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HomeMy WebLinkAboutPM 16264 Sierra Business ParkHYDROLOGY AND HYDRAULIC CALCULATIONS FOR SIERRA BUSINESS PARK SOUTH EAST CORNER OF SLOVER AVENUE AND SIERRA AVENUE PREPARED FOR LENNAR PARTNERS PREPARED BY: HUITT-ZOLLARS 1101 SOUTH MILLIKEN AVENUES SUITE #G ONTARIO, CALIFORNIA 91761 JUNE 2004 REVISED JULY 19, 2004 REVISED AUGUST 6, 2004 REVISED SEPTEMBER 1, 2004 PROJECT NO. 11-0202-02 2 NO. 33366 : m� EXPIRATION :0iO * :• 6,30 2010 ; *� ,. ,�, ,,OF C Table of Contents Title Introduction Location Purpose Previous Studies Hydrologic Analysis Hydraulic Analysis Page 2 Conclusions 4 List of Technical Appendices Technical Appendix A 100 -Year Rational Method Analysis Hall & Foreman, Inc. Technical Appendix B 25 -Year Rational Method Analysis Hall & Foreman, Inc. Technical Appendix C Hydrology Map Hall & Foreman, Inc. Technical Appendix D 100 -Year Rational Method Analysis Huitt-Zollars, Inc. Technical Appendix E 25 -Year Rational Method Analysis Huitt-Zollars, Inc. Technical Appendix F Hydrology Map Huitt-Zollars, Inc. Technical Appendix G 100 -Year Rational Method Analysis RBF Consulting Technical Appendix H 25 -Year Rational Method Analysis RBF Consulting Technical Appendix I Hydrology Map RBF Consulting Technical Appendix J 100 -Year Hydrograph Analysis Including Detention Basin Technical Appendix K 100 -Year Hydraulic Analysis Technical Appendix L 25 -Year Hydraulic Analysis Introduction A hydrologic and hydraulic analysis has been prepared for the Sierra Business Park and surrounding areas. Several drainage reports have been prepared in the past for this area. This report is a compilation and integration of these other reports into a global drainage design for the area. Location The Sierra Business Park site is located east of Sierra Avenue between Slover Avenue and Santa Ana Avenue in the City of Fontana, California. Other developments are also included in this hydrologic and hydraulic analysis including the Empire Center which is located north of Sierra Business Park and Sycamore Hills which is located south of Sierra Business Park. Purpose This report has been developed to evaluate drainage improvements necessary to convey flows from the Sierra Business Park site and the other surrounding developments to the DeClez Channel. The existing drainage facilities upstream of the DeClez Channel do not have adequate capacity to convey the developed 100 -year peak flow rates. Due to this constraint, storm flows will need to be detained in order to reduce the peak flows to a level that can be adequately conveyed by the existing drainage facilities. Additionally, the existing drainage system in Sierra Avenue and Slover Avenue was designed to convey the 25 -year return event flows. The current drainage plan for Sierra Business Park is to drain the 100 -year return event flows. Therefore, minor improvements to this existing storm drain will be required in order to meet the current criteria. Upstream of Sierra Business Park, the drainage system will remain as a 25 -year system. Previous analyses have concentrated on incorporating onsite detention basins in each development to reduce the peak flow rate. This report has been developed to incorporate one single offsite basin, located west of Sierra Avenue, to reduce the 100 -year peak flow rate to an adequate level. Previous Studies As indicated, this report is based on hydrologic and hydraulic analyses that have been previously completed. The 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 Huitt-Zollars, Inc — November 1, 2003 • Storm Drain Basis of Design Sycamore Hills II — Tentative Tract No. 16495 RBF Consulting — February 2004 Hydrologic Analysis The rational method hydrologic analysis is contained in Technical Appendices A, B, D, E, G, & H. The basis for the calculations is the previous studies. Some minor modifications were made to the previous studies to incorporate the latest drainage plans for the area. Most notably, the Sierra Business Park onsite storm drain facility Line H has been re-routed west in Santa Ana Avenue to the existing storm drain in Sierra Avenue rather than crossing Santa Ana Avenue and flowing through the residential development to the south and the flows were routed in a pipe to the proposed detention basin site and the corresponding basin area was added to the hydrologic model. Since a detention basin has been proposed as an integral component of the area drainage plan, a hydrograph analysis has also been completed. In order to develop the necessary parameters for the hydrograph analysis, the rational method analyses needed to be linked together to represent all confluence and land use / soil type combinations. Since the previous studies "user-specified" drainage information from the upstream studies, much of the necessary information was not available. Therefore, the rational method data files were modified and linked together to include all confluence values from the upstream files, so that the necessary parameters were available. Due to the size of the watershed and the relatively short time of concentration, a small -area hydrograph was used for the analysis. The small -area hydrograph produces a peak flow rate that is slightly greater than the rational method estimate, however being conservative, it has been used for the basin analysis. The hydrograph and basin routing analysis is contained in Technical Appendix J. The proposed detention basin was evaluated to reduce the 100 -year flows to a level that could be adequately drained by the existing storm drain facility. In order to accomplish this, the basin outlet bleeder line is required to drain south to the existing reinforced concrete box (RCB) in Jurupa Avenue. Even, draining to the RCB, the basin outlet will be impacted by a submergence effect from the downstream hydraulics. For the outlet structure calculations, the submergence effect was assumed to be linearly interpolated from zero at the basin floor to the water surface elevation determined by the downstream hydraulics at the 100 -year maximum basin storage depth. The basin has also been analyzed to incorporate infiltration into the highly permeable soils. Based on a geotechnical investigation report for the basin site, the infiltration rate was determined to be 1.3 min/in into the basin floor. Over the entire basin floor of 127,453 sq ft, the infiltration rate is calculated to be 136 cfs. As a conservative estimate, 20% of the total infiltration rate, or 27.2 cfs, has been used in the basin calculations contained in this report. Since this is a City facility, the City of Fontana will implement a regular maintenance program to keep the detention basin free of any debris and/or silt. Hydraulic Analysis An extensive hydraulic analysis of the drainage system was completed as part of the Storm Drain Basis of Design Sycamore Hills II — Tentative Tract No. 16495 completed by RBF Consulting in February 2004. Based on Figures 5.1 and 5.2 of that report, it has been determined that at least 111 cfs basin outflow can be reintroduced into the existing reinforced concrete box in Jurupa Avenue. A hydraulic analysis was completed for the bleeder line from the basin outlet to the reinforced concrete box in Jurupa Avenue. This analysis determined the size of the bleeder line and the water surface at the detention basin that would be used as submergence in the calculations of the basin outlet size. This hydraulic analysis was balanced with the basin analysis to determine the maximum water surface elevation in the basin. The hydraulics of the existing storm drain system in Sierra Avenue / Slover Avenue were analyzed using a controlling water surface equal to the maximum detention basin 100 -year water surface elevation. Both 100 -year and 25 -year hydraulic analyses were completed for this system based. The 100 -year analysis was completed for the system downstream of Sierra Business Park and the 25 -year analysis was completed for the system upstream of Sierra Business Park. The "switchover" location is at the junction with onsite storm drain line B, which is the most upstream facility draining to the Sierra Avenue / Slover Avenue system. The 25 -year analysis used a conservative 100 -year controlling hydraulic grade line at the line B junction. The peak flow rates for these analyses were taken from the hydrologic analyses with the exception of the upstream reaches in Slover Avenue. In this area, the previous hydrologic analysis does not correspond to the 25 -year peak flow rates shown on the storm drain plans for this facility. Therefore, the peak flow rates on the plans were used for the 25 -year analysis. Additionally, 100 -year hydraulic analyses were completed for Sierra Business Park onsite storm drain facility Line A, a portion of which exists in Santa Ana Avenue, and Line H. Technical Appendix K contains the 100 -year hydraulic analyses and Technical Appendix L contains the 25 -year hydraulic analysis of the Sierra Avenue / Slover Avenue storm drain. Conclusions The detention basin analysis indicates that the 100 -year maximum outflow will be 107.2 cfs. Based on the prior discussion of outlet capacity, this maximum outflow is less than 111 cfs, which can be reintroduced into the existing reinforced concrete box in Jurupa Avenue. The 