED FM(INCH/HR) = .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = 10 EFFECTIVE STREAM AREA(ACRES) = 2.80 TOTAL STREAM AREA(ACRES) = 2.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 11.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. PEAK FLOW RATE TABLE ** Q TC Intensit Fp Ap FM Ae (CFS) (MIN.) (INCH/HR� (INCH/HR) (INCH/HR) (ACRES) 1 138.84 10.92 3.725 .66 .21 .14 41.16 2 139.92 11.44 3.622 .66 .21 .14 42.65 3 146.93 16.09 2.952 .65 .23 .15 55.95 4 146.50 16.23 2.936 .65 .23 .15 56.11 5 128.60 8.47 4.337 .66 .21 .14 32.57 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 146.93 TC(MIN.) = 16.091 EFFECTIVE AREA(ACRES) = 55.95 AREA -AVERAGED FM(INCH/HR) _ .15 AREA -AVERAGED Fp(INCH/HR) _ .65 AREA -AVERAGED Ap = .23 TOTAL AREA(ACRES) = 56.11 FLOW PROCESS FROM NODE 1014.00 TO NODE 1015.00 IS CODE = 3 Page 7 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< DEPTH OF FLOW IN 48.0 INCH PIPE IS 38.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 13.8 UPSTREAM NODE ELEVATION(FEET) = 1068.10 DOWNSTREAM NODE ELEVATION(FEET) = 1066.30 FLOW LENGTH(FEET) = 153.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 146.93 TRAVEL TIME(MIN.) = .19 TC(MIN.) = 16.28 FLOW PROCESS FROM NODE 1015.00 TO NODE 1015.00 IS CODE 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.931 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = .70 SUBAREA RUNOFF(CFS) 1.80 EFFECTIVE AREA(ACRES) = 56.65 AREA -AVERAGED FM(INCH/HR) _ .15 AREA -AVERAGED Fp(INCH/HR) = .65 AREA -AVERAGED Ap = .22 TOTAL AREA(ACRES) = 56.81 PEAK FLOW RATE(CFS) = 146.93 TC(MIN) = 16.28 FLOW PROCESS FROM NODE 1015.00 TO NODE 1016.00 IS CODE = 3 --------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< --------------------------------------------------------------------------- DEPTH OF FLOW IN 48.0 INCH PIPE IS 38.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 13.5 UPSTREAM NODE ELEVATION(FEET) = 1066.30 DOWNSTREAM NODE ELEVATION(FEET) = 1065.40 FLOW LENGTH(FEET) = 80.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 146.93 TRAVEL TIME(MIN.) = .10 TC(MIN.) = 16.37 r��r�t�tt�tt�r�*t�r��**�trrt,�*rrr��trr�*�t�t�rrrr�r�x*�r�r,tix�r�t,rttrr,rtr�trrr�r�rrrrr FLOW PROCESS FROM NODE 1016.00 TO NODE 1016.00 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.921 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = .30 SUBAREA RUNOFF(CFS) _ .77 EFFECTIVE AREA(ACRES) = 56.95 AREA -AVERAGED FM(INCH/HR) _ .15 AREA -AVERAGED Fp(INCH/HR) = .65 AREA -AVERAGED Ap = .22 TOTAL AREA(ACRES) = 57.11 PEAK FLOW RATE(CFS) = 146.93 TC(MIN) = 16.37 Page 8 FLOW PROCESS FROM NODE 1016.00 TO NODE 1053.00 IS CODE = 3 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< DEPTH OF FLOW -IN--48.0 INCH PIPE IS 38.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 13.5 UPSTREAM NODE ELEVATION(FEET) = 1065.40 DOWNSTREAM NODE ELEVATION(FEET) = 1062.80 FLOW LENGTH(FEET) = 230.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES 1 PIPE-FLOW(CFS) = 146.93 TRAVEL TIME(MIN.) _ .28 TC(MIN.) = 16.66 FLOW PROCESS FROM NODE 1053.00 TO NODE 1053.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ««< FLOW PROCESS FROM NODE 1020.00 TO NODE 1021.00 IS CODE = 2.1 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 332.00 UPSTREAM ELEVATION(FEET) = 1077.00 DOWNSTREAM ELEVATION(FEET) = 1074.50 ELEVATION DIFFERENCE(FEET) = 2.50 TC(MIN.) = .304*[( 332.00** 3.00)/( 2.50)]** .20 = 8.241 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.410 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA RUNOFF(CFS) = 7.80. TOTAL AREA(ACRES) = 2.00 PEAK FLOW RATE(CFS) = 7.80 FLOW PROCESS FROM NODE 1021.00 TO NODE 1022.00 IS CODE 3 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 4.9 UPSTREAM NODE ELEVATION(FEET) = 1068.39 DOWNSTREAM NODE ELEVATION(FEET) = 1067.69 FLOW LENGTH(FEET) = 140.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 7.80 TRAVEL TIME(MIN.) _ .47 TC(MIN.) 8.71 FLOW PROCESS FROM NODE 1022.00 TO NODE 1022.00 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.265 Page 9 " SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = 0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 4.30 SUBAREA RUNOFF(CFS) = 16.21 EFFECTIVE AREA(ACRES) = 6.30 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) 6.30 PEAK FLOW RATE(CFS) = 23.75 TC(MIN) = 8.71 FLOW PROCESS FROM NODE 1022.00 TO NODE 1023.00 IS CODE = 3 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< DEPTH OF FLOW IN 30.0 INCH PIPE IS 21.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.5 UPSTREAM NODE ELEVATION(FEET) = 1067.69 DOWNSTREAM NODE ELEVATION(FEET) = 1066.91 FLOW LENGTH(FEET) = 155.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 23.75 TRAVEL TIME(MIN.) _ .40 TC(MIN.) = 9.11 FLOW PROCESS FROM NODE 1023.00 TO NODE 1023.00 IS CODE 8 --------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.151 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = .30 SUBAREA RUNOFF(CFS) = 1.10 EFFECTIVE AREA(ACRES) = 6.60 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10- TOTAL. AREA(ACRES) = 6.60 PEAK FLOW RATE(CFS) = 24.21 TC(MIN) = 9.11 r��*rr�r�rtrrr��rstr�r�r�r�rrrstt�,r*��rr*r�r*�r�r�rr�r,r*�rxr*��r�r�rrx�xrrrr�*�*rrr�,r��r�sr FLOW PROCESS FROM NODE 1023.00 TO NODE 1023.00 IS CODE = 8 ---------------------------------------------------------------------------- >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.151 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) = 3.67 EFFECTIVE AREA(ACRES) = 7.60 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 7.60 PEAK FLOW RATE(CFS) = 27.88 TC(MIN) = 9.11 FLOW PROCESS FROM NODE 1023.00 TO NODE 1023.00 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< Page 10 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.151 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = .30 SUBAREA RUNOFF(CFS) = 1.10 EFFECTIVE AREA(ACRES) 7.90 AREA -AVERAGED FM(INCH/HR) _ .07 AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 7.90 PEAK FLOW RATE(CFS) = 28.98 TC(MIN) = 9.11 �rrrr��rrrrr�rt�r��rr��t�rr�rxr�rx,r�r,t�r��rr��r�r*txrr�r,r�rrr�r��rrrrrr��rrr�xr��r FLOW PROCESS FROM NODE 1023.00 TO NODE 1023.00 IS CODE = 8 --------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.151 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) = 3.67 EFFECTIVE AREA(ACRES) = 8.90 AREA -AVERAGED FM(INCH/HR) _ .07 AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 8.90 PEAK FLOW RATE(CFS) = 32.65 TC(MIN) = 9.11 FLOW PROCESS FROM NODE 1023.00 TO NODE 1052.00 IS CODE = 3 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< --------------------------------------------------------------------- DEPTH OF FLOW IN 33.0 INCH PIPE IS 24.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.0 UPSTREAM NODE ELEVATION(FEET) = 1066.31 DOWNSTREAM NODE ELEVATION(FEET) = 1063.93 FLOW LENGTH(FEET) = 473.00 MANNING`S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 32.65 TRAVEL TIME(MIN.) = 1.13 TC(MIN.) = 10.25 FLOW PROCESS FROM NODE 1052.00 TO NODE 1052.00 IS CODE = -10 ---------------------------------------------------------------------------- »»>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 ««< FLOW PROCESS FROM NODE 1030.00 TO NODE 1031.00 IS CODE = 2.1 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< -------------------------------------------------------------------- DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH** 3. 00)/ (ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 187.00 UPSTREAM ELEVATION(FEET) = 1077.50 DOWNSTREAM ELEVATION(FEET) = 1076.50 ELEVATION DIFFERENCE(FEET) = 1.00 TC(MIN.) = .304*[( 187.00** 3.00)/( 1.00)]** .20 = 7.014 Page 11 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.857 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA RUNOFF(CFS) = 3.44 TOTAL AREA(ACRES) = .80 PEAK FLOW RATE(CFS) 3.44 FLOW PROCESS FROM NODE 1031.00 TO NODE 1041.00 IS CODE = 3 >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 5.4 UPSTREAM NODE ELEVATION(FEET) = 1069.03 DOWNSTREAM NODE ELEVATION(FEET) = 1068.80 FLOW LENGTH(FEET) = 21.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.44 TRAVEL TIME(MIN.) _ .06 TC(MIN.) = 7.08 FLOW PROCESS FROM NODE 1041.00 TO NODE 1041.00 IS CODE = l ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< ------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 7.08 RAINFALL INTENSITY(INCH/HR) = 4.83 AREA -AVERAGED Fm INCH/HR) _ .08 AREA -AVERAGED Fp�INCH/HR = .75 AREA -AVERAGED Ap = .10 EFFECTIVE STREAM AREA(ACRES) _ .80 TOTAL STREAM AREA(ACRES) = .80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.44 FLOW PROCESS FROM NODE 1040.00 TO NODE 1041.00 IS CODE = 2.1 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 455.00 UPSTREAM ELEVATION(FEET) = 1075.00 DOWNSTREAM ELEVATION(FEET) = 1074.00 ELEVATION DIFFERENCE(FEET) = 1.00 TC(MIN.) = .304*[( 455.00** 3.00)/( 1.00)]** .20 = 11.959 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.527 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA RUNOFF(CFS) = 1.55 TOTAL AREA(ACRES) = .50 PEAK FLOW RATE(CFS) = 1.55 Page 12 FLOW PROCESS FROM NODE 1041.00 TO NODE 1041.00 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.) = 11.96 RAINFALL INTENSITY(INCH/HR) = 3.53 AREA -AVERAGED FM(INCH/HR) = .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 EFFECTIVE STREAM AREA(ACRES) _ .50 TOTAL STREAM AREA(ACRES) = .50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.55 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. PEAK FLOW RATE TABLE ** Q TC Intensity Fp Ap FM Ae (CFS) (MIN.) (INCH/HR) (INCH/HR) (INCH/HR) (ACRES) 1 4.71 7.08 4.831 .75 .10 .08 1.10 2 4.05 11.96 3.527 .75 .10 .08 1.30 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 4.71 TC(MIN.) = 7.079 EFFECTIVE AREA(ACRES) = 1.10 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 1.30 FLOW PROCESS FROM NODE 1041.00 TO NODE 1052.00 IS CODE = 3 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 14.2 UPSTREAM NODE ELEVATION(FEET) = 1068.60 DOWNSTREAM NODE ELEVATION(FEET) = 1064.43 FLOW LENGTH(FEET) = 33.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.71 TRAVEL TIME(MIN.) _ .04 TC(MIN.) 7.12 FLOW PROCESS FROM NODE 1052.00 TO NODE 1052.00 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.) = 7.12 RAINFALL INTENSITY(INCH/HR) = 4.81 AREA -AVERAGED FM(INCH/HR) = .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = 10 EFFECTIVE STREAM AREA(ACRES) = 1.10 TOTAL STREAM AREA(ACRES) = 1.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.71 Page 13 FLOW PROCESS FROM NODE 1050.00 TO NODE 1051.00 IS CODE = 2.1 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH** 3. 00)/ (ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 456.00 UPSTREAM ELEVATION(FEET) = 1075.00 DOWNSTREAM ELEVATION(FEET) = 1074.00 ELEVATION DIFFERENCE(FEET) = 1.00 TC(MIN.) = .304*[( 456.00** 3.00)/( 1.00)]** .20 = 11.974 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.524 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA RUNOFF(CFS) = 1.55 TOTAL AREA(ACRES) = .50 PEAK FLOW RATE(CFS) = 1.55 FLOW PROCESS FROM NODE 1051.00 TO NODE 1052.00 IS CODE = 3 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 8.1 UPSTREAM NODE ELEVATION(FEET) = 1067.00 DOWNSTREAM NODE ELEVATION(FEET) = 1064.42 FLOW LENGTH(FEET) = 40.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.55 TRAVEL TIME(MIN.) _ .08 TC(MIN.) = 12.06 FLOW PROCESS FROM NODE 1052.00 TO NODE 1052.00 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.) = 12.06 RAINFALL INTENSITY(INCH/HR) = 3.51 AREA -AVERAGED FM(INCH/HR) = .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = 10 EFFECTIVE STREAM AREA(ACRES) _ .50 TOTAL STREAM AREA(ACRES) = .50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.55 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** Q TC Intensit Fp Ap FM Ae (CFS) (MIN.) (INCH/HR� (INCH/HR) (INCH/HR) (ACRES) 1 5.97 7.12 4.815 .75 .10 .08 1.39 2 5.60 12.00 3.520 .75 .10 .08 1.80 3 5.59 12.06 3.510 .75 .10 .08 1.80 Page 14 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 5.97 TC(MIN.) = 7.118 EFFECTIVE AREA(ACRES) = 1.39 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 1.80 FLOW PROCESS FROM NODE 1052.00 TO NODE 1052.00 IS CODE = 11 ---------------------------------------------------------------------------- >»»CONFLUENCE MEMORY BANK # 2 WITH THE MAIN -STREAM MEMORY««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ** PEAK FLOW RATE TABLE ** Q TC Intensit Fp Ap FM Ae (CFS) (MIN.) (INCH/HR� (INCH/HR) (INCH/HR) (ACRES) 1 34.31 7.12 4.815 .75 .10 .07 7.57 2 35.24 12.00 3.520 .75 .10 .07 10.70 3 35.15 12.06 3.510 .75 .10 .07 10.70 4 38.39 10.25 3.870 .75 .10 .07 10.55 TOTAL AREA = 10.70 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 38.39 TC(MIN.) = 10.246 EFFECTIVE AREA(ACRES) = 10.55 AREA -AVERAGED FM(INCH/HR) _ .07 AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 10.70 FLOW PROCESS FROM NODE 1052.00 TO NODE 1052.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>CLEAR MEMORY BANK # 2 ««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- FLOW PROCESS FROM NODE 1052.00 TO NODE 1053.00 IS CODE = 3 ---------------------------------------------------------------------------- >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 36.0 INCH PIPE IS 27.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.5 UPSTREAM NODE ELEVATION(FEET) = 1063.93 DOWNSTREAM NODE ELEVATION(FEET) = 1063.79 FLOW LENGTH(FEET) = 36.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 38.39 TRAVEL TIME(MIN.) = .09 TC(MIN.) = 10.34 FLOW PROCESS FROM NODE 1053.00 TO NODE 1053.00 IS CODE = 11 ---------------------------------------------------------------------------- »»>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN -STREAM MEMORY««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ** PEAK FLOW RATE TABLE ** Q TC Intensit Fp Ap FM Ae (CFS) (MIN.) (INCH/HR� (INCH/HR) (INCH/HR) (ACRES) 1 152.25 7.21 4.777 .67 .18 .12 34.33 2 172.40 10.34 3.849 .67 .18 .12 48.66 3 175.28 12.09 3.503 .67 .19 .13 54.58 Page 15 4 175.27 12.15 3.493 .67 .19 .13 54.75 5 165.31 9.05 4.169 .67 .18 .12 42.90 6 175.16 11.49 3.613 .67 .19 .12 52.81 7 175.30 12.01 3.518 .67 .19 .13 54.34 8 175.88 16.66 2.891 .66 .20 .13 67.65 9 175.30 16.80 2.876 .66 .21 .13 67.81 TOTAL AREA = 67.81 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 175.88 TC(MIN.) = 16.659 EFFECTIVE AREA(ACRES) = 67.65 AREA -AVERAGED FM(INCH/HR) _ .13 AREA -AVERAGED Fp(INCH/HR) _ .66 AREA -AVERAGED Ap = .20 TOTAL AREA(ACRES) = 67.81 FLOW PROCESS FROM NODE 1053.00 TO NODE 1053.00 IS CODE = 12 ---------------------------------------------------------------------------- »»>CLEAR MEMORY BANK # 1 ««< FLOW PROCESS FROM NODE 1053.00 TO NODE 1063.00 IS CODE = 3 ------------------------ »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< >>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< DEPTH OF FLOW IN 54.0 INCH PIPE IS 40.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 13.7 UPSTREAM NODE ELEVATION(FEET) = 1062.80 DOWNSTREAM NODE ELEVATION(FEET) = 1060.10 FLOW LENGTH(FEET) = 270.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = l PIPE-FLOW(CFS) = 175.88 TRAVEL TIME(MIN.) _ .33 TC(MIN.) = 16.99 FLOW PROCESS FROM NODE 1063.00 TO NODE 1063.00 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.) = 16.99 RAINFALL INTENSITY(INCH/HR) = 2.86 AREA -AVERAGED FM(INCH/HR) = .13 AREA -AVERAGED Fp(INCH/HR) = .66 AREA -AVERAGED Ap = .20 EFFECTIVE STREAM AREA(ACRES) = 67.65 TOTAL STREAM AREA(ACRES) = 67.81 PEAK FLOW RATE(CFS) AT CONFLUENCE = 175.88 FLOW PROCESS FROM NODE 1060.00 TO NODE 1061.00 IS CODE = 2.1 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< -------------------------------------------------------------------- DEVELOPMENT IS COMMERCIAL TC = K*E(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 217.00 UPSTREAM ELEVATION(FEET) = 1073.50 DOWNSTREAM ELEVATION(FEET) 1071.50 Page 16 ELEVATION DIFFERENCE(FEET) = 2.00 TC(MIN.) = .304*[( 217.00** 3.00)/( 2.00)]** .20 = 6.676 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.003 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA RUNOFF(CFS) = 3.10 TOTAL AREA(ACRES) = .70 PEAK FLOW RATE(CFS) = 3.10 FLOW PROCESS FROM NODE 1061.00 TO NODE 1062.00 IS CODE = 3 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< >>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC. = 6.0 UPSTREAM NODE ELEVATION(FEET� = 1067.66 DOWNSTREAM NODE ELEVATION(FEET) = 1062.48 FLOW LENGTH(FEET) = 325.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.10 TRAVEL TIME(MIN.) _ .90 TC(MIN.) = 7.58 FLOW PROCESS FROM NODE 1062.00 TO NODE 1062.00 IS CODE 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.638 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = .50 SUBAREA RUNOFF(CFS) 2.05 EFFECTIVE AREA(ACRES) = 1.20 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 1.20 PEAK FLOW RATE(CFS) = 4.93 TC(MIN) = 7.58 FLOW PROCESS FROM NODE 1062.00 TO NODE 1063.00 IS CODE = 3 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 4.3 UPSTREAM NODE ELEVATION(FEET) = 1061.97 DOWNSTREAM NODE ELEVATION(FEET) = 1061.70 FLOW LENGTH(FEET) = 59.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.93 TRAVEL TIME(MIN.) _ .23 TC(MIN.) = 7.81 FLOW PROCESS FROM NODE 1063.00 TO NODE 1063.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< Page 17 »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.= 7.81 RAINFALL INTENSITY(INCH/HR) = 4.55 AREA -AVERAGED FM(INCH/HR) = .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = 10 EFFECTIVE STREAM AREA(ACRES) = 1.20 TOTAL STREAM AREA(ACRES) = 1.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.93 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. PEAK FLOW RATE TABLE ** Q TC intensity Fp Ap FM Ae (CFS) (MIN.) (INCH/HR) (INCH/HR) (INCH/HR) (ACRES) 1 157.12 7.55 4.647 .67 .18 .12 35.49 2 169.71 9.38 4.080 .67 .18 .12 44.10 3 176.47 10.67 3.777 .67 .18 .12 49.86 4 178.99 11.82 3.552 .67 .19 .12 54.01 5 179.03 12.34 3.461 .67 .19 .12 55.54 6 178.99 12.42 3.447 .67 .19 .12 55.78 7 178.97 12.48 3.438 .67 .19 .12 55.95 8 178.94 16.99 2.857 .66 .20 .13 68.85 9 178.35 17.13 2.843 .66 .20 .13 69.01 10 159.00 7.81 4.555 .67 .18 .12 36.72 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 179.03 TC(MIN.) = 12.340 EFFECTIVE AREA(ACRES) = 55.54 AREA -AVERAGED FM(INCH/HR) _ .12 AREA -AVERAGED Fp(INCH/HR) _ .67 AREA -AVERAGED Ap = .19 TOTAL AREA(ACRES) = 69.01 FLOW PROCESS FROM NODE 1063.00 TO NODE 1064.00 IS CODE = 3 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 54.0 INCH PIPE IS 41.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 13.7 UPSTREAM NODE ELEVATION(FEET) = 1060.10 DOWNSTREAM NODE ELEVATION(FEET) = 1059.40 FLOW LENGTH(FEET) = 70.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 179.03 TRAVEL TIME(MIN.) _ .09 TC(MIN.) = 12.43 FLOW PROCESS FROM NODE 1064.00 TO NODE 1064.00 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.447 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 2.40 SUBAREA RUNOFF(CFS) = 7.28 EFFECTIVE AREA(ACRES) = 57.94 AREA -AVERAGED FM(INCH/HR) = .12 Page 18 AREA -AVERAGED Fp(INCH/HR) = .67 AREA -AVERAGED Ap = .18. TOTAL AREA(ACRES) = 71.41 PEAK FLOW RATE(CFS) = 179.03 TC(MIN) = 12.43 FLOW PROCESS FROM NODE 1064.00 TO NODE 1065.00 IS CODE = 3 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< DEPTH OF FLOW IN 54.0 INCH PIPE IS 41.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 13.8 UPSTREAM NODE ELEVATION( FEET) = 1059.40 DOWNSTREAM NODE ELEVATION(FEET) = 1058.30 FLOW LENGTH(FEET) = 109.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 179.03 TRAVEL TIME(MIN.) _ .13 TC(MIN.) = 12.56 FLOW PROCESS FROM NODE 1065.00 TO NODE 1065.00 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< ---------------------------------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.425 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) = 3.01 EFFECTIVE AREA(ACRES) = 58.94 AREA -AVERAGED FM(INCH/HR) _ .12 AREA -AVERAGED Fp(INCH/HR) = .67 AREA -AVERAGED Ap = .18 TOTAL AREA(ACRES) = 72.41 PEAK FLOW RATE(CFS) = 179.03 TC(MIN) = 12.56 FLOW PROCESS FROM NODE 1065.00 TO NODE 1074.00 IS CODE = 3 ---------------------------------------------------------------------------- >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ---------------------------------------------------------------------------- DEPTH OF FLOW IN 54.0 INCH PIPE IS 40.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 13.9 UPSTREAM NODE ELEVATION(FEET) = 1058.30 DOWNSTREAM NODE ELEVATION(FEET) = 1055.00 FLOW LENGTH(FEET) = 321.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 179.03 TRAVEL TIME(MIN.) = .39 TC(MIN.) = 12.94 FLOW PROCESS FROM NODE 1074.00 TO NODE 1074.00 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.) = 12.94 RAINFALL INTENSITY(INCH/HR) = 3.36 AREA -AVERAGED Fm(INCH/HR) = .12 AREA -AVERAGED Fp(INCH/HR) = .67 Page 19 AREA -AVERAGED Ap = 18 EFFECTIVE STREAM AREA(ACRES) = 58.94 TOTAL STREAM AREA(ACRES) = 72.41 PEAK FLOW RATE(CFS) AT CONFLUENCE = 179.03 �,��•�t�r�rx�r�,r�r�r�*�r�r*�r�•�r*•x*�r�r,tit,t�•�r*�r��t�t�r��,r�r,t�r�r�t�r�r�r�r�r•x��*�t�r*��r•x•x�r�r�r�r•x•x•�•x�r�r•x�t�r• FLOW PROCESS FROM NODE 1070.00 TO NODE 1071.00 IS CODE = 2.1 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 539.00 UPSTREAM ELEVATION(FEET) = 1073.50 DOWNSTREAM ELEVATION(FEET) = 1066.00 ELEVATION DIFFERENCE (FEET) = 7.50 TC(MIN.) = .304*[( 539.00** 3.00)/( 7.50)]** .20 = 8.847 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.226 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA RUNOFF(CFS) = 12.70 TOTAL AREA(ACRES) = 3.40 PEAK FLOW RATE(CFS) = 12.70 FLOW PROCESS FROM NODE 1071.00 TO NODE 1072.00 IS CODE = 3 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< - -------------------------------------------------------------------------- DEPTH OF FLOW IN 24.0 INCH PIPE IS 16.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 5.5 UPSTREAM NODE ELEVATION(FEET) = 1059.17 DOWNSTREAM NODE ELEVATION(FEET) = 1057.58 FLOW LENGTH(FEET) = 317.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES 1 PIPE-FLOW(CFS) = 12.70 TRAVEL TIME(MIN.) _ .95 TC(MIN.) = 9.80 FLOW PROCESS FROM NODE 1072.00 TO.,NODE 1072.00 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.974 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) = 3.51 EFFECTIVE AREA(ACRES) = 4.40 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 4.40 PEAK FLOW RATE(CFS) = 15.44 TC(MIN) = 9.80 FLOW PROCESS FROM NODE 1072.00 TO NODE 1073.00 IS CODE = 3 --------------- ------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< Page 20 DEPTH OF FLOW IN 24.0 INCH PIPE IS 19.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 5.7 UPSTREAM NODE ELEVATION(FEET) = 1057.58 DOWNSTREAM NODE ELEVATION(FEET) = 1056.88 FLOW LENGTH(FEET) = 139.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 15.44 TRAVEL TIME(MIN.) _ .41 TC(MIN.) = 10.21 �,rrr�rr��r,r�rrr�,x,rt�*�x*r�rr�rrrrrr�r��r��*�r�*,tit*�t��rrr*r�rt,r*r,r��r��rxrrrr��rr�r� FLOW PROCESS FROM NODE 1073.00 TO NODE 1073.00 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.878 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = .80 SUBAREA RUNOFF(CFS) = 2.74 EFFECTIVE AREA(ACRES) = 5.20 AREA -AVERAGED FM(INCH/HR) _ .07 AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 5.20 PEAK FLOW RATE(CFS) 17.80 TC(MIN) = 10.21 FLOW PROCESS FROM NODE 1073.00 TO NODE 1074.00 IS CODE = 3 ---------------------------------------------------------------------------- >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 24.0 INCH PIPE IS 17.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.3 UPSTREAM NODE ELEVATION(FEET) = 1056.88 DOWNSTREAM NODE ELEVATION(FEET) = 1055.22 FLOW LENGTH(FEET) = 196.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 17.80 TRAVEL TIME(MIN.) _ .45 TC(MIN.) = 10.66 FLOW PROCESS FROM NODE 1074.00 TO NODE 1074.00 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.) = 10.66 RAINFALL INTENSITY(INCH/HR) = 3.78 AREA -AVERAGED FM(INCH/HR) = .07 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 EFFECTIVE STREAM AREA(ACRES) = 5.20 TOTAL STREAM AREA(ACRES) = 5.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 17.80 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. PEAK FLOW RATE TABLE Page 21 Q Tc Intensity Fp Ap FM Ae (CFS) (MIN.) (INCH/HR) (INCH/HR) (INCH/HR) (ACRES) 1 173.17 8.18 4.430 .68 .17 .11 42.88 2 175.25 8.43 4.349 .68 .17 .11 44.24 3 187.07 9.99 3.929 .68 .17 .11 52.37 4 193.67 11.27 3.654 .68 .17 .12 58.46 5 195.19 12.42 3.448 .67 .17 .12 62.61 6 194.83 12.94 3.363 .67 .18 .12 64.14 7 194.73 13.02 3.351 .67 .18 .12 64.38 8 194.67 13.08 3.342 .67 .18 .12 64.55 9 192.03 17.59 2.798 .66 .19 .13 77.45 10 191.37 17.73 2.785 .66 .19 .13 77.61 11 191.04 10.66 3.779 .68 .17 .11 55.70 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 195.19 TC(MIN.) = 12.420 EFFECTIVE AREA(ACRES) = 62.61 AREA -AVERAGED FM(INCH/HR) _ .12 AREA -AVERAGED Fp(INCH/HR) _ .67 AREA -AVERAGED Ap = .17 TOTAL AREA(ACRES) = 77.61 FLOW PROCESS FROM NODE 1074.00 TO NODE 1075.00 IS CODE = 3 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< >>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ---------------------------------------------------------------------------- DEPTH OF FLOW IN 57.0 INCH PIPE IS 44.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 13.2 UPSTREAM NODE ELEVATION(FEET) = 1055.00 DOWNSTREAM NODE ELEVATION(FEET) = 1051.40 FLOW LENGTH(FEET) = 419.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 57.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 195.19 TRAVEL TIME(MIN.) _ .53 TC(MIN.) = 12.95 FLOW PROCESS FROM NODE 1075.00 TO NODE 1075.00 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.362 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 3.80 SUBAREA RUNOFF(CFS) = 11.24 EFFECTIVE AREA(ACRES) = 66.41 AREA -AVERAGED FM(INCH/HR) AREA -AVERAGED Fp(INCH/HR) = .68 AREA -AVERAGED Ap = .17 TOTAL AREA(ACRES) = 81.41 PEAK FLOW RATE(CFS) = 195.19 TC(MIN) = 12.95 FLOW PROCESS FROM NODE 1075.00 TO NODE 1095.00 IS CODE = 3 ---------------------------------------------------------------------------- >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< >>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 39.0 INCH PIPE IS 29.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 29.4 UPSTREAM NODE ELEVATION(FEET) = 1054.10 DOWNSTREAM NODE ELEVATION(FEET) = 1051.60 FLOW LENGTH(FEET) = 35.00 MANNING'S N = .013 Page 22 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 195.19 TRAVEL TIME(MIN.) _ .02 TC(MIN.) = 12.97 FLOW PROCESS FROM NODE 1095.00 TO NODE 1095.00 IS CODE = 10 ---------------------------------------------------------------------------- »»>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- FLOW PROCESS FROM NODE 1080.00 TO NODE 1081.00 IS CODE = 2.1 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ---------------------------------------------------------------------------- DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 1010.00 UPSTREAM ELEVATION(FEET) = 1073.00 DOWNSTREAM ELEVATION(FEET) = 1063.00 ELEVATION DIFFERENCE(FEET) = 10.00 TC(MIN.) = .304*[( 1010.00** 3.00)/( 10.00)]** .20 = 12.175 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.489 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA RUNOFF(CFS) = 23.35 TOTAL AREA(ACRES) = 7.60 PEAK FLOW RATE(CFS) = 23.35 FLOW PROCESS FROM NODE 1081.00 TO NODE 1092.00 IS CODE = 3 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 27.0 INCH PIPE IS 17.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 8.4 UPSTREAM NODE ELEVATION(FEET) = 1057.47 DOWNSTREAM NODE ELEVATION(FEET) = 1056.15 FLOW LENGTH(FEET) = 132.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 23.35 TRAVEL TIME(MIN.) _ .26 TC(MIN.) = 12.44 FLOW PROCESS FROM NODE 1092.00 TO NODE 1092.00 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. = 12.44 RAINFALL INTENSITY(INCH/HR = 3.44 AREA -AVERAGED FM(INCH/HR) = .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = 10 EFFECTIVE STREAM AREA(ACRES) = 7.60 TOTAL STREAM AREA(ACRES) = 7.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 23.35 Page 23 FLOW PROCESS FROM NODE 1090.00 TO NODE 1091.00 IS CODE = 2.1 ---------------------------------------------------------------------------- >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH** 3. 00)/ (ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 336.00 UPSTREAM ELEVATION(FEET) = 1069.00 DOWNSTREAM ELEVATION(FEET) = 1063.00 ELEVATION DIFFERENCE(FEET)) = 6.00 TC(MIN.) = .304*[( 336.00** 3.00)/( 6.00)]** .20 = 6.967 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.877 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA RUNOFF(CFS) 10.80 TOTAL AREA(ACRES) = 2.50 PEAK FLOW RATE(CFS) = 10.80 FLOW PROCESS FROM NODE 1091.00 TO NODE 1092.00 IS CODE = 3 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< DEPTH OF FLOW IN 21.0 INCH PIPE IS 12.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.9 UPSTREAM NODE ELEVATION(FEET) = 1056.95 DOWNSTREAM NODE ELEVATION(FEET) = 1056.15 FLOW LENGTH(FEET) = 80.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 10.80 TRAVEL TIME(MIN.) _ .19 TC(MIN.) = 7.16 FLOW PROCESS FROM NODE 1092.00 TO NODE 1092.00 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.) = 7.16 RAINFALL INTENSITY(INCH/HR) = 4.80 AREA -AVERAGED FM(INCH/HR) = .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = 10 EFFECTIVE STREAM AREA(ACRES) = 2.50 TOTAL STREAM AREA(ACRES) = 2.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.80 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** Q Tc Intensit Fp Ap FM Ae (CFS) (MIN.) (INCH/HR� (INCH/HR) (INCH/HR) (ACRES) 1 31.06 12.44 3.445 .75 .10 .07 10.10 2 29.65 7.16 4.798 .75 .10 .08 6.87 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: Page 24 .4 PEAK FLOW RATE(CFS) = 31.06 TC(MIN.) = 12.437 EFFECTIVE AREA(ACRES) = 10.10 AREA -AVERAGED FM(INCH/HR) _ .07 AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 10.10 FLOW PROCESS FROM NODE 1092.00 TO NODE 1093.00 IS CODE = 3 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< DEPTH OF FLOW IN 33.0 INCH PIPE IS 23.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.9 UPSTREAM NODE ELEVATION(FEET) = 1056.15 DOWNSTREAM NODE ELEVATION(FEET) = 1055.47 FLOW LENGTH(FEET) = 135.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 31.06 TRAVEL TIME(MIN.) _ .33 TC(MIN.) = 12.76 FLOW PROCESS FROM NODE 1093.00 TO NODE 1093.00 IS CODE = 8 ------------------------------------------ »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.392 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = .60 SUBAREA RUNOFF(CFS) = 1.79 EFFECTIVE AREA(ACRES) = 10.70 AREA -AVERAGED FM(INCH/HR) _ .07 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 10.70 PEAK FLOW RATE(CFS) = 31.94 TC(MIN) = 12.76 FLOW PROCESS FROM NODE 1093.00 TO NODE 1094.00 IS CODE = 3 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< DEPTH OF FLOW IN 33.0 INCH PIPE IS 23.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.9 UPSTREAM NODE ELEVATION(FEET) = 1055.47 DOWNSTREAM NODE ELEVATION(FEET) = 1053.62 FLOW LENGTH(FEET) = 369.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 31.94 TRAVEL TIME(MIN.) _ .89 TC(MIN.) = 13.65 FLOW PROCESS FROM NODE 1094.00 TO NODE 1094.00 IS CODE = 8 ---------------------------------------------------------------------------- >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.258 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 Page 25 SUBAREA AREA(ACRES) = 2.80 SUBAREA RUNOFF(CFS) = 8.02 EFFECTIVE AREA(ACRES) = 13.50 AREA -AVERAGED FM(INCH/HR) _ .07 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 13.50 PEAK FLOW RATE(CFS) = 38.67 TC(MIN) = 13.65 ** PEAK FLOW RATE TABLE** Q Tc Intensiit: Fp Ap FM Ae (CFS) (MIN.) (INCH/HR� (INCH/HR) (INCH/HR) (ACRES) 1 38.67 13.65 3.258 .75 .10 .07 13.50 2 39.68 8.38 4.366 .75 .10 .08 10.27 NEW PEAK FLOW DATA ARE: PEAK FLOW RATE(CFS) = 39.68 TC(MIN.) = 8.38 AREA -AVERAGED FM(INCH/HR) = .08 AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10 EFFECTIVE AREA(ACRES) = 10.27 FLOW PROCESS FROM NODE 1094.00 TO NODE 1095.00 IS CODE = 3 ---------------------------------------------------------------------------- >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 27.0 INCH PIPE IS 18.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 13.7 UPSTREAM NODE ELEVATION(FEET) = 1053.62 DOWNSTREAM NODE ELEVATION(FEET) = 1050.54 FLOW LENGTH(FEET) = 118.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 39.68 TRAVEL TIME(MIN.) _ .14 TC(MIN.) = 8.52 FLOW PROCESS FROM NODE 1095.00 TO NODE 1095.00 IS CODE = 11 -------------------------------------------------------------------------- »»>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN -STREAM MEMORY««< ** PEAK FLOW RATE TABLE ** Q TC Intensit Fp Ap FM Ae (CFS) (MIN.) (INCH/HR� (INCH/HR) (INCH/HR) (ACRES) 1 212.33 8.52 4.322 .69 .15 .10 55.76 2 233.24 13.80 3.237 .68 .16 .11 82.31 3 214.02 8.75 4.255 .69 .15 .10 57.09 4 215.89 9.00 4.182 .69 .15 .10 58.61 5 226.36 10.54 3.804 .69 .15 .11 67.68 6 230.20 11.21 3.667 .69 .15 .11 71.42 7 232.72 11.82 3.551 .69 .16 .11 74.55 8 234.02 12.97 3.359 .68 .16 .11 79.40 9 233.56 13.49 3.280 .68 .16 .11 81.26 10 233.44 13.57 3.269 .68 .16 .11 81.54 11 233.37 13.63 3.260 .68 .16 .11 81.75 12 224.70 18.14 2.747 .67 .17 .12 94.75 13 223.88 18.28 2.734 .67 .18 .12 94.91 TOTAL AREA = 94.91 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 234.02 TC(MIN.) = 12.969 EFFECTIVE AREA(ACRES) = 79.40 AREA -AVERAGED FM(INCH/HR) AREA -AVERAGED Fp(INCH/HR) _ .68 AREA -AVERAGED Ap = .16 TOTAL AREA(ACRES) = 94.91 Page 26 FLOW PROCESS FROM NODE 1095.00 TO NODE 1095.00 IS CODE = 12 ---------------------------------------------------------------------------- »»>CLEAR MEMORY BANK # 1 ««< FLOW PROCESS FROM NODE 1095.00 TO NODE 1096.00 IS CODE = 3 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< --------------------------------------------------------------------------- DEPTH OF FLOW IN 42.0 INCH PIPE IS 31.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 30.1 UPSTREAM NODE ELEVATION(FEET) = 1051.60 DOWNSTREAM NODE ELEVATION(FEET) = 1049.50 FLOW LENGTH(FEET) = 31.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 234.02 TRAVEL TIME(MIN.) _ .02 TC(MIN.) = 12.99 FLOW PROCESS FROM NODE 1096.00 TO NODE 1096.00 IS CODE 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.357 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 3.50 SUBAREA RUNOFF(CFS) 10.34 EFFECTIVE AREA(ACRES) = 82.90 AREA -AVERAGED FM(INCH/HR) AREA -AVERAGED Fp(INCH/HR) = .69 AREA -AVERAGED Ap = .16 TOTAL AREA(ACRES) 98.41 PEAK FLOW RATE(CFS) = 242.47 TC(MIN) = 12.99 FLOW PROCESS FROM NODE 1096.00 TO NODE 2143.00 IS CODE = 3 --------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< DEPTH OF FLOW IN 42.0 INCH PIPE IS 31.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC. = 30.9 UPSTREAM NODE ELEVATION(FEET� = 1049.50 DOWNSTREAM NODE ELEVATION(FEET) = 1040.00 FLOW LENGTH(FEET) = 133.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 242.47 TRAVEL TIME(MIN.) _ .07 TC(MIN.) = 13.06 FLOW PROCESS FROM NODE 2143.00 TO NODE 2143.00 IS CODE ---------------------------------------------------------------------------- »»>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ««< FLOW PROCESS FROM NODE 2143.00 TO NODE 2143.00 IS CODE = 15 ---------------------------------------------------------------------------- Page 27 »»>DEFINE MEMORY BANK # 2 ««< MEMORY BANK # 2 DEFINED AS FOLLOWS: Q(CFS) TC(MIN.) Fp(INCH/HR) Ap FM(INCH/HR) Ae(ACRES) 1 255.48 9.89 .576 .15 .085 52.64 2 270.14 10.84 .576 .15 .086 60.82 3 281.58 11.92 .574 .15 .086 69.55 4 284.77 12.23 .573 .15 .085 72.06 5 286.67 12.41 .573 .15 .086 73.59 6 298.97 13.72 .571 .15 .086 84.17 7 311.32 15.25 .568 .15 .086 95.86 8 312.70 15.42 .568 .15 .086 97.18 9 313.00 15.46 .568 .15 .086 97.47 10 317.52 16.03 .566 .15 .087 101.89 11 320.34 16.40 .566 .15 .087 104.72 12 321.03 16.50 .565 .15 .086 105.46 13 332.90 18.44 .561 .16 .087 118.92 14 332.06 18.99 .558 .16 .087 121.07 15 326.96 19.83 .553 .16 .088 123.29 16 292.39 25.87 .517 .18 .092 134.75 17 282.98 27.47 .511 .18 .093 136.27 TOTAL AREA = 136.27 FLOW PROCESS FROM NODE 2143.00 TO NODE 2143.00 IS CODE = .14 ---------------------------------------------------------------------------- »»>MEMORY BANK # 2 COPIED ONTO MAIN -STREAM MEMORY««< MAIN -STREAM MEMORY DEFINED AS FOLLOWS: Q(CFS) TC(MIN.) Fp(INCH/HR) Ap FM(INCH/HR) Ae(ACRES) 1 255.48 9.89 .576 .15 .085 52.64 2 270.14 10.84 .576 .15 .086 60.82 3 281.58 11.92 .574 .15 .086 69.55 4 284.77 12.23 .573 .15 .085 72.06 5 286.67 12.41 .573 .15 .086 73.59 6 298.97 13.72 .571 .15 .086 84.17 7 311.32 15.25 .568 .15 .086 95.86 8 312.70 15.42 .568 .15 .086 97.18 9 313.00 15.46 .568 .15 .086 97.47 10 317.52 16.03 .566 .15 .087 101.89 11 320.34 16.40 .566 .15 .087 104.72 12 321.03 16.50 .565 .15 .086 105.46 13 332.90 18.44 .561 .16 .087 118.92 14 332.06 18.99 .558 .16 .087 121.07 15 326.96 19.83 .553 .16 .088 123.29 16 292.39 25.87 .517 .18 .092 134.75 17 282.98 27.47 .511 .18 .093 136.27 TOTAL AREA = 136.27 FLOW PROCESS FROM NODE 2143.00 TO NODE 2143.00 IS CODE = 12 ---------------------------------------------------------------------------- »»>CLEAR MEMORY BANK # 2 ««< FLOW PROCESS FROM NODE 2143.00 TO NODE 2143.00 IS CODE = 11 ---------------------------------------------------------------------------- »»>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN -STREAM MEMORY««< Page 28 ** PEAK FLOW RATE TABLE ** Q TC Intensit Fp Ap Fm Ae (CFS) (MIN.) (INCH/HR� (INCH/HR) (INCH/HR) (ACRES) 1 487.93 9.89 3.954 .64 .15 .10 119.43 2 507.96 10.84 3.741 .64 .15 .10 133.17 3 523.45 11.92 3.534 .64 .15 .10 147.64 4 526.81 12.23 3.479 .63 .15 .10 151.48 5 528.81 12.41 3.449 .63 .15 .10 153.76 6 540.65 13.72 3.247 .63 .15 .10 169.43 7 549.98 15.25 3.049 .62 .16 .10 185.57 8 551.01 15.42 3.028 .62 .16 .10 187.39 9 551.23 15.46 3.024 .62 .16 .10 187.78 10 554.57 16.03 2.958 .62 .16 .10 193.84 11 556.62 16.40 2.918 .62 .16 .10 197.72 12 557.10 16.50 2.908 .62 .16 .10 198.75 13 564.09 18.44 2.720 .61 .16 .10 217.33 14 559.03 18.99 2.672 .61 .16 .10 219.48 15 547.87 19.83 2.604 .61 .16 .10 221.70 16 479.18 25.87 2.220 .58 .18 .10 233.16 17 462.79 27.47 2.141 .58 .18 .10 234.68 18 466.97 8.61 4.294 .64 .15 .09 105.12 19 470.81 8.84 4.229 .64 .15 .09 107.65 20 475.12 9.09 4.157 .64 .15 .09 110.52 21 503.73 10.63 3.785 .64 .15 .10 130.19 22 514.96 11.30 3.649 .64 .15 .10 139.44 23 523.37 11.91 3.535 .64 .15 .10 147.55 24 535.21 13.06 3.346 .63 .15 .10 161.70 25 539.47 13.58 3.268 .63 .15 .10 167.78 26 540.15 13.66 3.256 .63 .15 .10 168.72 27 540.62 13.72 3.248 .63 .15 .10 169.39 28 541.75 13.88 3.225 .63 .15 .10 171.21 29 564.12 18.23 2.739 .62 .16 .10 215.72 30 564.21 18.37 2.726 .61 .16 .10 216.85 TOTAL AREA = 234.68 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 564.21 TC(MIN.) = 18.370 EFFECTIVE AREA(ACRES) = 216.85 AREA -AVERAGED FM(INCH/HR) _ .10 AREA -AVERAGED Fp(INCH/HR) = .61 AREA -AVERAGED Ap = .16 TOTAL AREA(ACRES) = 234.68 FLOW PROCESS FROM NODE 2143.00 TO NODE 2143.00 IS CODE = 12 ---------------------------------------------------------------------------- »»>CLEAR MEMORY BANK # 1 ««< FLOW PROCESS FROM NODE 2143.00 TO NODE 3023.00 IS CODE = 3 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< DEPTH OF FLOW IN 102.0 INCH PIPE IS 77.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 12.3 UPSTREAM NODE ELEVATION(FEET) = 1040.00 DOWNSTREAM NODE ELEVATION(FEET) = 1039.90 FLOW LENGTH(FEET) = 29.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 102.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 564.21 TRAVEL TIME(MIN.) _ .04 TC(MIN.) = 18.41 Page 29 FLOW PROCESS FROM NODE 3023.00 TO NODE 3023.00 IS CODE = 10 ----------------------------------- »»>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ««< FLOW PROCESS FROM NODE 3023.00 TO NODE 3023.00 IS CODE = 15 ---------------------------------------------- »»>DEFINE MEMORY BANK # 2 ««< MEMORY BANK # 2 DEFINED AS FOLLOWS: Q(CFS) TC(MIN.) Fp(INCH/HR) Ap FM(INCH/HR) Ae(ACRES) 1 130.06 17.66 .750 .10 .075 46.65 2 125.47 19.09 .750 .10 .075 47.47 3 125.23 19.16 .750 .10 .075 47.50 TOTAL AREA = 47.50 FLOW PROCESS FROM NODE 3023.00 TO NODE 3023.00 IS CODE = 14 ---------------------------------------------------------------------------- »»>MEMORY BANK # 2 COPIED ONTO MAIN -STREAM MEMORY««< MAIN -STREAM MEMORY DEFINED AS FOLLOWS: Q(CFS) TC(MIN.) Fp(INCH/HR) AP FM(INCH/HR) Ae(ACRES) 1 130.06 17.66 .750 .10 .075 46.65 2 125.47 19.09 .750 .10 .075 47.47 3 125.23 19.16 .750 .10 .075 47.50 TOTAL AREA = 47.50 FLOW PROCESS FROM NODE 3023.00 TO NODE 3023.00 IS CODE = 12 ------------------------------------------------------- »»>CLEAR MEMORY BANK # 2 ««< FLOW PROCESS FROM NODE 3023.00 TO NODE 3023.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN -STREAM MEMORY««< PEAK FLOW RATE TABLE ** Q Tc intensit Fp Ap Fm Ae (CFS) (MIN.) (INCH/HR� (INCH/HR) (INCH/HR) (ACRES) 1 691.70 17.66 2.791 .63 .15 .10 256.37 2 683.63 19.09 2.664 .63 .15 .10 267.12 3 682.49 19.16 2.658 .63 .15 .10 267.33 4 565.70 8.65 4.282 .66 .14 .09 127.98 5 570.52 8.88 4.217 .66 .14 .09 131.10 6 575.93 9.13 4.146 .66 .14 .09 134.64 7 592.06 9.93 3.944 .65 .14 .09 145.65 8 610.83 10.67 3.777 .65 .14 .09 158.37 9 615.87 10.88 3.732 .65 .14 .09 161.92 10 624.61 11.34 3.641 .65 .14 .09 169.39 11 635.27 11.95 3.528 .65 .14 .09 179.11 Page 30 12 635.38 11.96 3.527 .65 .14 .09 179.23 13 639.87 12.27 3.472 .65 .14 .09 183.91 14 642.50 12.45 3.443 .65 .14 .09 186.65 15 651.14 13.10 3.339 .65 .14 .09 196.30 16 657.18 13.62 3.262 .64 .14 .09 203.76 17 658.12 13.70 3.250 .64 .14 .09 204.92 18 658.79 13.76 3.242 .64 .14 .09 205.74 19 658.83 13.76 3.242 .64 .14 .09 205.78 20 660.46 13.92 3.219 .64 .14 .09 207.99 21 673.04 15.29 3.044 .64 .15 .09 225.95 22 674.59 15.46 3.023 .64 .15 .09 228.22 23 674.93 15.50 3.019 .64 .15 .09 228.71 24 680.01 16.07 2.954 .64 .15 .09 236.29 25 683.16 16.44 2.914 .64 .15 .09 241.14 26 683.94 16.54 2.903 .64 .15 .09 242.44 27 692.22 18.27 2.735 .63 .15 .10 262.72 28 691.87 18.41 2.723 .63 .15 .10 263.93 29 691.53 18.48 2.716 .63 .15 .10 264.45 30 684.70 19.03 2.669 .63 .15 .10 266.91 31 670.33 19.87 2.601 .62 .15 .10 269.20 32 583.07 25.91 2.218 .60 .16 .10 280.66 33 562.87 27.51 2.139 .59 .16 .10 282.18 TOTAL AREA = 282.18 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 692.22 TC(MIN.) = 18.270 EFFECTIVE AREA(ACRES) = 262.72 AREA -AVERAGED FM(INCH/HR) _ .10 AREA -AVERAGED Fp(INCH/HR) = .63 AREA -AVERAGED Ap = .15 TOTAL AREA(ACRES) = 282.18 FLOW PROCESS FROM NODE 3023.00 TO NODE 3023.00 IS CODE = 12 ------------------------------------------------ »»>CLEAR MEMORY BANK # 1 ««< END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 282.18 TC(MIN.) = 18.27 EFFECTIVE AREA(ACRES) = 262.72 AREA -AVERAGED FM(INCH/HR)= .10 AREA -AVERAGED Fp(INCH/HR) _ .63 AREA -AVERAGED Ap = .15 PEAK FLOW RATE(CFS) = 692.22 PEAK FLOW RATE TABLE* Q TC Intensit Fp Ap Fm Ae (CFS) (MIN.) (INCH/HR� (INCH/HR) (INCH/HR) (ACRES) 1 565.70 8.65 4.282 .66 .14 .09 127.98 2 570.52 8.88 4.217 .66 .14 .09 131.10 3 575.93 9.13 4.146 .66 .14 .09 134.64 4 592.06 9.93 3.944 .65 .14 .09 145.65 5 610.83 10.67 3.777 .65 .14 .09 158.37 6 615.87 10.88 3.732 .65 .14 .09 161.92 7 624.61 11.34 3.641 .65 .14 .09 169.39 8 635.27 11.95 3.528 .65 .14 .09 179.11 9 635.38 11.96 3.527 .65 .14 .09 179.23 10 639.87 12.27 3.472 .65 .14 .09 183.91 11 642.50 12.45 3.443 .65 .14 .09 186.65 12 651.14 13.10 3.339 .65 .14 .09 196.30 13 657.18 13.62 3.262 .64 .14 .09 203.76 14 658.12 13.70 3.250 .64 .14 .09 204.92 15 658.79 13.76 3.242 .64 .14 .09 205.74 16 658.83 13.76 3.242 .64 .14 .09 205.78 17 660.46 13.92 3.219 .64 .14 .09 207.99 18 673.04 15.29 3.044 .64 .15 .09 225.95 19 674.59 15.46 3.023 .64 .15 .09 228.22 Page 31 20 674.93 15.50 3.019 .64 .15 .09 228.71 21 680.01 16.07 2.954 .64 .15 .09 236.29 22 683.16 16.44 2.914 .64 .15 .09 241.14 23 683.94 16.54 2.903 .64 .15 .09 242.44 24 691.70 17.66 2.791 .63 .15 .10 256.37 25 692.22 18.27 2.735 .63 .15 .10 262.72 26 691.87 18.41 2.723 .63 .15 .10 263.93 27 691.53 18.48 2.716 .63 .15 .10 264.45 28 684.70 19.03 2.669 .63 .15 .10 266.91 29 683.63 19.09 2.664 .63 .15 .10 267.12 30 682.49 19.16 2.658 .63 .15 .10 267.33 31 670.33 19.87 2.601 .62 .15 .10 269.20 32 583.07 25.91 2.218 .60 .16 .10 280.66 33 562.87 27.51 2.139 .59 .16 .10 282.18 END OF RATIONAL METHOD ANALYSIS Page 32 Technical Appendix'B Technical Appendix B Hydrologic Analysis Line A RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) copyright 1983-93 Advanced Engineering software (aes) Ver. 1.9B Release Date: 7/18793 License ID 1202 Analysis prepared by: HUITT-ZOLLARS, INC. 1101 S. MILLIKEN, SUITE G ONTARIO, CALIFORNIA 91761 TEL: (909) 390-8400 - FAX: (909) 390-8406 * DESCRIPTION OF STUDY **** SIERRA BUSINESS PARK - FONTANA LINE A * HYDROLOGIC ANALYSIS - 100-YEAR - ULTIMATE CONDITION FILE NAME: 0405A100.DAT TIME/DATE OF STUDY: 11:41 1/22/2005 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = .95 USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* 10-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 920 100-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 1.340 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1-HOUR INTENSITY(INCH/HOUR) = 1.3400 SLOPE OF INTENSITY DURATION CURVE = .6000 FLOW PROCESS FROM NODE 1.00 TO NODE 1.00 IS CODE = 15 ---------------------------------------------------------------------------- »»>DEFINE MEMORY BANK # 1 ««< MEMORY BANK # 1 DEFINED AS FOLLOWS: Q(CFS) TC(MIN.) Fp(INCH/HR) Ap FM(INCH/HR) Ae(ACRES) 1 99.29 12.81 .392 .30 .119 33.42 2 105.86 19.58 .381 .32 .124 46.49 3 104.12 21.11 .378 .33 .125 48.01 TOTAL AREA = 48.01 FLOW PROCESS FROM NODE 1.00 TO NODE 1.00 IS CODE = 14 ----------------------------- >>>MEMORY BANK # 1 COPIED ONTO MAIN -STREAM MEMORY««< ---------------------------------------------------------------------------- MAIN-STREAM MEMORY DEFINED AS FOLLOWS: Q(CFS) TC(MIN.) Fp(INCH/HR) Ap FM(INCH/HR) Ae(ACRES) 1 99.29 12.81 .392 .30 .119 33.42 2 105.86 19.58 .381 .32 .124 46.49 3 104.12 21.11 .378 .33 .125 48.01 Page 1 TOTAL AREA 48.01 FLOW PROCESS FROM NODE 1.00 TO NODE 1.00 IS CODE = 12 ------------------------------------------------------------- 7-------------- »»>CLEAR MEMORY BANK # 1 ««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- �t�t��r�r�r�r��r,r�r�t��**�,��t�r�r��t,t�t�t�t��r�t��r�rr�r��r�tsr�r�r�r��rsr*�t��rr�t��rr,rsts��r��r�t� FLOW PROCESS FROM NODE 1.00 TO NODE 1.00 IS CODE = 8 --------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.624 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 7.06 SUBAREA RUNOFF(CFS) = 16.20 EFFECTIVE AREA(ACRES) = 53.55 AREA -AVERAGED FM(INCH/HR) _ .12 AREA -AVERAGED Fp(INCH/HR) = .40 AREA -AVERAGED Ap = .30 TOTAL AREA(ACRES) = 55.07 PEAK FLOW RATE(CFS) = 120.80 TC(MIN) = 19.58 FLOW PROCESS FROM NODE 1.00 TO NODE 2005.00 IS CODE = 3 -------------- ------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< --=------------------------------------------------------------------------- DEPTH OF FLOW IN 39.0 INCH PIPE IS 29.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 17.9 UPSTREAM NODE ELEVATION(FEET) = 1079.10 DOWNSTREAM NODE ELEVATION(FEET) = 1076.05 FLOW LENGTH(FEET) = 116.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 120.80 TRAVEL TIME(MIN.) _ .11 TC(MIN.) = 19.68 r,r�trr�ttrr,r*�rrrr,�t,t��rt*r*rrrr��r,��r��rrr�rrr�r�rrtr�t*�r*��r��rrrrrtr�xrr,rr�r*� FLOW PROCESS FROM NODE 2005.00 TO NODE 2005.00 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.) = 19.68 RAINFALL INTENSITY(INCH/HR) = 2.62 AREA -AVERAGED FM(INCH/HR) = .12 AREA -AVERAGED Fp(INCH/HR) = .40 AREA -AVERAGED Ap = 30 EFFECTIVE STREAM AREA(ACRES) = 53.55 TOTAL STREAM AREA(ACRES) = 55.07 PEAK FLOW RATE(CFS) AT CONFLUENCE = 120.80 FLOW PROCESS FROM NODE 2000.00 TO NODE 2001.00 IS CODE = 2.1 ---------------------------------------------------------------------------- >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< --------------------------------------------------------------------------- Page 2 DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 639.00 UPSTREAM ELEVATION(FEET) = 1085.50 DOWNSTREAM ELEVATION(FEET) = 1082.50 ELEVATION DIFFERENCE(FEET) = 3.00 TC(MIN.) = .304*[( 639.00** 3.00)/( 3.00)]** .20 = 11.769 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.561 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA RUNOFF(CFS) = 11.92 TOTAL AREA(ACRES) = 3.80 PEAK FLOW RATE(CFS) = 11.92 FLOW PROCESS FROM NODE 2001.00 TO NODE 2002.00 IS CODE = 3 >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< ---------------------------------------------------------------------------- DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 5.5 UPSTREAM NODE ELEVATION(FEET) = 1079.96 DOWNSTREAM NODE ELEVATION(FEET) = 1078.86 FLOW LENGTH(FEET) = 219.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES= 1 PIPE-FLOW(CFS) = 11.92 TRAVEL TIME(MIN.) _ .67 TC(MIN.) = 12.44 FLOW PROCESS FROM NODE 2002.00 TO NODE 2002.00 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.445 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 2.10 SUBAREA RUNOFF(CFS) = 6.37 EFFECTIVE AREA(ACRES) 5.90 AREA -AVERAGED FM(INCH/HR) .08 AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 5.90 PEAK FLOW RATE(CFS) = 17.89 ` TC(MIN) = 12.44 FLOW PROCESS FROM NODE 2002.00 TO NODE 2003.00 IS CODE = 3 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< DEPTH OF FLOW IN 27.0 INCH PIPE IS 18.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.0 UPSTREAM NODE ELEVATION( FEET) = 1078.86 DOWNSTREAM NODE ELEVATION(FEET) = 1077.84 FLOW LENGTH(FEET) = 203.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 17.89 TRAVEL TIME(MIN.) _ .56 TC(MIN.) = 13.00 Page 3 trrrrrrtr��x�rx��r�r,ter,t��rrr�rx�rxrrrr�r��tr�r,rr�txt��rr��rrr�*�r�*rrrrrr�rrrr��rrr��r� FLOW PROCESS FROM NODE 2003.00 TO NODE 2003.00 IS CODE = 8 ---------------------------------------------------------------------------- >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< ---------------------------------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.355 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 2.10 SUBAREA RUNOFF(CFS) = 6.20 EFFECTIVE AREA(ACRES) = 8.00 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 8.00 PEAK FLOW RATE(CFS) = 23.62 TC(MIN) = 13.00 FLOW PROCESS FROM NODE 2003.00 TO NODE 2004.00 IS CODE = 3 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< DEPTH OF FLOW IN 30.0 INCH PIPE IS 20.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.5 UPSTREAM NODE ELEVATION(FEET) = 1077.84 DOWNSTREAM NODE ELEVATION(FEET) = 1076.83 FLOW LENGTH(FEET) = 201.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 23.62 TRAVEL TIME(MIN.) _ .52 TC(MIN.) = 13.52 FLOW PROCESS FROM NODE 2004.00 TO NODE 2004.00 IS CODE 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.277 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 2.10 SUBAREA RUNOFF(CFS) _ •6.05 EFFECTIVE AREA(ACRES) = 10.10 AREA -AVERAGED FM(INCH/HR) _ .07 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 10.10 PEAK FLOW RATE(CFS) = 29.11 TC(MIN) = 13.52 FLOW PROCESS FROM NODE 2004.00 TO NODE 2005.00 IS CODE 3 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 36.0 INCH PIPE IS 25.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 5.5 UPSTREAM NODE ELEVATION(FEET) = 1076.83 DOWNSTREAM NODE ELEVATION(FEET) = 1076.61 FLOW LENGTH(FEET) = 77.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 29.11 TRAVEL TIME(MIN.) _ .23 TC(MIN.) = 13.75 Page 4 FLOW PROCESS FROM NODE 2005.00 TO NODE 2005.00 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.) = 13.75 RAINFALL INTENSITY(INCH/HR) = 3.24 AREA -AVERAGED FM(INCH/HR) = .07 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = 10 EFFECTIVE STREAM AREA(ACRES) = 10.10 TOTAL STREAM AREA(ACRES) = 10.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 29.11 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. PEAK FLOW RATE TABLE ** Q Tc Intensity Fp Ap FM Ae (CFS) (MIN.) (INCH/HR) (INCH/HR) (INCH/HR) (ACRES) 1 147.66 12.91 3.368 .44 .24 .10 49.96 2 144.13 19.68 2.615 .42 .26 .11 63.65 3 140.69 21.21 2.500 .41 .27 .11 65.17 4 148.55 13.75 3.244 .44 .24 .11 52.19 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 148.55 TC(MIN.) = 13.749 EFFECTIVE AREA(ACRES) = 52.19 AREA -AVERAGED FM(INCH/HR) AREA -AVERAGED Fp(INCH/HR) _ .44 AREA -AVERAGED Ap = .24 TOTAL AREA(ACRES) = 65.17 FLOW PROCESS FROM NODE 2005.00 TO NODE 2006.00 IS CODE = 3 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< ---------------------------------------------------------------------------- DEPTH OF FLOW IN 48.0 INCH PIPE IS 35.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 15.1 UPSTREAM NODE ELEVATION(FEET) = 1076.05 DOWNSTREAM NODE ELEVATION(FEET) = 1073.43 FLOW LENGTH(FEET) = 181.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 148.55 TRAVEL TIME(MIN.) _ .20 TC(MIN.) = 13.95 FLOW PROCESS FROM NODE 2006.00 TO NODE 2006.00 IS CODE = 8 ---------------------------------------------------------------------------- >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 'YEAR RAINFALL INTENSITY(INCH/HR) = 3.216 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 2.00 SUBAREA RUNOFF(CFS) = 5.65 EFFECTIVE AREA(ACRES) = 54.19 AREA -AVERAGED FM(INCH/HR) _ .10 AREA -AVERAGED Fp(INCH/HR) _ .45 AREA -AVERAGED Ap = .23 Page 5 TOTAL AREA(ACRES) = 67.17 PEAK FLOW RATE(CFS) = 151.76 TC(MIN) = 13.95 FLOW PROCESS FROM NODE 2006.00 TO NODE 2007.00 IS CODE = 3 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< DEPTH OF FLOW IN 51.0 INCH PIPE IS 39.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 12.9 UPSTREAM NODE ELEVATION(FEET) = 1073.43 DOWNSTREAM NODE ELEVATION(FEET) = 1071.50 FLOW LENGTH(FEET) = 201.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 51.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 151.76 TRAVEL TIME(MIN.) = .26 TC(MIN.) = 14.21 �r�r��t��rr*��r��r�r�tt*�t*,r�stsr�t�r�*�t�tsr�r�rs�,t*�t�csr��r�r�r�t�rr�t��r�t�r**�rr�rr�r�r�,rtt�*ttrsrsr�t�t*�t FLOW PROCESS FROM NODE 2007.00 TO NODE 2007.00 IS CODE = 8 ----------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< ---------------------------------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.180 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = 0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 2.10 SUBAREA RUNOFF(CFS) = 5.87 EFFECTIVE AREA(ACRES) = 56.29 AREA -AVERAGED FM(INCH/HR) _ .10 AREA -AVERAGED Fp(INCH/HR) = .45 AREA -AVERAGED Ap = .23• TOTAL AREA(ACRES) = 69.27 PEAK FLOW RATE(CFS) = 155.91 TC(MIN) = 14.21 FLOW PROCESS FROM NODE 2007.00 TO NODE 2008.00 IS CODE = 3 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< DEPTH OF FLOW IN 54.0 INCH PIPE IS 40.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 12.2 UPSTREAM NODE ELEVATION(FEET) = 1071.50 DOWNSTREAM NODE ELEVATION(FEET) = 1069.90 FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 155.91 TRAVEL TIME(MIN.) = .27 TC(MIN.) = 14.48 FLOW PROCESS FROM NODE 2008.00 TO NODE 2008.00 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.144 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 2.10 SUBAREA RUNOFF(CFS) = 5.80 EFFECTIVE AREA(ACRES) = 58.39 AREA -AVERAGED FM(INCH/HR) _ .10 Page 6 AREA -AVERAGED Fp(INCH/HR) = .46 AREA -AVERAGED Ap = .22 TOTAL AREA(ACRES) = 71.37 PEAK FLOW RATE(CFS) = 159.88 TC(MIN) = 14.48 FLOW PROCESS FROM NODE .2008.00 TO NODE 2009.00 IS CODE = 3 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< DEPTH OF FLOW IN 54.0 INCH PIPE IS 41.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 12.3 UPSTREAM NODE ELEVATION(FEET) = 1069.90 DOWNSTREAM NODE ELEVATION(FEET) = 1068.27 FLOW LENGTH(FEET) = 203.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 159.88 TRAVEL TIME(MIN.) = .28 TC(MIN.) = 14.76 FLOW PROCESS FROM NODE 2009.00 TO NODE 2009.00 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.109 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 3.70 SUBAREA RUNOFF(CFS) = 10.10 EFFECTIVE AREA(ACRES) 62.09 AREA -AVERAGED FM(INCH/HR) _ .10 AREA -AVERAGED Fp(INCH/HR) = .46 AREA -AVERAGED Ap = .22 TOTAL AREA(ACRES) = 75.07 PEAK FLOW RATE(CFS) = 168.12 TC(MIN) = 14.76 FLOW PROCESS FROM NODE 2009.00 TO NODE 2022.00 IS CODE = 3 ------------------------------------------------------------- 7-------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< DEPTH OF FLOW IN 54.0 INCH PIPE IS 40.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 13.2 UPSTREAM NODE ELEVATION(FEET) = 1068.27 DOWNSTREAM NODE ELEVATION(FEET) = 1062.16 FLOW LENGTH(FEET) = 654.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 168.12 TRAVEL TIME(MIN.) _ .83 TC(MIN.) = 15.58 �tsr�r��r�rrr��,rr*rrr�t��x,rr,rrttrr,t�*r*�tr*r�rtr�r,r�t,rrrrr�r**�rrrrtrr�r�r�rr*r FLOW PROCESS FROM NODE 2022.00 TO NODE 2022.00 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.) = 15.58 RAINFALL INTENSITY(INCH/HR) = 3.01 AREA -AVERAGED FM(INCH/HR) = .10 AREA -AVERAGED Fp(INCH/HR) = .46 Page 7 AREA -AVERAGED Ap = 22 EFFECTIVE STREAM AREA(ACRES) = 62.09 TOTAL STREAM AREA(ACRES) = 75.07 PEAK FLOW RATE(CFS) AT CONFLUENCE = 168.12 FLOW PROCESS FROM NODE 2010.00 TO NODE 2011.00 IS CODE = 2.1 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 148.00 UPSTREAM ELEVATION(FEET) = 1083.00 DOWNSTREAM ELEVATION(FEET) = 1081.50 ELEVATION DIFFERENCE(FEET) = 1.50 TC(MIN.) = .304*[( 148.00** 3.00)/( 1.50)]** .20 = 5.621 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.548 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA RUNOFF(CFS) _ .99 TOTAL AREA(ACRES) = .20 PEAK FLOW RATE(CFS) _ .99 FLOW PROCESS FROM NODE 2011.00 TO NODE 2012.00 IS CODE = 3 ---------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< >>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 3.7 UPSTREAM NODE ELEVATION(FEET) = 1069.27 DOWNSTREAM NODE ELEVATION(FEET) = 1069.05 FLOW LENGTH(FEET) = 22.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = .99 TRAVEL TIME(MIN.) _ .10 TC(MIN.) = 5.72 FLOW PROCESS FROM NODE 2012.00 TO NODE 2012.00 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.489 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = 0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = .10 SUBAREA RUNOFF(CFS) _ .49 EFFECTIVE AREA(ACRES) _ .30 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) _ .30 PEAK FLOW RATE(CFS) = 1.46 TC(MIN) = 5.72 FLOW PROCESS FROM NODE 2012.00 TO NODE 2012.00 IS CODE 8 ---------------------------------------------------------------------------- >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< Page 8 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.489 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 1.10 SUBAREA RUNOFF(CFS) = 5.36 EFFECTIVE AREA(ACRES) = 1.40 AREA -AVERAGED FM(INCH/HR) _ .07 AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 1.40 PEAK FLOW RATE(CFS) = 6.82 TC(MIN) = 5.72 FLOW PROCESS FROM NODE 2012.00 TO NODE 2013.00 IS CODE = 3 ---------------------------------------------------------------------------- >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ---------------------------------------------------------------------------- DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.2 UPSTREAM NODE ELEVATION(FEET) = 1069.05 DOWNSTREAM NODE ELEVATION(FEET) = 1067.61 FLOW LENGTH(FEET) = 144.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.82 TRAVEL TIME(MIN.) _ .39 TC(MIN.) = 6.11 FLOW PROCESS FROM NODE 2013.00 TO NODE 2013.00 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.278 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = .10 SUBAREA RUNOFF(CFS) _ .47 EFFECTIVE AREA(ACRES) = 1.50 AREA -AVERAGED FM(INCH/HR) .07 AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 1.50 PEAK FLOW RATE(CFS) = 7.02 TC(MIN) = 6.11 FLOW PROCESS FROM NODE 2013.00 TO NODE 2013.00 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.278 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = 0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = .40 SUBAREA RUNOFF(CFS) = 1.87 EFFECTIVE AREA(ACRES) = 1.90 AREA -AVERAGED FM(INCH/HR) _ .07 AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 1.90 PEAK FLOW RATE(CFS) 8.90 TC(MIN) = 6.11 FLOW PROCESS FROM NODE 2013.00 TO NODE 2014.00 IS CODE = 3 Page 9 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< --------------------------------------------------------------------------- DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.5 UPSTREAM NODE ELEVATION(FEET) = 1068.61 DOWNSTREAM NODE ELEVATION(FEET) = 1068.21 FLOW LENGTH(FEET) = 40.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 8.90 TRAVEL TIME(MIN.) _ .10 TC(MIN.) = 6.21 r�r��,t•x�t�r�t�t��r,r,r��r��t�r��r�t��t*�r�r��•*��t�tr�t��t�r•x�*�r�r��t*�*t�r�r�r�t�t�t*��•x�•x�r� xt�r•x*,� FLOW PROCESS FROM NODE 2014.00 TO NODE 2014.00 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.226 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = .20 SUBAREA RUNOFF(CFS) _ .93 EFFECTIVE AREA(ACRES) = 2.10 AREA -AVERAGED FM(INCH/HR) _ .07 AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 2.10 PEAK FLOW RATE(CFS) = 9.73 TC(MIN) = 6.21 t��r�r�r�*�t��t••sir•a•�r�r**t�r•�*•x�r,r�t�r�**��t*,r,r�r�t�r�t�,r�•�r��r•��r�t�r�t�t�r*�r•x�r•x��rr�r*�rx•xtrr�*��t�r•x FLOW PROCESS FROM NODE 2014.00 TO NODE 2015.00 IS CODE = 3 --------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< >USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 20.5 UPSTREAM NODE ELEVATION(FEET) = 1068.21 DOWNSTREAM NODE ELEVATION(FEET) = 1057.68 FLOW LENGTH(FEET) = 53.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 9.73 TRAVEL TIME(MIN.) _ .04 TC(MIN.) = 6.25 •��r�r��r��r�•��rr�r��•,�*�*�r�*�r�r�t�*�r��r�x�r��r**x�•�r�r*•x�*�r•x�r*��rr�t�r*��r*�r�r�r�r�rx•x*�r�r*�r�r�r�t��r� FLOW PROCESS FROM NODE 2015.00 TO NODE 2015.00 IS CODE = 8 ------------------------------------------------------------- --------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.204 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = .90 SUBAREA RUNOFF(CFS) = 4.15 EFFECTIVE AREA(ACRES) = 3.00 AREA -AVERAGED FM(INCH/HR) _ .07 AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 3.00 PEAK FLOW RATE(CFS) = 13.85 TC(MIN) = 6.25 Page 10 s""`"»,x Y st Y * � Y.st Y k Y Y !Y Y sY Y it �4 st Y Yk Y k Y sE t sY Y ek of zY Y Y Y �Y �t k Y.� st sY 4 �Y sF Y sP k oY st k is :1' tY Y Y sY oY x Y k k t of t t �t tY Y k Y Y k Y 4 F FLOW PROCESS FROM NODE 2015.00 TO NODE 2015.00 IS CODE _ 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< --------------------------------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.204 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = .30 SUBAREA RUNOFF(CFS) = 1.38 EFFECTIVE AREA(ACRES) _ 3.30 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 3.30 PEAK FLOW RATE(CFS) = 15.23 TC(MIN) = 6.25 FLOW PROCESS FROM NODE 2015.00 TO NODE 2015.00 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.204 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 1.40 SUBAREA RUNOFF(CFS) = 6.46 EFFECTIVE AREA(ACRES) = 4.70 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 4.70 PEAK FLOW RATE(CFS) = 21.70 TC(MIN) = 6.25 FLOW PROCESS FROM NODE 2015.00 TO NODE 2022.00 IS CODE = 3 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< ------------------------------------------------------=-------------------- DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 13.3 UPSTREAM NODE ELEVATION(FEET) = 1067.68 DOWNSTREAM NODE ELEVATION(FEET) = 1063.67 FLOW LENGTH(FEET) = 112.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 21.70 TRAVEL TIME(MIN.) _ .14 TC(MIN.) = 6.39 FLOW PROCESS FROM NODE 2022.00 TO NODE 2022.00 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.� = 6.39 RAINFALL INTENSITY(INCH/HR = 5.14 AREA -AVERAGED FM(INCH/HR) = .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = 10 EFFECTIVE STREAM AREA(ACRES) = 4.70 TOTAL STREAM AREA(ACRES) = 4.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 21.70 Page 11 FLOW PROCESS FROM NODE 2020.00 TO NODE 2021.00 IS CODE = 2.1 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH** 3. 00)/ (ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 344.00 UPSTREAM ELEVATION(FEET) = 1088.00 DOWNSTREAM ELEVATION(FEET) = 1084.50 ELEVATION DIFFERENCE(FEET) = 3.50 TC(MIN.) = .304*[( 344.00** 3.00)/( 3.50)]** .20 = 7.870 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.533 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA RUNOFF(CFS) = 2.41 TOTAL AREA(ACRES) = .60 PEAK FLOW RATE(CFS) = 2.41 FLOW PROCESS FROM NODE 2021.00 TO NODE 2022.00 IS CODE = 3 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 12.6 UPSTREAM NODE ELEVATION(FEET) = 1080.00 DOWNSTREAM NODE ELEVATION(FEET) = 1063.41 FLOW LENGTH(FEET) = 105.