107.2 cfs outflow produces a hydraulic grade line of 1037.3 at the detention basin that creates a submergence effect for the basin outlet that must be drained against. The basin analysis also indicates that the 100 -year maximum water surface elevation will be 1039.5. As designed, the detention basin will drain in approximately 10 hours after the peak of the design storm. The basin spillway elevation is at 1044.7. Therefore, there is an additional 18.75 ac -ft of basin hydraulic storage above the maximum water surface elevation before the flows would begin to overtop the basin spillway. Although none is required, 0.75 ft of freeboard has been provided for above the 1000 -year water surface over the spillway. With minor improvements to the existing storm drain system, a modified drainage system has been developed to adequately convey 100 -year return event flows from the Sierra Business Park site. The proposed improvements include an offsite detention basin, re-routing of the existing storm drain in Sierra Avenue into the basin, and upgrading a portion of the existing storm drain in Sierra Avenue, specifically increasing the size of the existing 90" storm drain to a 108" storm drain as it enters the detention basin. Technical Appendix A 100 -Year Rational Method 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: HUITT-ZOLLARS, INC. 15101 RED HILL AVENUE TUSTIN, CALIFORNIA 92780-6500 PHONE (714) 259-7900 * FAX (714) 259-0210 ---------------------------------------------------------------------------- FILE NAME: FECNLBXX.DAT TIME/DATE OF STUDY: 12:46 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 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 = 14.083 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.197 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) = 10.41 TOTAL AREA(ACRES) = 3.95 PEAK FLOW RATE(CFS) = 10.41 **************************************************************************** FLOW PROCESS FROM NODE 100.01 TO NODE 100.01 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION" OF SUBAREA TO MAINLINE PEAK FLOW««< --------------------------------------------- ------------------------------ 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.197 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 SUBAREA RUNOFF(CFS) = 8.29 EFFECTIVE AREA(ACRES) = 6.90 AREA -AVERAGED FM(INCH/HR) _ .19 AREA -AVERAGED Fp(INCH/HR) _ .30 AREA -AVERAGED Ap = .62 TOTAL AREA(ACRES) = 6.90 PEAK FLOW RATE(CFS) = 18.70 TC(MIN) = 14.08 FLOW PROCESS FROM NODE 100.01 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 21.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 5.0 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) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 18.70 TRAVEL TIME(MIN.) = 1.57 TC(MIN.) = 15.65 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.) = 15.65 RAINFALL INTENSITY(INCH/HR) = 3.00 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 = 18.70 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 = 15.267 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.046 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) = 12.24 TOTAL AREA(ACRES) = 4.90 PEAK FLOW RATE(CFS) = 12.24 **************************************************************************** FLOW PROCESS FROM NODE 102.01 TO NODE 102.01 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< Page 2 --------------------------------------- - ------------------------------- 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.046 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) = 12.84 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) = 25.08 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 33.0 INCH PIPE IS 25.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 5.1 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) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 25.08 TRAVEL TIME(MIN.) = 1.91 TC(MIN.) = 17.18 FLOW PROCESS FROM NODE 101.00 TO NODE 101.01 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< ---------------------------------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.838 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) = 8.09 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) = 31.35 TC(MIN) = 17.18 FLOW PROCESS FROM NODE 101.01 TO NODE 101.01 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< ---------------------------------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.838 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) = 9.70 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) = 41.04 TC(MIN) = 17.18 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.) = 17.18 RAINFALL INTENSITY(INCH/HR) = 2.84 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 = 41.04 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/H� (INCH/HR) (INCH/HR) (ACRES) 1 58.37 15.65 3.001 .31 .56 .18 22.48 2 58.65 17.18 2.838 .31 .56 .18 24.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 58.65 TC(MIN.) = 17.182 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 _ ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< ---------- DEPTH OF OF FLOW IN 42.0 INCH PIPE IS 29.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 8.0 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) = 42.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 58.65 TRAVEL TIME(MIN.) = 3.13 TC(MIN.) = 20.31 FLOW PROCESS FROM NODE 108.00 TO NODE 108.01 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.567 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 AREA(ACRES) = 5.60 SUBAREA RUNOFF(CFS) = 12.56 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) = 64.21 TC(MIN) = 20.31 Page 4 FLOW PROCESS FROM NODE 111.10 TO NODE 108.01 IS CODE = 8 --------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.567 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 AREA(ACRES) = 1.08 SUBAREA RUNOFF(CFS) = 2.42 EFFECTIVE AREA(ACRES) = 30.68 AREA -AVERAGED Fm(INCH/HR) _ .15 AREA -AVERAGED Fp(INCH/HR) = .33 AREA -AVERAGED Ap = .46 TOTAL AREA(ACRES) = 30.68 PEAK FLOW RATE(CFS) = 66.63 TC(MIN) = 20.31 *******�**�*ir*ir****�ir:c**ic:c*k it**ic*��*�k it �•��ir***ir****fir is it**4r**#�*��ic °k**�*ir it*��* FLOW PROCESS FROM NODE 115.00 TO NODE 108.01 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.567 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 AREA(ACRES) = 1.23 SUBAREA RUNOFF(CFS) = 2.76 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) = 69.39 TC(MIN) = 20.31 ** PEAK FLOW RATE TABLE ** Q Tc Intensity Fp Ap Fm Ae (CFS) (MIN.) (INCH/HR) (INCH/HR) (INCH/HR) (ACRES) 1 69.48 18.78 2.690 .34 .44 .15 30.39 2 69.39 20.31 2.567 .34 .45 .15 31.91 NEW PEAK FLOW DATA ARE: PEAK FLOW RATE(CFS) = 69.48 TC(MIN.) = 18.78 AREA -AVERAGED Fm(INCH/HR) = .15 AREA -AVERAGED Fp(INCH/HR) _ .34 AREA -AVERAGED Ap = .44 EFFECTIVE AREA(ACRES) = 30.39 4r it is it it it is is sY it 9r it it it is it it is is it Y:r it is it it it is is Y sY 4c it is is it fc it it it it �r*fc Y it it it fr it it it is it 'r 4c 'r k ie 9e&fr is fc is it it it is ic'k it is 4c it it 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 36.0 INCH PIPE IS 26.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 12.6 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) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 69.48 TRAVEL TIME(MIN.) _ .35 TC(MIN.) = 19.13 'ii SY X':r�.t'ir it SY it iC iC'ic �r it it lir l'r*�c 7t 7r SY:r.�r�.C�.t*.�S'Ci'c�if{c:C�.r 7r �r lY ir:C`'.rir:r�r �t �t SY �r �r �r)rir:r`'.f**�r'JC 3r �C li Si �c 3r iY it 'ir �r �r �.r:C**:C )Y it it FLOW PROCESS FROM NODE 107.00 TO NODE 107.01 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< ---------------------------------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.661 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) = 17.22 EFFECTIVE AREA(ACRES) = 37.79 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) = 85.90 TC(MIN) = 19.13 FLOW PROCESS FROM NODE 107.01 TO NODE 106.11 IS CODE = ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ---------------------------------------------------------------------- DEPTH OF FLOW IN 39.0 INCH PIPE IS 28.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 13.3 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) = 39.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 85.90 TRAVEL TIME(MIN.) _ .45 TC(MIN.) = 19.58 �**i: is Y �*ie k*i: Y Y is it is is it i:i: is it is is is is is it it it is i:i:i: is is sY is is it is is is is is is it it is it is it is is is is is is is *ic is is is is is is*i: is it is it Y k 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.) = 19.58 RAINFALL INTENSITY(INCH/HR) = 2.62 AREA -AVERAGED FM(INCH/HR) = .13 AREA -AVERAGED Fp(INCH/HR) = .36 AREA -AVERAGED Ap = .38 EFFECTIVE STREAM AREA(ACRES) = 37.79 TOTAL STREAM AREA(ACRES) = 39.31 PEAK FLOW RATE(CFS) AT CONFLUENCE = 85.90 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 = 10.713 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.767 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) = 12.63 TOTAL AREA(ACRES) = 3.80 PEAK FLOW RATE(CFS) = 12.63 Page 6 �k���ir*irk.`�k�k��ir�i:ic�'.c������k'.c �k'.r������:Y:c���..•���:c k ic:c:c is k���:r��ic�'r it -k :c�'.c's *Y'��`'.-'F �-� 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 21.0 INCH PIPE IS 12.