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.41 TRAVEL TIME(MIN.) _ .14 TC(MIN.) = 8.01 FLOW PROCESS FROM NODE 2022.00 TO NODE 2022.00 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.) = 8.01 RAINFALL INTENSITY(INCH/HR) = 4.49 AREA -AVERAGED FM(INCH/HR) = .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = 10 EFFECTIVE STREAM AREA(ACRES) _ .60 TOTAL STREAM AREA(ACRES) = .60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.41 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** Q Tc Intensit Fp Ap FM Ae (CFS) (MIN.) (INCH/HR� (INCH/HR) (INCH/HR) (ACRES) 1 145.79 6.39 5.135 .49 .19 .10 31.13 2 182.75 14.75 3.110 .48 .20 .10 65.16 Page 12 3 182.31 15.58 3.009 .47 .21 .10 67.39 4 172.60 21.53 2.479 .45 .23 .10 78.85 5 168.09 23.09 2.376 .44 .24 .11 80.37 6 153.25 8.01 4.486 .49 .20 .10 37.81 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 182.75 TC(MIN.) = 14.748 EFFECTIVE AREA(ACRES) = 65.16 AREA -AVERAGED FM(INCH/HR) _ .10 AREA -AVERAGED Fp(INCH/HR) _ .48 AREA -AVERAGED Ap = .20 TOTAL AREA(ACRES) = 80.37 �rr�r�t,rt�r,r�•�t�t�x,r,rrx�t�r*��r��r*�r��r�rxt�t��t��t��r*rtrtr��t�t•�t�r�r�t*�r�rrr,r�r�rr**�tt�,r�t�t�rit FLOW PROCESS FROM NODE 2022.00 TO NODE 2032.00 IS CODE = 3 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< ---------------------------------------------------------------------------- DEPTH OF FLOW IN 57.0 INCH PIPE IS 45.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 12.0 UPSTREAM NODE ELEVATION(FEET) = 1062.16 DOWNSTREAM NODE ELEVATION(FEET) = 1059.12 FLOW LENGTH(FEET) = 429.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 57.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 182.75 TRAVEL TIME(MIN.) _ .60 TC(MIN.) = 15.34 ****�*****�x��•��r�t�r��r•x�rx�txa•��r�rr,r�r�r�rr��r�r�r�r�r�r*�rx*�r,t**��r**�*�r��•��r�r*��rx,ti��*�r FLOW PROCESS FROM NODE 2032.00 TO NODE 2032.00 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.) = 15.34 RAINFALL INTENSITY(INCH/HR) = 3.04 AREA -AVERAGED FM(INCH/HR) = .10 AREA -AVERAGED Fp(INCH/HR) = .48 AREA -AVERAGED Ap = 20 EFFECTIVE STREAM AREA(ACRES) = 65.16 TOTAL STREAM AREA(ACRES) = 80.37 PEAK FLOW RATE(CFS) AT CONFLUENCE = 182.75 �r�r�r,rr�r�r�t��r�r�r�rrr,r*t��•:t�t��rr�r�r,rat,t*�,r�t��r�r��r*�•��r��r�rx�t��rst��t�r�r�rx�r*r�rrrr�rtr��*�r FLOW PROCESS FROM NODE 2030.00 TO NODE 2031.00 IS CODE = 2.1 -------------------------------------------------------------------- ------ »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 482.00 UPSTREAM ELEVATION(FEET) = 1085.50 DOWNSTREAM ELEVATION(FEET) = 1082.50 ELEVATION DIFFERENCE(FEET) = 3.00 TC(MIN.) = .304*[( 482.00*- 3.00)/( 3.00)]** .20 = 9.938 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.941 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA RUNOFF(CFS) = 3.13 TOTAL AREA(ACRES) = .90 PEAK FLOW RATE(CFS) = 3.13 Page 13 FLOW PROCESS FROM NODE 2031.00 TO NODE 2032.00 IS CODE = 3 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< >>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC. = 16.6 UPSTREAM NODE ELEVATION(FEET� = 1078.20 DOWNSTREAM NODE ELEVATION(FEET) = 1060.37 FLOW LENGTH(FEET) = 65.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.13 TRAVEL TIME(MIN.) _ .07 TC(MIN.) = 10.00 rr,tr�**rxx��t��,�*�r�rrr,rt�rt�rt,�*�r*�rr�txr*�rrrrr��*�r�rxrrrrrr*x*�r�rrrrrr�r,��sr�rr FLOW PROCESS FROM NODE 2032.00 TO NODE 2032.00 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.) = 10.00 RAINFALL INTENSITY(INCH/HR) = 3.93 AREA -AVERAGED Fm(INCH/HR) = .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = 10 EFFECTIVE STREAM AREA(ACRES) _ .90 TOTAL STREAM AREA(ACRES) = .90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.13 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** Q Tc Intensit Fp Ap FM Ae (CFS) (MIN.) (INCH/HR (INCH/HR) (INCH/HR) (ACRES) 1 148.52 7.02 4.857 .49 .19 .10 31.76 2 156.20 8.63 4.290 .49 .19 .10 38.59 3 185.16 15.34 3.037 .48 .20 .10 66.06 4 184.64 16.18 2.942 .48 .21 .10 68.29 5 174.52 22.13 2.438 .45 .23 .10 79.75 6 169.93 23.69 2.340 .44 .24 .10 81.27 7 162.42 10.00 3.926 .49 .20 .10 44.31 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 185.16 TC(MIN.) = 15.345 EFFECTIVE AREA(ACRES) = 66.06 AREA -AVERAGED FM(INCH/HR) _ .10 AREA -AVERAGED Fp(INCH/HR) _ .48 AREA -AVERAGED Ap = .20 TOTAL AREA(ACRES) = 81.27 FLOW PROCESS FROM NODE 2032.00 TO NODE 2050.00 IS CODE = 3 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< >USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 57.0 INCH PIPE IS 43.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC. = 12.8 UPSTREAM NODE ELEVATION(FEET3 = 1059.12 Page 14 DOWNSTREAM NODE ELEVATION(FEET) = 1057.49 FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 57.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 185.16 TRAVEL TIME(MIN.) _ .26 TC(MIN.) = 15.60 FLOW PROCESS FROM NODE 2050.00 TO NODE 2050.00 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.) = 15.60 RAINFALL INTENSITY(INCH/HR) = 3.01 AREA -AVERAGED FM(INCH/HR) = .10 AREA -AVERAGED Fp(INCH/HR) = .48 AREA -AVERAGED Ap = 20 EFFECTIVE STREAM AREA(ACRES) = 66.06 TOTAL STREAM AREA(ACRES) = 81.27 PEAK FLOW RATE(CFS) AT CONFLUENCE = 185.16 FLOW PROCESS FROM NODE 2040.00 TO NODE 2041.00 IS CODE = 2.1 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 652.00 UPSTREAM ELEVATION(FEET) = 1078.50 DOWNSTREAM ELEVATION(FEET) = 1074.50 ELEVATION DIFFERENCE(FEET) = 4.00 TC(MIN.) = .304*[( 652.00** 3.00)/( 4.00)]** .20 = 11.246 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.659 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = 0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA RUNOFF(CFS) = 13.23 TOTAL AREA(ACRES) = 4.10 PEAK FLOW RATE(CFS) = 13.23 FLOW PROCESS FROM NODE 2041.00 TO NODE 2042.00 IS CODE = 3 ---------------------------------------------------------------------------- >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 24.0 INCH PIPE IS 17.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 5.6 UPSTREAM NODE ELEVATION(FEET) = 1066.94 DOWNSTREAM NODE ELEVATION(FEET) = 1066.55 FLOW LENGTH(FEET) = 78.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES 1 PIPE-FLOW(CFS) = 13.23 TRAVEL TIME(MIN.) _ .23 TC(MIN.) = 11.48 FLOW PROCESS FROM NODE 2042.00 TO NODE 2042.00 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< Page 15 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.614 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 3.70 SUBAREA RUNOFF(CFS) = 11.79 EFFECTIVE AREA(ACRES) = 7.80 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 7.80 PEAK FLOW RATE(CFS) = 24.85 TC(MIN) = 11.48 FLOW PROCESS FROM NODE 2042.00 TO NODE 2043.00 IS CODE = 3 >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< DEPTH OF FLOW IN 30.0 INCH PIPE IS 21.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.5 UPSTREAM NODE ELEVATION(FEET) = 1066.55 DOWNSTREAM NODE ELEVATION(FEET) = 1065.53 FLOW LENGTH(FEET) = 203.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 24.85 TRAVEL TIME(MIN.) _ .52 TC(MIN.) = 12.00 FLOW PROCESS FROM NODE 2043.00 TO NODE 2043.00 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.520 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 2.30 SUBAREA RUNOFF(CFS) = 7.13 EFFECTIVE AREA(ACRES) = 10.10 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 10.10 PEAK FLOW RATE(CFS) = 31.31 TC(MIN) = 12.00 FLOW PROCESS FROM NODE 2043.00 TO NODE 2043.00 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.520 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 2.10 SUBAREA RUNOFF(CFS) = 6.51 EFFECTIVE AREA(ACRES) = 12.20 AREA -AVERAGED FM(INCH/HR) _ .07 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 12.20 PEAK FLOW RATE(CFS) = 37.82 TC(MIN) = 12.00 FLOW PROCESS FROM NODE 2043.00 TO NODE 2044.00 IS CODE _ 3 Page 16 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< DEPTH OF FLOW IN 36.0 INCH PIPE IS 24.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.3 UPSTREAM NODE ELEVATION(FEET) = 1065.53 DOWNSTREAM NODE ELEVATION(FEET) = 1064.50 FLOW LENGTH(FEET) = 205.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 37.82 TRAVEL TIME(MIN.) _ .47 TC(MIN.) = 12.47 FLOW PROCESS FROM NODE 2044.00 TO NODE 2044.00 IS CODE _ 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< --------------------------------------------------------------------------- ---------------------------------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.440 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 2.30 SUBAREA RUNOFF(CFS) = 6.96 EFFECTIVE AREA(ACRES) = 14.50 AREA -AVERAGED FM(INCH/HR) _ .07 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 14.50 PEAK FLOW RATE(CFS) = 43.91 TC(MIN) = 12.47 ��rit��t,r�rsr�r�rt�r��t*st�r�tt�t�r��r*�r�tt,r�r�r,r��rsrsrx*sr sr*srr��,��t,r�r�r�t,tr�r�rt�t�t�trrr��*r�r��r�*,t FLOW PROCESS FROM NODE 2044.00 TO NODE 2044.00 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.440 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 2.10 SUBAREA RUNOFF(CFS) = 6.36 EFFECTIVE AREA(ACRES) = 16.60 AREA -AVERAGED FM(INCH/HR) _ .07 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 16.60 PEAK FLOW RATE(CFS) = 50.27 TC(MIN) = 12.47 FLOW PROCESS FROM NODE 2044.00 TO NODE 2045.00 IS CODE = 3 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 39.0 INCH PIPE IS 28.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.8 UPSTREAM NODE ELEVATION(FEET) = 1064.50 DOWNSTREAM NODE ELEVATION(FEET) = 1063.51 FLOW LENGTH(FEET) = 197.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 50.27 TRAVEL TIME(MIN.) .42 TC(MIN.) = 12.89 Page 17 FLOW PROCESS FROM NODE 2045.00 TO NODE 2045.00 IS CODE = 8 -------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.371 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 2.30 SUBAREA RUNOFF(CFS) = 6.82 EFFECTIVE AREA(ACRES) = 18.90 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 18.90 PEAK FLOW RATE(CFS) = 56.07 TC(MIN) = 12.89 FLOW PROCESS FROM NODE 2045.00 TO NODE 2045.00 IS CODE 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.371 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 2.10 SUBAREA RUNOFF(CFS) = 6.23 EFFECTIVE AREA(ACRES) = 21.00 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 21.00 PEAK FLOW RATE(CFS) = 62.30 TC(MIN) = 12.89 FLOW PROCESS FROM NODE 2045.00 TO NODE 2046.00 IS CODE = 3 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< ------------------------------------------------------------------------- DEPTH OF FLOW IN 42.0 INCH PIPE IS 31.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC,) = 8.2 UPSTREAM NODE ELEVATION(FEET) = 1063.51 DOWNSTREAM NODE ELEVATION(FEET) = 1062.47 FLOW LENGTH(FEET) = 207.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 62.30 TRAVEL TIME(MIN.) _ .42 TC(MIN.) = 13.31 FLOW PROCESS FROM NODE 2046.00 TO NODE 2046.00 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.307 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 2.30 SUBAREA RUNOFF(CFS) = 6.69 EFFECTIVE AREA(ACRES) = 23.30 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 23.30 PEAK FLOW RATE(CFS) = 67.77 TC(MIN) = 13.31 Page 18 st �,� * � tst * st st st st st * st t st st st >r � st st st st & st st sr st * st sr st st st sr st �r st st st >r st sr st sr st � st sr st sr st * stst � st st sr st st st r st st st>r st st � st stet st FLOW PROCESS FROM NODE 2046.00 TO NODE 2046.00 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.307 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = 0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 2.10 SUBAREA RUNOFF(CFS) = 6.11 EFFECTIVE AREA(ACRES) = 25.40 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 25.40 PEAK FLOW RATE(CFS) = 73.88 TC(MIN) = 13.31 FLOW PROCESS FROM NODE 2046.00 TO NODE 2047.00 IS CODE = 3 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ------------------------------------------------------------ DEPTH OF FLOW IN 45.0 INCH PIPE IS 32.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 8.5 UPSTREAM NODE ELEVATION(FEET) = 1062.47 DOWNSTREAM NODE ELEVATION(FEET) = 1061.47 FLOW LENGTH(FEET) = 199.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 73.88 TRAVEL TIME(MIN.) _ .39 TC(MIN.) = 13.70 � st st st st st sr st st st st st st st st st st st st sr * >r st,t st st st st,t st of sr st st >ti >r st sr sr st sr sr st st st st st st st st st st st st st >r sr sr >r st st st st st st st st st st st st st st st st sr FLOW PROCESS FROM NODE 2047.00 TO NODE 2047.00 IS CODE = 8 ---------------------------------------------------------------------------- >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.250 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 2.30 SUBAREA RUNOFF(CFS) = 6.57 EFFECTIVE AREA(ACRES) = 27.70 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 27.70 PEAK FLOW RATE(CFS) = 79.16 TC(MIN) = 13.70 st st st st st stst st st st sr sr st st sr st st st st >r st st st st st sr st st st,t st st st of st sr st st st st>ti st st st st sr stst>t sr st st st st st st st>t+t st st sr st sr sr sr sr st sr st st st st st st � FLOW PROCESS FROM NODE 2047.00 TO NODE 2047.00 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.250 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 2.00 SUBAREA RUNOFF(CFS) = 5.72 EFFECTIVE AREA(ACRES) = 29.70 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 29.70 PEAK FLOW RATE(CFS) = 84.87 Page 19 TC(MIN) = 13.70 FLOW PROCESS FROM NODE 2047.00 TO NODE 2048.00 IS CODE = 3 ---------------------------------------------------------------------------- >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< - ----------------------------------------------------------------- DEPTH OF FLOW IN 48.0 INCH PIPE IS 34.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 8.9 UPSTREAM NODE ELEVATION(FEET) = 1061.47 DOWNSTREAM NODE ELEVATION(FEET) = 1060.47 FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 84.87 TRAVEL TIME(MIN.) _ .38 TC(MIN.) = 14.08 FLOW PROCESS FROM NODE 2048.00 TO NODE 2048.00 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.198 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 2.30 SUBAREA RUNOFF(CFS) = 6.46 EFFECTIVE AREA(ACRES) = 32.00 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 32.00 PEAK FLOW RATE(CFS) = 89.94 TC(MIN) = 14.08 FLOW PROCESS FROM NODE 2048.00 TO NODE 2048.00 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< =--------------------------------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.198 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 2.00 SUBAREA RUNOFF(CFS) = 5.62 EFFECTIVE AREA(ACRES) = 34.00 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 34.00 PEAK FLOW RATE(CFS) = 95.56 TC(MIN) = 14.08 FLOW PROCESS FROM NODE 2048.00 TO NODE 2049.00 IS CODE = 3 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< - - - - - - ---------------------------------------------------- DEPTH OF FLOW IN 48.0 INCH PIPE IS 37.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 9.0 UPSTREAM NODE ELEVATION(FEET) = 1060.47 DOWNSTREAM NODE ELEVATION(FEET) = 1059.46 FLOW LENGTH(FEET) = 202.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 Page 20 PIPE-FLOW(CFS) = 95.56 TRAVEL TIME(MIN.) .38 TC(MIN.) = 14.45 FLOW PROCESS FROM NODE 2049.00 TO NODE 2049.00 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< ---------------------------------------------------------------------- ---------------------------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.148 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 3.70 SUBAREA RUNOFF(CFS) = 10.23 EFFECTIVE AREA(ACRES) = 37.70 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 37.70 PEAK FLOW RATE(CFS) = 104.26 TC(MIN) = 14.45 FLOW PROCESS FROM NODE 2049.00 TO NODE 2049.00 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.148 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 3.50 SUBAREA RUNOFF(CFS) 9.68 EFFECTIVE AREA(ACRES) = 41.20 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 41.20 PEAK FLOW RATE(CFS) = 113.94 TC(MIN) = 14.45 FLOW PROCESS FROM NODE 2049.00 TO NODE 2050.00 IS CODE _ 3 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 54.0 INCH PIPE IS 39.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 9.3 UPSTREAM NODE ELEVATION(FEET) = 1059.46 DOWNSTREAM NODE ELEVATION(FEET) = 1057.85 FLOW LENGTH(FEET) = 347.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 113.94 TRAVEL TIME(MIN.) _ .63 TC(MIN.) = 15.08 FLOW PROCESS FROM NODE 2050.00 TO NODE 2050.00 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.) = 15.08 RAINFALL INTENSITY(INCH/HR) = 3.07 AREA -AVERAGED FM(INCH/HR) = .08 Page 21 AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap 10 EFFECTIVE STREAM AREA(ACRES) = 41.20 TOTAL STREAM AREA(ACRES) = 41.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 113.94 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** Q TC intensity Fp Ap FM Ae (CFS) (MIN.) (INCH/HR) (INCH/HR) (INCH/HR) (ACRES) 1 234.49 7.30 4.744 .56 .16 .09 51.69 2 249.10 8.90 4.211 .55 .16 .09 62.90 3 260.64 10.27 3.864 .55 .16 .09 72.37 4 296.73 15.60 3.006 .54 .16 .09 107.26 5 292.68 16.44 2.914 .54 .17 .09 109.49 6 263.80 22.39 2.421 .50 .19 .09 120.95 7 255.53 23.96 2.324 .50 .19 .09 122.47 8 296.86 15.08 3.069 .55 .16 .09 105.12 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 296.86 TC(MIN.) = 15.079 EFFECTIVE AREA(ACRES) = 105.12 AREA -AVERAGED FM(INCH/HR) _ .09 AREA -AVERAGED Fp(INCH/HR) = .55 AREA -AVERAGED Ap = .16 TOTAL AREA(ACRES) = 122.47 FLOW PROCESS FROM NODE 2050.00 TO NODE 2072.00 IS CODE = 3 ------------------"---------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 66.0 INCH PIPE IS 51.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC. = 15.0 UPSTREAM NODE ELEVATION(FEET� = 1057.49 DOWNSTREAM NODE ELEVATION(FEET) = 1056.27 FLOW LENGTH(FEET) = 133.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 66.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 296.86 TRAVEL TIME(MIN.) _ .15 TC(MIN.) = 15.23 FLOW PROCESS FROM NODE 2072.00 TO NODE 2072.00 IS CODE = 10 ---------------------------------------------------------------------------- »»>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ««< **************************************************************************** FLOW PROCESS FROM NODE 2060.00 TO NODE 2061.00 IS CODE = 2.1 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 938.00 UPSTREAM ELEVATION(FEET) = 1082.00 DOWNSTREAM ELEVATION(FEET) = 1076.50 ELEVATION DIFFERENCE(FEET) = 5.50 TC(MIN.) = .304*[( 938.00** 3.00)/( 5.50)]** .20 = 13.126 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.335 SOIL CLASSIFICATION IS "B" Page 22 COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA RUNOFF(CFS) = 9.10 TOTAL AREA(ACRES) = 3.10 PEAK FLOW RATE(CFS) = 9.10 FLOW PROCESS FROM NODE 2061.00 TO NODE 2071.00 IS CODE = 3 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 14.0 UPSTREAM NODE ELEVATION(FEET) = 1071.29 DOWNSTREAM NODE ELEVATION(FEET) = 1065.98 FLOW LENGTH(FEET) = 73.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 9.10 TRAVEL TIME(MIN.) _ .09 TC(MIN.) = 13.21 FLOW PROCESS FROM NODE 2071.00 TO NODE 2071.00 IS CODE _ 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< ----------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN. = 13.21 RAINFALL INTENSITY(INCH/HR� = 3.32 AREA -AVERAGED FM INCH/HR) _ .08 AREA -AVERAGED Fp INCH/HR) = .75 AREA -AVERAGED Ap = 10 EFFECTIVE STREAM AREA(ACRES) 3.10 TOTAL STREAM AREA(ACRES) = 3.10 PEAK FLOW RATE(CFS) AT CONFLUENCE 9.10 FLOW PROCESS FROM NODE 2070.00 TO NODE 2071.00 IS CODE = 2.1 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH** 3. 00)/ (ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 1186.00 UPSTREAM ELEVATION(FEET) = 1090.00 DOWNSTREAM ELEVATION(FEET) = 1077.00 ELEVATION DIFFERENCE(FEET) = 13.00 TC(MIN.) = .304*[( 1186.00** 3.00)/( 13.00)]** .20 = 12.721 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.398 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA RUNOFF(CFS) = 4.14 TOTAL AREA(ACRES) = 1.40 PEAK FLOW RATE(CFS) = 4.19 FLOW PROCESS FROM NODE 2071.00 TO NODE 2071.00 IS CODE = 1 ---------------------------------------------------------------------------- Page 23 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< --------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 12.72 RAINFALL INTENSITY(INCH/HR) = 3.40 AREA -AVERAGED FM(INCH/HR) = .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = 10 EFFECTIVE STREAM AREA(ACRES) = 1.40 TOTAL STREAM AREA(ACRES) = 1.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.19 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** Q TC Intensit Fp Ap Fm Ae (CFS) (MIN.) (INCH/HR� (INCH/HR) (INCH/HR) (ACRES) 1 13.19 13.21 3.322 .75 .10 .08 4.50 2 13.15 12.72 3.398 .75 .10 .08 4.38 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 13.19 TC(MIN.) = 13.213 EFFECTIVE AREA(ACRES) = 4.50 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 4.50 FLOW PROCESS FROM NODE 2071.00 TO NODE 2072.00 IS CODE = 3 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 20.7 UPSTREAM NODE ELEVATION(FEET) = 1065.98 DOWNSTREAM NODE ELEVATION(FEET) = 1057.76 FLOW LENGTH(FEET) = 51.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 13.19 TRAVEL TIME(MIN.) _ .04 TC(MIN.) = 13.25 FLOW PROCESS FROM NODE 2072.00 TO NODE 2072.00 IS CODE = 11 ---------------------------------------------------------------------------- »»>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN -STREAM MEMORY««< ** PEAK FLOW RATE TABLE ** Q TC Intensit Fp Ap FM Ae (CFS) (MIN.) (INCH/HR� (INCH/HR) (INCH/HR) (ACRES) 1 291.42 12.76 3.392 .55 .16 .09 92.70 2 295.16 13.25 3.316 .55 .16 .09 96.16 3 245.16 7.45 4.684 .56 .15 .09 54.26 4 260.61 9.05 4.168 .56 .16 .09 66.01 5 272.80 10.42 3.830 .56 .16 .09 75.96 6 308.97 15.23 3.051 .55 .16 .09 109.62 7 308.58 15.75 2.989 .55 .16 .09 111.76 8 304.16 16.59 2.898 .54 .16 .09 113.99 9 273.31 22.54 2.411 .51 .18 .09 125.45 Page 24 10 264.65 24.12 2.315 .50 .19 .09 126.97 TOTAL AREA = 126.97 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 308.97 TC(MIN.) = 15.227 EFFECTIVE AREA(ACRES) = 109.62 AREA -AVERAGED FM(INCH/HR) _ .09 AREA -AVERAGED Fp(INCH/HR) = .55 AREA -AVERAGED Ap = .16 TOTAL AREA(ACRES) = 126.97 FLOW PROCESS FROM NODE 2072.00 TO NODE 2072.00 IS CODE = .12 ---------------------------------------------------------------------------- »»>CLEAR MEMORY BANK # 1 ««< FLOW PROCESS FROM NODE 2072.00 TO NODE 2112.00 IS CODE = 3 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 75.0 INCH PIPE IS 57.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = '12.2 UPSTREAM NODE ELEVATION(FEET) = 1056.27 DOWNSTREAM NODE ELEVATION(FEET) = 1055.92 FLOW LENGTH(FEET) = 69.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 75.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 308.97 TRAVEL TIME(MIN.) _ .09 TC(MIN.) = 15.32 FLOW PROCESS FROM NODE 2112.00 TO NODE 2112.00 IS CODE = 10 ---------------------------------------------------------------------------- »»>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ******�,tr��r,rr,r�r,r*,t*��r��r��r*�r�*�r�r�t,t,r*��*x�r�r�r�r�r�r�*��r�r�r*�t,r�r�r��rrrrt�r*r�r,tr,r�**,trr FLOW PROCESS FROM NODE 2080.00 TO NODE 2081.00 IS CODE = 2.1 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 323.00 UPSTREAM ELEVATION(FEET) = 1074.00 DOWNSTREAM ELEVATION(FEET) = 1071.50 ELEVATION DIFFERENCE(FEET) = 2.50 TC(MIN.) = .304*[( 323.00** 3.00)/( 2.50)]** .20 = 8.106 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.454 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA RUNOFF(CFS) = 3.55 TOTAL AREA(ACRES) = .90 PEAK FLOW RATE(CFS) = 3.55 FLOW PROCESS FROM NODE 2081.00 TO NODE 2091.00 IS CODE = 3 ---------------------------------------------------------------------------- >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< Page 25 »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 5.3 UPSTREAM NODE ELEVATION(FEET) = 1067.32 DOWNSTREAM NODE ELEVATION(FEET) = 1065.18 FLOW LENGTH(FEET) = 214.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.55 TRAVEL TIME(MIN.) _ .68 TC(MIN.) = 8.78 FLOW PROCESS FROM NODE 2091.00 TO NODE 2091.00 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.) = 8.78 RAINFALL INTENSITY(INCH/HR) = 4.24 AREA -AVERAGED Fm(INCH/HR) = .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 EFFECTIVE STREAM AREA(ACRES) _ .90 TOTAL STREAM AREA(ACRES) = .90 PEAK FLOW RATE(CFS) AT CONFLUENCE 3.55 FLOW PROCESS FROM NODE 2090.00 TO NODE 2091.00 IS CODE = 2.1 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 461.00 UPSTREAM ELEVATION(FEET) = 1075.00 DOWNSTREAM ELEVATION(FEET) = 1074.00 ELEVATION DIFFERENCE(FEET) = 1.00 TC(MIN.) = .304*[( 461.00** 3.00)/( 1.00)]** .20 = 12.053 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.510 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA RUNOFF(CFS) = 1.55 TOTAL AREA(ACRES) = .50 PEAK FLOW RATE(CFS) = 1.55 FLOW PROCESS FROM NODE 2091.00 TO NODE 2091.00 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.) = 12.05 RAINFALL INTENSITY(INCH/HR) = 3.51 AREA -AVERAGED FM(INCH/HR) = .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = 10 EFFECTIVE STREAM AREA(ACRES) _ .50 Page 26 TOTAL STREAM AREA(ACRES) = .50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.55 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** Q TC IntenSit Fp Ap FM Ae (CFS) (MIN.) (INCH/HR� (INCH/HR) (INCH/HR) (ACRES) 1 4.91 8.78 4.244 .75 .10 .08 1.26 2 4.47 12.05 3.510 .75 .10 .08 1.40 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 4.91 TC(MIN.) = 8.784 EFFECTIVE AREA(ACRES) = 1.26 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 1.40 FLOW PROCESS FROM NODE 2091.00 TO NODE 2102.00 IS CODE = 3 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 11.2 UPSTREAM NODE ELEVATION(FEET) = 1065.18 DOWNSTREAM NODE ELEVATION(FEET) = 1062.75 FLOW LENGTH(FEET) = 39.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.91 TRAVEL TIME(MIN.) _ .06 TC(MIN.) = 8.84 FLOW PROCESS FROM NODE 2102.00 TO NODE 2102.00 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.) = 8.84 RAINFALL INTENSITY(INCH/HR) = 4.23 AREA -AVERAGED FM(INCH/HR) = .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = 10 EFFECTIVE STREAM AREA(ACRES) = 1.26 TOTAL STREAM AREA(ACRES) = 1.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.91 FLOW PROCESS FROM NODE 2100.00 TO NODE 2101.00 IS CODE = 2.1 ---------------------------------------------------------------------------- >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH** 3. 00)/ (ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 451.00 UPSTREAM ELEVATION(FEET) = 1075.00 DOWNSTREAM ELEVATION(FEET) = 1074.00 ELEVATION DIFFERENCE(FEET) = 1.00 TC(MIN.) = .304*[( 451.00** 3.00)/( 1.00)]** .20 = 11.895 Page 27 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.538 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA RUNOFF(CFS) = 1.56 TOTAL AREA(ACRES) = .50 PEAK FLOW RATE(CFS) = 1.56 rtr,t�ttr�t,��r�tr�rr�r��r�r�rt*,r,��t�r�rrr�r��rr�t,r�rrr�rrr�r*rt��r�rr�trr��r,r�rr��,t,rrttt,t� FLOW PROCESS FROM NODE 2101.00 TO NODE 2102.00 IS CODE = 3 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 11.9 UPSTREAM NODE ELEVATION(FEET) = 1068.77 DOWNSTREAM NODE ELEVATION(FEET) = 1062.75 FLOW LENGTH(FEET) = 31.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.56 TRAVEL TIME(MIN.) _ .04 TC(MIN.) = 11.94 FLOW PROCESS FROM NODE 2102.00 TO NODE 2102.00 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.) = 11.94 RAINFALL INTENSITY(INCH/HR) = 3.53 AREA -AVERAGED Fm(INCH/HR) = .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = 10 EFFECTIVE STREAM AREA(ACRES) _ .50 TOTAL STREAM AREA(ACRES) = .50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.56 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. PEAK FLOW RATE TABLE ** Q TC Intensit Fp Ap Fm Ae (CFS) (MIN.) (INCH/HR� (INCH/HR) (INCH/HR) (ACRES) 1 6.30 8.84 4.227 .75 .10 .07 1.63 2 6.01 12.11 3.500 .75 .10 .08 1.90 3 6.05 11.94 3.530 .75 .10 .08 1.89 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 6.30 TC(MIN.) = 8.842 EFFECTIVE AREA(ACRES) = 1.63 AREA -AVERAGED FM(INCH/HR) _ .07 AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 1.90 FLOW PROCESS FROM NODE 2102.00 TO NODE 2112.00 IS CODE = 3 ---------------------------------------------------------------------------- >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< Page 28 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 11.9 UPSTREAM NODE ELEVATION(FEET) = 1062.75 DOWNSTREAM NODE ELEVATION(FEET) = 1057.67 FLOW LENGTH(FEET) = 82.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.30 TRAVEL TIME(MIN.) = .11 TC(MIN.) = 8.96 FLOW PROCESS FROM NODE 2112.00 TO NODE 2112.00 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.) = 8.96 RAINFALL INTENSITY(INCH/HR) = 4.19 AREA -AVERAGED FM(INCH/HR) = .07 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = 10 EFFECTIVE STREAM AREA(ACRES) = 1.63 TOTAL STREAM AREA(ACRES) = 1.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.30 FLOW PROCESS FROM NODE 2110.00 TO NODE 2111.00 IS CODE = 2.1 -------------------------------------------------------------------------- >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ----------------------------------------------------------------------- DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 197.00 UPSTREAM ELEVATION(FEET) = 1078.50 DOWNSTREAM ELEVATION(FEET) = 1076.50 ELEVATION DIFFERENCE(FEET) = 2.00 TC(MIN.) = .304*[( 197.00** 3.00)/( 2.00)]** .20 = 6.300 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.181 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA RUNOFF(CFS) = 1.84 TOTAL AREA(ACRES) = .40 PEAK FLOW RATE(CFS) = 1.84 FLOW PROCESS FROM NODE 2111.00 TO NODE 2112.00 IS CODE = 3 --------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 5.5 UPSTREAM NODE ELEVATION(FEET) = 1058.45 DOWNSTREAM NODE ELEVATION(FEET) = 1057.12 FLOW LENGTH(FEET) = 70.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.84 TRAVEL TIME(MIN.) _ .21 TC(MIN.) = 6.51 Page 29 FLOW PROCESS FROM NODE 2112.00 TO NODE 2112.00 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.) = 6.51 RAINFALL INTENSITY(INCH/HR) = 5.08 AREA -AVERAGED Fm INCH/HR) = .08 AREA -AVERAGED Fp INCH/HR) = .75 AREA -AVERAGED Ap = 10 EFFECTIVE STREAM AREA(ACRES) _ .40 TOTAL STREAM AREA(ACRES) = .40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.84 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. PEAK FLOW RATE TABLE ** Q TC Intensit Fp Ap FM Ae (CFS) (MIN.) (INCH/HR� (INCH/HR) (INCH/HR) (ACRES) 1 7.81 8.96 4.195 .75 .10 .07 2.03 2 7.31 12.05 3.510 .75 .10 .08 2.29 3 7.26 12.23 3.480 .75 .10 .08 2.30 4 7.40 6.51 5.079 .75 .10 .07 1.59 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 7.81 TC(MIN.) = 8.956 EFFECTIVE AREA(ACRES) = 2.03 AREA -AVERAGED FM(INCH/HR) _ .07 AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 2.30 FLOW PROCESS FROM NODE 2112.00 TO NODE 2112.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN -STREAM MEMORY««< PEAK FLOW RATE TABLE ** Q Tc Intensit Fp Ap FM Ae (CFS) (MIN.) (INCH/HR� (INCH/HR) (INCH/HR) (ACRES) 1 238.82 6.51 5.079 .57 .15 .09 48.37 2 266.53 8.96 4.195 .56 .15 .09 66.61 3 292.32 12.05 3.510 .56 .16 .09 89.23 4 293.66 12.23 3.480 .56 .16 .09 90.48 5 252.74 7.55 4.647 .57 .15 .09 56.03 6 268.39 9.15 4.141 .56 .15 .09 68.06 7 280.36 10.52 3.808 .56 .15 .09 78.12 8 298.47 12.86 3.376 .56 .16 .09 95.00 9 302.05 13.35 3.302 .56 .16 .09 98.46 10 315.29 15.32 3.040 .55 .16 .09 111.92 11 314.78 15.85 2.979 .55 .16 .09 114.06 12 310.17 16.68 2.888 .55 .16 .09 116.29 13 278.28 22.64 2.405 .51 .18 .09 127.75 14 269.41 24.21 2.310 .50 .19 .09 129.27 TOTAL AREA = 129.27 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 315.29 TC(MIN.) = 15.322 EFFECTIVE AREA(ACRES) = 111.92 AREA -AVERAGED FM(INCH/HR) _ .09 Page 30 AREA -AVERAGED Fp(INCH/HR) = .55 AREA -AVERAGED Ap = .16 TOTAL AREA(ACRES) = 129.27 FLOW PROCESS FROM NODE 2112.00 TO NODE 2112.00 IS CODE = 12 ---------------------------------------------------------------------------- »»>CLEAR. MEMORY BANK # 1 ««< FLOW PROCESS FROM NODE 2112.00 TO NODE 2122.00 IS CODE = 3 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 87.0 INCH PIPE IS 69.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 8.9 UPSTREAM NODE ELEVATION(FEET) = 1055.92 DOWNSTREAM NODE ELEVATION(FEET) = 1054.73 FLOW LENGTH(FEET) = 530.