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 8.4 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) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 12.63 TRAVEL TIME(MIN.) = 2.09 TC(MIN.) = 12.81 FLOW PROCESS FROM NODE 106.10 TO NODE 106.11 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< ------------------------------------------ -- ------------------------------ 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.385 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) = 11.62 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) = 22.94 TC(MIN) = 12.81 FLOW PROCESS FROM NODE 111.00 TO NODE 106.11 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< --------------------------------------------- ------------------------------ 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.385 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) = 2.98 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) = 25.92 TC(MIN) = 12.81 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.-81 RAINFALL INTENSITY(INCH/HR) = 3.38 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 PEAK FLOW RATE(CFS) AT CONFLUENCE = 25.92 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) 1 105.86 19.58 2.624 .38 .32 .12 46.49 2 104.12 21.11 2.508 .38 .33 .13 48.01 3 99.29 12.81 3.385 .39 .30 .12 33.42 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 105.86 TC(MIN.) = 19.576 EFFECTIVE AREA(ACRES) = 46.49 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.) = 19.58 EFFECTIVE AREA(ACRES) = 46.49 AREA -AVERAGED Fm(INCH/HR)= .12 AREA -AVERAGED Fp(INCH/HR) _ .38 AREA -AVERAGED Ap = .32 PEAK FLOW RATE(CFS) = 105.86 ** PEAK FLOW RATE TABLE ** Q TC Intensity Fp Ap Fm Ae (CFS) (MIN.) (INCH/HR) (INCH/HR) (INCH/HR) (ACRES) 1 99.29 12.81 3.385 .39 .30 .12 33.42 2 105.86 19.58 2.624 .38 .32 .12 46.49 3 104.12 21.11 2.508 .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. 15101 RED HILL AVENUE TUSTIN, CALIFORNIA 92780-6500 PHONE (714) 259-7900 * FAX (714) 259-0210 ---------------------------------------------------------------------------- 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««< --------------------------------- -___ 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.546 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 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 is is it ic�Y is it it ic'k fr k :c i; :c it it is :cam �•�:t'.c'..•:c ir�:ti::'s it is it is is ic-k'.c is is it'.r�:c�•ic*ic ir:c�it�ic it it ir:k�-k-k'.•:c k it ic�� �ic'.r�•�- 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 :C X �C �'.0 it'it �f :t :Y 7'[ 'X :C �C'rt �.t 'K :C �C X' ':t %. 'iC F �`". 1�' 'N'IC �C :C n' „ � �t �C'iC i'C .C'�[ if'�C �C :f X' �f iC �t �C � i! .t it 7'f �'' iC ii 7t :C :C it n• �C':t 'K iC �C .0 �i n iC �t it�.:t it 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 FLOW PROCESS FROM NODE 116.10 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 "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 FLOW PROCESS FROM NODE 115.10 TO NODE 109.01 IS CODE = --------------------------------------------------- »»>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 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 FLOW PROCESS FROM NODE 110.00 TO NODE 110.01 IS CODE = ---------------_------------------------------------------------------------- »»>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 EFFECTIVE AREA(ACRES) = 22.27 AREA -AVERAGED Fp(INCH/HR) = .75 TOTAL AREA(ACRES) = 22.27 TC(MIN) = 13.68 SUBAREA RUNOFF(CFS) = 32.62 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Ap = .10 PEAK FLOW RATE(CFS) = 63.72 FLOW PROCESS FROM NODE 113.00 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 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««< 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 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 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 IS 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) _ .00 EFFECTIVE AREA(ACRES) _ .95 AREA -AVERAGED FM(INCH/HR) _ .10 AREA -AVERAGED Fp(INCH/HR) _ .97 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = .95 PEAK FLOW RATE(CFS) = 4.03 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 ��*k****ir*ir it it**ir*�*�*k �,t�k*#k��'c ;rte*� �•��k�*�c'k*���k�k k�*��� ��-***�kt �-� ��**�*��� 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 :t'X �t �t'it'it il7'l�t'X �t �t �t it SY 1'l:l �l �.t*Sf''ilX*:l'X �t �t it**�t �I SY'iC'X)'C�.fi[1Y'it 1Y iY �l it'll �f:['X 1Y X�f'X:C'X it �C �t i7'it *`lf :CX �t lit Mil it**fit it It �.t:l 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 Tc Intensity Fp Ap Fm Ae (CFS) (MIN.) (INCH/HR) (INCH/HR) (INCH/HR) (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 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 = 12 ---------------------------------------------------------------------------- »»>CLEAR MEMORY BANK # 1 ««< FLOW PROCESS FROM NODE 103.11 TO NODE 103.11 ---------------------------------------------------------------------------- IS CODE = 11 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN -STREAM MEMORY««< PEAK FLOW RATE TABLE ---------------------------------------------------------------------- DEPTH OF FLOW IN 54.0 INCH PIPE IS 43.3 INCHES Q Tc Intensit Fp Ap Fm Ae (CFS) (MIN.) (INCH/HR� (INCH/HR) (INCH/HR) (ACRES) 1 110.39 10.11 3.901 .64 .25 .16 31.95 2 123.04 14.80 3.104 .64 .26 .16 45.25 3 122.74 14.93 3.087 .64 .26 .16 45.41 TOTAL AREA = 45.41 PEAK FLOW RATE(CFS) = 123.04 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: Q Tc Intensity Fp Ap Fm Ae PEAK FLOW RATE(CFS) = 123.04 TC(MIN.) = 14.796 31.95 EFFECTIVE AREA(ACRES) = 45.25 AREA -AVERAGED Fm(INCH/HR) _ .16 AREA -AVERAGED Fp(INCH/HR) _ .64 AREA -AVERAGED Ap = .26 TOTAL AREA(ACRES) = 45.41 FLOW PROCESS FROM NODE 103.11 TO NODE 103.11 IS CODE = 12 ---------------------------------------------------------------------------- »»>CLEAR MEMORY BANK # 1 ««< Page 8 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 -FLOW VELOCITY(FEET/SEC.) = 9.0 UPSTREAM NODE ELEVATION(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 = 1 PIPE-FLOW(CFS) = 123.04 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)= .16 AREA -AVERAGED Fp(INCH/HR) _ .64 AREA -AVERAGED Ap = .26 PEAK FLOW RATE(CFS) = 123.04 PEAK FLOW RATE TABLE ** Q Tc Intensity Fp Ap Fm Ae (CFS) (MIN.) (INCH/HR) (INCH/HR) (INCH/HR) (ACRES) 1 110.39 10.30 3.858 .64 .25 .16 31.95 2 123.04 14.98 3.081 .64 .26 .16 45.25 3 122.74 15.12 3.064 .64 .26 .16 45.41 ---------------------------------------------------------------------- END OF RATIONAL METHOD ANALYSIS Page 8 Technical Appendix B 25 -Year Rational Method 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: HUITT-ZOLLARS, INC. 15101 RED HILL AVENUE TUSTIN, CALIFORNIA 92780-6500 PHONE (714) 259-7900 * FAX (714) 259-0210 ---------------------------------------------------------------------------- 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/HOUR) = 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 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 SUBAREA RUNOFF(CFS) = 6.55 EFFECTIVE AREA(ACRES) = 6.90 AREA -AVERAGED FM(INCH/HR) _ .19 AREA -AVERAGED Fp(INCH/HR) _ .30 AREA -AVERAGED Ap = .62 TOTAL AREA(ACRES) = 6.90 PEAK FLOW RATE(CFS) = 14.63 TC(MIN) = 14.08 FLOW PROCESS FROM NODE 100.01 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 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 it it*it iC �'*it iC it it*it'ni:i: it iC it it*itX*itis iC it i.*iG it it it it iC it it it it*it it it it**it it*it it it*it n'-`. is it it it it ii it it*if it .. n'ii it `. it it it 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) = 9.49 TOTAL AREA(ACRES) = 4.90 PEAK FLOW RATE(CFS) = 9.49 *it is it it *ic is**it ******it it*&ic it ie it it is*ic it is it it*****ic is ic* is** it is is**it it it it**itis* is is it is*it is is it is it*ir**** 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 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 Intensit 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 = ---------------------------------------------------------------------------- »»>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 = --------------------------------------------------- »»>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) _ .15 AREA -AVERAGED Fp(INCH/HR) = .33 AREA -AVERAGED Ap = .46 TOTAL AREA(ACRES) = 30.68 PEAK FLOW RATE(CFS) = 51.62 TC(MIN) = 20.62 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) = 66.68 TC(MIN) = 19.44 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 .. � � � � � � �t�:c Y�ir � it tr �` � � � fir it ic�� � �•�k �ir�ir � � � � � �•'.r Y k ic'.r �r sY it i� � �� � �• � � � � tic is k � �'.c �''k � k �ir� � � 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««< 25 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 FLOW PROCESS FROM NODE 111.00 TO NODE 106.11 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< --------------------------------------- ------------------------------------- 25 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 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 Intensity Fp Ap Fm Ae (CFS) (MIN.) (INCH/HR) (INCH/HR) (INCH/HR) (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 Intensity Fp Ap Fm Ae (CFS) (MIN.) (INCH/HR) (INCH/HR) (INCH/HR) (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. 15101 RED HILL AVENUE TUSTIN, CALIFORNIA 92780-6500 PHONE (714) 259-7900 * FAX (714) 259-0210 ---------------------------------------------------------------------------- FILE NAME: FECNLC25.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/HOUR) = 1.0659 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 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.999 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) = 5.83 TOTAL AREA(ACRES) = 2.50 PEAK FLOW RATE(CFS) = 5.83 **************************************************************************** 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) = 5.83 FLOW VELOCITY(FEET/SEC) = 1.90 FLOW DEPTH(FEET) _ .07 TRAVEL TIME(MIN.) = 1.32 TC(MIN.) = 12.01 FLOW PROCESS FROM NODE 103.10 TO NODE 103.02 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.798 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 AREA(ACRES) = 1.90 SUBAREA RUNOFF(CFS) = 4.08 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) = 9.45 TC(MIN) = 12.01 FLOW PROCESS FROM NODE 103.02 TO NODE 103.01 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.798 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) = 6.56 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) = 16.02 TC(MIN) = 12.01 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 24.0 INCH PIPE IS 16.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.1 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) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 16.02 TRAVEL TIME(MIN.) = 3.30 TC(MIN.) = 15.32 FLOW PROCESS FROM NODE 103.30 TO NODE 103.11 ISCODE= 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.418 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) = 14.53 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) = 28.12 TC(MIN) = 15.32 FLOW PROCESS FROM NODE 116.10 TO NODE 103.11 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< ------------------------------------------ --- -- - - ---------------------- 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.418 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) = 5.64 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) = 33.76 TC(MIN) = 15.32 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 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.772 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) = 21.12 TOTAL AREA(ACRES) = 8.70 PEAK FLOW RATE(CFS) = 21.12 FLOW PROCESS FROM NODE 112.00 TO NODE 109.01 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< ------------------------------------------ - ----------------------- 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.772 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) = 2.67 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) = 23.79 TC(MIN) = 12.20 FLOW PROCESS FROM NODE 115.10 TO NODE 109.01 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.772 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) = 2.60 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) = 26.38 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 33.0 INCH PIPE IS 23.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 5.9 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) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 26.38 TRAVEL TIME(MIN.) _ .67 TC(MIN.) = 12.87 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 33.0 INCH PIPE IS 22.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.2 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) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 26.38 TRAVEL TIME(MIN.) _ .89 TC(MIN.) = 13.77 FLOW PROCESS FROM NODE 110.00 TO NODE 110.01 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF.SUBAREA TO MAINLINE PEAK FLOW««< ----------------------------------------------------------------------- 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.578 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) = 25.68 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) = 50.17 TC(MIN) = 13.77 FLOW PROCESS FROM NODE 113.00 TO NODE 110.01 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< ----------------------------------------------- - - --------------------------- 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.578 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) = 2.43 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) = 52.61 TC(MIN) = 13.77 FLOW PROCESS FROM NODE 118.00 TO NODE 110.01 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< - ------------------------------------- 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.578 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) = 2.43 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) = 55.04 TC(MIN) = 13.77 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 42.0 INCH PIPE IS 30.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.3 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) = 42.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 55.04 TRAVEL TIME(MIN.) = 1.18 TC(MIN.) = 14.95 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.) = 14.95 Page 5 RAINFALL INTENSITY(INCH/HR) = 2.45 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 = 55.04 :Cpit*�.C�.!**:Y)�.:l`'.`'.5�.`'.`'f�'`'.`'.`'.t:f�.�.f*:C)'.�.****`..*�'****)'C''. )'C �.0 )'. �':C '..*n'.�.'�'it'.'t :'tis'IC'.�C:C'�C:C�'i�i i.•�.!*�.0*�.f )'. '.. `'.0 '.. `'. '.. �.'�'F`'. 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 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.830 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) = 3.19 TOTAL AREA(ACRES) = .95 PEAK FLOW RATE(CFS) = 3.19 FLOW PROCESS FROM NODE 104.01 TO NODE 103.11 IS 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) = 3.19 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) _ .31 HALFSTREET FLOOD WIDTH(FEET) = 7.74 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.05 PRODUCT OF DEPTH&VELOCITY = 1.27 STREET FLOW TRAVEL TIME(MIN.) = 2.84 TC(MIN.) = 9.96 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.131 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) = AO SUBAREA RUNOFF(CFS) _ .00 EFFECTIVE AREA(ACRES) _ .95 AREA -AVERAGED FM(INCH/HR) _ .10 AREA -AVERAGED Fp(INCH/HR) _ .97 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = .95 PEAK FLOW RATE(CFS) = 3.19 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .31 HALFSTREET FLOOD WIDTH(FEET) = 7.74 FLOW VELOCITY(FEET/SEC.) = 4.05 DEPTH*VELOCITY = 1.27 Page 6 FLOW PROCESS FROM NODE 105.00 TO NODE 103.11 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.131 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) = 2.59 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) = 5.19 TC(MIN) = 9.96 FLOW PROCESS FROM NODE 113.10 TO NODE 103.11 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.131 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) = 3.77 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) = 8.96 TC(MIN) = 9.96 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.) = 9.96 RAINFALL INTENSITY(INCH/HR) = 3.13 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 = 8.96 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 62.00 14.95 2.454 .78 .10 .08 27.71 2 56.06 9.96 3.131 .79 .10 .08 19.56 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 62.00 TC(MIN.) = 14.946 EFFECTIVE AREA(ACRES) = 27.71 AREA -AVERAGED Fm(INCH/HR) _ .08 Page 7 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 FLOW PROCESS FROM NODE 103.11 TO NODE 117.01 IS CODE = 3 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< Q TC Intensit Fp Ap Fm Ae (CFS) (MIN.) (INCH/HR � (INCH/HR) (INCH/HR) (ACRES) 1 85.40 9.96 3.131 .64 .25 .16 31.07 2 95.50 14.95 2.454 .64 .25 .16 44.98 3 94.82 15.32 2.418 .64 .26 .16 45.41 TOTAL AREA = 45.41 PEAK FLOW RATE(CFS) = 95.50 ** PEAK FLOW RATE TABLE ** COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: (CFS) (MIN.) (INCH/HR) (INCH/HR) (INCH/HR) (ACRES) 1 85.40 10.16 3.094 .64 .25 .16 PEAK FLOW RATE(CFS) = 95.50 TC(MIN.) = 14.946 3 94.82 15.51 2.400 .64 .26 .16 EFFECTIVE AREA(ACRES) = 44.98 AREA -AVERAGED Fm(INCH/HR) _ .16 AREA -AVERAGED Fp(INCH/HR) _ .64 AREA -AVERAGED Ap = .25 TOTAL AREA(ACRES) = 45.41 FLOW PROCESS FROM NODE 103.11 TO NODE 103.11 IS CODE = 12 ---------------------------------------------------------------------------- »»>CLEAR MEMORY BANK # 1 ««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- Page 8 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 51.0 INCH PIPE IS 37.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 8.6 UPSTREAM NODE ELEVATION(FEET) = 1076.33 DOWNSTREAM NODE ELEVATION(FEET) = 1075.90 FLOW LENGTH(FEET) = 100.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 51.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 95.50 TRAVEL TIME(MIN.) _ .19 TC(MIN.) = 15.14 --------------------------------------------------------------------- END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 45.41 TC(MIN.) = 15.14 EFFECTIVE AREA(ACRES) = 44.98 AREA -AVERAGED Fm(INCH/HR)= .16 AREA -AVERAGED Fp(INCH/HR) _ .64 AREA -AVERAGED Ap = .25 PEAK FLOW RATE(CFS) = 95.50 ** PEAK FLOW RATE TABLE ** Q Tc Intensity Fp Ap Fm Ae (CFS) (MIN.) (INCH/HR) (INCH/HR) (INCH/HR) (ACRES) 1 85.40 10.16 3.094 .64 .25 .16 31.07 2 95.50 15.14 2.435 .64 .25 .16 44.98 3 94.82 15.51 2.400 .64 .26 .16 45.41 -------------------------------------------------------------------------- END OF RATIONAL METHOD ANALYSIS Page 8 Technical Appendix C Hydrology Map Reproduced from Master Hydrology Study for Empire Center Lines A, B, & C Hall & Foreman, Inc — January 28, 1992 Technical Appendix D 100 -Year Rational Method Analysis Derived from Preliminary Hydrology & Hydraulic Calculations for Sierra Business Park Huitt-Zollars, Inc — November 1, 2003 **************************************************************************** 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. 