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 87.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 315.29 TRAVEL TIME'(MIN.) _ .99 TC(MIN.) = 16.31 FLOW PROCESS FROM NODE 2122.00 TO NODE 2122.00 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.) = 16.31 RAINFALL INTENSITY(INCH/HR) = 2.93 AREA -AVERAGED FM(INCH/HR) = .09 AREA -AVERAGED Fp(INCH/HR) = .55 AREA -AVERAGED Ap = 16 EFFECTIVE STREAM AREA(ACRES) = 111.92 TOTAL STREAM AREA(ACRES) = 129.27 PEAK FLOW RATE(CFS) AT CONFLUENCE = 315.29 FLOW PROCESS FROM NODE 2120.00 TO NODE 2121.00 IS CODE = 2.1 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH** 3. 00)/ (ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 573.00 UPSTREAM ELEVATION(FEET) = 1078.00 DOWNSTREAM ELEVATION(FEET) = 1072.00 ELEVATION DIFFERENCE(FEET) = 6.00 TC(MIN.) = .304*[( 573.00** 3.00)/( 6.00)]** .20 = 9.597 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.025 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA RUNOFF(CFS) = 4.27 TOTAL AREA(ACRES) = 1.20 PEAK FLOW RATE(CFS) 4.27 Page 31 FLOW PROCESS FROM NODE 2121.00 TO NODE 2122.00 IS CODE = 3 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««<. ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 13.9 UPSTREAM NODE ELEVATION(FEET) = 1064.58 DOWNSTREAM NODE ELEVATION(FEET) = 1056.23 FLOW LENGTH(FEET) = 65.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.27 TRAVEL TIME(MIN.) _ .08 TC(MIN.) = 9.68 FLOW PROCESS FROM NODE 2122.00 TO NODE 2122.00 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.) = 9.68 RAINFALL INTENSITY(INCH/HR) = 4.01 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED F ((INCH HR)) _ .75 AREA -AVERAGED Ap = 10 EFFECTIVE STREAM AREA(ACRES) = 1.20 TOTAL STREAM AREA(ACRES) = 1.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.27 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** Q TC Intensit Fp Ap Fm Ae (CFS) (MIN.) (INCH/HR� (INCH/HR) (INCH/HR) (ACRES) 1 242.70 7.57 4.639 .57 .15 .09 49.31 2 256.81 8.59 4.301 .57 .15 .09 57.10 3 270.71 9.99 3.928 .57 .15 .09 67.81 4 272.53 10.17 3.887 .57 .15 .09 69.26 5 284.19 11.53 3.604 .56 .15 .09 79.32 6 295.87 13.07 3.344 .56 .15 .09 90.43 7 297.18 13.24 3.318 .56 .16 .09 91.68 8 301.89 13.85 3.229 .56 .16 .09 96.20 9 305.40 14.34 3.163 .56 .16 .09 99.66 10 318.39 16.31 2.928 .55 .16 .09 113.12 11 317.81 16.83 2.873 .55 .16 .09 115.26 12 313.11 17.67 2.790 .55 .16 .09 117.49 13 280.74 23.65 2.343 .51 .18 .09 128.95 14 271.78 25.23 2.253 .50 .19 .09 130.47 15 267.68 9.68 4.005 .57 .15 .09 65.42 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 318.39 TC(MIN.) = 16.309 EFFECTIVE AREA(ACRES) = 113.12 AREA -AVERAGED Fm(INCH/HR) _ .09 AREA -AVERAGED Fp(INCH/HR) = .55 AREA -AVERAGED Ap = .16 TOTAL AREA(ACRES) = 130.47 FLOW PROCESS FROM NODE 2122.00 TO NODE 2142.00 IS CODE = 3 Page 32 ---------------------------------------------------------------------------- >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 78.0 INCH PIPE IS 60.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 11.6 UPSTREAM NODE ELEVATION(FEET) = 1054.73 DOWNSTREAM NODE ELEVATION(FEET) = 1051.80 FLOW LENGTH(FEET) = 668.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 78.00 NUMBER OF PIPES 1 PIPE-FLOW(CFS) = 318.39 TRAVEL TIME(MIN.) _ .96 TC(MIN.) = 17.27 FLOW PROCESS FROM NODE 2142.00 TO NODE 2142.00 IS CODE = 10 ---------------------------------------------------------------------------- »»>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- FLOW PROCESS FROM NODE 2130.00 TO NODE 2131.00 IS CODE = 2.1 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH** 3. 00)/ (ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 1261.00 UPSTREAM ELEVATION(FEET) 1072.00 DOWNSTREAM ELEVATION(FEET) = 1065.00 ELEVATION DIFFERENCE(FEET) = 7.00 TC(MIN.) = .304*[( 1261.00** 3.00)/( 7.00)]** .20 = 14.938 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.086 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA RUNOFF(CFS) = 12.20 TOTAL AREA(ACRES) = 4.50 PEAK FLOW RATE(CFS) = 12.20 FLOW PROCESS FROM NODE 2131.00 TO NODE 2141.00 IS CODE = 3 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 21.0 INCH PIPE IS 14.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.1 UPSTREAM NODE ELEVATION(FEET) = 1054.98 DOWNSTREAM NODE ELEVATION(FEET) = 1054.30 FLOW LENGTH(FEET) = 68.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 12.20 TRAVEL TIME(MIN.) _ .16 TC(MIN.) = 15.10 FLOW PROCESS FROM NODE 2141.00 TO NODE 2141.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: Page 33 TIME OF CONCENTRATION(MIN.) = 15.10 RAINFALL INTENSITY(INCH/HR) = 3.07 AREA -AVERAGED FM(INCH/HR) = .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = 10 EFFECTIVE STREAM AREA(ACRES) = 4.50 TOTAL STREAM AREA(ACRES) = 4.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 12.20 FLOW PROCESS FROM NODE 2140.00 TO NODE 2141.00 IS CODE = 2.1 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH** 3. 00)/ (ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 1205.00 UPSTREAM ELEVATION(FEET) = 1074.00 DOWNSTREAM ELEVATION(FEET) = 1066.00 ELEVATION DIFFERENCE(FEET) = 8.00 TC(MIN.) = .304*[( 1205.00** 3.00)/( 8.00)]** .20 = 14.153 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.188 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA RUNOFF(CFS) = 3.64 TOTAL AREA(ACRES) = 1.30 PEAK FLOW RATE(CFS) = 3.64 FLOW PROCESS FROM NODE 2141.00 TO NODE 2141.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< ------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN. = 14.15 RAINFALL INTENSITY(INCH/HR� = 3.19 AREA -AVERAGED FM(INCH/HR) = .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = 10 EFFECTIVE STREAM AREA(ACRES) = 1.30 TOTAL STREAM AREA(ACRES) = 1.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.64 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. PEAK FLOW RATE TABLE ** q Tc 2ntensit Fp Ap FM Ae (CFS) (MIN.) (INCH/HR� (INCH/HR) (INCH/HR) (ACRES) 1 15.70 15.10 3.067 .75 .10 .07 5.80 2 15.54 14.15 3.188 .75 .10 .07 5.52 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 15.70 TC(MIN.) = 15.097 EFFECTIVE AREA(ACRES) = 5.80 AREA -AVERAGED FM(INCH/HR) = .07 AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 5.80 Page 34 FLOW PROCESS FROM NODE 2141.00 TO NODE 2142.00 IS CODE = 3 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< -------------------------------------------------------------------- DEPTH OF FLOW IN 21.0 INCH PIPE IS 15.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 8.0 UPSTREAM NODE ELEVATION(FEET) = 1054.30 DOWNSTREAM NODE ELEVATION(FEET) = 1053.68 FLOW LENGTH(FEET) = 51.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 15.70 TRAVEL TIME(MIN.) = .11 TC(MIN.) = 15.20 r,��,rr�rrrr,rr,rtsr*�t�t�rrrr,rrr�r�tr��trrr*,r�rt�rr��rr��rt****r*xr*,rt�r,rr**�r��trr�r FLOW PROCESS FROM NODE 2142.00 TO NODE 2142.00 IS CODE = 11 --------------------------------------------------------------------------- »»>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN -STREAM MEMORY««< ** PEAK FLOW RATE TABLE ** Q TC Intensit Fp Ap FM Ae (CFS) (MIN.) (INCH/HR� (INCH/HR) (INCH/HR) (ACRES) 1 313.00 14.26 3.174 .57 .15 .09 97.47 2 320.34 15.20 3.054 .57 .15 .09 104.72 3 255.48 8.61 4.295 .58 .15 .09 52.64 4 270.14 9.60 4.023 .58 .15 .09 60.82 5 281.58 10.69 3.773 .57 .15 .09 69.55 6 284.77 11.00 3.708 .57 .15 .09 72.06 7 286.67 11.18 3.672 .57 .15 .09 73.59 8 298.97 12.52 3.431 .57 .15 .09 84.17 9 311.32 14.05 3.202 .57 .15 .09 95.86 10 312.70 14.22 3.178 .57 .15 .09 97.19 11 317.52 14.83 3.099 .57 .15 .09 101.89 12 321.03 15.30 3.042 .57 .15 .09 105.46 13 332.90 17.27 2.829 .56 .16 .09 118.92 14 332.06 17.80 2.779 .56 .16 .09 121.06 15 326.96 18.63 2.703 .55 .16 .09 123.29 16 292.39 24.64 2.286 .52 .18 .09 134.75 17 282.98 26.24 2.201 .51 .18 .09 136.27 TOTAL AREA = 136.27 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 332.90 TC(MIN.) = 17.269 EFFECTIVE AREA(ACRES) = 118.92 AREA -AVERAGED FM(INCH/HR) _ .09 AREA -AVERAGED Fp(INCH/HR) = .56 AREA -AVERAGED Ap = .16 TOTAL AREA(ACRES) = 136.27 FLOW PROCESS FROM NODE 2142.00 TO NODE 2142.00 IS CODE = 12 ------------------------------------------------------------- 7-------------- »»>CLEAR MEMORY BANK # 1 ««< FLOW PROCESS FROM NODE 2142.00 TO NODE 2143.00 IS CODE = 3 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ------------------------------------------------------------------ DEPTH OF FLOW IN 69.0 INCH PIPE IS 50.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 16.3 Page 35 UPSTREAM NODE ELEVATION(FEET) = 1051.80 DOWNSTREAM NODE ELEVATION(FEET) = 1040.00 FLOW LENGTH(FEET) = 1143.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 69.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 332.90 TRAVEL TIME(MIN.) = 1.17 TC(MIN.) = 18.44 -------------------------------------------------------------------------- END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 136.27 TC(MIN.) = 18.44 EFFECTIVE AREA(ACRES) = 118.92 AREA -AVERAGED FM(INCH/HR)= .09 AREA -AVERAGED Fp(INCH/HR) _ .56 AREA -AVERAGED Ap = .16 PEAK FLOW RATE(CFS) = 332.90 PEAK FLOW RATE TABLE ** Q TC Intensit Fp Ap FM Ae (CFS) (MIN.) (INCH/HR� (INCH/HR) (INCH/HR) (ACRES) 1 255.48 9.88 3.954 .58 .15 .09 52.64 2 270.14 10.84 3.741 .58 .15 .09 60.82 3 281.58 11.92 3.534 .57 .15 .09 69.55 4 284.77 12.23 3.479 .57 .15 .09 72.06 5 286.67 12.41 3.449 .57 .15 .09 73.59 6 298.97 13.72 3.247 .57 .15 .09 84.17 7 311.32 15.25 3.049 .57 .15 .09 95.86 8 312.70 15.42 3.028 .57 .15 .09 97.19 9 313.00 15.46 3.024 .57 .15 .09 97.47 10 317.52 16.03 2.958 .57 .15 .09 101.89 11 320.34 16.40 2.918 .57 .15 .09 104.72 12 321.03 16.50 2.908 .57 .15 .09 105.46 13 332.90 18.44 2.720 .56 .16 .09 118.92 14 332.06 18.99 2.672 .56 .16 .09 121.06 15 326.96 19.83 2.604 .55 .16 .09 123.29 16 292.39 25.87 2.220 .52 .18 .09 134.75 17 282.98 27.47 2.141 .51 .18 .09 136.27 ---------------------------------------------------------------------- END OF RATIONAL METHOD ANALYSIS Page 36 Line H Technical Appendix C Hydrologic Analysis Line H RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) copyright 1983-93 Advanced Engineering software (aes) ver. 1.9B Release Date: 7/18/93 License ID 1202 Analysis prepared by: HUITT-ZOLLARS, INC. 1101 S. MILLIKEN, SUITE G ONTARIO, CALIFORNIA 91761 TEL: (909) 390-8400 - FAX: (909) 390-8406 DESCRIPTION OF STUDY SIERRA BUSINESS PARK - FONTANA LINE H HYDROLOGIC ANALYSIS - 100-YEAR - ULTIMATE CONDITION FILE NAME: 0405H100.DAT TIME/DATE OF STUDY: 10:47 1/22/2005 - - - - --------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS (DECIMAL) TO USE FOR FRICTION SLOPE = .95 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* 10-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) _ .920 100-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 1.340 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1-HOUR INTENSITY(INCH/HOUR) = 1.3400 SLOPE OF INTENSITY DURATION CURVE = .6000 FLOW PROCESS FROM NODE 3000.00 TO NODE 3001.00 IS CODE = 2.1 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH** 3. 00)/ (ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 562.00 UPSTREAM ELEVATION(FEET) = 1070.00 DOWNSTREAM ELEVATION(FEET) = 1066.50 ELEVATION DIFFERENCE(FEET) = 3.50 TC(MIN.) = .304*[( 562.00** 3.00)/( 3.50)]** .20 = 10.566 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.799 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA RUNOFF(CFS) = 11.73 TOTAL AREA(ACRES) = 3.50 PEAK FLOW RATE(CFS) = 11.73 **************************************************************************** FLOW PROCESS FROM NODE 3001.00 TO NODE 3002.00 IS CODE = 3 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< Page 1 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC. 5.5 UPSTREAM NODE ELEVATION(FEET� = 1060.52 DOWNSTREAM NODE ELEVATION(FEET) = 1059.99 FLOW LENGTH(FEET) = 106.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 11.73 TRAVEL TIME(MIN.) .32 TC(MIN.) = 10.89 FLOW PROCESS FROM NODE 3002.00 TO NODE 3002.00 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.731 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 3.70 SUBAREA RUNOFF(CFS) = 12.17 EFFECTIVE AREA(ACRES) = 7.20 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 7.20 PEAK FLOW RATE(CFS) = 23.69 TC(MIN) = 10.89 FLOW PROCESS FROM NODE 3002.00 TO NODE 3003.00 IS CODE = 3 ---------------------------------------------------------------------------- >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< >>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 30.0 INCH PIPE IS 21.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.4 UPSTREAM NODE ELEVATION(FEET) = 1059.99 DOWNSTREAM NODE ELEVATION(FEET) = 1059.02 FLOW LENGTH(FEET) = 194.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES 1 PIPE-FLOW(CFS) = 23.69 TRAVEL TIME(MIN.) _ .50 TC(MIN.) = 11.39 FLOW PROCESS FROM NODE 3003.00 TO NODE 3003.00 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.631 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 1.90 SUBAREA RUNOFF(CFS) = 6.08 EFFECTIVE AREA(ACRES) = 9.10 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 9.10 PEAK FLOW RATE(CFS) = 29.13 TC(MIN) = 11.39 FLOW PROCESS FROM NODE 3003.00 TO NODE 3003.00 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< Page 2 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.631 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 2.10 SUBAREA RUNOFF(CFS) = 6.72 EFFECTIVE AREA(ACRES) = 11.20 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 11.20 PEAK FLOW RATE(CFS) = 35.85 TC(MIN) = 11.39 �r•��t�t�•x•x�r��r�r�r�r�t��t�t�t�t��*�t�r�,r�t�r�t�*��r�r�r��r�tx•�r•x�r�r�r�r��t•x•x•x��t��r�r�*it�r*•��r•x,r�trr�t�r�r��r•x�r� FLOW PROCESS FROM NODE 3003.00 TO NODE 3004.00 IS CODE 3 ---------------------------------------------------------------------------- >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< DEPTH OF FLOW IN 33.0 INCH PIPE IS 26.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.0 UPSTREAM NODE ELEVATION(FEET) = 1059.02 DOWNSTREAM NODE ELEVATION(FEET) = 1058.03 FLOW LENGTH(FEET) = 197.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 35.85 TRAVEL TIME(MIN.) _ .47 TC(MIN.) = 11.86 �t�r��r�•x��t��r�t��Yst•x�r�r�r,r�rr�t�t��•�,r�r,��•x�t��+r�r��•��t,t��t�•x*��,r��•�t��rt�x�•�**��r�r��•�r FLOW PROCESS FROM NODE 3004.00 TO NODE 3004.00 IS CODE = 8 ------------------------------------------------------------- -------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.545 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 1.80 SUBAREA RUNOFF(CFS) = 5.62 EFFECTIVE AREA(ACRES) = 13.00 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 13.00 PEAK FLOW RATE(CFS) = 40.59 TC(MIN) = 11.86 •x��r��r�•�r•��r�r�r•��•�r�r�*�r�rr�*•��r��r*��•��•�•��r�r�r�*��r��r��r*�*r•��r�*,��rr•��r•��r�•�r�r�r�r�••��r FLOW PROCESS FROM NODE 3004.00 TO NODE 3004.00 IS CODE = 8 ---------------------------------------------------------------------------- >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.545 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = 0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 2.10 SUBAREA RUNOFF(CFS) = 6.56 EFFECTIVE AREA(ACRES) = 15.10 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 15.10 PEAK FLOW RATE(CFS) = 47.15 TC(MIN) = 11.86 ��r,r��•x,r��•x*��r,r�r��•�•�•x*•��st•x��**��*•��r��r,t•x��sr�•��t�•x��r,r�t�r��•�i•*��r��r�r�r,r�r��r�� FLOW PROCESS FROM NODE 3004.00 TO NODE 3005.00 IS CODE = 3 Page 3 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 39.0 INCH PIPE IS 27.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.7 UPSTREAM NODE ELEVATION(FEET) = 1058.03 DOWNSTREAM NODE ELEVATION(FEET) = 1057.11 FLOW LENGTH(FEET) = 184.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 47.15 TRAVEL TIME(MIN.) _ .40 TC(MIN.) = 12.26 FLOW PROCESS FROM NODE 3005.00 TO NODE 3005.00 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.475 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 1.90 SUBAREA RUNOFF(CFS) = 5.81 EFFECTIVE AREA(ACRES) = 17.00 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 17.00 PEAK FLOW RATE(CFS) = 52.01 TC(MIN) = 12.26 FLOW PROCESS FROM NODE 3005.00 TO NODE 3005.00 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.475 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 2.10 SUBAREA RUNOFF(CFS) = 6.43 EFFECTIVE AREA(ACRES) = 19.10 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 19.10 PEAK FLOW RATE(CFS) = 58.44 TC(MIN) = 12.26 FLOW PROCESS FROM NODE 3005.00 TO NODE 3006.00 IS CODE = 3 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 42.0 INCH PIPE IS 29.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 8.1 UPSTREAM NODE ELEVATION(FEET) = 1057.11 DOWNSTREAM NODE ELEVATION(FEET) = 1056.03 FLOW LENGTH(FEET) = 215.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES 1 PIPE-FLOW(CFS) = 58.44 TRAVEL TIME(MIN.) _ .44 TC(MIN.) = 12.70 Page 4 FLOW PROCESS FROM NODE 3006.00 TO NODE 3006.00 IS CODE = 8 ------------------------------------------------------------- --------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.401 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 1.90 SUBAREA RUNOFF(CFS) = 5.69 EFFECTIVE AREA(ACRES) = 21.00 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 21.00 PEAK FLOW RATE(CFS) = 62.87 TC(MIN) = 12.70 FLOW PROCESS FROM NODE 3006.00 TO NODE 3006.00 IS CODE = 8 -------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.401 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = 0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 2.10 SUBAREA RUNOFF(CFS) = 6.29 EFFECTIVE AREA(ACRES) = 23.10 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 23.10 PEAK FLOW RATE(CFS) = 69.16 TC(MIN) = 12.70 FLOW PROCESS FROM NODE 3006.00 TO NODE 3007.00 IS CODE = 3 >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< DEPTH OF FLOW IN 42.0 INCH PIPE IS 34.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 8.2 UPSTREAM NODE ELEVATION(FEET) = 1056.03 DOWNSTREAM NODE ELEVATION(FEET) = 1055.01 FLOW LENGTH(FEET) = 203.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 69.16 TRAVEL TIME(MIN.) _ .41 TC(MIN.) = 13.11 ��t�r��r�*�t,a��*sr�t�ttr�rit�t��t��t,t*�tre,r��r�r�t�t�r�r�x,rsr�r,t��rrrr�r�r�t�t�t�rr�r�r�t�t�tt�rrrs��rttt��t FLOW PROCESS FROM NODE 3007.00 TO NODE 3007.00 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.337 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 1.90 SUBAREA RUNOFF(CFS) = 5.58 EFFECTIVE AREA(ACRES) = 25.00 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 25.00 PEAK FLOW RATE(CFS) = 73.40 TC(MIN) = 13.11 Page 5 FLOW PROCESS FROM NODE 3007.00 TO NODE 3007.00 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.337 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 2.00 SUBAREA RUNOFF(CFS) = 5.87 EFFECTIVE AREA(ACRES) = 27.00 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 27.00 PEAK FLOW RATE(CFS) = 79.27 TC(MIN) = 13.11 FLOW PROCESS FROM NODE 3007.00 TO NODE 3008.00 IS CODE = 3 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 45.0 INCH PIPE IS 35.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 8.6 UPSTREAM NODE ELEVATION(FEET) = 1055.01 DOWNSTREAM NODE ELEVATION(FEET) = 1054.03 FLOW LENGTH(FEET) = 195.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 79.27 TRAVEL TIME(MIN.) _ .38 TC(MIN.) = 13.49 FLOW PROCESS FROM NODE 3008.00 TO NODE 3008.00 IS CODE = 8 --------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.281 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 1.80 SUBAREA RUNOFF(CFS) = 5.19 EFFECTIVE AREA(ACRES) = 28.80 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 28.80 PEAK FLOW RATE(CFS) = 83.09 TC(MIN) = 13.49 FLOW PROCESS FROM NODE 3008.00 TO NODE 3008.00 IS CODE = 8 ---------------------------------------------------------------------------- >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.281 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 2.10 SUBAREA RUNOFF(CFS) = 6.06 EFFECTIVE AREA(ACRES) = 30.90 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 30.90 PEAK FLOW RATE(CFS) = 89.15 Page 6 TC(MIN) = 13.49 FLOW PROCESS FROM NODE 3008.00 TO NODE 3009.00 IS CODE = 3 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< ------------------------------------------------------------------------- DEPTH OF FLOW IN 48.0 INCH PIPE IS 35.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 8.9 UPSTREAM NODE ELEVATION(FEET) = 1054.03 DOWNSTREAM NODE ELEVATION(FEET) = 1053.02 FLOW LENGTH(FEET) = 201.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 89.15 TRAVEL TIME(MIN.) _ .37 TC(MIN.) = 13.87 FLOW PROCESS FROM NODE 3009.00 TO NODE 3009.00 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.227 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = 0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 3.00 SUBAREA RUNOFF(CFS) = 8.51 EFFECTIVE AREA(ACRES) = 33.90 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 33.90 PEAK FLOW RATE(CFS) = 96.18 TC(MIN) = 13.87 FLOW PROCESS FROM NODE 3009.00 TO NODE 3009.00 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.227 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 3.40 SUBAREA RUNOFF(CFS) = 9.65 EFFECTIVE AREA(ACRES) = 37.30 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 37.30 PEAK FLOW RATE(CFS) = 105.82 TC(MIN) = 13.87 FLOW PROCESS FROM NODE 3009.00 TO NODE 3022.00 IS CODE = 3 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< --------------------------------------------------------------------------- DEPTH OF FLOW IN 63.0 INCH PIPE IS 47.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.0 UPSTREAM NODE ELEVATION(FEET) = 1053.02 DOWNSTREAM NODE ELEVATION(FEET) = 1051.75 FLOW LENGTH(FEET) = 805.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 63.00 NUMBER OF PIPES = 1 Page 7 PIPE-FLOW(CFS) = 105.82 TRAVEL TIME(MIN.) = 2.23 TC(MIN.) = 16.09 r,rrrr�tr��rr*xrr�t�r�r�,t,rr*,rr,ter,rrr��,rr�t*rt*,r*r��rr�t�*,rrr*rr�rr��rr�t�r�r�r��tsr�t FLOW PROCESS FROM NODE 3022.00 TO NODE 3022.00 IS CODE = 10 ------------------------------------------------------------------------ -- »»>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ««< FLOW PROCESS FROM NODE 3010.00 TO NODE 3011.00 IS CODE = 2.1 ---------------------------------------------------------------------------- >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH** 3. 00)/ (ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 1226.00 UPSTREAM ELEVATION(FEET) = 1068.00 DOWNSTREAM ELEVATION(FEET) = 1065.00 ELEVATION DIFFERENCE(FEET) = 3.00 TC(MIN.) = .304*[( 1226.00** 3.00)/( 3.00)]** .20 = 17.400 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.816 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA RUNOFF(CFS) = 13.82 TOTAL AREA(ACRES) = 5.60 PEAK FLOW RATE(CFS) = 13.82 FLOW PROCESS FROM NODE 3011.00 TO NODE 3012.00 IS CODE = 3 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< DEPTH OF FLOW IN 21.0 INCH PIPE IS 15.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.3 UPSTREAM NODE ELEVATION(FEET) = 1056.42 DOWNSTREAM NODE ELEVATION(FEET) = 1055.94 FLOW LENGTH(FEET) = 48.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 13.82 TRAVEL TIME(MIN.) = .11 TC(MIN.) = 17.51 FLOW PROCESS FROM NODE 3012.00 TO NODE 3012.00 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.806 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = .90 SUBAREA RUNOFF(CFS) = 2.21 EFFECTIVE AREA(ACRES) = 6.50 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 6.50 PEAK FLOW RATE(CFS) = 15.97 TC(MIN) = 17.51 Page 8 FLOW PROCESS FROM NODE 3012.00 TO NODE 3021.00 IS CODE = 3 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< DEPTH OF FLOW IN 24.0 INCH PIPE IS 17.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.4 UPSTREAM NODE ELEVATION(FEET) = 1055.70 DOWNSTREAM NODE ELEVATION(FEET) = 1055.55 FLOW LENGTH(FEET) = 23.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE -FLOW (CFS) = 15.97 TRAVEL TIME(MIN.) _ .06 TC(MIN.) = 17.57 FLOW PROCESS FROM NODE 3021.00 TO NODE 3021.00 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.) = 17.57 RAINFALL INTENSITY(INCH/HR) = 2.80 AREA -AVERAGED FM(INCH/HR) = .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = 10 EFFECTIVE STREAM AREA(ACRES) = 6.50 TOTAL STREAM AREA(ACRES) = 6.50 PEAK FLOW RATE(CFS) AT CONFLUENCE _ 15.97 FLOW PROCESS FROM NODE 3020.00 TO NODE 3021.00 IS CODE = 2.1 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 2476.00 UPSTREAM ELEVATION(FEET) = 1090.00 DOWNSTREAM ELEVATION(FEET) = 1066.00 ELEVATION DIFFERENCE(FEET) = 24.00 TC(MIN.) = .304*[( 2476.00** 3.00)/( 24.00)1** .20 = 17.502 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.806 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA RUNOFF(CFS) = 9.10 TOTAL AREA(ACRES) = 3.70 PEAK FLOW RATE(CFS) = 9.10 FLOW PROCESS FROM NODE 3021.00 TO NODE 3021.00 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.) = 17.50 RAINFALL INTENSITY(INCH/HR) = 2.81 AREA -AVERAGED FM(INCH/HR) _ .08 Page 9 AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = 10 EFFECTIVE STREAM AREA(ACRES) = 3.70 TOTAL STREAM AREA(ACRES) = 3.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.10 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** Q TC Intensit Fp Ap FM Ae (CFS) (MIN.) (INCH/HR� (INCH/HR) (INCH/HR) (ACRES) 1 25.05 17.57 2.800 .75 .10 .08 10.20 2 25.05 17.50 2.806 .75 .10 .08 10.17 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 25.05 TC(MIN.) = 17.570 EFFECTIVE AREA(ACRES) = 10.20 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 10.20 FLOW PROCESS FROM NODE 3021.00 TO NODE 3022.00 IS CODE = 3 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 20.4 UPSTREAM NODE ELEVATION(FEET) = 1055.55 DOWNSTREAM NODE ELEVATION(FEET) = 1053.00 FLOW LENGTH(FEET) = 25.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 25.05 TRAVEL TIME(MIN.) _ .02 TC(MIN.) = 17.59 FLOW PROCESS FROM NODE 3022.00 TO NODE 3022.00 IS CODE = 11 ---------------------------------------------------------------------------- »»>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN -STREAM MEMORY««< ** PEAK FLOW RATE TABLE ** Q TC Intensit Fp Ap FM Ae (CFS) (MIN.) (INCH/HR� (INCH/HR) (INCH/HR) (ACRES) 1 125.47 17.52 2.804 .75 .10 .08 47.47 2 125.23 17.59 2.798 .75 .10 .08 47.50 3 130.06 16.09 2.951 .75 .10 .08 46.65 TOTAL AREA = 47.50 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 130.06 TC(MIN.) = 16.094 EFFECTIVE AREA(ACRES) = 46.65 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 47.50 FLOW PROCESS FROM NODE 3022.00 TO NODE 3022.00 IS CODE = 12 ---------------------------------------------------------------------------- »»>CLEAR MEMORY BANK # 1 ««< Page 10 FLOW PROCESS FROM NODE 3022.00 TO NODE 3023.00 IS CODE = 3 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< --------------------------------------------------------------------------- DEPTH OF FLOW IN 48.0 INCH PIPE IS 36.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC. = 12.6 UPSTREAM NODE ELEVATION(FEET� = 1051.75 DOWNSTREAM NODE ELEVATION(FEET) = 1039.92 FLOW LENGTH(FEET) = 1186.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES 1 PIPE-FLOW(CFS) = 130.06 TRAVEL TIME(MIN.) = 1.56 TC(MIN.) = 17.66 ======= -------------------- END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 47.50 TC(MIN.) = 17.66 EFFECTIVE AREA(ACRES) = 46.65 AREA -AVERAGED FM(INCH/HR)= .08 AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10 PEAK FLOW RATE(CFS) = 130.06 PEAK FLOW RATE TABLE ** Q TC Intensit Fp Ap FM Ae (CFS) (MIN.) (INCH/HR� (INCH/HR) (INCH/HR) (ACRES) 1 130.06 17.66 2.791 .75 .10 .08 46.65 2 125.47 19.09 2.664 .75 .10 .08 47.47 3 125.23 19.16 2.658 .75 .10 .08 47.50 --------------------------------------------------------------------- END OF RATIONAL METHOD ANALYSIS Page 11 mm Technical Appendix D Hydrologic Analysis Line F **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-93 Advanced Engineering software (aes) Ver. 1.9B Release Date: 7/18/93 License ID 1202 Analysis prepared by: HURT-ZOLLARS, INC. 1101 S. MILLIKEN, SUITE G ONTARIO, CALIFORNIA 91761 TEL: (909) 390-8400 - FAX: (909) 390-8406 ************************* DESCRIPTION OF STUDY ************************** SIERRA BUSINESS PARK - FONTANA LINE F HYDROLOGIC ANALYSIS - 100-YEAR - ULTIMATE CONDITION FILE NAME: 040SF100.DAT TIME/DATE OF STUDY: 14:30 2/23/2005 ----------------------------------------------------------------- - USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ------------------ - - ----------------------------------- --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS (DECIMAL) TO USE FOR FRICTION SLOPE = .95 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* 10-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) _ .920 100-YEAR STORM 60-MINUTE INTENSITY (INCH/HOU R) 1.340 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1-HOUR INTENSITY(INCH/HOUR) = 1.3400 SLOPE OF INTENSITY DURATION CURVE = .6000 FLOW PROCESS FROM NODE 4000.00 TO NODE 4000.00 IS CODE = 2.2 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ---------------------------------- DEVELOPMENT IS COMMERCIAL USER SPECIFIED TC(MIN.) = 12.000 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.520 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA RUNOFF(CFS) = 21.55 TOTAL AREA(ACRES) = 6.95 PEAK FLOW RATE(CFS) = 21.55 FLOW PROCESS FROM NODE 4000.00 TO NODE 4013.00 IS CODE = 3 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< >>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< - -------------------------------------------------------------------------- DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 13.2 UPSTREAM NODE ELEVATION(FEET) = 1085.73 DOWNSTREAM NODE ELEVATION(FEET) = 1067.71 Page 1 FLOW LENGTH(FEET) = 513.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 21.55 TRAVEL TIME(MIN.) _ .65 TC(MIN.) = 12.65 FLOW PROCESS FROM NODE 4013.00 TO NODE 4013.00 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.) = 12.65 RAINFALL INTENSITY(INCH/HR) = 3.41 AREA -AVERAGED FM(INCH/HR) = .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = 10 EFFECTIVE STREAM AREA(ACRES) = 6.95 TOTAL STREAM AREA(ACRES) = 6.95 PEAK FLOW RATE(CFS) AT CONFLUENCE = 21.55 FLOW PROCESS FROM NODE 4010.00 TO NODE 4011.00 IS CODE = 2.1 ---------------------------------------------------------------------------- >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 557.00 UPSTREAM ELEVATION(FEET) = 1084.50 DOWNSTREAM ELEVATION(FEET) = 1082.00 ELEVATION DIFFERENCE(FEET) = 2.50 TC(MIN.) = .304*[( 557.00** 3.00)/( 2.50)]** .20 = 11.241 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.660 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA RUNOFF(CFS) = 9.68 TOTAL AREA(ACRES) = 3.00 PEAK FLOW RATE(CFS) = 9.68 FLOW PROCESS FROM NODE 4011.00 TO NODE 4012.00 IS CODE = 3 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< DEPTH OF FLOW IN 21.0 INCH PIPE IS 15.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 5.1 UPSTREAM NODE ELEVATION(FEET) = 1071.59 DOWNSTREAM NODE ELEVATION(FEET) = 1069.33 FLOW LENGTH(FEET) = 451.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 9.68 TRAVEL TIME(MIN.) = 1.46 TC(MIN.) = 12.70 FLOW PROCESS FROM NODE 4012.00 TO NODE 4012.00 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< Page 2 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.401 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = .80 SUBAREA RUNOFF(CFS) = 2.39 EFFECTIVE AREA(ACRES) = 3.80 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 3.80 PEAK FLOW RATE(CFS) = 11.38 TC(MIN) = 12.70 FLOW PROCESS FROM NODE 4012.00 TO NODE 4013.00 IS CODE = 3 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< -- ------------------------------------------------------------------------- DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 8.4 UPSTREAM NODE ELEVATION(FEET) = 1069.33 DOWNSTREAM NODE ELEVATION(FEET) = 1067.85 FLOW LENGTH(FEET) = 88.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 11.38 TRAVEL TIME(MIN.) _ .17 TC(MIN.) = 12.88 FLOW PROCESS FROM NODE 4013.00 TO NODE 4013.00 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.) = 12.88 RAINFALL INTENSITY(INCH/HR) = 3.37 AREA -AVERAGED Ftn(INCH/HR) = .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = 10 EFFECTIVE STREAM AREA(ACRES) = 3.80 TOTAL STREAM AREA(ACRES) = 3.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 11.38 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** Q TC Intensity Fp Ap FM Ae (CFS) (MIN.) (INCH/HR) (INCH/HR) (INCH/HR) (ACRES) 1 32.84 12.65 3.410 .75 .10 .08 10.68 2 32.68 12.88 3.373 .75 .10 .07 10.75 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS,: PEAK FLOW RATE(CFS) = 32.84 TC(MIN.) = 12.648 EFFECTIVE AREA(ACRES) = 10.68 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 10.75 FLOW PROCESS FROM NODE 4013.00 TO NODE 4023.00 IS CODE = 3 ---------------------------------------------------------------------------- >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< Page 3 »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 30.0 INCH PIPE IS 21.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 8.9 UPSTREAM NODE ELEVATION(FEET) = 1067.71 DOWNSTREAM NODE ELEVATION(FEET) = 1064.90 FLOW LENGTH(FEET) = 296.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 32.84 TRAVEL TIME(MIN.) _ .55 TC(MIN.) = 13.20 FLOW PROCESS FROM NODE 4023.00 TO NODE 4023.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 13.20 RAINFALL INTENSITY(INCH/HR) = 3.32 AREA -AVERAGED FM(INCH/HR) = .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = 10 EFFECTIVE STREAM AREA(ACRES) = 10.68 TOTAL STREAM AREA(ACRES) = 10.75 PEAK FLOW RATE(CFS) AT CONFLUENCE = 32.84 FLOW PROCESS FROM NODE 4020.00 TO NODE 4021.00 IS CODE = 2.1 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ------------------------------------------------------------ - DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 589.00 UPSTREAM ELEVATION(FEET) = 1081.50 DOWNSTREAM ELEVATION FEET) = 1077.50 ELEVATION DIFFERENCE FEET) = 4.00 TC(MIN.) = .304*[( 589.00** 3.00)/( 4.00)]** .20 = 10.581 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.796 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA RUNOFF(CFS) = 10.05 TOTAL AREA(ACRES) = 3.00 PEAK FLOW RATE(CFS) = 10.05 FLOW PROCESS FROM NODE 4021.00 TO NODE 4022.00 IS CODE = 3 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 21.0 INCH PIPE IS 15.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 5.2 UPSTREAM NODE ELEVATION(FEET) = 1068.47 DOWNSTREAM NODE ELEVATION(FEET) = 1066.06 FLOW LENGTH(FEET) = 467.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES 1 PIPE-FLOW(CFS) = 10.05 TRAVEL TIME(MIN.) = 1.49 TC(MIN.) = 12.07 Page 4 rrr��r•x�rrrrrrrrr�*,r��rr�rr�r�r,ter*r,r,t,trr•x�rr�r�•xrr,r*rr�rr�*rxrrt*�rrrrr*rr�*�rt,r FLOW PROCESS FROM NODE 4022.00 TO NODE 4022.00 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.507 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 1.30 SUBAREA RUNOFF(CFS) = 4.02 EFFECTIVE AREA(ACRES) = 4.30 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 4.30 PEAK FLOW RATE(CFS) = 13.28 TC(MIN) = 12.07 *�r�r��rr,�*�r�*��r�r•x*r�r��r,r��t*�*�r,r,r�r�r,r*��r•x*�r�t�r��r*�r��,r�rr�tr�r�r�t�t��trr*rt�r�r��rr�r��t FLOW PROCESS FROM NODE 4022.00 TO NODE 4023.00 IS CODE = 3 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 8.4 UPSTREAM NODE ELEVATION(FEET) = 1066.06 DOWNSTREAM NODE ELEVATION(FEET) = 1065.14 FLOW LENGTH(FEET) = 63.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 13.28 TRAVEL TIME(MIN.) _ .12 TC(MIN.) = 12.20 ***********�**�r,r�r�r�**�r�r�t�r�r*,r�*�r,r��r�r�r��r�t�**•x�r�t,r�t�t�t�r,t��t�r�r,�,r�t�t,r,r*�r�r�t��r��r��r��r�r�r�r FLOW PROCESS FROM NODE 4023.00 TO NODE 4023.00 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.) = 12.20 RAINFALL INTENSITY(INCH/HR) = 3.49 AREA -AVERAGED Flit INCH/HR) = .08 AREA -AVERAGED Fp�INCH/HR) = .75 AREA -AVERAGED Ap = 10 EFFECTIVE STREAM AREA(ACRES) = 4.30 TOTAL STREAM AREA(ACRES) = 4.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 13.28 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** Q TC Intensit Fp Ap FM Ae (CFS) (MIN.) (INCH/HR� (INCH/HR) (INCH/HR) (ACRES) 1 45.49 13.20 3.323 .75 .10 .08 14.98 2 45.20 13.43 3.289 .75 .10 .07 15.05 3 45.13 12.20 3.486 .75 .10 .08 14.17 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 45.49 TC(MIN.) = 13.203 EFFECTIVE AREA(ACRES) = 14.98 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10 Page 5 TOTAL AREA(ACRES) = 15.05 rt�rtt,r,rr�*,r,�,�,ts�r*rrr*r,rt�,t�t��*rc**sr�tr�tsrr�t�rt�rtrtsrtr*��rrttt��trsti��rwttr�tst FLOW PROCESS FROM NODE 4023.00 TO NODE 4024.00 IS CODE = 3 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 33.0 INCH PIPE IS 26.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 8.9 UPSTREAM NODE ELEVATION(FEET) = 1064.90 DOWNSTREAM NODE ELEVATION(FEET) = 1059.39 FLOW LENGTH(FEET) = 680.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES 1 PIPE-FLOW(CFS) = 45.49 TRAVEL TIME(MIN.) = 1.27 TC(MIN.) = 14.48 trrr��t,rt�r��*t*stirt��r�trr�tttxt�*stitr�r�t�rrrt,t�t�r*grit*,rtt�**r*tttt�,t,ttu�t,t*rsrsr�rttr FLOW PROCESS FROM NODE 4024.00 TO NODE 4024.00 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.145 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 9.50 SUBAREA RUNOFF(CFS) = 26.25 EFFECTIVE AREA(ACRES) = 24.48 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 24.55 PEAK FLOW RATE(CFS) = 67.64 TC(MIN) = 14.48 ** PEAK FLOW RATE TABLE ** Q Tc IntenSit Fp Ap FM Ae (CFS) (MIN.) (INCH/HR� (INCH/HR) (INCH/HR) (ACRES) 1 67.64 14.48 3.145 .75 .10 .07 24.48 2 67.17 14.71 3.115 .75 .10 .08 24.55 3 68.35 13.47 3.284 .75 .10 .08 23.67 NEW PEAK FLOW DATA ARE: PEAK FLOW RATE(CFS) = 68.35 TC(MIN.) = 13.47 AREA -AVERAGED FM(INCH/HR) = .08 AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10 EFFECTIVE AREA(ACRES) = 23.67 FLOW PROCESS FROM NODE 4024.00 TO NODE 4025.00 IS CODE = 3 ------------------------------------------------------------- --------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 42.0 INCH PIPE IS 29.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 9.4 UPSTREAM NODE ELEVATION(FEET) = 1059.39 DOWNSTREAM NODE ELEVATION(FEET) = 1057.17 FLOW LENGTH(FEET) = 327.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 68.35 TRAVEL TIME(MIN.) _ .58 TC(MIN.) = 14.05 FLOW PROCESS FROM NODE 4025.00 TO NODE 4025.00 IS CODE = 8 Page 6 --------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.202 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 4.70 SUBAREA RUNOFF(CFS) = 13.23 EFFECTIVE AREA(ACRES) = 28.37 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 29.25 PEAK FLOW RATE(CFS) = 79.84 TC(MIN) = 14.05 FLOW PROCESS FROM NODE 4025.00 TO NODE 4026.00 IS CODE = 3 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< ------------------------------------------------------------------- DEPTH OF FLOW IN 39.0 INCH PIPE IS 31.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 11.2 UPSTREAM NODE ELEVATION(FEET) = 1057.17 DOWNSTREAM NODE ELEVATION(FEET) = 1053.96 FLOW LENGTH(FEET) = 315.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 79.84 TRAVEL TIME(MIN.) _ .47 TC(MIN.) = 14.52 "- FLOW PROCESS FROM NODE 4026.00 TO NODE 4026.00 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.139 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 4.80 SUBAREA RUNOFF(CFS) = 13.24 EFFECTIVE AREA(ACRES) = 33.17 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) 34.05 PEAK FLOW RATE(CFS) = 91.48 TC(MIN) = 14.52 FLOW PROCESS FROM NODE 4026.00 TO NODE 4035.00 IS CODE = 3 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< ------------------------------------------- DEPTH OF FLOW IN 39.0 INCH PIPE IS 27.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC. 14.5 UPSTREAM NODE ELEVATION(FEET� = 1053.96 = DOWNSTREAM NODE ELEVATION(FEET) = 1052.66 FLOW LENGTH(FEET) = 74.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 91.48 TRAVEL TIME(MIN.) _ .09 TC(MIN.) = 14.60 Page 7 FLOW PROCESS FROM NODE 4035.00 TO NODE 4035.00 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.) = 14.60 RAINFALL INTENSITY(INCH/HR) = 3.13 AREA -AVERAGED FM(INCH/HR) = .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = 10 EFFECTIVE STREAM AREA(ACRES) = 33.17 TOTAL STREAM AREA(ACRES) = 34.05 PEAK FLOW RATE(CFS) AT CONFLUENCE = 91.48 FLOW PROCESS FROM NODE 4030.00 TO NODE 4031.00 IS CODE = 2.1 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 199.00 UPSTREAM ELEVATION(FEET) = 1066.00 DOWNSTREAM ELEVATION(FEET) = 1065.50 ELEVATION DIFFERENCE(FEET) = 50 TC(MIN.) = .304*[( 199.00** 3.00)/( .50)]** .20 = 8.364 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.371 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) _ .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA RUNOFF(CFS) = 1.16 TOTAL AREA(ACRES) = .30 PEAK FLOW RATE(CFS) = 1.16 FLOW PROCESS FROM NODE 4031.00 TO NODE 4032.00 IS CODE = 3 ---------------------------------------------------------------------------- >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 3.9 UPSTREAM NODE ELEVATION(FEET) = 1056.15 DOWNSTREAM NODE ELEVATION(FEET) = 1055.96 FLOW LENGTH(FEET) = 19.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.16 TRAVEL TIME(MIN.) _ .08 TC(MIN.) = 8.45 FLOW PROCESS FROM NODE 4032.00 TO NODE 4033.00 IS CODE = 3 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 3.0 UPSTREAM NODE ELEVATION(FEET) = 1055.96 DOWNSTREAM NODE ELEVATION(FEET) = 1054.95 Page 8 FLOW LENGTH(FEET) = 202.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.16 TRAVEL TIME(MIN.) = 1.12 TC(MIN.) = 9.57 FLOW PROCESS FROM NODE 4033.00 TO NODE 4033.00 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< ---------------------------------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.032 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = .40 SUBAREA RUNOFF(CFS) = 1.42 EFFECTIVE AREA(ACRES) _ .70 AREA -AVERAGED FM(INCH/HR) _ .07 AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) _ .70 PEAK FLOW RATE(CFS) = 2.49 TC(MIN) = 9.57 FLOW PROCESS FROM NODE 4033.00 TO NODE 4034.00 IS CODE = 3 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< --------------------------------------------- ------------------------------ ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 3.8 UPSTREAM NODE ELEVATION(FEET) = 1054.95 DOWNSTREAM NODE ELEVATION(FEET) = 1053.88 FLOW LENGTH(FEET) = 202.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.49 TRAVEL TIME(MIN.) _ .89 TC(MIN.) = 10.46 FLOW PROCESS FROM NODE 4034.00 TO NODE 4034.00 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.823 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 4.10 SUBAREA RUNOFF(CFS) = 13.83 EFFECTIVE AREA(ACRES) = 4.80 AREA -AVERAGED FM (INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 4.80 PEAK FLOW RATE(CFS) = 16.19 TC(MIN) = 10.46 FLOW PROCESS FROM NODE 4034.00 TO NODE 4035.00 IS CODE = 3 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ---------------------------------------------------------------------------- DEPTH OF FLOW IN 21.0 INCH PIPE IS 15.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 8.6 Page 9 UPSTREAM NODE ELEVATION(FEET) = 1053.88 DOWNSTREAM NODE ELEVATION(FEET) = 1052.91 FLOW LENGTH(FEET) = 69.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 16.19 TRAVEL TIME(MIN.) _ .13 TC(MIN.) = 10.59 FLOW PROCESS FROM NODE 4035.00 TO NODE 4035.00 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.) = 10.59 RAINFALL INTENSITY(INCH/HR) = 3.79 AREA -AVERAGED FM(INCH/HR) = .08 AREA -AVERAGED Fp INCH/HR) = .75 AREA -AVERAGED Ap = 10 EFFECTIVE STREAM AREA(ACRES) = 4.80 TOTAL STREAM AREA(ACRES) = 4.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 16.19 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** Q TC Intensit Fp Ap FM Ae (CFS) (MIN.) (INCH/HR� (INCH/HR) (INCH/HR) (ACRES) 1 104.77 14.60 3.128 .75 .10 .08 37.97 2 102.69 15.61 3.006 .75 .10 .08 38.78 3 101.94 15.84 2.979 .75 .10 .08 38.85 4 96.98 10.59 3.794 .75 .10 .08 28.85 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 104.77 TC(MIN.) = 14.603 EFFECTIVE AREA(ACRES) = 37.97 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 38.85 FLOW PROCESS FROM NODE 4035.00 TO NODE 4043.00 IS CODE _ - 3 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ---------------------=------------------------------------------------------ ---------------------------------------------------------------------------- DEPTH OF FLOW IN 45.0 INCH PIPE IS 34.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 11.6 UPSTREAM NODE ELEVATION(FEET) = 1052.66 DOWNSTREAM NODE ELEVATION(FEET) = 1048.22 FLOW LENGTH(FEET) = 485.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 104.77 TRAVEL TIME(MIN.) = .70 TC(MIN.) = 15.30 **************************************************************************** FLOW PROCESS FROM NODE 4043.00 TO NODE 4043.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 Page 10 .' CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 15.30 RAINFALL INTENSITY(INCH/HR) = 3.04 AREA -AVERAGED FM(INCH/HR) = .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = 10 EFFECTIVE STREAM AREA(ACRES) = 37.97 TOTAL STREAM AREA(ACRES) = 38.85 PEAK FLOW RATE(CFS) AT CONFLUENCE = 104.77 FLOW PROCESS FROM NODE 4040.00 TO NODE 4041.00 IS CODE = 2.1 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ----------------------------------------------------------------------- DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH** 3. 00)/ (ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 670.00 UPSTREAM ELEVATION(FEET) = 1068.50 DOWNSTREAM ELEVATION(FEET) = 1059.50 ELEVATION DIFFERENCE(FEET) = 9.00 TC(MIN.) = .304*[( 670.00** 3.00)/( 9.00)]** .20 = 9.720 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.994 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA RUNOFF(CFS) = 14.81 TOTAL AREA(ACRES) = 4.20 PEAK FLOW RATE(CFS) 14.81 FLOW PROCESS FROM NODE 4041.00 TO NODE 4042.00 IS CODE = 3 >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< DEPTH OF FLOW IN 21.0 INCH PIPE IS 16.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.5 UPSTREAM NODE ELEVATION(FEET) = 1051.17 DOWNSTREAM NODE ELEVATION(FEET) = 1049.65 FLOW LENGTH(FEET) = 145.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 14.81 TRAVEL TIME(MIN.) _ .32 TC(MIN.) = 10.04 FLOW PROCESS FROM NODE 4042.00 TO NODE 4042.00 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.916 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 1.70 SUBAREA RUNOFF(CFS) = 5.88 EFFECTIVE AREA(ACRES) = 5.90 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 5.90 PEAK FLOW RATE(CFS) = 20.40 TC(MIN) = 10.04 Page 11 FLOW PROCESS FROM NODE 4042.00 TO NODE 4043.00 IS CODE = 3 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< --------------------------------------------------------------------- DEPTH OF FLOW IN 21.0 INCH PIPE IS 16.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 10.2 UPSTREAM NODE ELEVATION(FEET) = 1049.65 DOWNSTREAM NODE ELEVATION(FEET) = 1048.47 FLOW LENGTH(FEET) = 60.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 20.40 TRAVEL TIME(MIN.) _ .10 TC(MIN.) = 10.14 FLOW PROCESS FROM NODE 4043.00 TO NODE 4043.00 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.) = 10.14 RAINFALL INTENSITY(INCH/HR) = 3.89 AREA -AVERAGED FM(INCH/HR) = .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = 10 EFFECTIVE STREAM AREA(ACRES) = 5.90 TOTAL STREAM AREA(ACRES) = 5.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 20.40 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** Q TC Intensit Fp Ap Fm Ae (CFS) (MIN.) (INCH/HR� (INCH/HR) (INCH/HR) (ACRES) 1 116.07 11.29 3.650 .75 .10 .08 34.75 2 120.62 15.30 3.042 .75 .10 .08 43.87 3 117.93 16.31 2.928 .75 .10 .08 44.68 4 117.04 16.54 2.903 .75 .10 .08 44.75 5 113.41 10.14 3.894 .75 .10 .08 31.81 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 120.62 TC(MIN.) = 15.300 EFFECTIVE AREA(ACRES) = 43.87 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10* TOTAL AREA(ACRES) = 44.75 FLOW PROCESS FROM NODE 4043.00 TO NODE 4052.00 IS CODE = 3 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< --------------------------------------------------------------------------- DEPTH OF FLOW IN 45.0 INCH PIPE IS 32.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 14.0 UPSTREAM NODE ELEVATION(FEET) = 1048.22 DOWNSTREAM NODE ELEVATION(FEET) = 1047.52 FLOW LENGTH(FEET) = 52.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1 PIPE -FLOW (CFS) = 120.62 Page 12 TRAVEL TIME(MIN.) = .06 TC(MIN.) = 15.36 ***t�r�r��,t�rrr�r,r�r�tr��r��*�rrrr*rr�r�rx�r�r*�*��r*rrrr��t*r�c�r�r,rrrr��*rxrt�r*�rrr�r� FLOW PROCESS FROM NODE 4052.00 TO NODE 4052.00 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.) = 15.36 RAINFALL INTENSITY(INCH/HR) = 3.03 AREA -AVERAGED FM(INCH/HR) = .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = 10 EFFECTIVE STREAM AREA(ACRES) = 43.87 TOTAL STREAM AREA(ACRES) = 44.75 PEAK FLOW RATE(CFS) AT CONFLUENCE 120.62 FLOW PROCESS FROM NODE 4050.00 TO NODE 4051.00 IS CODE = 2.1 ---------------------------------------------------------------------------- >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 1165.00 UPSTREAM ELEVATION(FEET) = 1068.00 DOWNSTREAM ELEVATION(FEET) = 1066.00 ELEVATION DIFFERENCE(FEET) = 2.00 TC(MIN.) = .304*[( 1165.00** 3.00)/( 2.00)1** .20 = 18.301 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.732 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA RUNOFF(CFS) = 13.39 TOTAL AREA(ACRES) = 5.60 PEAK FLOW RATE(CFS) = 13.39 FLOW PROCESS FROM NODE 4051.00 TO NODE 4052.00 IS CODE = 3 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< --------------------------------------------------------=------------------- ---------------------------------------------------------------------------- ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 16.2 UPSTREAM NODE ELEVATION(FEET) = 1055.92 DOWNSTREAM NODE ELEVATION(FEET) = 1048.27 FLOW LENGTH(FEET) = 93.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 13.39 TRAVEL TIME(MIN.) _ .10 TC(MIN.) = 18.40 FLOW PROCESS FROM NODE 4052.00 TO NODE 4052.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< ------- --------------------------------------------------------------------------- ---------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 Page 13 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 18.40 RAINFALL INTENSITY(INCH/HR) = 2.72 AREA -AVERAGED FM(INCH/HR) = .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = 10 EFFECTIVE STREAM AREA(ACRES) = 5.60 TOTAL STREAM AREA(ACRES) = 5.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 13.39 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** q TC Intenslt Fp Ap FM Ae (CFS) (MIN.) (INCH/HR� (INCH/HR) (INCH/HR) (ACRES) 1 124.08 10.21 3.879 .75 .10 .08 34.91 2 127.19 11.36 3.638 .75 .10 .08 38.21 3 133.12 15.36 3.035 .75 .10 .08 48.54 4 130.74 16.37 2.921 .75 .10 .08 49.67 5 129.92 16.60 2.896 .75 .10 .08 49.80 6 123.27 18.40 2.724 .75 .10 .08 50.35 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 133.12 TC(MIN.) = 15.362 EFFECTIVE AREA(ACRES) = 48.54 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 50.35 FLOW PROCESS FROM NODE 4052.00 TO NODE 4053.00 IS CODE = 3 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< ---------------------------------------------------------------------------- DEPTH OF FLOW IN 57.0 INCH PIPE IS 41.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 9.6 UPSTREAM NODE ELEVATION(FEET) = 1047.52 DOWNSTREAM NODE ELEVATION(FEET) = 1040.84 FLOW LENGTH(FEET) = 1435.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 57.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 133.12 TRAVEL TIME(MIN.) = 2.49 TC(MIN.) = 17.85 FLOW PROCESS FROM NODE 4053.00 TO NODE 4053.00 IS CODE = 8 ---------------------------------------------------------------------------- >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.774 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 2.45 SUBAREA RUNOFF(CFS) = 5.95 EFFECTIVE AREA(ACRES) = 50.99 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 52.80 PEAK FLOW RATE(CFS) = 133.12 TC(MIN) = 17.85 --------------------------------------------------------------------------- END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 52.80 TC(MIN.) = 17.85 EFFECTIVE AREA(ACRES) = 50.99 AREA -AVERAGED FM(INCH/HR)= .08 Page 14 AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10 PEAK FLOW RATE(CFS) = 133.12 ** PEAK FLOW RATE TABLE ** Q TC Intensit Fp Ap Fm Ae (CFS) (MIN.) (INCH/HR� (INCH/HR) (INCH/HR) (ACRES) 1 124.08 12.76 3.392 .75 .10 .08 37.36 2 127.19 13.91 3.221 .75 .10 .08 40.66 3 133.12 17.85 2.774 .75 .10 .08 50.99 4 130.74 18.92 2.678 .75 .10 .08 52.12 5 129.92 19.16 2.658 .75 .10 .08 52.25 6 123.27 20.95 2.519 .75 .10 .08 52.80 ------------------------------------------------------------------------- END OF RATIONAL METHOD ANALYSIS Page 15 Im- m Technical Appendix E Hydrologic Analysis Lateral T RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) copyright 1983-93 Advanced Engineering software (aes) Ver. 1.9B Release Date: 7/18/93 License ID 1202 Analysis prepared by: HUITf-ZOLLARS, INC. 1101 S. MILLIKEN, SUITE G ONTARIO, CALIFORNIA 91761 TEL: (909) 390-8400 - FAx: (909) 390-8406 DESCRIPTION OF STUDY SIERRA BUSINESS PARK - FONTANA LATERAL T HYDROLOGIC ANALYSIS - 100-YEAR - ULTIMATE CONDITION FILE NAME: 0405T100.DAT TIME/DATE OF STUDY: 14:40 2/23/2005 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- --*TIME-OF-CONCENTRATION MODEL* - USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS (DECIMAL) TO USE FOR FRICTION SLOPE = .95 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* 10-YEAR STORM 60-MINUTE INTENSITY (INCH/HOU R) _ .920 100-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 1.340 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1-HOUR INTENSITY(INCH/HOUR) = 1.3400 SLOPE OF INTENSITY DURATION CURVE = .6000 FLOW PROCESS FROM NODE 5000.00 TO NODE 5001.00 IS CODE = 2.1 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH** 3. 00)/ (ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 730.00 UPSTREAM ELEVATION(FEET) = 1065.50 DOWNSTREAM ELEVATION(FEET) = 1062.00 ELEVATION DIFFERENCE(FEET) = 3.50 TC(MIN.) = .304*[( 730.00** 3.00)/( 3.50)]** .20 = 12.361 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.458 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA RUNOFF(CFS) = 11.87 TOTAL AREA(ACRES) = 3.90 PEAK FLOW RATE(CFS) = 11.87 ------------------------------------------------------------------- END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 3.90 TC(MIN.) = 12.36 EFFECTIVE AREA(ACRES) = 3.90 AREA -AVERAGED FM(INCH/HR)= .08 AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10 PEAK FLOW RATE(CFS) = 11.87 Page 1 - -------------------------------------------------------------------------- END OF RATIONAL METHOD ANALYSIS Page 2 Technical Appendix F Hydrologic Analysis Lateral J-4 RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITEkION) (c) copyright 1983-93 Advanced Engineering software (aes) Ver. 1.9B Release Date: 7/18/93 License ID 1202 Analysis prepared by: HUITT-ZOLLARS, INC. 1101 S. MILLIKEN, SUITE G ONTARIO, CALIFORNIA 91761 TEL: (909) 390-8400 - FAX: (909) 390-8406 DESCRIPTION OF STUDY SIERRA BUSINESS PARK - FONTANA * LATERAL 7-4 HYDROLOGIC ANALYSIS - 100-YEAR - ULTIMATE CONDITION FILE NAME: 0405J100.DAT TIME/DATE OF STUDY: 14:30 2/23/2005 --------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = .95 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* 10-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 920 100-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 1.340 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1-HOUR INTENSITY(INCH/HOUR) = 1.3400 SLOPE OF INTENSITY DURATION CURVE = .6000 FLOW PROCESS FROM NODE 6000.00 TO NODE 6001.00 IS CODE = 2.1 ---------------------------------------------------------------------------- >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< --------- ---------------------------------------------------------- DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 2567.00 UPSTREAM ELEVATION(FEET) = 1086.80 DOWNSTREAM ELEVATION(FEET) = 1061.50 ELEVATION DIFFERENCE(FEET) = 25.30 TC(MIN.) = .304*[( 2567.00** 3.00)/( 25.30)]** .20 = 17.697 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.78,8 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = 0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA RUNOFF(CFS) = 4.64 TOTAL AREA(ACRES) = 1.90 PEAK FLOW RATE(CFS) = 4.64 ----------------------------------------------------------------------- END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 1.90 TC(MIN.) = 17.70 EFFECTIVE AREA(ACRES) = 1.90 AREA -AVERAGED FM(INCH/HR)= .08 AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10 PEAK FLOW RATE(CFS) = 4.64 Page 1 ------------------------------------------------------------------------ END OF RATIONAL METHOD ANALYSIS Page 2 PREel W.TM.- Technical Appendix G Hydrologic Analysis Lateral B-2 RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-93 Advanced Engineering Software (aes) Ver. 1.9B Release Date: 7/18/93 License ID 1202 Analysis prepared by: HUITT-ZOLLARS, INC. 1101 S. MILLIKEN, SUITE G ONTARIO, CALIFORNIA 91761 TEL: (909) 390-8400 - FAX: (909) 390-8406 100 YEAR HYDROLOGIC ANALYSIS ---------------------------------------------------------------------------- FILE NAME: 260Q100.DAT TIME/DATE OF STUDY: 9:23 12/13/2004 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS (DECIMAL) TO USE FOR FRICTION -SLOPE = .95 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* 10-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) _ .920 100-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 1.340 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1-HOUR INTENSITY(INCH/HOUR) = 1.3400 SLOPE OF INTENSITY DURATION CURVE = .6000 LATERAL B-2 FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE = 2.1 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 700.00 UPSTREAM ELEVATION(FEET) = 1094.47 DOWNSTREAM ELEVATION(FEET) = 1090.47 ELEVATION DIFFERENCE(FEET) = 4.00 TC(MIN.) = ,304*[( 700.00** 3.00)/( 4.00)]** .20 = 11.736 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.567 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA RUNOFF(CFS) = 18.64 TOTAL AREA(ACRES) = 5.93 PEAK FLOW RATE(CFS) = 18.64 FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 3 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<«« >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) «« < DEPTH OF FLOW IN 27.0 INCH PIPE IS 17.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.8 UPSTREAM NODE ELEVATION(FEET) = 1086.47 DOWNSTREAM NODE ELEVATION(FEET) = 1085.46 FLOW LENGTH(FEET) = 155.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 18.64 TRAVEL TIME(MIN.) .38 TC(MIN.) = 12.12 FLOW PROCESS FROM NODE 102.10 TO NODE 102.00 IS CODE = 8 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ---------------------------------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.499 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = .66 SUBAREA RUNOFF(CFS) = 2.03 EFFECTIVE AREA(ACRES) = 6.59 AREA -AVERAGED Fm(INCH/HR) .08 AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 6.59 PEAK FLOW RATE(CFS) = 20.31 TC(MIN) = 12.12 FLOW PROCESS FROM NODE 102.00 TO NODE 103.00 IS CODE = 3 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 27.0 INCH PIPE IS 19.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.7 UPSTREAM NODE ELEVATION(FEET) = 1085.46 DOWNSTREAM NODE ELEVATION(FEET) = 1084.85 FLOW LENGTH(FEET) = 100.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 20.31 TRAVEL TIME(MIN.) _ .25 TC(MIN.) = 12.37 LATERAL F FLOW PROCESS FROM NODE 200.00 TO NODE 201.00 IS CODE = 2.1 ---------------------------------------------------------------------------- >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<«c - ------------------------ DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH** 3. 00) / (ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 820.00 UPSTREAM ELEVATION(FEET) = 1094.47 DOWNSTREAM ELEVATION(FEET) = 1089.77 ELEVATION DIFFERENCE(FEET) = 4.70 TC(MIN.) = .304*[( 820.00** 3.00)/( 4.70)]** .20 = 12.495 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.435 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = _75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA RUNOFF(CFS) = 19.14 TOTAL AREA(ACRES) = 6.33 PEAK FLOW RATE(CFS) = 19.14 FLOW PROCESS FROM NODE 201.00 TO NODE 202.00 IS CODE = 3 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 21.0 INCH PIPE IS 12.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 12.5 UPSTREAM NODE ELEVATION(FEET) = 1083.94 DOWNSTREAM NODE ELEVATION(FEET) = 1081.28 FLOW LENGTH(FEET) = 81.92 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 19.14 TRAVEL TIME(MIN.) _ .11 TC(MIN.) = 12.60 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 6.33 TC(MIN.) = 12.60 EFFECTIVE AREA(ACRES) = 6.33 AREA -AVERAGED Fm(INCH/HR)= .08 AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED AP = .10 PEAK FLOW RATE(CFS) = 19.14 END OF RATIONAL METHOD ANALYSIS r � � i 11 r' � .' Technical Appendix Hydraulic Analysis Sierra Avenue Storm Drain System Ln 0 N d' N N �M N h A H � o W a rn N Ln �r H H UL M H a r z _ 0 H N H H � z H W W �-I A � a w a p, 'n O Ln H x 0 H A W a W N a H W 04 04 N W U fa W H tq/a] W A a W H �,ao 0 0 0 0 0 0 0 0 0 0 o 0 0 FC EljF UnoLnoLnoLn9Uno LoLno M H N N M M V V' Ln Ln W W L` L� OD pC q-'i a w H .Ti a E., A w o a w 2 a w w H w z 'i N M M d' V Ln 10 w r r- m of of Ln W O A A A A U U C� A A.A A Ll A qU A U U U U U U U U U N. 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CD o 00 o co O CD o CO o Cp Ln Ln Ln Ln Ln LO Ln Ln Ln LA Ln 0 to w o # w W # Ln m H N C" OD n M m Ln CO 0 0 Vo Cq H v m O M �O 0 N rl- O ri 0 Ln rn OD O m N H d' M co tp N cr M m 0) N in O Ln 01 W Oi M co ri [, o ID Ln N rn H � M ry H Cl ri N ri N rl r1 ri Hr-I ri 0 +-i o. rl o ri o o p LA # O o 0 0 0 0 0 0 0 # a tf1 ri O N cN c0 to N CO W O 10 N rn l0 H W # z # w o # o # O O O �l # r♦ H H ri ri r-1 rl ri H H Ul # a H # to Ln W # Hv W # CO to ri d' tD [- Ln m O Ln h rn o ri ry m d' Ln ' 10 oa H a # ko w to rl E- r Lr r r L- Ln Ln Ln Ln in Ln Ln Ln Ln LA 41 x w HH A 3o io m w N m m m m Ln x U1 H x a # M ko O V� OD ry l0 rl R m ak CO oD m rn rn O o H ri N Ww # O O O O O H H ri H H Q O z o Ln H * cN o m co H m o m rn oD ui w o OD w co io w ti d' CO W O d' rl W ri d' N Cn W M V' 'I W Gd * N N N N N N N N N H •J a O* Ln N to N m N LO N LO N LO N LO N Ln N Ln N LO a F4 w In # �n ri in ri ui ri Ln ri Ln ri Ln ri Lc ri �n �n r Ln a H # H # O O O O O O O O O # O to ko OD 'r 0 v V- ri m P N %O O w O, LA tO r-1 # O ri ri Cn .-L CO Ol W 10 LA ri M W ri O O ri W O £ VJ H W* LO ri M o Ln o L o Ln o AO o lO o LO o LA O H N to Ln H to Ln uLO H ri ri ri ri ri ri ri rl ri H Ln .7 # a # rz Ix x a x a x x x a xxxxxa WWWw ww w W w w x w x • w xx v u xuu � x � x u a � H U H x � H H W U 3 H x U H 3 W H x U H H � H W o $ O t rH EA S H N � w xwxH x � V W UT�T H 3 H Ln W [- 00 0 H N M V' Ul W 00 01 O ri (13 rn d' W t- CO 0) 0 H ry W W C- W M o N M dV M W L- W O H N M VW M W W M 0 H W [` [0 at H N M cN Ln W l 0D 01 ri N 00 a\ H N M L� W O H N M W Lll W L� 00 O W r. 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N N N M M M M M VW V' r r V. w N In w to w w w w r L` C` r t m W W w W 6i m m al B O O O O H H H 0 0 O 0 0 0 0 O O 0 0 0 0 0 0 0 0 O O O O O O O O O O O 0 0 O O O O 0 0 0 0 O O O O O r i r i r- I r i r i r i r l H H H H H ri ri ri r1 H H ri H ri rl ri ri ri ri H H ri r1 ri ri ri H ri ri ri ri ri H ri H ri ri A H H ri ri H ri H ri ri rl H ri ,r OD r M OD r CD M OD rr r 0 r a r Ei �+ a w H r H r O a a W ID r H O r z a z H O H z Wz00 Ln oxw az`En U�o r w 14 1) W!pEz"U0 W NO W O aa'x C�7 WLw'> Ww >+ w H W 0 HHH W 04H�z V1 U)H U3xW W W Q II q 11 II II II II it 0 m rrU-'-��H u$xwS�'i GQ y+ z N AppendixTechnical Technical Appendix I Hydraulic Analysis Line A w z _ 0 H N H H >+ z H W W ,1 A � a w lH to H A W a' W N a H W a a a N w W W H a w r x H ihW o 0 0 o W o 0 0 0 0 0 0 0 0 0 Ey u1 o L9 o N L90 to o to o L9 o L9 0 W H xQ x w H �^ a E., wQ o a O H za 7 w o CV i c0 rl O o]d'Ot0 O1N aD V'O 10 NOVOtD \ •• W .7-i ri N M M M d' d' t.() �O �O. l� t� [0 Ol Ol. w Ol U) W aH O AAAAAAAAAAAAAAA Q H r1 a Ln H LA w r� z H m H a a a �Z H O w N w x w m a z W H W CQ a w WH w H a o H H H H N Ce) °z z oz a a a x x x C,x 0x 0 0 1:1 0 a0 0 El 0 0 El 0 04 0 0 0 0 C, Mq o aG C, C� Ln 0' C � C, '2'o uNi co 14 0 0 C, 20 0 0 n 0 H H N 0 rA 0 0 H 0 m 0 a 0 H 0 0 H C, 'D Cl H 0 C) H CJ El co WYmit C, 04 04 cn 11) m m z 0 H rn z 0 H (9 z H m z H (n z H m z H m z H m z 11 1) z H (1) z El 04 0 G G C> G G 0 G 0 u) H o cq r- El u U (, r- U " Wr- El u W r- w I- W E- W r- 41 W r- w r- W r- w r- co W r. 