15101 RED HILL AVENUE TUSTIN, CALIFORNIA 92780-6500 PHONE (714) 259-7900 * FAX (714) 259-0210 ---------------------------------------------------------------------------- FILE NAME: 202Q100A.DAT TIME/DATE OF STUDY: 13:59 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 1.00 TO NODE 1.00 IS CODE = 15 ---------------------------------------------------------------------------- »»>DEFINE MEMORY BANK # 1 ««< MEMORY BANK # 1 DEFINED AS FOLLOWS: Q(CFS) 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 TOTAL AREA = 48.01 **************************************************************************** FLOW PROCESS FROM NODE 1.00 TO NODE 1.00 IS CODE = 12 Page 1 ---------------------------------------------------------------------------- »»>CLEAR MEMORY BANK # 1 ««< 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 2.00 IS CODE = ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< -------------------------------------------------------------------- DEPTH OF FLOW IN 54.0 INCH PIPE IS 42.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 9.0 UPSTREAM NODE ELEVATION(FEET) = 1079.00 DOWNSTREAM NODE ELEVATION(FEET) = 1072.02 FLOW LENGTH(FEET) = 1620.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 120.80 TRAVEL TIME(MIN.) = 3.00 TC(MIN.) = 22.57 FLOW PROCESS FROM NODE 2.00 TO NODE 2.00 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< ---------------------------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.409 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) = 2.49 SUBAREA RUNOFF(CFS) = 5.23 EFFECTIVE AREA(ACRES) = 56.04 AREA -AVERAGED FM(INCH/HR) _ .12 AREA -AVERAGED Fp(INCH/HR) = .40 AREA -AVERAGED Ap = .29 TOTAL AREA(ACRES) = 57.56 PEAK FLOW RATE(CFS) = 120.80 TC(MIN) = 22.57 FLOW PROCESS FROM NODE 2.00 TO NODE 2.00 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.) = 22.57 RAINFALL INTENSITY(INCH/HR) = 2.41 AREA -AVERAGED Fm(INCH/HR) _ .12 Page 2 AREA -AVERAGED Fp(INCH/HR) _ .40 AREA -AVERAGED Ap = 29 EFFECTIVE STREAM AREA(ACRES) = 56.04 TOTAL STREAM AREA(ACRES) = 57.56 PEAK FLOW RATE(CFS) AT CONFLUENCE = 120.80 FLOW PROCESS FROM NODE 2.10 TO NODE 2.20 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) = 435.00 UPSTREAM ELEVATION(FEET) = 1088.50 DOWNSTREAM ELEVATION(FEET) = 1087.50 ELEVATION DIFFERENCE(FEET) = 1.00 TC(MIN.) = .304*[( 435.00** 3.00)/( 1.00)]** .20 = 11.640 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.584 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) = 5.72 TOTAL AREA(ACRES) = 1.81 PEAK FLOW RATE(CFS) = 5.72 **************************************************************************** FLOW PROCESS FROM NODE 2.20 TO NODE 2.30 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) = 1081.50 DOWNSTREAM NODE ELEVATION(FEET) = 1080.50 FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.72 TRAVEL TIME(MIN.) _ .73 TC(MIN.) = 12.37 FLOW PROCESS FROM NODE 2.30 TO NODE 2.30 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.455 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) = 1.79 SUBAREA RUNOFF(CFS) = 5.45 EFFECTIVE AREA(ACRES) = 3.60 AREA -AVERAGED FM(INCH/HR) _ .07 AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 3.60 PEAK FLOW RATE(CFS) = 10.95 TC(MIN) = 12.37 **************************************************************************** FLOW PROCESS FROM NODE 2.30 TO NODE 2.40 IS CODE = 3 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< Page 3 »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 24.0 INCH PIPE IS 14.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 5.4 UPSTREAM NODE ELEVATION(FEET) = 1080.50 DOWNSTREAM NODE ELEVATION(FEET) = 1079.50 FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 10.95 TRAVEL TIME(MIN.) _ .62 TC(MIN.) = 12.99 FLOW PROCESS FROM NODE 2.40 TO NODE 2.40 IS CODE = --------------------------------------------------- »»>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) = 1.78 SUBAREA RUNOFF(CFS) = 5.26 EFFECTIVE AREA(ACRES) = 5.38 AREA -AVERAGED FM(INCH/HR) _ .07 AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 5.38 PEAK FLOW RATE(CFS) = 15.88 TC(MIN) = 12.99 FLOW PROCESS FROM NODE 2.40 TO NODE 2.50 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 17.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 5.9 UPSTREAM NODE ELEVATION(FEET) = 1079.50 DOWNSTREAM NODE ELEVATION(FEET) = 1078.50 FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 15.88 TRAVEL TIME(MIN.) _ .57 TC(MIN.) = 13.56 FLOW PROCESS FROM NODE 2.50 TO NODE 2.50 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.270 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) = 1.78 SUBAREA RUNOFF(CFS) = 5.12 EFFECTIVE AREA(ACRES) = 7.16 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 7.16 PEAK FLOW RATE(CFS) = 20.59 TC(MIN) = 13.56 FLOW PROCESS FROM NODE 2.50 TO NODE 2.60 IS CODE = 3 ---------------------------------------------------------------------------- Page 4 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ---------------------------------------------------------- DEPTH OF FLOW IN 27.0 INCH PIPE IS 21.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.1 UPSTREAM NODE ELEVATION(FEET) = 1078.50 DOWNSTREAM NODE ELEVATION(FEET) = 1077.50 FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 20.59 TRAVEL TIME(MIN.) _ .54 TC(MIN.) = 14.11 FLOW PROCESS FROM NODE 2.60 TO NODE 2.60 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.194 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) = 1.78 SUBAREA RUNOFF(CFS) = 5.00 EFFECTIVE AREA(ACRES) = 8.94 AREA -AVERAGED Fm(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 8.94 PEAK FLOW RATE(CFS) = 25.10 TC(MIN) = 14.11 FLOW PROCESS FROM NODE 2.60 TO NODE 2.70 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 22.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.5 UPSTREAM NODE ELEVATION(FEET) = 1077.50 DOWNSTREAM NODE ELEVATION(FEET) = 1076.50 FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 25.10 TRAVEL TIME(MIN.) _ .51 TC(MIN.) = 14.62 FLOW PROCESS FROM NODE 2.70 TO NODE 2.70 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.126 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) = 1.78 SUBAREA RUNOFF(CFS) = 4.89 EFFECTIVE AREA(ACRES) = 10.72 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap' .10 TOTAL AREA(ACRES) = 10.72 PEAK FLOW RATE(CFS) = 29.44 TC(MIN) = 14.62 FLOW PROCESS FROM NODE 2.70 TO NODE 2.80 IS CODE = 3 Page 5 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 33.0 INCH PIPE IS 22.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.8 UPSTREAM NODE ELEVATION(FEET) = 1076.50 DOWNSTREAM NODE ELEVATION(FEET) = 1075.50 FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 29.44 TRAVEL TIME(MIN.) _ .49 TC(MIN.) = 15.11 FLOW PROCESS FROM NODE 2.80 TO NODE 2.80 IS CODE = --------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.065 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) = 1.78 SUBAREA RUNOFF(CFS) = 4.79 EFFECTIVE AREA(ACRES) = 12.50 AREA -AVERAGED Fm(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 12.50 PEAK FLOW RATE(CFS) = 33.64 TC(MIN) = 15.11 FLOW PROCESS FROM NODE 2.80 TO NODE 2.90 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 25.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.0 UPSTREAM NODE ELEVATION(FEET) = 1075.50 DOWNSTREAM NODE ELEVATION(FEET) = 1074.50 FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 33.64 TRAVEL TIME(MIN.) _ .48 TC(MIN.) = 15.59 FLOW PROCESS FROM NODE 2.90 TO NODE 2.90 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.009 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) = 1.78 SUBAREA RUNOFF(CFS) = 4.70 EFFECTIVE AREA(ACRES) = 14.28 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 14.28 PEAK FLOW RATE(CFS) = 37.70 TC(MIN) = 15.59 Page 6 FLOW PROCESS FROM NODE 2.90 TO NODE 2.10 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 24.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.3 UPSTREAM NODE ELEVATION(FEET) = 1074.50 DOWNSTREAM NODE ELEVATION(FEET) = 1073.75 FLOW LENGTH(FEET) = 150.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 37.70 TRAVEL TIME(MIN.) _ .34 TC(MIN.) = 15.93 FLOW PROCESS FROM NODE 2.10 TO NODE 2.10 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.969 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) = 1.17 SUBAREA RUNOFF(CFS) = 3.05 EFFECTIVE AREA(ACRES) = 15.45 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 15.45 PEAK FLOW RATE(CFS) = 40.25 TC(MIN) = 15.93 FLOW PROCESS FROM NODE 2.10 TO NODE 2.11 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 26.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.3 UPSTREAM NODE ELEVATION(FEET) = 1073.75 DOWNSTREAM NODE ELEVATION(FEET) = 1072.40 FLOW LENGTH(FEET) = 270.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 40.25 TRAVEL TIME(MIN.) _ .61 TC(MIN.) = 16.54 FLOW PROCESS FROM NODE 2.11 TO NODE 2.11 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.903 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) = 1.25 SUBAREA RUNOFF(CFS) = 3.18 EFFECTIVE AREA(ACRES) = 16.70 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 16.70 PEAK FLOW RATE(CFS) = 42.50 TC(MIN) = 16.54 Page 7 FLOW PROCESS FROM NODE 2.11 TO NODE 2.00 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 27.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.4 UPSTREAM NODE ELEVATION(FEET) = 1072.40 DOWNSTREAM NODE ELEVATION(FEET) = 1072.02 FLOW LENGTH(FEET) = 76.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 42.50 TRAVEL TIME(MIN.) _ .17 TC(MIN.) = 16.72 FLOW PROCESS FROM NODE 2.00 TO NODE 2.00 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.) = 16.72 RAINFALL INTENSITY(INCH/HR) = 2.88 AREA -AVERAGED Fm(INCH/HR) = .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 EFFECTIVE STREAM AREA(ACRES) = 16.70 TOTAL STREAM AREA(ACRES) = 16.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 42.50 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) 1 160.85 15.81 2.983 .46 .22 .10 58.76 2 156.10 22.57 2.409 .44 .24 .11 72.74 3 152.31 24.11 2.316 .43 .25 .11 74.26 4 161.96 16.72 2.885 .46 .22 .10 61.42 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 161.96 TC(MIN.) = 16.716 EFFECTIVE AREA(ACRES) = 61.42 AREA -AVERAGED Fm(INCH/HR) _ .10 AREA -AVERAGED Fp(INCH/HR) _ .46 AREA -AVERAGED Ap = .22 TOTAL AREA(ACRES) = 74.26 FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 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 40.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 13.5 UPSTREAM NODE ELEVATION(FEET) = 1072.02 DOWNSTREAM NODE ELEVATION(FEET) = 1069.92 FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 51.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 161.96 TRAVEL TIME(MIN.) _ .25 TC(MIN.) = 16.96 Page 8 FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< --------------------------------------- --------------------- - 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.860 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) = 1.25 SUBAREA RUNOFF(CFS) = 3.13 EFFECTIVE AREA(ACRES) = 62.67 AREA -AVERAGED FM(INCH/HR) _ .10 AREA -AVERAGED Fp(INCH/HR) = .46 AREA -AVERAGED Ap = .22 TOTAL AREA(ACRES) = 75.51 PEAK FLOW RATE(CFS) = 161.96 TC(MIN) = 16.96 FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 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 37.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 14.6 UPSTREAM NODE ELEVATION(FEET) = 1069.92 DOWNSTREAM NODE ELEVATION(FEET) = 1069.17 FLOW LENGTH(FEET) = 60.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 51.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 161.96 TRAVEL TIME(MIN.) _ .07 TC(MIN.) = 17.03 **************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 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.) = 17.03 RAINFALL INTENSITY(INCH/HR) = 2.85 AREA -AVERAGED FM(INCH/HR) = .10 AREA -AVERAGED Fp(INCH/HR) = .46 AREA -AVERAGED Ap = .22 EFFECTIVE STREAM AREA(ACRES) = 62.67 TOTAL STREAM AREA(ACRES) = 75.51 PEAK FLOW RATE(CFS) AT CONFLUENCE = 161.96 **************************************************************************** FLOW PROCESS FROM NODE 4.10 TO NODE 4.20 IS CODE = 2.1 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< DEVELOPMENT IS COMMERCIAL ,y TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 - INITIAL SUBAREA FLOW-LENGTH(FEET) = 511.00 UPSTREAM ELEVATION(FEET) = 1085.00 DOWNSTREAM ELEVATION(FEET) = 1084.25 ELEVATION DIFFERENCE(FEET) = 75 TC(MIN.) = .304*[( 511.00** 3.00)/( .75)]** .20 = 13.580 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.268 Page 9 m u 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) = 8.07 TOTAL AREA(ACRES) = 2.81 PEAK FLOW RATE(CFS) = 8.07 's �'.r i; �-��� �:c:c is is �'i<����•i:i;��-'�����:ri; is is is ic'•c ic�ir�ir ic:ci; ir�ir�ic �'i;ici;is'..•i.•-k��'c��i;�������-��-'ir ic'..- FLOW PROCESS FROM NODE 4.20 TO NODE 4.30 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 13.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 5.0 UPSTREAM NODE ELEVATION(FEET) = 1078.25 DOWNSTREAM NODE ELEVATION(FEET) = 1077.25 FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 8.07 TRAVEL TIME(MIN.) _ .67 TC(MIN.) = 14.25 ic�ki.•ic :c is is ic'c ir'.t'.t'.t'.c i; :rte �•ir ic�ir i;iri<ic'.c is i; is it i;i<ir it i;itisi;ir�:c�:r it i; it it it&fir is it ic�ir it it it is it i; 'c it :t i; ir'.ri sir i; :r is FLOW PROCESS FROM NODE 4.30 TO NODE 4.30 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.175 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) = 2.81 SUBAREA RUNOFF(CFS) = 7.84 EFFECTIVE AREA(ACRES) = 5.62 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 5.62 PEAK FLOW RATE(CFS) = 15.68 TC(MIN) = 14.25 is is&ir it it it it it it it is it it is is it is i; it is it i;�ir it ir�ic is is is*:ci<ici<i<ir:r it it it is it is it it it is is is it is it it it is it it 'tic sir ic��ir is it is is is it is is FLOW PROCESS FROM NODE 4.30 TO NODE 4.40 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 17.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 5.9 UPSTREAM NODE ELEVATION(FEET) = 1077.25 DOWNSTREAM NODE ELEVATION(FEET) = 1076.25 FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 15.68 TRAVEL TIME(MIN.) _ .57 TC(MIN.) = 14.82 �ir��ic is is is is it it is is is is it it:t it i<*��:c�i<i<iri<iri<k*i<i<*;r*�*fir it it i<ir it ir:ri<*iri<iri<ir it i<iri<ir it*ir it it it i<i<ir�ir i<ir*ir FLOW PROCESS FROM NODE 4.40 TO NODE 4.40 IS CODE = 8 - ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.101 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0750 Page 10 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 2.81 SUBAREA RUNOFF(CFS) = 7.65 EFFECTIVE AREA(ACRES) = 8.43 AREA -AVERAGED FM(INCH/HR) _ .07 AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 8.43 PEAK FLOW RATE(CFS) = 22.96 TC(MIN) = 14.82 FLOW PROCESS FROM NODE 4.40 TO NODE 4.50 IS CODE = ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 30.0 INCH PIPE IS 20.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.4 UPSTREAM NODE ELEVATION(FEET) = 1076.25 DOWNSTREAM NODE ELEVATION(FEET) = 1075.25 FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 22.96 TRAVEL TIME(MIN.) _ .52 TC(MIN.) = 15.34 FLOW PROCESS FROM NODE 4.50 TO NODE 4.50 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.037 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) = 2.81 SUBAREA RUNOFF(CFS) = 7.49 EFFECTIVE AREA(ACRES) = 11.24 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 11.24 PEAK FLOW RATE(CFS) = 29.97 TC(MIN) = 15.34 FLOW PROCESS FROM NODE 4.50 TO NODE 4.60 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 22.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.9 UPSTREAM NODE ELEVATION(FEET) = 1075.25 DOWNSTREAM NODE ELEVATION(FEET) = 1074.25 FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 29.97 TRAVEL TIME(MIN.) _ .49 TC(MIN.) = 15.83 FLOW PROCESS FROM NODE 4.60 TO NODE 4.60 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.981 SOIL CLASSIFICATION IS "B" Page 11 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) = 2.81 SUBAREA RUNOFF(CFS) = 7.35 EFFECTIVE AREA(ACRES) = 14.05 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 14.05 PEAK FLOW RATE(CFS) = 36.75 TC(MIN) = 15.83 FLOW PROCESS FROM NODE 4.60 TO NODE 4.70 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 24.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.2 UPSTREAM NODE ELEVATION(FEET) = 1074.25 DOWNSTREAM NODE ELEVATION(FEET) = 1073.25 FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 36.75 TRAVEL TIME(MIN.) _ .46 TC(MIN.) = 16.29 FLOW PROCESS FROM NODE 4.70 TO NODE 4.70 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< --------------------------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.930 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) = 2.81 SUBAREA RUNOFF(CFS) = 7.22 EFFECTIVE AREA(ACRES) = 16.86 AREA -AVERAGED Fm(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 16.86 PEAK FLOW RATE(CFS) = 43.32 TC(MIN) = 16.29 FLOW PROCESS FROM NODE 4.70 TO NODE 4.80 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 27.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.4 UPSTREAM NODE ELEVATION(FEET) = 1073.25 DOWNSTREAM NODE ELEVATION(FEET) = 1072.25 FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 43.32 TRAVEL TIME(MIN.) _ .45 TC(MIN.) = 16.74 FLOW PROCESS FROM NODE 4.80 TO NODE 4.80 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.883 Page 12 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) = 2.81 SUBAREA RUNOFF(CFS) = 7.10 EFFECTIVE AREA(ACRES) = 19.67 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 19.67 PEAK FLOW RATE(CFS) = 49.70 TC(MIN) = 16.74 FLOW PROCESS FROM NODE 4.80 TO NODE 4.90 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 28.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.7 UPSTREAM NODE ELEVATION(FEET) = 1072.25 DOWNSTREAM NODE ELEVATION(FEET) = 1071.25 FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 49.70 TRAVEL TIME(MIN.) _ .43 TC(MIN.) = 17.17 FLOW PROCESS FROM NODE 4.90 TO NODE 4.90 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< ---------------------------------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.839 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) = 2.81 SUBAREA RUNOFF(CFS) = 6.99 EFFECTIVE AREA(ACRES) = 22.48 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 22.48 PEAK FLOW RATE(CFS) = 55.92 TC(MIN) = 17.17 FLOW PROCESS FROM NODE 4.90 TO NODE 4.10 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.) = 7.8 UPSTREAM NODE ELEVATION(FEET) = 1071.25 DOWNSTREAM NODE ELEVATION(FEET) = 1070.50 FLOW LENGTH(FEET) = 150.