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H H ri H ri ri H H r A rl rl ri H ri H ri ri rl rl ri H ri H H H H ri rl H ri ri H H H ri GID w 2 3 k m \ § § Q @� \q§§\j\ ( §)j�\§\§ ° \00 § \ .�P @\( r-1Efl n0.,.,.,.,§ &ewo=mmx=w= 2 ~ mJ & Technical Appendix L ONM Irl Technical Appendix L Hydraulic Analysis Lateral T � o W rn a r r w z H H U] M H a � z _ 0 H N F H 7+ z H W W .-I Q � a w a G,, �^ o Ln H A w x W N a H W a N W W W x H Q x w �x 0 0 0 0 0 0 0 0 0 0 0 0 0 0 W W inou�ov�C! Uo o i99Ln9 H £ H N N M M W d' Ul Ul l0 10 L- l- CO x q a w H .�. a E, Q W o a w z a w a H UNrmW H (v)rqVU)W WrWm En OW pp pp qq . 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N N (MV H as # v # Z W W # o 0 0 0 H En W * o 0 0 0 U] # H a 41 a a W w# N O N o M o M O Lno H a c9 # L a o w v * W# 10 d' ko H M h M W w* N N N N h No N 5 x r. # o O o 0 o 0 m a r4 p �j r4 w # # o� CA c0 h h O w o o # � # � H I a # * o N H o N H m H H rn ri ri N * U7 iaa+ # W FC # O. M M l0 7. H p F U CA W # O w ao F D 3 W # n ID ko A W# W FLn � + n�x xs con U E # o o rn ID h U) a w W # ko un ui Ql o w O + # Sy O �4 a W W W # 2# Lo m oo. O L c0 H o H LA M co o M Lo H # O Oco O W 2 + W N ri Ln a F N ao o 0 N 00 W O £ * W O FC W # ,�i H�-1 HH ri -i H F N El a + zpU a # r] a w EE W-0 a a . . . . . . . . . . . . . . . . . x x U x H H H H OD r W Ln dV M N H o O rn co r to Ln "Cr M N H o of co r to W to W M N H o M O r W W V M N H O O M M r W In d' M N o) W o W N 0 d' O 1O N t, M 1l WH r M t!1 H t0 N a0 O to N W d' O 10 ri r M ati L H r M o\ Ln r1 to N c W O to N o7 M -CV Ln to W �O El o) OD at of o o H N N M M d' Ln In to to r N co of o\ o H H N N M M ',r Lo N to tp r oD oD of o) o ff ri N N d- W V' ;v 41W n� T w -P dr Ln Ln En Ln tn In Ln Ln In In Ln In Ln Ln In Ln !n W W ID w W Lo ID W LO to \O Lo ID ID to to to r r r. r r H ri H H H H H H H H H H H H H H H H H H H H H H H H H H H H H H H H H: H H H H H H H H H H H H H H H H W Ln rn L a LO L a � w LO N uiLn N O a a w 0 w N H O O Lz a z N O H u�i C~-I 1-4 [�i7r1 waoow� cv 1-4x W waZUOUE1 El cn 'j W u U) rt U l-I in wrawoa w�Uo El lU-I[4xC�'J Ww w C� Hwr,a?, as U) Inaal PHG w z a O U]H ri ww�CQ "$H. w U] II EI II II II II II II Hry' 0E SHu xwsero�.Enn z N 1 �' Technical Appendix M Hydraulic Analysis Lateral J-4 H o ri 7� W a r r �r H H U1 M H a � z _ 0 H N H H �+ z H W Q a LO li o t11 H Q W W N a H W Oa N W U W W H Q 3 a W +x F [i] O O O O O O O O O O OOO p [Ei] � O� O Ln O tf1 O lfl O l(1 O u) O �H Q Ix w p' E Q Cz o a w 2 a w Ln N tD N H U O CO '�V O W N CO W O tD N W V' O %D N ri �+ H N M M d' IVU) 1D kD L- l- OD rn 01 ri ) EH FG q Q Q 9U F V vU UC7 Ci rn 0 z H H a cn H Ln a L 0 0 W W H H O O o , H x , H � H W U] a 2 H H A W � x m H H H H N M H a a a x x x N vl W co Ln Wb ri) ul 41 IV (14 W N ri El Eot try 0) 0) till Ln �N Ln min in z H 0) Ln Lr) U) z El EH� w El 0 El 4 o ,per U) FC O M rx KG KC 0 co El U) :D KC F� 0 U) 0 0 z El H ri f1' O O a # o 0 w � # 0 0 a o 0 Z H * a # # a # to # o o 0 0 0 0 N N # # # o o O W O # # O O O O * wH # � # # \ # # O O O O xQ # N (V x� E # a # o q rn �* o # # Ln Ln Ha H O O Q U # # Cry tx w * # 0 o 0 0 Z a ID EH U) W * m # H a # # M O m m o p Ln * lam! w a # x to 0 r'+ W q# M o M "I # o � # r 0 o # # a rat H # # to r + # H k # O H L N to W rn rn pD # m x o 0 M rn cU) a r34 * W # M N of !] G # O O El) + H 0 m a5 ao il Li o Ln w H rn # # in 0 m H # O # 01 l0 to U] H [] # to N t` OD -IV W µ' w # N tN+1. a # H O a MMIL ME M-11 Technical Appendix N Hydraulic Analysis Lateral B-2 i H E+ N H a z 0 H E H z H W W A a a� LO Ln 1 C� a w ox a W 14 W 'a 44 W S a a H Q In., N a N clWc!�� E FC Q fA � rf PC E W Cx7 W H �H A W �y a U F E U O w z TA m 0 0 0 0 0 0 0 0 0 00 0 0 0 inoinouaoino�no �no�no H N N M M 1' zv L1 N 10 10 r r 10 d' IV w d' W 'IV d' d' Vv d' d' d' n' .0 oD d' o 1p N oD d'O �O N oD 'cM o t0 .-+NMMw�in�o�or raomm a w H Ln W s' F w w w i O Ea a N U � al H � a PO (ry z � H H 04 W H w w m cn m H H H r N a a a z �n H H H x x x wl, x1 O �i iTi O x O x 'I x O x O x O N O HH o 0 0 0 �y 0 0 HH o �y 0 W W o a o 41 0 o Ai o a o iL: O CL o U wC7 o C7 o C7 o Lh o C7 0 UJ o C7 o Cry o + ao w7Oo a o0 a� aOo W O WO W o a a0 ao H U] O U) O U) O U) O U) O V) O U) O U) O iwl p o p o o p o p 0 p o p o p o W H H H H H H H H z 0 z 0 z 0 O z 0 z 0 � O W � W o x U) z 3 F-I z 0 H W a w E # a H U1 M M M M M rzi zo zo zo zo 20 zo 20 zo r 0 0 o 0 0 0 0 Cl W H x Ln a a p Ln H 2 W o U) W W W H E H H H H F H E F Ch a U v U �1 U U d U cN U W U d U V U W W N W N W N W N W N W N. W N W N W Cq N W N H H U1 U) W W U) U) U) Ul U) U) W F (14 Ho Hco F H Em HN H O FL- HLn E-E In (ry� a fk Ln 1)4 ' W m a C a w N W' fk Nru a N W H O co m m Zm m. oo3z ly H H H H H H H H H Q O W z H W ul H M U1 U) H O O O U) Q U # N # O # 10 # r # N # r, # O # r # N N H FC z• zz Z• z• zz z z z O M Qm' ON Q rn QN Qru' Q.m Om Oco Q IOD D H H H M H� H l� H l� H M H O H �O N lQ W H F H E EN HN HM EV' Hd' [yaH m El p FC p FC FC El a E W H F H E H H H H El E p U) r.0 U N a (n U)w m U) w Ea cn w w 04 4 9 Fj K4 om H H H H H F H E E F U £ FC FC KC FC FC FC FC � FC £ � p U Q U Q U Q U Q U Q U Q .Ca U Q w Q W F W U) U) U) U) U) U) u) U) U) M U)� ap x�D xp x�D n FC 9 9 FC < FC FC KC 9 -z4 In U) m U) m m H H H H H H H H H H W N ri N M V' N l0 r m m O H U) oz z [� H z z a w W w w a w W W W W w W w w w w of z# F ri a o 0 0 0 0 0 0 0 0 am # o 0 0 0 0 0 0 o p * o 0 0 0 0 0 0 o p � a # aZ H o 0 0 0 C. 0 0 0 0 4L � # o p o 0 0 0 0 0 0 0 0 0 0 0 0 o p N N# O O o O O O o O O O O o O O o O p O p O O O O O O O O O O O O O O 0 # # O O O O O o O O p Wz # O O O O O O O O p qH # # # # o 0 0 0 0 0 0 o p O o O p x N N N x+ Ei # W# o 0 o 0 0 0 0 0 W# M w �D uo r N k w q# ry N N N tt) lD lD lD # * ri ri H ri ri H ri ri # x + r1 rri ri r1 rri H r rr r H W # H H H H H H ri H H a q # V # # a # o 0 0 0 0 0 0 o p C7 W b # O o 0 0 0 0 0 0 W o 0 0 0 EH v! W # o v] # H tp # a # co r d O O m N ri y H O H O O to U} VI ri 6l H r OD op a a a W W# O O ri N M M O in d' Ot Ln H W q• x# r o r o r o oo ri rn o co o co o 0 o Ii L04 n O H W a # w co w ao O co corn 0) Lna o q # W W W# o N OD N OD ry co N OD N. o N co N co N o v Lo to Vv In w In -V to W O dl to v to dv a I-7 r�-CL Rai # w O O ID p ID O W O ko O ID O ID O w a E w W # OD w co o W m OD m � y x N* O 00 O 00 O 00 O Op O OO O 00 O 00 O Op O F+I FC * ID ID ko a ko ko ko m ko kD ko ID ID ko ko ID ko o # I O ri # M M M M M M M M M U7 I # O O O O O O O O p PI I H OI * N N N N N N N N N # ul Gq # # M N 10 In O r W to dI n W # vI a �o H r r CV W C7 H ID W r co OD m rn o co O co co co O co O of H � # VH) x F p r0-I t0�0 OD -IV N Ln ko oMi m a G. * ON co ko W O O O ri H W W # w ko io io Ln ut in Ln O # z O x UI E # N o O a, OD 01 ri M co m N M o 1p r r Ln ,�F.iI a y # i71 tD k0 W rn v r d' 1D 0 r c0 N O r o N W W # lD In In In O r co co m H rn ri m H O ri M O M O W O d' 0 In aH W In # r O r O r O CIDO O O co O O O ODO co H # O O O O O O O p •' # In q. ri N. M N to O In w H 0% 0 O O W O# N O O In lD In r N o lD r u) ry U] H W# M W O v N r rn N N dI ID ri co O O a, O v r m r r to M r o Ln %D U F \ # H N cV rn -W cr H U) a # a # tx Lz a a a a a a a . w w � • � w wW � w w x W W U � x ul :3: U x a z xx v meµ, U !] U H a FH U1 W H w % H 0 a N W O D o O H a M w �a,u a H x N M W 14 U V) H x VI �a xx U x U H U W H t�' En x H H H H N` m N H ON W L` W to d' M N O m W hh W M V M H o m W L` W M V N H o m cU L` W to M N H o m W L- W d- M (y rL o N h N L` N LO H W r4 w H W H 0 O M O M O W O M o d' m 'ZV m d' m V' m d' O M W M 0 M W M W N I- N t` N L` M N N H r1 O O m m m w L, L` w w w M v m M N N H o O m m w m L- L- w w m Ln v v m M N N H H o o m m a0 [6 ri N M d' L!1 1D lD L� CO m O H N m 111 l0 t` W m O ri N m d' d' LLl l0 r, w m o H N m v m W Ll W m O H N m M cp lfl l0 N N N m m m m m m m M m M d' dr V 'r 00 h co o] ID W k0 c0 O M Ln Co Ln '-I w a m E u W rn q rn W E N E m O a a W M M z co w a b O 1-1 wo El.WWII-154 wawoow� N Hxw aZu H h q�[u ox�z a w aoC7uwHI34 7+ O ar�ax wows` rw Ewc�a�gam x a�wz a�o cn wl+ E p II II it it II II II II H O U' u � x W }C C0 >+ U1 z r-i co Go I � o w O � m a h Lfl W C7 �+ z H H UJ (+1 H a r z _ 0 H N E H � z H W W Q N a w Ln o H N H Q W a p7 N a H W a N W U rC p w W 3 a w H E a j C,o000000000 0000 FC , M -9Lin L�9Ln9Lno Ln9Lno � H� H N N M M d' V' tf1 1f) �0 l0 h h CO �H p 04 W H x a E., w O a W z a zg w o dC7a+ �mwwwww�rww �rcrw� o U H N w m E N U O N w o t0 N t0 W W o N c0 W O N \ M M d' V� In l0 lD h h o� Oi of N l- U2 rl W H E O Q p p A p Q pp Aq p p p p p A H U U U U U U U U U U V U U U U M 0 z H E a m H LO a H a 00 z'a W E W 2 � H [mac o H o � H x H H G � a ril zw N U CA H El x 0 0 H 0 0 C� n C, r4 o r4 0 ,-1 0 o C) a 0 10 C, Cs O II 0 0 W 0 z 0 El ('4 r-I F4 CS H yr r4 cq W fq W N r4 w u7 U) p uY E, do p U) El co El co C4 co 0 C N W m r4 u� L n. to co cow Z Cu 2 0 0 z ZO M, 0 z z0) oco 0o,8 0 , H C, H m H 'D H r, H E 1p4H H H N N aEl El El El 0 1, El 14 cep a� co at atD 0 W rn H H N m Ln ID 0 z W MP x4 M4 m W W W W W 44" i a O O O O O a # o 0 0 0 0 fYJ # 0 0 0 0 Cl FC + H * O O O O O a # # # o 0 0 0 0 0 0 0 0 a a# o 0 0 0 0 0 0 0 0 N N # # O O O O O O O O O # # o 0 0 0 0 A + # # o 0 0 0 0 CE7 H # N N N N N xq # x� H # a# 0 0 0 0 W# o 0 0 0 q# o 0 0 0 # # N N N N # � r r r r H H + H a # x q # U # # a # o 0 0 0 0 o 0 0 0 0 H Z:) a O O O O CJ H Lo W # to # H # a # co w Ln rn M r N m. 'r M 00V4 m d' %D O l0 N al N M O W a aw w# H x# O O O O O O r-{ w Ll # m m a, a, rn rn Ln 0 ~a Ln a # o # w W W# c0 N co N c0 N O N c0 U Q '✓ # cr to dV to cN of W Ln d� a fWC FC # o o ko 0 w # ao co 00 00 rn y# o 0 0 0 # rn rx # � z a 41 w w w w %D o # w o # o # Ol # N N N N N a H # U)ul # En # # W # H N # M V' OD O at En tD MU U1W O O N r r co H q 3W * o. rn rn rn rn [9[ # q UI w x O # W N M N d' H cn a w # W # ui ill ui' Ln Ln y q w # o # z # O # a r � o w a Ln O Ln o0 0 Ln M Ln N L M H w a O# O Vr O Ln 0. Ln O Ln a w U] # c0 O 00 O O O 00 O OD a H # H # O O O O # # W O � o 0 o rn rn M N r rn z E # O N MO m N Ln W ri m N M M kD ri r U E � � •� ri H H r-L a # a a a w w w 3 3 3 � r o w � x 0 � H p�G x x w H U y U} U U �7u1 �y ry D W U [A H H . H H a a .... ................ w w 3 H H O H N m d' tD [h N m 0 H N m V to r- m m O H ry M V to W m m o H N M V to W r m O H N m r to W L, M 0 H N 0) V' O l0 N CO W o lO N CD L l H r� li m to ri �.. r" O .1 ry CO 1� O 10 N CO to ri 1-: t m to H h rl o � N CO ! o � N CO LA H t� M m H N V' to r, m o N trf !n r. N o H m to tO CO o ri M y l0 a0 m H N V' lD t-- m o N V' to tr m O N M LO r CO o ff rr) Ul kO OD m 0 O O O o O H ri H H ri H N N N N N N rn rn rry M m M m V' V' v V' v i- to to In Ln LO to l0 W 1O l0 W tO rh h t- h th t` r, ri H H H H ri H H H H ri ri H H H H H H H H H ri H ri H H ri H ri ri H H H ri ri H ri ri H ri H H ri H H H ri ri ri ri CO 0 m r ai co co ao Ln,. cv OD m � a 00 CID w °D a a w w Ico z a n O H 7 coco E P: W H rj W W z o o a In H w w a z o O m w WFC WU U wcA. rNNxUco w Q O 0 0 z 2 0 a 1=+axow0ww p W E WC7PS�oa�a0 0 w �n��a�wzo �nl-,u�xwum�l-+ w cn E O II 11 II II II II 11 II E O U' 1-I V 3 x W SC Kl >+ of z i N Technical Appendix P Hydraulic Analysis Sierra Avenue / Slover Avenue Storm Drain PIPE -FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c) copyright 1982-93 Advanced Engineering software (aes) ver. 4.6A Release Date: 7/18/93 License ID 1202 Analysis prepared by: HUITT-ZOLLARS, INC. 15101 RED HILL AVENUE TUSTIN, CALIFORNIA 92780-6500 PHONE (714) 259-7900 * FAX (714) 259-0210 DESCRIPTION OF STUDY * SIERRA BUSINESS PARK * SIERRA AVENUE / SLOVER AVENUE STORM DRAIN - DETENTION BASIN TO LINE B * 100-YEAR HYDRAULIC ANALYSIS ------------------------------------------------------------------------------ FILE NAME: SBPMA100.HGL TIME/DATE OF STUDY: 8:25 7/16/2004 GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 4997.86- 8.42* 28634.40 5.08 26859.37 } FRICTION } HYDRAULIC JUMP 5262.77- 7.32 26112.86 4.57* 28835.30 } FRICTION+BEND 5347.58- 6.86 25523.25 4.38* 29829.46 } FRICTION 5355.57- 6.81 25474.37 4.36* 29932.82 } JUNCTION 2252.33- 6.48*Dc 27519.51 6.48*Dc 27519.51 } FRICTION 2736.17- 8.55* 31520.73 6.48 DC 27519.51 } JUNCTION 2740.83- 9.13* 30826.70 6.30 DC 25013.43 } FRICTION 3121.17- 9.96* 33123.42 6.30 DC 25013.43 } JUNCTION 3125.83- 9.97* 33147.70 6.30 DC 25013.43 } FRICTION 3565.58- 10.93* 35796.13 6.30 DC 25013.43 } JUNCTION 3582.33- 12.23* 35016.42 4.77 21195.67 } FRICTION 3590.58- 12.24* 35036.01 4.74 21269.27 } JUNCTION 3607.33- 9.48* 13869.44 2.58 11928.43 } FRICTION } HYDRAULIC JUMP 3787.69- 4.22*Dc 8834.41 4.22*Dc 8834.41 } JUNCTION 3794.35- 5.00* 8727.56 4.16 DC 8111.70 } FRICTION 4125.00- 6.07* 9788.06 4.16 DC 8111.70 } JUNCTION 4125.00- 7.35* 9131.49 3.56 6151.67 Page 1 I FRICTION 4247.67- 7.25* 9031.64 3.71 6101.16 1 MANHOLE 4252.33- 7.30* 9083.82 3.51 6176.96 1 FRICTION 4719.80- 6.90* 8684.02 3.50 6185.94 1 JUNCTION 4724.46- 6.84* 8624.73 3.53 6167.91 1 FRICTION 4975.00- 6.62* 8410.11 3.91 DC 6076.29 1 JUNCTION 4975.00- 7.52* 7646.05 2.80 4474.11 1 FRICTION 5219.37- 6.50* 6634.90 2.51 4824.97 1 JUNCTION 5227.28- 5.30* 5642.04 3.19 4540.59 1 FRICTION 5300.00- 5.25* 5601.10 3.24 4524.00 1 JUNCTION 5300.00- 5.26* 5608.63 3.20 4535.72 1 FRICTION 5574.44- 5.15* 5525.08 3.13 4566.05 1 FRICTION+BEND 5602.48- 5.13* 5508.73 3.13 4569.02 1 JUNCTION 5607.14- 4.46* 4674.80 3.27 DC 4051.30 ------------------------------------------------------------- MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 ------------------------------------------------------------------------------ NOTE: STEADY FLOW HYDRAULIC HEAD -LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 4997.86 FLOWLINE ELEVATION = 1031.08 PIPE FLOW = 645.50 CFS PIPE DIAMETER = 108.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 1039.500 ------------------------------------------------------------------------------ NODE 4997.86 : HGL = < 1039.500>;EGL= < 1041.189>;FLOWLINE= < 1031.080> FLOW PROCESS FROM NODE 4997.86 TO NODE 5262.77 IS CODE = 1 UPSTREAM NODE 5262.77 ELEVATION = 1032.41 (HYDRAULIC JUMP OCCURS) ------------------------------------------------------------------------------ CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 645.50 CFS PIPE DIAMETER = 108.00 INCHES PIPE LENGTH = 264.91 FEET MANNING'S N = .01300 ------------------------------------------------------------------------------ HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS ------------------------------------------------------------------------------ NORMAL DEPTH(FT) = 5.71 CRITICAL DEPTH(FT) = 6.29 ------------------------------------------------------------------------------ UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 4.57 -------------------------------------------------------- GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: ------------------------------------------------------------------------------ DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) .000 4.567 19.907 10.725 28835.30 21.545 4.613 19.658 10.618 28617.11 43.384 4.659 19.416 10.516 28407.82 65.547 4.704 19.180 10.420 28207.18 88.064 4.750 18.949 10.329 28014.94 110.971 4.795 18.724 10.243 27830.87 134.311 4.841 18.505 10.161 27654.75 Page 2 158.132 4.886 18.291 10.084 27486.35 182.490 4.932 18.082 10.012 27325.47 207.453 4.977 17.877 9.943 27171.92 233.100 5.023 17.678 9.878 27025.49 259.530 5.068 17.483 9.818 26886.02 264.910 5.077 17.445 9.806 26859.37 ------------------------------------------------------------------------------ HYDRAULIC JUMP: UPSTREAM RUN ANALYSIS RESULTS ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 8.42 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: ------------------------------------------------------------------------------ DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) .000 8.420 10.427 10.109 28634.40 23.567 8.335 10.493 10.046 28388.61 46.546 8.249 10.564 9.984 28151.14 68.979 8.164 10.640 9.923 27921.97 90.896 8.079 10.721 9.865 27701.09 112.320 7.993 10.806 9.808 27488.56 133.264 7.908 10.896 9.753 27284.44 153.736 7.823 10.991 9.700 27088.84 173.737 7.737 11.090 9.648 26901.87 193.262 7.652 11.194 9.599 26723.67 212.301 7.567 11.303 9.552 26554.40 230.839 7.481 11.417 9.507 26394.22 248.851 7.396 11.535 9.464 26243.31 264.910 7.318 11.649 9.426 26112.86 ------------------------END OF HYDRAULIC JUMP ANALYSIS------------------------ PRESSURE+MOMENTUM BALANCE OCCURS AT 110.14 FEET UPSTREAM OF NODE 4997.86 DOWNSTREAM DEPTH = 8.002 FEET, UPSTREAM CONJUGATE DEPTH = 4.880 FEET ------------------------------------------------------------------------------ NODE 5262.77 : HGL = < 1036.978>;EGL= < 1043.135>;FLOWLINE= < 1032.410> FLOW PROCESS FROM NODE 5262.77 TO NODE 5347.58 IS CODE = 3 UPSTREAM NODE 5347.58 ELEVATION = 1032.83 (FLOW IS SUPERCRITICAL) ------------------------------------------------------------------------------ CALCULATE PIPE -BEND LOSSES(OCEMA): PIPE FLOW = 645.50 CFS PIPE DIAMETER = 108.00 INCHES CENTRAL ANGLE = 32.000 DEGREES MANNING'S N = .01300 PIPE LENGTH = 84.81 FEET ------------------------------------------------------------------------------- NORMAL DEPTH(FT) = 5.73 CRITICAL DEPTH(FT) = 6.29 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 4.38 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: ------------------------------------------------------------------------------ DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) .000 4.381 20.995 11.230 29829.46 24.193 4.435 20.668 11.072 29524.48 48.663 4.489 20.351 10.924 29233.66 73.439 4.543 20.043 10.785 28956.46 84.810 4.567 19.907 10.725 28835.30 ------------------------------------------------------------------------------ NODE 5347.58 : HGL = < 1037.211>;EGL= < 1044.060>;FLOWLINE= < 1032.830> FLOW PROCESS FROM NODE 5347.58 TO NODE 5355.57 IS CODE = 1 UPSTREAM NODE 5355.57 ELEVATION = 1032.87 (FLOW IS SUPERCRITICAL) ------------------------------------------------------------------------------ CALCULATE FRICTION LOSSES(LACFCD): Page 3 PIPE FLOW = 645.50 CFS PIPE DIAMETER = 108.00 INCHES PIPE LENGTH = 7.99 FEET MANNING'S N = .01300 ------------------------------------------------------------------------------ NORMAL DEPTH(FT) 5.71 CRITICAL DEPTH(FT) = 6.29 ------------------------------------------------------------------------------ UPSTREAM CONTROL ASSUMED FLOWDEPTH(Ff) = 4.36 ------------------------------------------------- GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: ------------------------------------------------------------------------------ DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) .000 4.363 21.105 11.284 29932.82 7.990 4.381 20.995 11.230 29829.46 ------------------------------------------------------------------------------ NODE 5355.57 : HGL = < 1037.233>;EGL= < 1044.154>;FLOWLINE= < 1032.870> FLOW PROCESS FROM NODE 2247.67 TO NODE 2252.33 IS CODE = 5 UPSTREAM NODE 2252.33 ELEVATION = 1033.77 (FLOW IS SUPERCRITICAL) ------------------------------------------------------------------------------ CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) UPSTREAM 645.50 90.00 .00 1033.77 6.48 15.919 DOWNSTREAM 645.50 108.00 - 1032.87 6.29 21.112 LATERAL #1 .00 .00 .00 .00 .00 .000 LATERAL #2 .00 .00 .00 .00 .00 .000 Q5 .00===Q5 EQUALS BASIN INPUT=== LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2-V2-Ql-Vl- COS (DELTAI)-Q3*V3*COS (DE LTA3)- Q4-V4- COS (DE LTA4))/((A1+A2)-16.1)+FRICTION LOSSES UPSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .00651 DOWNSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .01188 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .00920 JUNCTION LENGTH = 4.66 FEET FRICTION LOSSES = .043 FEET ENTRANCE LOSSES = .000 FEET JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( .026)+( .000) = .026 ---------------------------------------------------------------------------- NODE 2252.33 : HGL = < 1040.245>;EGL= < 1044.180>;FLOWLINE= < 1033.770> �r��*��tr,t�,��r�,rtx*�r�r**r,r�r��*�r�r*�r�r*rsr�r�r,tr��t*srxr�t��r,r�t�rrttr�t�rsr�r�t,rxt�r,rxr,r�x�r*t�r�r��r FLOW PROCESS FROM NODE 2252.33 TO NODE 2736.17 IS CODE = 1 UPSTREAM NODE 2736.17 ELEVATION = 1035.71 (FLOW UNSEALS IN REACH) ------------------------------------------------------------------------------ CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 645.50 CFS PIPE DIAMETER = 90.00 INCHES PIPE LENGTH = 483.84 FEET MANNING'S N = .01300 ===> NORMAL PIPEFLOW IS PRESSURE FLOW NORMAL DEPTH(FT) = 7.50 CRITICAL DEPTH(FT) = 6.48 --------------------------------------------------------------------- DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 6.48 -------------------------------------------------------- GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: ------------------ DISTANCE FROM CONTROL(FT) .000 .268 1.083 2.455 4.399 6.924 FLOW DEPTH VELOCITY (FT) (FT/SEC) 6.475 15.914 6.516 15.832 6.557 15.753 6.598 15.675 6.639 15.600 6.680 15.528 Page 4 SPECIFIC •PRESSURE+ ENERGY(FT) MOMENTUM(POUNDS) 10.410 27519.51 10.411 27521.19 10.413 27526.21 10.416 27534.56 10.420 27546.22 10.426 27561.17 10.041 6.721 15.457 10.433 27579.41 13.758 6.762 15.389 10.442 27600.94 18.081 6.803 15.323 10.451 27625.75 23.016 6.844 15.259 10.462 27653.85 28.564 6.885 15.197 10.474 27685.26 34.725 6.926 15.138 10.487 27719.99 41.499 6.967 15.081 10.501 27758.08 48.878 7.008 15.027 10.516 27799.57 56.856 7.049 14.975 10.533 27844.50 65.421 7.090 14.925 10.551 27892.94 74.559 7.131 14.878 10.570 27944.98 84.252 7.172 14.834 10.591 28000.72 94.479 7.213 14.792 10.613 28060.29 105.216 7.254 14.754 10.636 28123.88 116.434 7.295 14.719 10.661 28191.70 128.104 7.336 14.687 10.687 28264.08 140.191 7.377 14.659 10.716 28341.46 152.662 7.418 14.635 10.746 28424.52 165.481 7.459 14.617 10.779 28514.51 178.645 7.500 14.607 10.815 28614.41 FLOW IS UNDER 483.840 PRESSURE 8.554 14.611 11.869 31520.74 NODE 2736.17 : HGL = < 1044.264>;EGL= < 1047.579>;FLOWLINE=.< 1035.710> FLOW PROCESS FROM NODE 2736.17 TO NODE 2740.83 IS CODE = 5 UPSTREAM NODE 2740.83 ELEVATION = 1035.72 (FLOW IS UNDER PRESSURE) -------------------------------------------------------------- --------------- CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) UPSTREAM 603.99 90.00 .00 1035.72 6.30 13.672 DOWNSTREAM 645.50 90.00 - 1035.71 6.48 14.611 LATERAL #1 41.51 24.00 45.00 1038.77 1.96 13.213 LATERAL #2 .00 .00 .00 .00 .00 .000 Q5 .00===Q5 EQUALS BASIN INPUT=== LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Q1*V1*COS(DELTAI)-Q3*V3*COS (DELTA3)- Q4*V4* COS (DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES UPSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .00619 DOWNSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .00707 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .00663 JUNCTION LENGTH = 4.66 FEET FRICTION LOSSES = .031 FEET ENTRANCE LOSSES = .000 FEET JUNCTION LOSSES = DY+HV1-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES = .171)+( .000) = .171 ---------------------------------------- ------------------------------------- NODE 2740.83 : HGL = < 1044.848>;EGL= < 1047.750>;FLOWLINE= < 1035.720> FLOW PROCESS FROM NODE 2740.83 TO NODE 3121.17 IS CODE = 1 UPSTREAM NODE 3121.17 ELEVATION = 1037.24 (FLOW IS UNDER PRESSURE) -------------------------------------------------------------------------- CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 603.99 CFS PIPE DIAMETER = 90.00 INCHES PIPE LENGTH = 380.34 FEET MANNING'S N = .01300 SF=(Q/K)**2 = (C 603.99)/( 7678.758))**2 = .00619 HF=L*SF = ( 380.34)*( .00619) = 2.353 ------------------------------------------------------------------------ NODE 3121.17 : HGL = < 1047.201>;EGL= < 1050.103>;FLOWLINE= < 1037.240> FLOW PROCESS FROM NODE 3121.17 TO NODE 3125.83 IS CODE = 5 Page 5 UPSTREAM NODE 3125.83 ELEVATION = 1037.26 (FLOW IS UNDER PRESSURE) ------------------------------------------------------------------------------ CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) UPSTREAM 603.99 90.00 .00 1037.26 6.30 13.672 DOWNSTREAM 603.99 90.00 - 1037.24 6.30 13.672 LATERAL #1 .00 24.00 45.00 1040.08 .00 .000 LATERAL #2 .00 .00 .00 .00 .00 .000 Q5 .00===Q5 EQUALS BASIN INPUT== LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Q1*V1*COS(DELTAI)-Q3*V3*COS(DELTA3)- Q4*V4*COS(DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES UPSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .00619 DOWNSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .00619 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .00619 JUNCTION LENGTH = 4.66 FEET FRICTION LOSSES = .029 FEET ENTRANCE LOSSES = .000 FEET JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( .029)+( .000) = .029 ------------------------------------------------------------------------------ NODE 3125.83 : HGL = < 1047.229>;EGL= < 1050.132>;FLOWLINE= < 1037.260> FLOW PROCESS FROM NODE 3125.83 TO NODE 3565.58 IS CODE = 1 UPSTREAM NODE 3565.58 ELEVATION = 1039.02 (FLOW IS UNDER PRESSURE) ------------------------------------------------------------------------------ CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 603.99 CFS PIPE DIAMETER = 90.00 INCHES PIPE LENGTH = 439.75 FEET MANNING'S N = .01300 SF=(Q/K)**2 = (( 603.99)/( 7678.778))**2 = .00619 HF=L*SF = ( 439.75)*( .00619) = 2.721 ------------------------------------------------------------------------------ NODE 3565.58 : HGL = < 1049.950>;EGL= < 1052.853>;FLOWLINE= < 1039.020> FLOW PROCESS FROM NODE 3565.58 TO NODE 3582.33 IS CODE = 5 UPSTREAM NODE 3582.33 ELEVATION = 1039.09 (FLOW IS UNDER PRESSURE) ------------------------------------------------------------------------------ CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) UPSTREAM 515.11 90.00 .00 1039.09 5.87 11.660 DOWNSTREAM 603.99 90.00 - 1039.02 6.30 13.672 LATERAL #1 88.88 54.00 30.00 1040.55 2.76 5.588 LATERAL #2 .00 .00 .00 .00 .00 .000 Q5 .00===Q5 EQUALS BASIN INPUT=== LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Ql*V1*COS(DELTAl)-Q3*V3*Cos (DELTA3)- Q4*V4*COS(DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES UPSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .00450 DOWNSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .00619 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .00534 JUNCTION LENGTH = 16.75 FEET FRICTION LOSSES = .089 FEET ENTRANCE LOSSES .000 FEET JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( .578)+( .000) = .578 ------------------------------------------------------------------------------ NODE 3582.33 : HGL = < 1051.320>;EGL= < 1053.431>;FLOWLINE= < 1039.090> FLOW PROCESS FROM NODE 3582.33 TO NODE 3590.58 IS CODE = 1 UPSTREAM NODE 3590.58 ELEVATION = 1039.12 (FLOW IS UNDER PRESSURE) Page 6 ------------------------------------------------------------------------------ CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 515.11 CFS PIPE DIAMETER = 90.00 INCHES PIPE LENGTH = 8.25 FEET MANNING'S N = .01300 SF=(Q/K)**2 = (( 515.11)/( 7680.423))**2 = .00450 HF=L*SF = ( 8.25)*( .00450) = .037 ------------------------------------------------------------------------------ NODE 3590.58 : HGL = < 1051.357>;EGL= < 1053.468>;FLOWLINE= < 1039.120> FLOW PROCESS FROM NODE 3590.58 TO NODE 3607.33 IS CODE = 5 UPSTREAM NODE 3607.33 ELEVATION = 1042.18 (FLOW IS UNDER PRESSURE) ---------------------- -------------------------------------------------------- CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) UPSTREAM 234.47 54.00 .00 1042.18 4.22 14.743 DOWNSTREAM 515.11 90.00 - 1039.12 5.87 11.660 LATERAL #1 280.64 72.00 30.00 1039.90 4.58 9.926 LATERAL #2 .00 .00 .00 .00 .00 .000 Q5 .00===Q5 EQUALS BASIN INPUT=== LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Q1*V1*COS(DELTAI)-Q3*v3*COS(DELTA3)- Q4*V4*COS(DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES UPSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .01422 DOWNSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .00450 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .00936 JUNCTION LENGTH = 16.75 FEET FRICTION LOSSES = .157 FEET ENTRANCE LOSSES = .000 FEET JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 1.562)+( .000) = 1.562 NODE 3607.33 : HGL = < 1051.656>;EGL= < 1055.030>;FLOWLINE= < 1042.180> FLOW PROCESS FROM NODE 3607.33 TO NODE 3787.69 IS CODE = 1 UPSTREAM NODE 3787.69 ELEVATION = 1051.31 (HYDRAULIC JUMP OCCURS) ------------------------------------------------------------------------------ CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 234.47 CFS PIPE DIAMETER = 54.00 INCHES PIPE LENGTH 180.36 FEET MANNING'S N = .01300 ------------------------------------------------------------------------------ HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS ------------------------------------------------------------------------------ NORMAL DEPTH(FT) = 2.33 CRITICAL DEPTH(FT) = 4.22 ------------------------------------------------------------------------------ UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 4.22 ------------------------------------------------------------- GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: ------------------------------------------------------------------------------ DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) .000 4.219 15.131 7.776 8834.41 .154 4.143 15.303 7.782 8840.05 .612 4.068 15.498 7.800 8856.68 1.380 3.992 15.714 7.829 8884.05 2.470 3.917 15.951 7.870 8922.11 3.904 3.841 16.210 7.924 8970.99 5.710 3.765 16.491 7.991 9030.92 7.924 3.690 16.794 8.072 9102.23 10.591 3.614 17.120 8.168 9185.34 13.766 3.539 17.471 8.281 9280.76 17.520 3.463 17.847 8.412 9389.10 21.936 3.387 18.250 8.563 9511.04 Page 7 27.120 3.312 18.682 8.735 9647.36 33.205 3.236 19.144 8.931 9798.95 40.361 3.161 19.639 9.153 9966.81 48.807 3.085 20.169 9.405 10152.07 58.837 3.009 20.736 9.691 10355.97 70.848 2.934 21.345 10.013 10579.96 85.401 2.858 21.998 10.377 10825.61 103.319 2.783 22.699 10.788 11094.73 125.885 2.707 23.452 11.253 11389.35 155.250 2.631 24.264 11.779 11711.79 180.360 ----------------------------------------------------------------------- 2.584 24.802 12.142 11928.43 HYDRAULIC JUMP: UPSTREAM RUN ANALYSIS RESULTS DOWNSTREAM CONTROL ASSUMED PRESSURE HEAD(FT) = 9.48 ------------------------------------- PRESSURE FLOW PROFILE COMPUTED INFORMATION: -------------------------------------------------------------- --------------- DISTANCE FROM PRESSURE VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) HEAD(FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) .000 9.475 14.743 12.850 13869.44 136.671 4.500 14.743 7.875 8931.63 ------------------------------------------------------------------------------ ASSUMED DOWNSTREAM PRESSURE HEAD(FT) = 4.50 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 136.671 4.500 14.738 7.875 8931.63 136.940 4.489 14.741 7.865 8921.90 137.172 4.478 14.747 7.856 8913.34 137.383 4.466 14.754 7.849 8905.56 137.576 4.455 14.763 7.841 8898.39 137.754 4.444 14.773 7.835 8891.77 137.918 4.433 14.784 7.828 8885.63 138.071 4.421 14.796 7.823 8879.94 138.212 4.410 14.809 7.817 8874.66 138.342 4.399 14.822 7.812 8869.77 138.463 4.388 14.837 7.808 8865.25 138.574 4.376 14.852 7.804 8861.08 138.676 4.365 14.868 7.800 8857.25 138.770 4.354 14.884 7.796 8853.75 138.855 4.343 14.902 7.793 8850.56 138.932 4.331 14.919 7.790 8847.68 139.001 4.320 14.938 7.787 8845.10 139.062 4.309 14.957 7.785 8842.81 139.115 4.298 14.977 7.783 8840.81 139.161 4.286 14.997 7.781 8839.09 139.200 4.275 15.018 7.780 8837.65 139.231 4.264 15.040 7.779 8836.47 139.256 4.253 15.062 7.778 8835.57 139.273 4.242 15.084 7.777 8834.92 139.283 4.230 15.107 7.777 8834.54 139.287 4.219 15.131 7.776 8834.41 180.360 4.219 15.131 7.776 8834.41 --END OF HYDRAULIC JUMP ANALYSIS------------------------ PRESSURE+MOMENTUM BALANCE OCCURS AT 76.66 FEET UPSTREAM OF NODE 3607.33 DOWNSTREAM DEPTH = 6.685 FEET, UPSTREAM CONJUGATE DEPTH = 2.781 FEET --------------------------------------------------------------------- NODE 3787.69 : HGL = < 1055.529>;EGL= < 1059.086>;FLOWLINE= < 1051.310> FLOW PROCESS FROM NODE 3787.69 TO NODE 3794.35 IS CODE = 5 UPSTREAM NODE 3794.35 ELEVATION = 1051.48 (FLOW IS AT CRITICAL DEPTH) Page 8 ------------------------------------------------------------------------------ CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) UPSTREAM 221.86 54.00 .00 1051.48 4.16 13.950 DOWNSTREAM 234.47 54.00 - 1051.31 4.22 15.136 LATERAL #1 7.96 24.00 45.00 1052.86 1.00 2.534 LATERAL #2 4.65 21.00 85.00 1053.17 .79 1.933 Q5 .00===Q5 EQUALS BASIN INPUT=== LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Q1*V1*COS(DELTAI)-Q3*V3*COS(DELTA3)- Q4*V4*COS (DE LTA4))/((A1+A2)*16.1)+FRICTION LOSSES UPSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .01273 DOWNSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .01229 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .01251 JUNCTION LENGTH = 6.66 FEET FRICTION LOSSES = .083 FEET ENTRANCE LOSSES = .000 FEET JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( .416)+( .000) = .416 NODE 3794.35 : HGL = < 1056.481>;EGL= < 1059.502>;FLOWLINE= < 1051.480> ****************************************************************************** FLOW PROCESS FROM NODE 3794.35 TO NODE 4125.00 IS CODE = 1 UPSTREAM NODE 4125.00 ELEVATION = 1054.62 (FLOW IS UNDER PRESSURE) ------------------------------------------------------------------------------ CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 221.86 CFS PIPE DIAMETER = 54.00 INCHES PIPE LENGTH = 330.65 FEET MANNING'S N = .01300 SF=(Q/K)**2 = (( 221.86)/( 1966.498))**2 = .01273 HF=L*SF = ( 330.65)*( .01273) = 4.209 NODE 4125.00 : HGL = < 1060.689>;EGL= < 1063.711>;FLOWLINE= < 1054.620> ****************************************************************************** FLOW PROCESS FROM NODE 4125.00 TO NODE 4125.00 IS CODE = 5 UPSTREAM NODE ------------------------------------------------------------------------------ 4125.00 ELEVATION = 1054.62 (FLOW IS UNDER PRESSURE) CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) UPSTREAM 182.75 54.00 .00 1054.62 3.91 11.490 DOWNSTREAM 221.86 54.00 - 1054.62 4.16 13.950 LATERAL #1 39.11 24.00 45.00 1054.62 1.95 12.449 LATERAL #2 .00 .00 .00 .00 .00 .000 Q5 .00===Q5 EQUALS BASIN INPUT=== LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Q1*V1*COS (DELTAI)-Q3*V3*COS (DE LTA3)- Q4*V4*COS(DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES UPSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .00864 DOWNSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .01273 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .01068 JUNCTION LENGTH = 1.00 FEET FRICTION LOSSES = .011 FEET ENTRANCE LOSSES = .000 FEET JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( .310)+( .000) = .310 NODE 4125.00 : HGL = < 1061.971>;EGL= < 1064.021>;FLOWLINE= < 1054.620> ****************************************************************************** FLOW PROCESS FROM NODE 4125.00 TO NODE 4247.67 IS CODE = 1 UPSTREAM NODE 4247.67 ELEVATION = 1055.78 (FLOW IS UNDER PRESSURE) ------------------------------------------------------------------------------ Page 9 CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 182.75 CFS PIPE DIAMETER = 54.00 INCHES PIPE LENGTH = 122.67 FEET MANNING'S N = .01300 SF=(Q/K)**2 = C( 182.75)/( 1966.467))**2 = .00864 HF=L*SF = ( 122.67)*( .00864) = 1.059 ----------------------------------------------------------------------- NODE 4247.67 : HGL = < 1063.030>;EGL= < 1065.080>;FLOWLINE= < 1055.780> FLOW PROCESS FROM NODE 4247.67 TO NODE 4252.33 IS CODE = 2 UPSTREAM NODE 4252.33 ELEVATION = 1055.83 (FLOW IS UNDER PRESSURE) -------------------------------------------------------------------------- CALCULATE MANHOLE LOSSES(LACFCD): PIPE FLOW = 182.75 CFS PIPE DIAMETER = 54.00 INCHES FLOW VELOCITY = 11.49 FEET/SEC. VELOCITY HEAD = 2.050 FEET HMN = .05*(VELOCITY HEAD) = .05*( 2.050) = .103 --------------------------------------------------------------------- NODE 4252.33 : HGL = < 1063.133>;EGL= < 1065.183>;FLOWLINE= < 1055.830> FLOW PROCESS FROM NODE 4252.33 TO NODE 4719.80 IS CODE = 1 UPSTREAM NODE 4719.80 ELEVATION = 1060.27 (FLOW IS UNDER PRESSURE) ----------------------------------------------------------------------------- CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 182.75 CFS PIPE DIAMETER = 54.00 INCHES PIPE LENGTH = 467.47 FEET MANNING'S N = .01300 SF=(Q/K)**2 = (( 182.75)/( 1966.493))**2 = .00864 HF=L*SF = ( 467.47)*( .00864) = 4.037 NODE 4719.80 : HGL = < 1067.170>;EGL= < 1069.220>;FLOWLINE= < 1060.270> FLOW PROCESS FROM NODE 4719.80 TO NODE 4724.46 IS CODE = 5 PRESSURE) UPSTREAM NODE 4724.46 ELEVATION = 1060.37 (FLOW IS UNDER ------------------------------------------------------------------------------ CALCULATE JUNCTION PIPE LOSSES: FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) UPSTREAM 182.75 54.00 .00 1060.37 3.91 11.490 DOWNSTREAM 182.75 54.00 - 1060.27 3.91 11.491 LATERAL #1 .00 24.00 45.00 1061.70 .00 .000 LATERAL #2 .00 .00 .00 .00 .00 .000 Q5 .00===Q5 EQUALS BASIN INPUT= LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Q1*V1*COS(DELTAI)-Q3*V3*COS(DELTA3)- Q4*V4*Cos(DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES UPSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .00864 DOWNSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .00864 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .00864 JUNCTION LENGTH = 4.66 FEET FRICTION LOSSES = .040 FEET ENTRANCE LOSSES = .000 FEET JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( .040)+( .000) = .040 -------------------------------------------------------------------------- NODE 4724.46 : HGL = < 1067.210>;EGL= < 1069.260>;FLOWLINE=.< 1060.370> FLOW PROCESS FROM NODE 4724.46 TO NODE 4975.00 IS CODE = 1 UPSTREAM NODE 4975.00 ELEVATION = 1062.75 (FLOW IS UNDER PRESSURE) ------------------------------------------------------------------------------ CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 182.75 CFS PIPE DIAMETER = 54.00 INCHES PIPE LENGTH = 250.54 FEET MANNING'S N = .01300 SF=(Q/K)**2 = (( 182.75)/( 1966.462))**2 = .00864 Page 10 HF=L*SF = ( 250.54)*( .00864) = 2.164 ------------------------------------------------------------------------------ NODE 4975.00 : HGL = < 1069.374>;EGL= < 1071.424>;FLOWLINE= < 1062.750> FLOW PROCESS FROM NODE 4975.00 TO NODE 4975.00 IS CODE = 5 UPSTREAM NODE 4975.00 ELEVATION = 1062.75 (FLOW IS UNDER PRESSURE) ------------------------------------------------------------------------------ CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) UPSTREAM 140.71 54.00 .00 1062.75 3.49 8.847 DOWNSTREAM 182.75 54.00 - 1062.75 3.91 11.491 LATERAL #1 42.04 24.00 45.00 1062.75 1.96 13.382 LATERAL #2 .00 .00 .00 .00 .00 .000 Q5 .00===Q5 EQUALS BASIN INPUT=== LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Q1*V1*COS(DELTAI)-Q3*V3*COS(DELTA3)- Q4*V4*COS(DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES UPSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .00512 DOWNSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .00864 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .00688 JUNCTION LENGTH = 1.00 FEET FRICTION LOSSES = .007 FEET ENTRANCE LOSSES = .000 FEET JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( .065)+( .000) = .065 ------------------------------------------------------------------------------ NODE 4975.00 : HGL = < 1070.273>;EGL= < 1071.489>;FLOWLINE= < 1062.750> FLOW PROCESS FROM NODE 4975.00 TO NODE 5219.37 IS CODE = 1 ,.. UPSTREAM NODE 5219.37 ELEVATION = 1065.02 (FLOW IS UNDER PRESSURE) ---------------------------------------- -------------------------------------- - CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 140.71 CFS PIPE DIAMETER - 54.OQ INCHES PIPE LENGTH = 244.37 FEET MANNING'S N = _01300 SF=(Q/K)**2 = (( 140.71)/( 1966.446))**2 = .00512 HF=L*SF = ( 244.37)*( .00512) = 1.251 ------------------------------------------------------------------------------ NODE 5219.37 : HGL = < 1071.525>;EGL= < 1072.740>;FLOWLINE= < 1065.020> FLOW PROCESS FROM NODE 5219.37 TO NODE 5227.28 IS CODE = 5 UPSTREAM NODE 5227.28 ELEVATION = 1065.56 (FLOW IS UNDER PRESSURE) ------------------------------------------------------------------------------ CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) UPSTREAM 140.71 48.00 .00 1065.56 3.52 11.197 DOWNSTREAM 140.71 54.00 - 1065.02 3.49 8.847 LATERAL #1 .00 36.00 45.00 1066.20 .00 .000 LATERAL #2 .00 .00 .00 .00 .00 .000 Q5 .00===Q5 EQUALS BASIN INPUT=== LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Q1*V1*COS(DELTAI)-Q3*V3*COS(DELTA3)- Q4*V4*COS(DELTA4))/((Al+A2)*16.1)+FRICTION LOSSES UPSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .00959 DOWNSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .00512 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .00736 JUNCTION LENGTH = 7.91 FEET FRICTION LOSSES = .058 FEET ENTRANCE LOSSES = .000 FEET JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( .068)+( .000) = .068 Page 11 ------------------------------------------------------------------------------ NODE 5227.28 : HGL = < 1070.861>;EGL= < 1072.808>;FLOWLINE= < 1065.560> FLOW PROCESS FROM NODE 5227.28 TO NODE 5300.00 IS CODE = 1 UPSTREAM NODE 5300.00 ELEVATION = 1066.31 (FLOW IS UNDER PRESSURE) ------------------------------------------------------------------------------ CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 140.71 CFS PIPE DIAMETER = 48.00 INCHES PIPE LENGTH = 72.72 FEET MANNING'S N = .01300 SF=(Q/K)**2 = (( 140.71)/( 1436.484))**2 = .00960 HF=L*SF = ( 72.72)*( .00960) = .698 ------------------------------------------------------------------------------ NODE 5300.00 : HGL = < 1071.559>;EGL= < 1073.506>;FLOWLINE= < 1066.310> FLOW PROCESS FROM NODE 5300.00 TO NODE 5300.00 IS CODE = 5 UPSTREAM NODE 5300.00 ELEVATION = 1066.31 (FLOW IS UNDER PRESSURE) ------------------------------------------------------------------------------ CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) UPSTREAM 140.71 48.00 .00 1066.31 3.52 11.197 DOWNSTREAM 140.71 48.00 - 1066.31 3.52 11.197 LATERAL #1 .00 24.00 45.00 1067.61 .00 .000 LATERAL #2 .00 .00 .00 .00 .00 .000 Q5 .00===Q5 EQUALS BASIN INPUT=== LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Q1*V1*COS(DELTAI)-Q3*V3*COS(DELTA3)- Q4*V4*COS(DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES UPSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .00959 DOWNSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .00959 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .00959 JUNCTION LENGTH = 1.00 FEET FRICTION LOSSES = .010 FEET ENTRANCE LOSSES = .000 FEET JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( .010)+( .000) = .010 ------------------------------------------------------------------------ NODE 5300.00 : HGL = < 1071.569>;EGL= < 1073.516>;FLOWLINE= < 1066.310> FLOW PROCESS FROM NODE 5300.00 TO NODE 5574.44 IS CODE 1 UPSTREAM NODE 5574.44 ELEVATION = 1069.05 (FLOW IS UNDER PRESSURE) ------------------------------------------------------------------------------ CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 140.71 CFS PIPE DIAMETER = 48.00 INCHES PIPE LENGTH = 274.44 FEET MANNING'S N = .01300 SF=(Q/K)**2 = (( 140.71)/( 1436.443))**2 = .00960 HF=L*SF = ( 274.44)*( .00960) = 2.633 NODE 5574.44 : HGL = < 1074.202>;EGL= < 1076.149>;FLOWLINE= < 1069.050> FLOW PROCESS FROM NODE 5574.44 TO NODE 5602.48 IS CODE = 3 UPSTREAM NODE 5602.48 ELEVATION = 1069.34 (FLOW IS UNDER PRESSURE) ------------------------------------------------------------------------------ CALCULATE PIPE -BEND LOSSES(OCEMA): PIPE FLOW = 140.71 CFS PIPE DIAMETER = 48.00 INCHES CENTRAL ANGLE _ .000 DEGREES MANNING'S N = .01300 PIPE LENGTH = 28.04 FEET NODE 5602.48 : HGL = < 1074.471>;EGL= < 1076.418>;FLOWLINE= < 1069.340> Page 12 FLOW PROCESS FROM NODE 5602.48 TO NODE 5607.14 IS CODE = 5 UPSTREAM NODE 5607.14 ELEVATION = 1069.88 (FLOW IS UNDER PRESSURE) ------------------------------------------------------------------------------ CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC UPSTREAM 123.04 42.00 .00 1069.88 3.27 12.789 DOWNSTREAM 140.71 48.00 - 1069.34 3.52 11.197 LATERAL #1 17.67 24.00 45.00 1069.88 1.51 5.625 LATERAL #2 .00 .00 .00 .00 .00 .000 Q5 .00===Q5 EQUALS BASIN INPUT=== LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Q1*V1*COS(DELTAI)-Q3*V3*COS(DELTA3)- Q4*V4*COS(DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES UPSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .01495 DOWNSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .00959 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .01227 JUNCTION LENGTH = 4.66 FEET FRICTION LOSSES = .057 FEET ENTRANCE LOSSES = .000 FEET JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( .459)+( .000) = .459 ------------------------------------------------------------------------------ NODE 5607.14 : HGL = < 1074.338>;EGL= < 1076.877>;FLOWLINE= < 1069.880> UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 5607.14 FLOWLINE ELEVATION = 1069.88 ASSUMED UPSTREAM CONTROL HGL = 1073.15 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS Page 13 PIPE -FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c) copyright 1982-93 Advanced Engineering software (aes) Ver. 4.6A Release Date: 7/18/93 License ID 1202 Analysis prepared by: HUITT-ZOLLARS, INC. 15101 RED HILL AVENUE TUSTIN, CALIFORNIA 92780-6500 PHONE (714) 259-7900 * FAX (714) 259-0210 DESCRIPTION OF STUDY ************************** * SIERRA BUSINESS PARK * SIERRA AVENUE / SLOVER AVENUE STORM DRAIN - LINE B TO EMPIRE CENTER * 25-YEAR HYDRAULIC ANALYSIS ------------------------------------------------------------------------------ FILE NAME: SBPMA025.HGL TIME/DATE OF STUDY: 16:29 7/14/2004 GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 5607.00- 4.46* 3463.95 2.72 2818.23 1 FRICTION+BEND 5748.25- 4.37* 3408.94 2.74 2812.69 1 FRICTION 5947.67- 4.18* 3292.94 3.02 DC 2774.44 1 MANHOLE 5952.33- 4.21* 3314.90 3.00 DC 2774.54 1 FRICTION 6132.50- 4.33* 3382.93 3.01 DC 2774.47 1 JUNCTION 6132.50- 4.33* 3388.34 2.95 2776.42 1 FRICTION 6270.81- 4.42* 3440.05 2.60 2859.51 1 FRICTION+BEND 6285.81- 4.41* 3434.61 3.01 DC 2774.47 1 JUNCTION 6285.81- 4.42* 3440.02 3.02 DC 2774.44 1 FRICTION+BEND 6343.04- 4.94* 3752.22 3.02 DC 2774.44 1 FRICTION 6358.16- 5.02* 3798.02 3.02 DC 2774.44 1 JUNCTION 6362.83- 5.58* 3772.80 2.88 DC 2370.57 1 FRICTION 6763.18- 6.87* 4549.67 2.88 DC 2370.57 1 JUNCTION 6773.18- 7.99* 4069.18 1.97 DC 854.54 1 FRICTION 6884.95- 7.71* 3905.97 1.97 DC 854.54 1 JUNCTION 6884.95- 7.74* 3906.90 1.95 DC 827.88 1 FRICTION 7143.95- 7.10* 3518.55 1.95 DC 827.88 Page 1 I JUNCTION 7149.45- 7.17* 3503.67 1.74 719.70 1 FRICTION 7239.93- 6.83* 3299.62 1.74 719.87 1 FRICTION+BEND 7315.36- 6.58* 3149.21 1.84 DC 716.40 1 JUNCTION 7315.36- 6.64* 3148.42 1.67 655.79 1 FRICTION+BEND 7348.91- 6.52* 3080.53 1.77 DC 652.53 1 JUNCTION 7348.91- 6.57* 3079.29 1.62 598.69 1 FRICTION+BEND 7373.43- 6.49* 3030.59 1.64 597.61 1 FRICTION 7387.93- 6.43* 2996.58 1.71 DC 596.07 ------------------------------------------------------------ MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 NOTE: STEADY FLOW HYDRAULIC HEAD -LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER= 5607.00 FLOWLINE ELEVATION = 1069.88 PIPE FLOW = 95.50 CFS PIPE DIAMETER = 42.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 1074.340 NODE 5607.00 : HGL = < 1074.340>;EGL= < 1075.870>;FLOWLINE= < 1069.880> FLOW PROCESS FROM NODE 5607.14 TO NODE 5748.25 IS CODE = 3 UPSTREAM NODE 5748.25 ELEVATION = 1071.30 (FLOW IS UNDER PRESSURE) ------------------------------------------------------------------------------ CALCULATE PIPE -BEND LOSSES(OCEMA): PIPE FLOW = 95.50 CFS PIPE DIAMETER = 42.00 INCHES CENTRAL ANGLE = 2.000 DEGREES MANNING'S N = .01300 PIPE LENGTH = 141.11 FEET BEND COEFFICIENT(KB) = .03727 FLOW VELOCITY = 9.93 FEET/SEC. VELOCITY HEAD = 1.530 FEET HB=KB*(VELOCITY HEAD) = ( 037)*( 1.530) = .057 SF=(Q/K)**2 = (( 95.50)/( 1006.119))**2 = .00901 HF=L*SF = ( 141.11)*( .00901) = 1.271 TOTAL HEAD LOSSES = HB + HF = ( .057)+( 1.271) = 1.328 ------------------------------------------------------------------------------ NODE 5748.25 : HGL = < 1075.668>;EGL= < 1077.198>;FLOWLINE= < 1071.300> FLOW PROCESS FROM NODE 5748.25 TO NODE 5947.67 IS CODE = 1 UPSTREAM NODE 5947.67 ELEVATION = 1073.29 (FLOW IS UNDER PRESSURE) ------------------------------------------------------------------------------ CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 95.50 CFS PIPE DIAMETER 42.00 INCHES PIPE LENGTH = 199.42 FEET MANNING'S N = .01300 SF=(Q/K)**2 = (( 95.50)/( 1006.071))**2 = .00901 HF=L*SF = ( 199.42)*( .00901) = 1.797 NODE 5947.67 : HGL = < 1077.465>;EGL= < 1078.995>;FLOWLINE= < 1073.290> FLOW PROCESS FROM NODE 5947.67 TO NODE 5952.33 IS CODE = 2 UPSTREAM NODE 5952.33 ELEVATION= 1073.33 (FLOW IS UNDER PRESSURE) ------------------------------------------------------------------------------ CALCULATE MANHOLE LOSSES(LACFCD): PIPE FLOW = 95.50 CFS PIPE DIAMETER = 42.00 INCHES FLOW VELOCITY = 9.93 FEET/SEC. VELOCITY HEAD = 1.530 FEET Page 2 HMN = .05*(VELOCITY HEAD) = .05*( 1.530) = .076 ------------------------------------------------------------------------------ NODE 5952.33 : HGL = < 1077.542>;EGL= < 1079.072>;FLOWLINE= < 1073.330> FLOW PROCESS FROM NODE 5952.33 TO NODE 6132.50 IS CODE = 1 UPSTREAM NODE 6132.50 ELEVATION = 1074.84 (FLOW IS UNDER PRESSURE) ------------------------------------------------------------------------------ CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 95.50 CFS PIPE DIAMETER = 42.00 INCHES PIPE LENGTH = 180.17 FEET MANNING'S N = .01300 SF=(Q/K)**2 = (( 95.50)/( 1006.074))**2 = .00901 HF=L*SF = ( 180.17)*( .00901) = 1.623 ------------------------------------------------------------------------------ NODE 6132.50 : HGL = < 1079.165>;EGL= < 1080.695>;FLOWLINE= < 1074.840> FLOW PROCESS FROM NODE 6132.50 TO NODE 6132.50 IS CODE = 5 UPSTREAM NODE 6132.50 ELEVATION = 1074.84 (FLOW IS UNDER PRESSURE) ------------------------------------------------------------------------------ CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) UPSTREAM 95.50 42.00 .00 1074.84 3.02 9.926 DOWNSTREAM 95.50 42.00 - 1074.84 3.02 9.926 LATERAL #1 .00 24.00 45.00 1075.91 .00 .000 LATERAL #2 .00 .00 .00 .00 .00 .000 Q5 .00===Q5 EQUALS BASIN INPUT=== LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Q1*V1*COS(DELTAI)-Q3*V3*Cos (DELTA3)- Q4*V4*Cos (DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES UPSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .00901 DOWNSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .00901 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .00901 JUNCTION LENGTH = 1.00 FEET FRICTION LOSSES = .009 FEET ENTRANCE LOSSES = .000 FEET JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( .009)+( .000) = .009 ------------------------------------------------------------------------------ NODE 6132.50 : HGL = < 1079.174>;EGL= < 1080.704>;FLOWLINE= < 1074.840> FLOW PROCESS FROM NODE 6132.50 TO NODE 6270.81 IS CODE = 1 UPSTREAM NODE 6270.81 ELEVATION = 1076.00 (FLOW IS UNDER PRESSURE) ------------------------------------------------------------------------------ CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 95.50 CFS PIPE DIAMETER = 42.00 INCHES PIPE LENGTH = 138.31 FEET MANNING'S N = .01300 SF=(Q/K)**2 = (( 95.50)/( 1006.082))**2 = .00901 HF=L*SF = ( 138.31)*( .00901) = 1.246 ------------------------------------------------------------------------------ NODE 6270.81 : HGL = < 1080.420>;EGL= < 1081.950>;FLOWLINE= < 1076.000> FLOW PROCESS FROM NODE 6270.81 TO NODE 6285.81 IS CODE = 3 UPSTREAM NODE 6285.81 ELEVATION = 1076.32 (FLOW IS UNDER PRESSURE) ------------------------------------------------------------------------------ CALCULATE PIPE -BEND LOSSES(OCEMA): PIPE FLOW = 95.50 CFS PIPE DIAMETER = 42.00 INCHES CENTRAL ANGLE = 19.000 DEGREES MANNING'S N = .01300 PIPE LENGTH = 15.00 FEET BEND COEFFICIENT(KB) = .11487 FLOW VELOCITY = 9.93 FEET/SEC. VELOCITY HEAD = 1.530 FEET HB=KB*(VELOCITY HEAD) = ( .115)*( 1.530) = .176 SF=(Q/K)**2 = (( 95.50)/( 1005.999))**2 = .00901 Page 3 "- HF=L*SF = ( 15.00)*( .00901) = .135 TOTAL HEAD LOSSES = HB + HF = ( .176)+( .135) _ .311 -------------------------------------------------------------------------- NODE 6285.81 : HGL = < 1080.731>;EGL= < 1082.261>;FLOWLINE= < 1076.320> FLOW PROCESS FROM NODE 6285.81 TO NODE 6285.81 IS CODE = 5 UPSTREAM NODE 6285.81 ELEVATION = 1076.32 (FLOW IS UNDER PRESSURE) ------------------------------------------------------------------------------ CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) UPSTREAM 95.50 42.00 .00 1076.32 3.02 9.926 DOWNSTREAM 95.50 42.00 - 1076.32 3.02 9.926 LATERAL #1 .00 21.00 52.00 1077.33 .00 .000 LATERAL #2 .00 .00 .00 .00 .00 .000 Q5 .00===Q5 EQUALS BASIN INPUT=== LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Q1*V1*COS(DELTAI)-Q3*V3*COS(DELTA3)- Q4*V4*COS(DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES UPSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .00901 DOWNSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .00901 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .00901 JUNCTION LENGTH = 1.00 FEET FRICTION LOSSES = .009 FEET ENTRANCE LOSSES = .000 FEET JUNCTION LOSSES = DY+HV1-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES = .009)+( .000) = .009 --------------------------------------------------------------- NODE 6285.81 : HGL = < 1080.740>;EGL= < 1082.270>;FLOWLINE= < 1076.320> ****************************************************************************** FLOW PROCESS FROM NODE 6285.81 TO NODE 6343.04 IS CODE = 3 UPSTREAM NODE 6343.04 ELEVATION = 1076.66 (FLOW IS UNDER PRESSURE) ------------------------------------------------------------------------------ CALCULATE PIPE -BEND LOSSES(OCEMA): PIPE FLOW = 95.50 CFS PIPE DIAMETER = 42.00 INCHES CENTRAL ANGLE = 73.000 DEGREES MANNING'S N = .01300 PIPE LENGTH = 57.23 FEET BEND COEFFICIENT(KB) = .22515 FLOW VELOCITY = 9.93 FEET/SEC. VELOCITY HEAD = 1.530 FEET HB=KB*(VELOCITY HEAD) = ( 225)*( 1.530) = .344 SF=(Q/K)**2 = (( 95.50)/( 1006.100))**2 = .00901 HF=L*SF = ( 57.23)*( .00901) = .516 TOTAL HEAD LOSSES = HB + HF = ( .344)+( .516) _ .860 NODE 6343.04 : HGL = < 1081.600>;EGL= < 1083.130>;FLOWLINE= < 1076.660> FLOW PROCESS FROM NODE 6343.04 TO NODE 6358.16 IS CODE = 1 UPSTREAM NODE 6358.16 ELEVATION = 1076.72 (FLOW IS UNDER PRESSURE) ------------------------------------------------------------------------------ CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 95.50 CFS PIPE DIAMETER = 42.00 INCHES PIPE LENGTH = 15.12 FEET MANNING'S N = .01300 SF=(Q/K)**2 = (( 95.50)/( 1006.102))**2 = .00901 HF=L*SF = ( 15.12)*( .00901) = .136 ------------------------------------------------------------------------------ NODE 6358.16 : HGL = < 1081.736>;EGL= < 1083.266>;FLOWLINE= < 1076.720> FLOW PROCESS FROM NODE 6358.16 TO NODE 6362.83 IS CODE = 5 UPSTREAM NODE 6362.83 ELEVATION = 1076.74 (FLOW IS UNDER PRESSURE) ------------------------------------------------------------------------------ CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY Page 4 ` (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) UPSTREAM 85.54 42.00 .00 1076.74 2.88 8.891 DOWNSTREAM 95.50 42.00 - 1076.72 3.02 9.926 LATERAL #1 9.96 24.00 54.00 1077.50 1.13 3.170 LATERAL #2 .00 .00 .00 .00 .00 .000 Q5 .00===Q5 EQUALS BASIN INPUT=== LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Q1*V1*COS(DELTAI)-Q3*V3*COS (DELTA3)- Q4*V4*COS(DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES UPSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .00723 DOWNSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .00901 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .00812 JUNCTION LENGTH = 4.67 FEET FRICTION LOSSES = .038 FEET ENTRANCE LOSSES .000 FEET JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( .280)+( .000) = .280 ------------------------------------------------------------------------------ NODE 6362.83 : HGL = < 1082.319>;EGL= < 1083.547>;FLOWLINE= < 1076.740> FLOW PROCESS FROM NODE 6362.83 TO NODE 6763.18 IS CODE = 1 UPSTREAM NODE 6763.18 ELEVATION = 1078.34 (FLOW ------------------------------------------------------------------------------ IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 85.54 CFS PIPE DIAMETER = 42.00 INCHES PIPE LENGTH = 400.35 FEET MANNING'S N = .01300 SF=(Q/K)**2 = (( 85.54)/( 1006.090))**2 = .00723 HF=L*SF = ( 400.35)*( .00723) = 2.894 NODE 6763.18 : HGL = < 1085.213>;EGL= < 1086.441>;FLOWLINE= < 1078.340> FLOW PROCESS FROM NODE 6763.18 TO NODE 6773.18 IS CODE = 5 UPSTREAM NODE ------------------------------------------------------------------------------ 6773.18 ELEVATION = 1078.37 (FLOW IS UNDER PRESSURE) CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) UPSTREAM 40.16 42.00 .00 1078.37 1.97 4.174 DOWNSTREAM 85.54 42.00 - 1078.34 2.88 8.891 LATERAL #1 45.38 36.00 30.00 1078.85 2.19 6.420 LATERAL #2 .00 .00 .00 .00 .00 .000 Q5 .00===Q5 EQUALS BASIN INPUT=== LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Q1*V1*COS (DELTAI)-Q3*V3*COS (DE LTA3)- Q4*V4*COS(DELTA4))/((Al+A2)*16.1)+FRICTION LOSSES UPSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .00159 DOWNSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .00723 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .00441 JUNCTION LENGTH = 10.00 FEET FRICTION LOSSES = .044 FEET ENTRANCE LOSSES = .000 FEET JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( .187)+( .000) = .187 ------------------------------------------------------------------------------ NODE 6773.18 : HGL = < 1086.357>;EGL= < 1086.627>;FLOWLINE= < 1078.370> FLOW PROCESS FROM NODE 6773.18 TO NODE 6884.95 IS CODE = 1 UPSTREAM NODE 6884.95 ELEVATION = 1078.82 (FLOW IS UNDER PRESSURE) ------------------------------------------------------------------------------ CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 40.16 CFS PIPE DIAMETER = 42.00 INCHES PIPE LENGTH = 111.77 FEET MANNING'S N = .01300 Page 5 SF=(Q/K)**2 = (( 40.16)/( 1006.059))**2 = .00159 HF=L*SF = ( 111.77)*( .00159) = .178 ------------------------------------------------------------------------------ NODE 6884.95 : HGL = < 1086.535>;EGL= < 1086.805>;FLOWLINE= < 1078.820> FLOW PROCESS FROM NODE 6884.95 TO NODE 6884.95 IS CODE = 5 UPSTREAM NODE 6884.95 ELEVATION = 1078.82 (FLOW IS UNDER PRESSURE) ------------------------------------------------------------------------------ CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) UPSTREAM 39.20 42.00 .00 1078.82 1.95 4.075 DOWNSTREAM 40.16 42.00 - 1078.82 1.97 4.174 LATERAL #1 .96 21.00 90.00 1080.18 .35 .399 LATERAL #2 .00 .00 .00 .00 .00 .000 Q5 .00===Q5 EQUALS BASIN INPUT-== LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Q1*V1*COS(DELTAI)-Q3*V3*COS(DELTA3)- Q4*V4* COS (DE LTA4))/((A1+A2)*16.1)+FRICTION LOSSES UPSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .00152 DOWNSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .00159 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .00156 JUNCTION LENGTH = 1.00 FEET FRICTION LOSSES = .002 FEET ENTRANCE LOSSES = .000 FEET JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( .014)+( .000) = .014 ------------------------------------------------------------------------------ NODE 6884.95 : HGL = < 1086.562>;EGL= < 1086.820>;FLOWLINE= < 1078.820> FLOW PROCESS FROM NODE 6884.95 TO NODE 7143.95 IS CODE = 1 UPSTREAM NODE 7143.95 ELEVATION = 1079.86 (FLOW IS UNDER PRESSURE) ------------------------------------------------------------------------------ CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 39.20 CFS PIPE DIAMETER = 42.00 INCHES PIPE LENGTH = 259.00 FEET MANNING'S N = .01300 SF=(Q/K)**2 = (( 39.20)/( 1006.087))**2 = .00152 HF=L*SF = ( 259.00)*( .00152) = .393 ------------------------------------------------------------------------------ NODE 7143.95 : HGL = < 1086.955>;EGL= < 1087.213>;FLOWLINE= < 1079.860> FLOW PROCESS FROM NODE 7143.95 TO NODE 7149.45 IS CODE = 5 UPSTREAM NODE 7149.45 ELEVATION = 1079.88 (FLOW IS UNDER PRESSURE) ------------------------------------------------------------------------------ CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) UPSTREAM 35.09 42.00 .00 1079.88 1.84 3.647 DOWNSTREAM 39.20 42.00 - 1079.86 1.95 4.075 LATERAL #1 4.11 24.00 45.00 1080.89 .71 1.308 LATERAL #2 .00 .00 .00 .00 .00 .000 Q5 .00===Q5 EQUALS BASIN INPUT=== LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Q1*V1*COS (DELTAl)-Q3*V3*COS (DELTA3)- Q4*V4*COS (DE LTA4))/((A1+A2)*16.1)+FRICTION LOSSES UPSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .00122 DOWNSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .00152 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .00137 JUNCTION LENGTH = 5.50 FEET FRICTION LOSSES = .008 FEET ENTRANCE LOSSES = .000 FEET JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES) Page 6 JUNCTION LOSSES = ( .046)+( .000) = .046 --------------------------------------------------------- NODE 7149.45 : HGL = < 1087.053>;EGL= < 1087.259>;FLOWLINE= < 1079.880> FLOW PROCESS FROM NODE 7149.45 TO NODE 7239.93 IS CODE = 1 UPSTREAM NODE 7239.93 ELEVATION = 1080.33 (FLOW IS UNDER PRESSURE) ------------------------------------------------------------------------------ CALCULATE FRICTION LOSSES(IACFCD): PIPE FLOW = 35.09 CFS PIPE DIAMETER = 42.00 INCHES PIPE LENGTH = 90.48 FEET MANNING'S N = .01300 SF=(Q/K)**2 = (( 35.09)/( 1005.892))**2 = .00122 HF=L*SF = ( 90.48)*( .00122) = .110 NODE 7239.93 : HGL = < 1087.163>;EGL= < 1087.370>;FLOWLINE= < 1080.330> FLOW PROCESS FROM NODE 7239.93 TO NODE 7315.36 IS CODE = 3 UPSTREAM NODE 7315.36 ELEVATION = 1080.71 (FLOW IS UNDER PRESSURE) ------------------------------------------------------------------------------ CALCULATE PIPE -BEND LOSSES(OCEMA): PIPE FLOW = 35.09 CFS PIPE DIAMETER = 42.00 INCHES CENTRAL ANGLE = 48.000 DEGREES MANNING'S N = .01300 PIPE LENGTH = 75.43 FEET BEND COEFFICIENT(KB) = .18257 FLOW VELOCITY = 3.65 FEET/SEC. VELOCITY HEAD = .207 FEET HB=KB*(VELOCITY HEAD) = ( .183)*( .207) = .038 SF=(Q/K)**2 = (( 35.09)/( 1006.482))**2 = .00122 HF=L*SF = ( 75.43)*( .00122) = .092 TOTAL HEAD LOSSES = HB + HF = ( .038)+( .092) _ .129 NODE 7315.36 : HGL = < 1087.292>;EGL= < 1087.499>;FLOWLINE= < 1080.710> FLOW PROCESS FROM NODE 7315.36 TO NODE 7315.36 IS CODE = 5 UPSTREAM NODE 7315.36 ELEVATION = 1080.71 (FLOW IS UNDER PRESSURE) ------------------------------------------------------------------------------ CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) UPSTREAM 32.66 42.00 .00 1080.71 1.77 3.395 DOWNSTREAM 35.09 42.00 - 1080.71 1.84 3.647 LATERAL #1 2.43 21.00 72.00 1081.96 .56 1.010 LATERAL #2 .00 .00 .00 .00 .00 .000 Q5 .00===Q5 EQUALS BASIN INPUT=== LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Q1*V1*COS (DELTAI)-Q3*V3*COS (DE LTA3)- Q4*V4*COS (DE LTA4))/((A1+A2)*16.1)+FRICTION LOSSES UPSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .00105 DOWNSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .00122 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .00114 JUNCTION LENGTH = 1.00 FEET FRICTION LOSSES = .001 FEET ENTRANCE LOSSES = .000 FEET JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( .026)+( .000) = .026 ---------------------------------------------------------------------------- NODE 7315.36 : HGL = < 1087.346>;EGL= < 1087.525>;FLOWLINE= < 1080.710> FLOW PROCESS FROM NODE 7315.36 TO NODE 7348.91 IS CODE = 3 UPSTREAM NODE 7348.91 ELEVATION = 1080.88 (FLOW IS UNDER PRESSURE) ------------------------------------------------------------------------------ CALCULATE PIPE -BEND LOSSES(OCEMA): PIPE FLOW = 32.66 CFS PIPE DIAMETER = 42.00 INCHES CENTRAL ANGLE = 21.000 DEGREES MANNING'S N = .01300 Page 7 PIPE LENGTH = 33.55 FEET BEND COEFFICIENT(KB) = .12076 FLOW VELOCITY = 3.39 FEET/SEC. VELOCITY HEAD = .179 FEET HB=KB*(VELOCITY HEAD) = ( 121)*( .179) = .022 SF=(Q/K)**2 = (( 32.66)/( 1005.508))**2 = .00106 HF=L*SF = ( 33.55)*( .00106) = .035 TOTAL HEAD LOSSES = HB + HF = ( .022)+( .035) _ .057 NODE 7348.91 : HGL = < 1087.403>;EGL= < 1087.582>;FLOWLINE= < 1080.880> FLOW PROCESS FROM NODE 7348.91 TO NODE 7348.91 IS CODE = 5 UPSTREAM NODE 7348.91 ELEVATION = 1080.88 (FLOW IS UNDER PRESSURE) --------------------------------------------- ------ CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC UPSTREAM 30.46 42.00 .00 1080.88 1.71 3.166 DOWNSTREAM 32.66 42.00 - 1080.88 1.77 3.395 LATERAL #1 2.20 21.00 62.00 1082.13 .54 .915 LATERAL #2 .00 .00 .00 .00 .00 .000 Q5 .00===Q5 EQUALS BASIN INPUT=== LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Q1*Vl*COS(DELTAI)-Q3*V3*COS(DELTA3)- Q4*V4*COS(DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES UPSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .00092 DOWNSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .00105 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .00099 JUNCTION LENGTH = 1.00 FEET FRICTION LOSSES = .001 FEET ENTRANCE LOSSES = .000 FEET JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( .021)+( .000) = .021 ----------------------------------------------------------------- NODE 7348.91 : HGL = < 1087.448>;EGL= < 1087.603>;FLOWLINE= < 1080.880> FLOW PROCESS FROM NODE 7348.91 TO NODE 7373.43 IS CODE = 3 UPSTREAM NODE 7373.43 ELEVATION = 1081.00 (FLOW IS UNDER PRESSURE) ------------------------------------------------------------------------------ CALCULATE PIPE -BEND LOSSES(OCEMA): PIPE FLOW = 30.46 CFS PIPE DIAMETER = 42.00 INCHES CENTRAL ANGLE = 16.000 DEGREES MANNING'S N = .01300 PIPE LENGTH = 24.52 FEET BEND COEFFICIENT(KB) = .10541 FLOW VELOCITY = 3.17 FEET/SEC. VELOCITY HEAD = .156 FEET HB=KB*(VELOCITY HEAD) = ( 105)*( .156) = .016 SF=(Q/K)**2 = (( 30.46)/( 1004.767))**2 = .00092 HF=L*SF = ( 24.52)*( .00092) = .023 TOTAL HEAD LOSSES = HB + HF = ( .016)+( .023) _ .039 ------------------------------------------------------------------------------ NODE 7373.43 : HGL = < 1087.487>;EGL= < 1087.642>;FLOWLINE= < 1081.000> FLOW PROCESS FROM NODE 7373.43 TO NODE 7387.93 IS CODE = 1 UPSTREAM NODE 7387.93 ELEVATION = 1081.07 (FLOW IS UNDER PRESSURE) ------------------------------------------------------- CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 30.46 CFS PIPE DIAMETER = 42.00 INCHES PIPE LENGTH = 14.50 FEET MANNING'S N = .01300 SF=(Q/K)**2 = (( 30.46)/( 1005.531))**2 = .00092 HF=L*SF = ( 14.50)*( .00092) = .013 ------------------------------------------------------------------------------ NODE 7387.93 : HGL = < 1087.500>;EGL= < 1087.656>;FLOWLINE= < 1081.070> UPSTREAM PIPE FLOW CONTROL DATA: Page 8 NODE NUMBER = 7387.93 FLOWLINE ELEVATION = 1081.07 ASSUMED UPSTREAM CONTROL HGL = 1082.78 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS Page 9 Master Hydrology Study for Empire Center Lines A, B, & C Hall & Foreman, Inc — January 28, 1992 Technical appendix Q Hydrologic Analysis Derived from Master Hydrology Study for Empire Center Lines A, B, & C Hall & Foreman, Inc — January 28, 1992 RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) copyright 1983-93 Advanced Engineering software (aes) ver. 1.9B Release Date: 7/18/93 License ID 1202 Analysis prepared by: HUITi"-ZOLLARS, INC. 1101 S. MILLIKEN, SUITE G ONTARIO, CALIFORNIA 91761 TEL: (909) 390-8400 FAX: (909) 390-8406 ---------------------------------------------------------------------------- FILE NAME: FECNLB25.DAT TIME/DATE OF STUDY: 12:58 6/14/2004 - -------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ----------------------- ---------------------------------------------------- --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) = 25.