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 55.92 TRAVEL TIME(MIN.) _ .32 TC(MIN.) = 17.49 FLOW PROCESS FROM NODE 4.10 TO NODE 4.10 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< Page 13 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.808 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) = 2.02 SUBAREA RUNOFF(CFS) = 4.97 EFFECTIVE AREA(ACRES) = 24.50 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 24.50 PEAK FLOW RATE(CFS) = 60.25 TC(MIN) = 17.49 FLOW PROCESS FROM NODE 4.10 TO NODE 4.00 IS CODE = ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ------------------------------------------------------------------- DEPTH OF FLOW IN 42.0 INCH PIPE IS 29.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 8.5 UPSTREAM NODE ELEVATION(FEET) = 1070.50 DOWNSTREAM NODE ELEVATION(FEET) = 1069.17 FLOW LENGTH(FEET) = 240.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 60.25 TRAVEL TIME(MIN.) _ .47 TC(MIN.) = 17.96 FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 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.) = 17.96 RAINFALL INTENSITY(INCH/HR) = 2.76 AREA -AVERAGED Fm(INCH/HR) = .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 EFFECTIVE STREAM AREA(ACRES) = 24.50 TOTAL STREAM AREA(ACRES) = 24.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 60.25 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) 1 218.66 16.12 2.948 .51 .18 .09 82.00 2 221.00 17.03 2.853 .51 .18 .09 85.91 3 207.97 22.89 2.389 .48 .21 .10 98.49 4 202.13 24.43 2.298 .47 .21 .10 100.01 5 221.29 17.96 2.763 .50 .19 .09 88.97 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 221.29 TC(MIN.) = 17.961 EFFECTIVE AREA(ACRES) = 88.97 AREA -AVERAGED FM(INCH/HR) _ .09 AREA -AVERAGED Fp(INCH/HR) _ .50 AREA -AVERAGED Ap = .19 TOTAL AREA(ACRES) = 100.01 **************************************************************************** Page 14 FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 3 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ------------------------------------------------------------------ DEPTH OF FLOW IN 60.0 INCH PIPE IS 46.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 13.5 UPSTREAM NODE ELEVATION(FEET) = 1069.17 DOWNSTREAM NODE ELEVATION(FEET) = 1065.00 FLOW LENGTH(FEET) = 495.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 60.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 221.29 TRAVEL TIME(MIN.) = .61 TC(MIN.) = 18.57 FLOW PROCESS FROM NODE 5.00 TO NODE 5.00 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.708 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) = 4.18 SUBAREA RUNOFF(CFS) = 9.91 EFFECTIVE AREA(ACRES) = 93.15 AREA -AVERAGED FM(INCH/HR) _ .09 AREA -AVERAGED Fp(INCH/HR) = .51 AREA -AVERAGED Ap = .18 TOTAL AREA(ACRES) = 104.19 PEAK FLOW RATE(CFS) = 221.29 TC(MIN) = 18.57 FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 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 43.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 15.3 UPSTREAM NODE ELEVATION(FEET) = 1065.00 DOWNSTREAM NODE ELEVATION(FEET) = 1064.07 FLOW LENGTH(FEET) = 80.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 57.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 221.29 TRAVEL TIME(MIN.) = .09 TC(MIN.) = 18.66 FLOW PROCESS FROM NODE 6.00 TO NODE 6.00 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< --------------------------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.701 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) = .58 - SUBAREA-RUNOFF(CFS) = 1.37 EFFECTIVE AREA(ACRES) = 93.73 AREA -AVERAGED FM(INCH/HR) _ .09 AREA -AVERAGED Fp(INCH/HR) = .51 AREA -AVERAGED Ap = .18 TOTAL AREA(ACRES) = 104.77 PEAK FLOW RATE(CFS) = 221.29 TC(MIN) = 18.66 Page 15 *it �'i.•*'..•**'t*ir**'.t*�*'.t'tic**its-.ti.•..*it'.t'.fit�-**it****�•it*'.c is*ir*it*it it**k*�•k**� �'*'.f is*****� � � � �•� FLOW PROCESS FROM NODE 6.00 TO NODE 6.00 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.) = 18.66 RAINFALL INTENSITY(INCH/HR) = 2.70 AREA -AVERAGED Fm(INCH/HR) = .09 AREA -AVERAGED Fp(INCH/HR) = .51 AREA -AVERAGED Ap = .18 EFFECTIVE STREAM AREA(ACRES) = 93.73 TOTAL STREAM AREA(ACRES) = 104.77 PEAK FLOW RATE(CFS) AT CONFLUENCE = 221.29 it*ic if is it�it**it*if is*ifiritic*ic*�i.•'.rifif'.r ir�ifir'.t sir �•ir is it is it'.r is if it is*it*it'.t it�ic it is it is is is is it it is**it it it is it is*i.•�•'.t FLOW PROCESS FROM NODE 6.10 TO NODE 6.20 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) = 445.00 UPSTREAM ELEVATION(FEET) = 1080.00 DOWNSTREAM ELEVATION(FEET) = 1079.00 ELEVATION DIFFERENCE(FEET) = 1.00 TC(MIN.) = .304*[( 445.00** 3.00)/( 1.00)]** .20 = 11.800 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.555 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) = 7.20 TOTAL AREA(ACRES) = 2.30 PEAK FLOW RATE(CFS) = 7.20 **************************************************************************** FLOW PROCESS FROM NODE 6.20 TO NODE 6.30 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 14.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 4.7 UPSTREAM NODE ELEVATION(FEET) = 1073.00 DOWNSTREAM NODE ELEVATION(FEET) = 1072.00 FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 7.20 TRAVEL TIME(MIN.) _ .71 TC(MIN.) = 12.51 is is it is is it it is it it it it is it it is it it is it it is it it is it*ic is is it it it it is it is is it is is it it is is is it it it*:tiff. is it*ic it it is it it it it is it is it it it it is it is is is FLOW PROCESS FROM NODE 6.30 TO NODE 6.30 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.432 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) = 6.95 Page 16 EFFECTIVE AREA(ACRES) = 4.60 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 4.60 PEAK FLOW RATE(CFS) = 13.90 TC(MIN) = 12.51 FLOW PROCESS FROM NODE 6.30 TO NODE 6.40 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 17.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 5.6 UPSTREAM NODE ELEVATION(FEET) = 1072.00 DOWNSTREAM NODE ELEVATION(FEET) = 1071.00 FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 13.90 TRAVEL TIME(MIN.) _ .59 TC(MIN.) = 13.11 FLOW PROCESS FROM NODE 6.40 TO NODE 6.40 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.338 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) = 6.75 EFFECTIVE AREA(ACRES) = 6.90 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 6.90 PEAK FLOW RATE(CFS) = 20.26 TC(MIN) = 13.11 FLOW PROCESS FROM NODE 6.40 TO NODE 6.50 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 21.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.1 UPSTREAM NODE ELEVATION(FEET) = 1071.00 DOWNSTREAM NODE ELEVATION(FEET) = 1070.00 FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 20.26 TRAVEL TIME(MIN.) _ .55 TC(MIN.) = 13.65 FLOW PROCESS FROM NODE 6.50 TO NODE 6.50 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< ------------------------------------------------------------ 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.257 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 17 SUBAREA AREA(ACRES) = 2.30 SUBAREA RUNOFF(CFS) = 6.59 EFFECTIVE AREA(ACRES) = 9.20 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 9.20 PEAK FLOW RATE(CFS) = 26.35 TC(MIN) = 13.65 FLOW PROCESS FROM NODE 6.50 TO NODE 6.60 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 22.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.5 UPSTREAM NODE ELEVATION(FEET) = 1070.00 DOWNSTREAM NODE ELEVATION(FEET) = 1069.00 FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 26.35 TRAVEL TIME(MIN.) _ .51 TC(MIN.) = 14.16 FLOW PROCESS FROM NODE 6.60 TO NODE 6.60 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.186 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) = 6.44 EFFECTIVE AREA(ACRES) = 11.50 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 11.50 PEAK FLOW RATE(CFS) = 32.20 TC(MIN) = 14.16 FLOW PROCESS FROM NODE 6.60 TO NODE 6.70 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 24.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.9 UPSTREAM NODE ELEVATION(FEET) = 1069.00 DOWNSTREAM NODE ELEVATION(FEET) = 1068.00 FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 32.20 TRAVEL TIME(MIN.) _ .48 TC(MIN.) = 14.64 FLOW PROCESS FROM NODE 6.70 TO NODE 6.70 IS CODE = 8 ---------------- ------------------------------------------------------------ >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< --------- - - 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.123 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 Page 18 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 2.30 SUBAREA RUNOFF(CFS) = 6.31 EFFECTIVE AREA(ACRES) = 13.80 AREA -AVERAGED FM(INCH/HR) _ .07 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 13.80 PEAK FLOW RATE(CFS) = 37.86 TC(MIN) = 14.64 FLOW PROCESS FROM NODE 6.70 TO NODE 6.80 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 24.