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS (DECIMAL) TO USE FOR FRICTION SLOPE = .95 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* 10-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) _ .920 100-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 1.340 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 25.00 1-HOUR INTENSITY (INCH/HOU R) = 1.0659 SLOPE OF INTENSITY DURATION CURVE = .6000 FLOW PROCESS FROM NODE 100.00 TO NODE 100.01 IS CODE = 2.1 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ------------------------ NATURAL POOR COVER TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 500.00 UPSTREAM ELEVATION(FEET) = 1111.00 DOWNSTREAM ELEVATION(FEET) = 1102.00 ELEVATION DIFFERENCE(FEET) = 9.00 TC(MIN.) = .525*[( 500.00** 3.00)/( 9.00)]** .20 = 14.083 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.543 SOIL CLASSIFICATION IS "B" NATURAL POOR COVER "BARREN" SUBAREA LOSS RATE, FM(INCH/HR) = .2700 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) _ .27 SUBAREA PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 8.08 TOTAL AREA(ACRES) = 3.95 PEAK FLOW RATE(CFS) = 8.08 FLOW PROCESS FROM NODE 100.01 TO NODE 100.01 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.543 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 Page 1 SUBAREA AREA(ACRES) = 2.95 EFFECTIVE AREA(ACRES) = 6.90 AREA -AVERAGED Fp(INCH/HR) _ .30 TOTAL AREA(ACRES) = 6.90 TC(MIN) = 14.08 SUBAREA RUNOFF(CFS) = 6.55 AREA -AVERAGED FM(INCH/HR) _ .19 AREA -AVERAGED Ap = .62 PEAK FLOW RATE(CFS) = 14.63 FLOW PROCESS FROM NODE 100.01 TO NODE 101.01 IS CODE = ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 27.0 INCH PIPE IS 19.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 4.7 UPSTREAM NODE ELEVATION(FEET) = 1088.40 DOWNSTREAM NODE ELEVATION(FEET) = 1087.00 FLOW LENGTH(FEET) = 470.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 14.63 TRAVEL TIME(MIN.) = 1.67 TC(MIN.) = 15.76 FLOW PROCESS FROM NODE 101.01 TO NODE 101.01 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.) = 15.76 RAINFALL INTENSITY(INCH/HR) = 2.38 AREA -AVERAGED FM(INCH/HR) = .19 AREA -AVERAGED Fp(INCH/HR) = .30 AREA -AVERAGED Ap = 62 EFFECTIVE STREAM AREA(ACRES) = 6.90 TOTAL STREAM AREA(ACRES) = 6.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 14.63 FLOW PROCESS FROM NODE 102.00 TO NODE 102.01 IS CODE = 2.1 ---------------------------------------------------------------------------- >RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< NATURAL POOR COVER TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 550.00 UPSTREAM ELEVATION(FEET) = 1111.00 DOWNSTREAM ELEVATION(FEET) = 1103.00 ELEVATION DIFFERENCE(FEET) = 8.00 TC(MIN.) = .525*[( 550.00** 3.00)/( 8.00)]** .20 = 15.267 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.423 SOIL CLASSIFICATION IS "B" NATURAL POOR COVER "BARREN" SUBAREA LOSS RATE, FM(INCH/HR) = .2700 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) _ .27 SUBAREA PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 9.44 TOTAL AREA(ACRES) = 4.90 PEAK FLOW RATE(CFS) = 9.49 FLOW PROCESS FROM NODE 102.01 TO NODE 102.01 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< Page 2 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.423 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 4.80 SUBAREA RUNOFF(CFS) = 10.14 EFFECTIVE AREA(ACRES) = 9.70 AREA -AVERAGED FM(INCH/HR) _ .17 AREA -AVERAGED Fp(INCH/HR) _ .31 AREA -AVERAGED Ap = .55 TOTAL AREA(ACRES) = 9.70 PEAK FLOW RATE(CFS) = 19.64 TC(MIN) = 15.27 FLOW PROCESS FROM NODE 102.01 TO NODE 101.01 IS CODE = 3 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 30.0 INCH PIPE IS 23.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 4.8 UPSTREAM NODE ELEVATION(FEET) = 1088.60 DOWNSTREAM NODE ELEVATION(FEET) = 1087.00 FLOW LENGTH(FEET) = 590.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 19.64 TRAVEL TIME(MIN.) = 2.04 TC(MIN.) = 17.31 FLOW PROCESS FROM NODE 101.00 TO NODE 101.01 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.247 SOIL CLASSIFICATION IS "B" NATURAL POOR COVER "BARREN" SUBAREA LOSS RATE, FM(INCH/HR) _ .2700 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .27 SUBAREA PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 3.50 SUBAREA RUNOFF(CFS) = 6.23 EFFECTIVE AREA(ACRES) = 13.20 AREA -AVERAGED FM(INCH/HR) _ .20 AREA -AVERAGED Fp(INCH/HR) = .30 AREA -AVERAGED Ap = .67 TOTAL AREA(ACRES) = 13.20 PEAK FLOW RATE(CFS) = 24.33 TC(MIN) = 17.31 ��r��rr��*�rxr��,r�*****,ter*r�r,r**,rrsrst�rrrr�,r�trtr*tr*rx�r�rr**rrr��r*txrr�r FLOW PROCESS FROM NODE 101.01 TO NODE 101.01 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.247 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 3.90 SUBAREA RUNOFF(CFS) = 7.63 EFFECTIVE AREA(ACRES) = 17.10 AREA -AVERAGED FM(INCH/HR) _ .17 AREA -AVERAGED Fp(INCH/HR) = .32 AREA -AVERAGED Ap = .54 TOTAL AREA(ACRES) = 17.10 PEAK FLOW RATE(CFS) = 31.96 TC(MIN) = 17.31 FLOW PROCESS FROM NODE 101.01 TO NODE 101.01 IS CODE = 1 Page 3 ---------------------------------------------------------------------------- >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.) = 17.31 RAINFALL INTENSITY(INCH/HR) = 2.25 AREA -AVERAGED FM(INCH/HR = .17 AREA -AVERAGED Fp(INCH/HR� _ .32 AREA -AVERAGED Ap = 54 EFFECTIVE STREAM AREA(ACRES) = 17.10 TOTAL STREAM AREA(ACRES) = 17.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 31.96 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** Q TC Intens. Fp Ap FM Ae (CFS) (MIN.) (INCH/HR� (INCH/HR) (INCH/HR) (ACRES) 1 45.55 15.76 2.378 .31 .56 .18 22.47 2 45.72 17.31 2.247 .31 .56 .18 24.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 45.72 TC(MIN.) = 17.306 EFFECTIVE AREA(ACRES) = 24.00 AREA -AVERAGED FM(INCH/HR) _ .18 AREA -AVERAGED Fp(INCH/HR) _ .31 AREA -AVERAGED Ap = .56 TOTAL AREA(ACRES) = 24.00 FLOW PROCESS FROM NODE 101.01 TO NODE 108.01 IS CODE = 3 --------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< DEPTH OF FLOW IN 39.0 INCH PIPE IS 26.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.5 UPSTREAM NODE ELEVATION(FEET) = 1087.00 DOWNSTREAM NODE ELEVATION(FEET) = 1079.70 FLOW LENGTH(FEET) = 1500.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 45.72 TRAVEL TIME(MIN.) = 3.31 TC(MIN.) = 20.62 FLOW PROCESS FROM NODE 108.00 TO NODE 108.01 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.023 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 5.60 SUBAREA RUNOFF(CFS) = 9.82 EFFECTIVE AREA(ACRES) = 29.60 AREA -AVERAGED FM(INCH/HR) _ .16 AREA -AVERAGED Fp(INCH/HR) = .33 AREA -AVERAGED Ap = .48 TOTAL AREA(ACRES) = 29.60 PEAK FLOW RATE(CFS) = 49.73 TC(MIN) = 20.62 Page 4 --FLOW PROCESS FROM NODE 111.10 TO NODE 108.01 IS CODE = 8 ------------------------------------------------------ »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.023 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 1.08 SUBAREA RUNOFF(CFS) = 1.89 EFFECTIVE AREA(ACRES) = 30.68 AREA -AVERAGED FM(INCH/HR) _ AREA -AVERAGED Fp(INCH/HR) = .33 AREA -AVERAGED Ap = .46 .15 TOTAL AREA(ACRES) = 30.68 PEAK FLOW RATE(CFS) = 51.62 TC(MIN) = 20.62 �rr��trr��r�trr�tr�rrt�t�r�r�r�trr,t*�rsrrr�rr�tr��t*t�trrr��,t�tr,r,r��r�rrt��r*,rtr�t�� FLOW PROCESS FROM NODE 115.00 TO NODE 108.01 IS CODE = 8 ------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< ---------- 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.023 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 1.23 SUBAREA RUNOFF(CFS) = 2.16 EFFECTIVE AREA(ACRES) = 31.91 AREA -AVERAGED FM(INCH/HR) _ .15 AREA -AVERAGED Fp(INCH/HR) = .34 AREA -AVERAGED Ap = .45 TOTAL AREA(ACRES) = 31.91 PEAK FLOW RATE(CFS) 53.78 TC(MIN) = 20.62 PEAK FLOW RATE TABLE Q TC Intensit Fp Ap FM Ae (CFS) (MIN.) (INCH/HR� (INCH/HR) (INCH/HR) (ACRES) 1 53.88 19.07 2.120 .34 .44 .15 30.38 2 53.78 20.62 2.023 .34 .45 .15 31.91 NEW PEAK FLOW DATA ARE: PEAK FLOW RATE(CFS) = 53.88 TC(MIN.) = 19.07 AREA -AVERAGED FM(INCH/HR) = .15 AREA -AVERAGED Fp(INCH/HR) _ .34 AREA -AVERAGED Ap = .44 EFFECTIVE AREA(ACRES) = 30.38 FLOW PROCESS FROM NODE 108.01 TO NODE 107.01 IS CODE = 3 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< DEPTH OF FLOW IN 33.0 INCH PIPE IS 23.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 11.8 UPSTREAM NODE ELEVATION(FEET) = 1079.70 DOWNSTREAM NODE ELEVATION(FEET) = 1075.90 FLOW LENGTH(FEET) = 260.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 53.88 TRAVEL TIME(MIN.) _ .37 TC(MIN.) = 19.44 FLOW PROCESS FROM NODE 107.00 TO NODE 107.01 IS CODE = 8 -------------------------------------------------------- >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.096 Page 5 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 7.40 SUBAREA RUNOFF(CFS) = 13.46 EFFECTIVE AREA(ACRES) = 37.78 AREA -AVERAGED FM(INCH/HR) _ .13 AREA -AVERAGED Fp(INCH/HR) = .36 AREA -AVERAGED Ap = .38 TOTAL AREA(ACRES) = 39.31 PEAK FLOW RATE(CFS) = 56.68 TC(MIN) = 19.44 ***************�*�•��**�r*********�*�***�r*****,r**�***�*,t****,tom****��*�*�***** FLOW PROCESS FROM NODE 107.01 TO NODE 106.11 IS CODE = 3 ----------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< DEPTH OF FLOW IN 36.0 INCH PIPE IS 25.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 12.6 UPSTREAM NODE ELEVATION(FEET) = 1075.90 DOWNSTREAM NODE ELEVATION(FEET) = 1070.55 FLOW LENGTH(FEET) = 360.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 66.68 TRAVEL TIME(MIN.) _ .48 TC(MIN.) = 19.92 FLOW PROCESS FROM NODE 106.11 TO NODE 106.11 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.) = 19.92 RAINFALL INTENSITY(INCH/HR) = 2.07 AREA -AVERAGED FM(INCH/HR) = .13 AREA -AVERAGED Fp INCH/HR) = .36 AREA -AVERAGED Ap = .38 EFFECTIVE STREAM AREA(ACRES) = 37.78 TOTAL STREAM AREA(ACRES) = 39.31 PEAK FLOW RATE(CFS) AT CONFLUENCE = 66.68 FLOW PROCESS FROM NODE 106.00 TO NODE 106.01 IS CODE = 2.1 ------------------------------------ »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 500.00 UPSTREAM ELEVATION(FEET) = 1098.00 DOWNSTREAM ELEVATION(FEET) = 1095.70 ELEVATION DIFFERENCE(FEET) = 2.30 TC(MIN.) = .304*[( 500.00** 3.00)/( 2.30)]** .20 = 10.713 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.997 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA RUNOFF(CFS) = 9.99 TOTAL AREA(ACRES) = 3.80 PEAK FLOW RATE(CFS) = 9.99 Page 6 FLOW PROCESS FROM NODE 106.01 TO NODE 106.11 IS CODE = 3 ------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.8 UPSTREAM NODE ELEVATION(FEET) = 1086.00 DOWNSTREAM NODE ELEVATION(FEET) = 1070.55 FLOW LENGTH(FEET) = 1050.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 9.99 TRAVEL TIME(MIN.) = 2.24 TC(MIN.) = 12.95 FLOW PROCESS FROM NODE 106.10 TO NODE 106.11 IS CODE _ 8 ---------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 5 YEAR RAINFALL INTENSITY(INCH/HR) = 2.674 -------------------- SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 3.90 SUBAREA RUNOFF(CFS) = 9.12 EFFECTIVE AREA(ACRES) = 7.70 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 7.70 PEAK FLOW RATE(CFS) = 18.01 TC(MIN) = 12.95 �r��r�r��*sr�rr��r,�ttt,rtrrr��tr�rrtrxrrr�*�rrr��rr*,r��r��rr,��r�rtxr�r,�rt,rrrrr,rr FLOW PROCESS FROM NODE 111.00 TO NODE 106.11 IS CODE = 8 ------------------------------------------------------------------------ »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 5 YEAR RAINFALL INTENSITY(INCH/HR) = 2.674 ------------------- SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) = 2.34 EFFECTIVE AREA(ACRES) = 8.70 AREA -AVERAGED FM(INCH/HR) _ .07 AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 8.70 PEAK FLOW RATE(CFS) = 20.35 TC(MIN) = 12.95 FLOW PROCESS FROM NODE 106.11 TO NODE 106.11 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.) = 12.95 RAINFALL INTENSITY(INCH/HR) = 2.67 AREA -AVERAGED Fm INCH/HR) = .07 AREA -AVERAGED FP INCH/HR) = .75 AREA -AVERAGED Ap = .10 EFFECTIVE STREAM AREA(ACRES) = 8.70 TOTAL STREAM AREA(ACRES) = 8.70 Page 7 fj. 4 PEAK FLOW RATE(CFS) AT CONFLUENCE = 20.35 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. PEAK FLOW RATE TABLE ** Q TC (CFS) (MIN.) Intensit (INCH/HR� Fp (INCH/HR) Ap FM (INCH/HR) Ae (ACRES) 1 82.27 19.92 2.066 .38 .32 .12 46.48 2 80.88 21.47 1.975 .38 .33 .13 48.01 3 77.38 12.95 2.674 .39 .30 .12 33.27 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 82.27 TC(MIN.) = 19.917 EFFECTIVE AREA(ACRES) = 46.48 AREA -AVERAGED FM(INCH/HR) _ .12 AREA -AVERAGED Fp(INCH/HR) _ .38 AREA -AVERAGED Ap = .32 TOTAL AREA(ACRES) = 48.01 END OF STUDY SUMMARY: --- TOTAL AREA(ACRES) = 48.01 TC(MIN.) = 19.92 EFFECTIVE AREA(ACRES) = 46.48 AREA -AVERAGED FM(INCH/HR)= .12 AREA -AVERAGED Fp(INCH/HR) _ .38 AREA -AVERAGED Ap = .32 PEAK FLOW RATE(CFS) = 82.27 ** PEAK FLOW RATE TABLE ** Q TC (CFS) (MIN.) Intensit (INCH/HR� Fp (INCH/HR) Ap FM (INCH/HR) Ae (ACRES) 1 77.38 12.95 2.674 .39 .30 .12 33.27 2 82.27 19.92 2.066 .38 .32 .12 46.48 3 80.88 21.47 1.975 .38 .33 .13 48.01 END OF RATIONAL METHOD ANALYSIS Page 8 RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) copyright 1983-93 Advanced Engineering Software (aes) Ver. 1.9B Release Date: 7/18/93 License ID 1202 Analysis prepared by: HUITT-ZOLLARS, INC. 1101 S. MILLIKEN, SUITE G ONTARIO, CALIFORNIA 91761 TEL: (909) 390-8400 - FAX: (909) 390-8406 ------------------------------------------------------------- FILE NAME: FECNLCXX.DAT TIME/DATE OF STUDY: 13:38 5/ 3/2004 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS (DECIMAL) TO USE FOR FRICTION SLOPE = .95 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* 10-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) _ .920 100-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 1.340 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1-HOUR INTENSITY(INCH/HOUR) = 1.3400 SLOPE OF INTENSITY DURATION CURVE = .6000 FLOW PROCESS FROM NODE 103.00 TO NODE 103.01 IS CODE = 2.1 ------------------------------------------------------------------------- >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< NATURAL POOR COVER --------- TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 260.00 UPSTREAM ELEVATION(FEET) = 1110.00 DOWNSTREAM ELEVATION(FEET) = 1105.00 ELEVATION DIFFERENCE(FEET) = 5.00 TC(MIN.) = .525*[( 260.00** 3.00)/( 5.00)]** .20 = 10.699 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.770 SOIL CLASSIFICATION IS "A" NATURAL POOR COVER "BARREN" SUBAREA LOSS RATE, FM(INCH/HR) = .4100 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) _ .41 SUBAREA PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 7.56 TOTAL AREA(ACRES) = 2.50 PEAK FLOW RATE(CFS) = 7.56 FLOW PROCESS FROM NODE 103.01 TO NODE 103.02 IS CODE = 5.1 ------------------------------------------------------------- -------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA««< UPSTREAM NODE ELEVATION = 1105.00 DOWNSTREAM NODE ELEVATION = 1095.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 150.00 CHANNEL SLOPE _ .0667 Page 1 CHANNEL BASE(FEET) = 40.00 "Z" FACTOR = 99.990 MANNING'S FACTOR = .030 MAXIMUM DEPTH(FEET) _ .50 CHANNEL FLOW THRU SUBAREA(CFS) = 7.56 FLOW VELOCITY(FEET/SEC) = 2.17 FLOW DEPTH(FEET) _ .07 TRAVEL TIME(MIN.) = 1.15 TC(MIN.) = 11.85 FLOW PROCESS FROM NODE 103.10 TO NODE 103.02 IS CODE = 8 ----------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 0 YEAR RAINFALL INTENSITY(INCH/HR) = 3.546 ------------------ SOIL CLASSIFICATION IS "A" NATURAL POOR COVER "BARREN" SUBAREA LOSS RATE, FMCINCH/HR) = .4100 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .41 SUBAREA PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 1.90 SUBAREA RUNOFF(CFS) = 5.36 EFFECTIVE AREA(ACRES) = 4.40 AREA -AVERAGED FM(INCH/HR) _ .41 AREA -AVERAGED Fp(INCH/HR) _ .41 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 4.40 PEAK FLOW RATE(CFS) = 12.42 TC(MIN) = 11.85 FLOW PROCESS FROM NODE 103.02 TO NODE 103.01 IS CODE = 8 -------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.546 --------------- SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0970 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .97 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 2.70 SUBAREA RUNOFF(CFS) = 8.38 EFFECTIVE AREA(ACRES) = 7.10 AREA -AVERAGED FM(INCH/HR) _ .29 AREA -AVERAGED Fp(INCH/HR) _ .44 AREA -AVERAGED Ap = .66 TOTAL AREA(ACRES) = 7.10 PEAK FLOW RATE(CFS) 20.80 TC(MIN) = 11.85 FLOW PROCESS FROM NODE 103.02 TO NODE 103.11,Is CODE = 3 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< DEPTH OF FLOW IN 27.0 INCH PIPE IS 17.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.6 UPSTREAM NODE ELEVATION(FEET) = 1087.80 DOWNSTREAM NODE ELEVATION(FEET) = 1076.33 FLOW LENGTH(FEET) = 1400.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 20.80 TRAVEL TIME(MIN.) = 3.09 TC(MIN.) = 14.93 FLOW PROCESS FROM NODE 103.30 TO NODE 103.11 IS CODE = 8 ---------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.087 SOIL CLASSIFICATION IS "B" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, FM(INCH/HR) = .3750 Page 2 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) _ .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 7.90 SUBAREA RUNOFF(CFS) = 19.28 EFFECTIVE AREA(ACRES) = 15.00 AREA -AVERAGED FM(INCH/HR) _ .34 AREA -AVERAGED Fp(INCH/HR) = .58 AREA -AVERAGED Ap = .57 TOTAL AREA(ACRES) = 15.00 PEAK FLOW RATE(CFS) = 37.15 TC(MIN) = 14.93 �r�r�r�t�r�r��rx�r�t�r��r�,r�•x�,r�r��t�r�,r�r�*,r�t�r,rs��r�t�r��r*�r��r�r,t�r�r�rx�r�t,t�r�t�r��r�rx�r,��t��r�r�r��r��r�r�r�r�r FLOW PROCESS FROM NODE 116.10 TO NODE 103.11 IS CODE = 8 ----------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< --- 00 YEAR RAINFALL INTENSITY(INCH/HR) = 3.087 --------------------- SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = 0970 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .97 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 2.70 SUBAREA RUNOFF(CFS) = 7.26 EFFECTIVE AREA(ACRES) = 17.70 AREA -AVERAGED FM(INCH/HR) _ .30 AREA -AVERAGED Fp(INCH/HR) = .60 AREA -AVERAGED Ap = .50 TOTAL AREA(ACRES) = 17.70 PEAK FLOW RATE(CFS) = 44.41 TC(MIN) = 14.93 FLOW PROCESS FROM NODE 103.11 TO NODE 103.11 IS CODE = 10 ----------------------------------------------------------------------- »»>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ««< FLOW PROCESS FROM NODE 109.00 TO NODE 109.01 IS CODE = 2.1 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< DEVELOPMENT IS COMMERCIAL ------ TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 900.00 UPSTREAM ELEVATION(FEET) = 1098.00 DOWNSTREAM ELEVATION(FEET) = 1091.00 ELEVATION DIFFERENCE(FEET) = 7.00 TC(MIN.) = .304*[( 900.00** 3.00)/( 7.00)]** .20 = 12.201 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.485 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA RUNOFF(CFS) = 26.70 TOTAL AREA(ACRES) = 8.70 PEAK FLOW RATE(CFS) = 26.70 FLOW PROCESS FROM NODE 112.00 TO NODE 109.01 IS CODE = 8 ----------------------------------------------------- >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.485 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 1.10 SUBAREA RUNOFF(CFS) = 3.38 Page 3 EFFECTIVE AREA(ACRES) = 9.80 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 9.80 PEAK FLOW RATE(CFS) = 30.07 TC(MIN) = 12.20 r�r�t*�t,rr�r�,tr�***atrr,ter*trr,tr�rt�r�trr*�rr�t,rrtrr�r��*t,rrtt�rrrt�r��,r��rrrrr,rr* FLOW PROCESS FROM NODE 115.10 TO NODE 109.01 IS CODE = 8 ---------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.485 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = 0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 1.07 SUBAREA RUNOFF(CFS) = 3.28 EFFECTIVE AREA(ACRES) = 10.87 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 10.87 PEAK FLOW RATE(CFS) = 33.36 TC(MIN) = 12.20 FLOW PROCESS FROM NODE 109.01 TO NODE 116.01 IS CODE = 3 -------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING,COMPUTER-ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< DEPTH OF FLOW IN 36.0 INCH PIPE IS 25.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.3 UPSTREAM NODE ELEVATION(FEET) = 1080.70 DOWNSTREAM NODE ELEVATION(FEET) = 1079.80 FLOW LENGTH(FEET) = 240.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 33.36 TRAVEL TIME(MIN.) _ .63 TC(MIN.) = 12.84 �t��r�r�r�r�r�x�r�r��ti�r��r*,r*��r�r�t�r,r�r�r��r��r�r��r�*��r��r��r�•�r�r�r�r�r,��r��t�r�r�r�r�r�*��r�r�r��r�t�r��r�r�r�r�r FLOW PROCESS FROM NODE 116.01 TO NODE 110.01 IS CODE = 3 >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< >>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< DEPTH OF FLOW IN 36.0 INCH PIPE IS 24.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.5 UPSTREAM NODE ELEVATION(FEET) = 1079.80 DOWNSTREAM NODE ELEVATION(FEET) = 1078.45 FLOW LENGTH(FEET) = 330.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 33.36 TRAVEL TIME(MIN.) _ .84 TC(MIN.) = 13.68 r��r�r�r�r��r��*��r�r�*�trxrrrrtrr�rr�r�rr�r,rr�r,r,rr�r,rrrrrrrr�rrrrr�rrrrrr�t*� FLOW PROCESS FROM NODE 110.00 TO NODE 110.01 IS CODE = 8 ------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.254 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 Page 4 SUBAREA AREA(ACRES) = 11.40 SUBAREA RUNOFF(CFS) = 32.62 EFFECTIVE AREA(ACRES) = 22.27 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 22.27 PEAK FLOW RATE(CFS) = 63.72 TC(MIN) = 13.68 r�rrr��rrrrrr�x��rrr,�r�r�r,rr��r�r,rx�rxxr�r�tr,r��trr�*r��,r�t�r�r�r��tr,r��rrr�rrrrxr,rrrx FLOW PROCESS FROM NODE 113.00 TO NODE 110.01 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 0 YEAR RAINFALL INTENSITY(INCH/HR) = 3.254 ---------- SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 1.08 SUBAREA RUNOFF(CFS) = 3.09 EFFECTIVE AREA(ACRES) = 23.35 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 23.35 PEAK FLOW RATE(CFS) = 66.81 TC(MIN) = 13.68 FLOW PROCESS FROM NODE 118.00 TO NODE 110.01 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 0 YEAR RAINFALL INTENSITY(INCH/HR) = 3.254 ------------- SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 1.08 SUBAREA RUNOFF(CFS) = 3.09 EFFECTIVE AREA(ACRES) = 24.43 AREA -AVERAGED FM(INCH/HR) _ .07 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 24.43 PEAK FLOW RATE(CFS) = 69.90 TC(MIN) = 13.68 FLOW PROCESS FROM NODE 110.01 TO NODE 103.11 IS CODE = 3 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< >>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< DEPTH OF FLOW IN 45.0 INCH PIPE IS 34.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.7 UPSTREAM NODE ELEVATION(FEET) = 1078.45 DOWNSTREAM NODE ELEVATION(FEET) = 1076.33 FLOW LENGTH(FEET) = 520.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 69.90 TRAVEL TIME(MIN.) = 1.12 TC(MIN.) = 14.80 FLOW PROCESS FROM NODE 103.11 TO NODE 103.11 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.) = 14.80 Page 5 RAINFALL INTENSITY(INCH/HR) = 3.10 AREA -AVERAGED Fm INCH/HR = .07 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 EFFECTIVE STREAM AREA(ACRES) = 24.43 TOTAL STREAM AREA(ACRES) = 24.43 PEAK FLOW RATE(CFS) AT CONFLUENCE = 69.90 sY sk st sk st st st sk sY sk rt sY sY sY sk sF sY sY sY sti sY sY st sY sY sk st �t st sY sY sk sF sY sF st sF sY st sY se sk �Y sY sk sY sY st sk sk st st sY �F st sY sk sY st sY sF sY sY sk st st sY st sk sY sY sY sk >Y �Y sY FLOW PROCESS FROM NODE 104.00 TO NODE 104.01 IS CODE = 2.1 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 520.00 UPSTREAM ELEVATION(FEET) = 1130.00 DOWNSTREAM ELEVATION(FEET = 1110.00 ELEVATION DIFFERENCE(FEET� = 20.00 TC(MIN.) = .304*[( 520.00** 3.00)/( 20.00)]** .20 = 7.117 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.815 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0970 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .97 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA RUNOFF(CFS) = 4.03 TOTAL AREA(ACRES) = .95 PEAK FLOW RATE(CFS) = 4.03 FLOW PROCESS FROM NODE 104.01 TO NODE 103.11 I5 CODE = 6 -------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< UPSTREAM ELEVATION(FEET) = 1110.00 DOWNSTREAM ELEVATION(FEET) = 1088.00 STREET LENGTH(FEET) = 690.00 CURB HEIGHT(INCHES) = 8. STREET HALFWIDTH(FEET) = 51.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 37.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 4.03 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) _ .34 HALFSTREET FLOOD WIDTH(FEET) = 9.27 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.84 PRODUCT OF DEPTH&VELOCITY = 1.32 STREET FLOW TRAVEL TIME(MIN.) = 2.99 TC(MIN.) = 10.11 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.901 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0970 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .97 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = .00 SUBAREA RUNOFF(CFS) _ EFFECTIVE AREA(ACRES) _ .95 AREA -AVERAGED FM(INCH/HR) _ AREA -AVERAGED Fp(INCH/HR) _ .97 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = .95 PEAK FLOW RATE(CFS) _ END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .34 HALFSTREET FLOOD WIDTH(FEET) = 9.27 FLOW VELOCITY(FEET/SEC.) = 3.84 DEPTH*VELOCITY = 1.32 Page 6 .10 4.03 FLOW PROCESS FROM NODE 105.00 TO NODE 103.11 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.901 ---------- SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0970 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .97 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = .95 SUBAREA RUNOFF(CFS) = 3.25 EFFECTIVE AREA(ACRES) = 1.90 AREA -AVERAGED FM(INCH/HR) _ .10 AREA -AVERAGED Fp(INCH/HR) _ .97 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 1.90 PEAK FLOW RATE(CFS) = 6.51 TC(MIN) = 10.11 FLOW PROCESS FROM NODE 113.10 TO NODE 103.11 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.901 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0970 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .97 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 1.38 SUBAREA RUNOFF(CFS) = 4.72 EFFECTIVE AREA(ACRES) = 3.28 AREA -AVERAGED FM(INCH/HR) _ .10 AREA -AVERAGED Fp(INCH/HR) _ .97 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 3.28 PEAK FLOW RATE(CFS) = 11.23 TC(MIN) = 10.11 FLOW PROCESS FROM NODE 103.11 TO NODE 103.11 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.) = 10.11 RAINFALL INTENSITY(INCH/HR) = 3.90 AREA -AVERAGED FM(INCH/HR) = .10 AREA -AVERAGED Fp(INCH/HR) = .97 AREA -AVERAGED Ap = .10 EFFECTIVE STREAM AREA(ACRES) = 3.28 TOTAL STREAM AREA(ACRES) = 3.28 PEAK FLOW RATE(CFS) AT CONFLUENCE = 11.23 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** Q (CFS) Tc (MIN.) Intensit (INCH/HR� Fp Ap (INCH/HR) FM (INCH/HR) Ae (ACRES) 1 78.77 14.80 3.104 .78 .10 .08 27.71 2 71.55 10.11 3.901 .79 .10 .08 19.97 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 78.77 TC(MIN.) = 14.796 EFFECTIVE AREA(ACRES) = 27.71 AREA -AVERAGED FM(INCH/HR) _ .08 Page 7 e- AREA -AVERAGED Fp(INCH/HR) _ .78 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 27.71 FLOW PROCESS FROM NODE 103.11 TO NODE 103.11 IS CODE -- - = 11 ------------------------- ---------------------------------- »»>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN -STREAM MEMORY««< ** PEAK FLOW RATE TABLE ** Q TC IntenSlt (CFS) (MIN.) (INCH/HR� Fp Ap FM (INCH/HR) (INCH/HR) Ae (ACRES) 1 110.39 10.11 3.901 2 123.04 14.80 3.104 .64 .25 .16 31.95 3 122.74 14.93 3.087 .64 .26 .16 .64 .26 .16 45.25 45.41 TOTAL AREA = 45.41 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 123.04 TC(MIN.) = 14.796 EFFECTIVE AREA(ACRES) = 45.25 AREA -AVERAGED FM(INCH/HR) _ AREA -AVERAGED Fp(INCH/HR) _ .64 AREA -AVERAGED Ap = .16 TOTAL AREA(ACRES) = 45.41 .26 --FLOW PROCESS FROM NODE 103.11 TO NODE 103.11 IS CODE = '12 --------------------------------------------------------- >>>CLEAR MEMORY BANK # 1 ««< - --FLOW-PROCESS FROM NODE 103.11 TO NODE 117.01 IS CODE = ---------------------------- 3 --------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< DEPTH OF FLOW IN 54.0 INCH PIPE IS 43.3 INCHES PIPE-FLOUPSTREAM WNODE OE EVATION(FEET) = 1076.33 DOWNSTREAM NODE ELEVATION(FEET) = 1075.90 FLOW LENGTH(FEET) = 100.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 123.04 1 TRAVEL TIME(MIN.) _ .19 TC(MIN.) = 14.98 ------------------------------------ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 45.41 TC(MIN.) = 14.98 EFFECTIVE AREA(ACRES) = 45.25 AREA -AVERAGED FM(INCH/HR)= AREA -AVERAGED Fp(INCH/HR) _ .64 AREA -AVERAGED Ap = .16 .26 PEAK FLOW RATE(CFS) = 123.04 PEAK FLOW RATE TABLE ** FM (CH/HR) �FS) (MIN.) (INCH/HR� (INCAp (INCH/HR) Ae (ACRES) 1 110.39 10.30 3.858 .64 .25 .16 2 123.04 14.98 3.081 31.95 .64 .26 .16 3 122.74 15.12 3.064 45.25 .64 .26 .16 45.41 --------------------------------- END OF RATIONAL METHOD ANALYSIS Page 8 NIM 2�= Reproduced from Master Hydrology Study for Empire Center Lines A, B, & C Hall & Foreman, Inc — January 28, 1992 E 0 VZI437S °� ..� _ 9IN m WR I EAST 77 EM W PCP ice I �• I � I I LBL 3C a 14 I � � tsT r *-�rsL rr,tir I , i s w 7 ,s f U* ----5,, , 21 EMST W RCP 0 \3A t• LEGEND — -- �— 9UOAHEA OHFlINAOf.'LIMN$' I . TI -- WA ilXSNf4 LIMITS e) zr su�xEn ea. �I �. (� e I _• �,� L z :'.j'. �� NnOk' NU RIXrCP EAST SW f#W -. _ ua .....15 moeaa SKG ,o-� Aa CITY OF FONfANA, CALIFORNIA , e � . OHgWINIr Nn � �^ I -a ' - NYI f oI f (Y "AlI ww,�� uw�x n¢ s�aE nory or 6K6 r' T vt,l 1 oh15 ' — '.� J.RB "� an-- -- 1"=,AA o on>Elnaro aExs urvS uL11V, ty � i ,,�2 v