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.3 UPSTREAM NODE ELEVATION(FEET) = 1068.00 DOWNSTREAM NODE ELEVATION(FEET) = 1067.00 FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 37.86 TRAVEL TIME(MIN.) _ .46 TC(MIN.) = 15.10 FLOW PROCESS FROM NODE 6.80 TO NODE 6.80 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.066 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) = 6.19 EFFECTIVE AREA(ACRES) = 16.10 AREA -AVERAGED FM(INCH/HR) _ .07 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 16.10 PEAK FLOW RATE(CFS) = 43.34 TC(MIN) = 15.10 FLOW PROCESS FROM NODE 6.80 TO NODE 6.90 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 27.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.4 UPSTREAM NODE ELEVATION(FEET) = 1067.00 DOWNSTREAM NODE ELEVATION(FEET) = 1066.00 FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 43.34 TRAVEL TIME(MIN.) _ .45 TC(MIN.) = 15.55 FLOW PROCESS FROM NODE 6.90 TO NODE 6.90 IS CODE 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< ------------------------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.012 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 Page 19 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 2.30 SUBAREA RUNOFF(CFS) = 6.08 EFFECTIVE AREA(ACRES) = 18.40 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 18.40 PEAK FLOW RATE(CFS) = 48.64 TC(MIN) = 15.55 FLOW PROCESS FROM NODE 6.90 TO NODE 6.10 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 27.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.7 UPSTREAM NODE ELEVATION(FEET) = 1066.00 DOWNSTREAM NODE ELEVATION(FEET) = 1065.25 FLOW LENGTH(FEET) = 150.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 48.64 TRAVEL TIME(MIN.) _ .32 TC(MIN.) = 15.88 FLOW PROCESS FROM NODE 6.10 TO NODE 6.10 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< ---------------------------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.975 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) = 1.51 SUBAREA RUNOFF(CFS) = 3.94 EFFECTIVE AREA(ACRES) = 19.91 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 19.91 PEAK FLOW RATE(CFS) = 51.97 TC(MIN) = 15.88 FLOW PROCESS FROM NODE 6.10 TO NODE 6.11 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 30.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.0 UPSTREAM NODE ELEVATION(FEET) = 1065.25 DOWNSTREAM NODE ELEVATION(FEET) = 1064.50 FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 51.97 TRAVEL TIME(MIN.) _ .47 TC(MIN.) = 16.35 FLOW PROCESS FROM NODE 6.11 TO NODE 6.11 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.923 SOIL CLASSIFICATION IS "B" Page 20 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) = 2.17 SUBAREA RUNOFF(CFS) = 5.56 EFFECTIVE AREA(ACRES) = 22.08 AREA -AVERAGED Fm(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 22.08 PEAK FLOW RATE(CFS) = 56.60 TC(MIN) = 16.35 FLOW PROCESS FROM NODE 6.11 TO NODE 6.00 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 29.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 8.3 UPSTREAM NODE ELEVATION(FEET) = 1064.50 DOWNSTREAM NODE ELEVATION(FEET) = 1064.07 FLOW LENGTH(FEET) = 75.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 56.60 TRAVEL TIME(MIN.) _ .15 TC(MIN.) = 16.50 **************************************************************************** FLOW PROCESS FROM NODE 6.00 TO NODE 6.00 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.) = 16.50 RAINFALL INTENSITY(INCH/HR) = 2.91 AREA -AVERAGED FM(INCH/HR) = .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = 10 EFFECTIVE STREAM AREA(ACRES) = 22.08 TOTAL STREAM AREA(ACRES) = 22.08 PEAK FLOW RATE(CFS) AT CONFLUENCE = 56.60 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** **************************************************************************** FLOW PROCESS FROM NODE 6.00 TO NODE 7.00 IS CODE = 3 Page 21 Q TC (CFS) (MIN.) Intensit (INCH/HR� Fp (INCH/HR) Ap Fm (INCH/HR) Ae (ACRES) 1 274.59 16.82 2.874 .54 .16 .09 108.84 2 275.15 17.73 2.785 .54 .16 .09 112.75 3 273.76 18.66 2.701 .54 .17 .09 115.81 4 254.36 23.59 2.346 .51 .18 .09 125.33 5 247.27 25.15 2.258 .50 .19 .09 126.85 6 273.68 16.50 2.907 .55 .16 .09 107.21 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 275.15 TC(MIN.) = 17.728 EFFECTIVE AREA(ACRES) = 112.75 AREA -AVERAGED Fm(INCH/HR) _ .09 AREA -AVERAGED Fp(INCH/HR) = .54 AREA -AVERAGED Ap = .16 TOTAL AREA(ACRES) = 126.85 **************************************************************************** FLOW PROCESS FROM NODE 6.00 TO NODE 7.00 IS CODE = 3 Page 21 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ------------------------------------------------------------------- DEPTH OF FLOW IN 63.0 INCH PIPE IS 48.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 15.3 UPSTREAM NODE ELEVATION(FEET) = 1064.07 DOWNSTREAM NODE ELEVATION(FEET) = 1058.97 FLOW LENGTH(FEET) = 500.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 63.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 275.15 TRAVEL TIME(MIN.) _ .54 TC(MIN.) = 18.27 FLOW PROCESS FROM NODE 7.00 TO NODE 7.00 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.735 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) = 2.23 SUBAREA RUNOFF(CFS) = 5.34 EFFECTIVE AREA(ACRES) = 114.98 AREA -AVERAGED FM(INCH/HR) _ .09 AREA -AVERAGED Fp(INCH/HR) = .54 AREA -AVERAGED Ap = .16 TOTAL AREA(ACRES) = 129.08 PEAK FLOW RATE(CFS) = 275.15 TC(MIN) = 18.27 FLOW PROCESS FROM NODE 7.00 TO NODE 8.00 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 49.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 15.1 UPSTREAM NODE ELEVATION(FEET) = 1058.97 DOWNSTREAM NODE ELEVATION(FEET) = 1055.52 FLOW LENGTH(FEET) = 350.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 63.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 275.15 TRAVEL TIME(MIN.) _ .39 TC(MIN.) = 18.66 FLOW PROCESS FROM NODE 8.00 TO NODE 8.00 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.701 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) = 2.78 SUBAREA RUNOFF(CFS) = 6.57 EFFECTIVE AREA(ACRES) = 117.76 AREA -AVERAGED Fm(INCH/HR) _ .09 AREA -AVERAGED Fp(INCH/HR) = .55 AREA -AVERAGED Ap = .16 TOTAL AREA(ACRES) = 131.86 PEAK FLOW RATE(CFS) = 276.85 TC(MIN) = 18.66 Page 22 FLOW PROCESS FROM NODE 8.00 TO NODE 9.00 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 50.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 14.9 UPSTREAM NODE ELEVATION(FEET) = 1055.52 DOWNSTREAM NODE ELEVATION(FEET) = 1052.07 FLOW LENGTH(FEET) = 360.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 63.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 276.85 TRAVEL TIME(MIN.) = .40 TC(MIN.) = 19.06 FLOW PROCESS FROM NODE 9.00 TO NODE 9.00 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.666 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) = 2.75 SUBAREA RUNOFF(CFS) = 6.41 EFFECTIVE AREA(ACRES) = 120.51 AREA -AVERAGED FM(INCH/HR) _ .09 AREA -AVERAGED Fp(INCH/HR) = .55 AREA -AVERAGED Ap = .16 TOTAL AREA(ACRES) = 134.61 PEAK FLOW RATE(CFS) = 279.62 TC(MIN) = 19.06 FLOW PROCESS FROM NODE 9.00 TO NODE 9.00 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.666 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) = 1.73 SUBAREA RUNOFF(CFS) = 4.03 EFFECTIVE AREA(ACRES) = 122.24 AREA -AVERAGED FM(INCH/HR) _ .09 AREA -AVERAGED Fp(INCH/HR) = .55 AREA -AVERAGED Ap = .16 TOTAL AREA(ACRES) = 136.34 PEAK FLOW RATE(CFS) = 283.66 TC(MIN) = 19.06 FLOW PROCESS FROM NODE 9.00 TO NODE 10.00 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 41.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 22.9 UPSTREAM NODE ELEVATION(FEET) = 1052.07 DOWNSTREAM NODE ELEVATION(FEET) = 1049.07 FLOW LENGTH(FEET) = 100.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 51.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 283.66 TRAVEL TIME(MIN.) _ .07 TC(MIN.) = 19.13 END OF STUDY SUMMARY: Page 23 TOTAL AREA(ACRES) = 136.34 TC(MIN.) = 19.13 EFFECTIVE AREA(ACRES) = 122.24 AREA -AVERAGED Fm(INCH/HR)= .09 AREA -AVERAGED Fp(INCH/HR) _ .55 AREA -AVERAGED Ap = .16 PEAK FLOW RATE(CFS) = 283.66 ^" PEAK FLOW RATE TABLE * Q TC Intensity Fp Ap Fm Ae (CFS) (MIN.) (INCH/HR) (INCH/HR) (INCH/HR) (ACRES) 1 282.24 17.91 2.768 .56 .16 .09 116.70 2 283.08 18.22 2.739 .55 .16 .09 118.33 3 283.66 19.13 2.660 .55 .16 .09 122.24 4 282.23 20.06 2.585 .55 .16 .09 125.30 5 264.13 25.02 2.265 .52 .18 .09 134.82 6 257.02 26.59 2.184 .51 .18 .09 136.34 ---------------------------------------------------------------------- END OF RATIONAL METHOD ANALYSIS Page 24 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. 15101 RED HILL AVENUE TUSTIN, CALIFORNIA 92780-6500 PHONE (714) 259-7900 * FAX (714) 259-0210 ---------------------------------------------------------------------------- FILE NAME: 202Q100G.DAT TIME/DATE OF STUDY: 13:43 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 10.00 TO NODE 10.00 IS CODE = 15 ---------------------------------------------------------------------------- »»>DEFINE MEMORY BANK # 1 ««< MEMORY BANK # 1 DEFINED Q(CFS) TC(MIN.) 1 110.39 10.30 2 123.04 14.98 3 122.74 15.12 TOTAL AREA = 45.41 AS FOLLOWS: Fp(INCH/HR) Ap FM(INCH/HR) .643 .25 .161 .638 .26 .163 .638 .26 .164 Ae(ACRES) 31.95 45.25 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 TOTAL AREA = 45.41 **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 10.00 IS CODE = 12 Page 1 ---------------------------------------------------------------------------- »»>CLEAR MEMORY BANK # 1 ««< FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 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 38.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 10.1 UPSTREAM NODE ELEVATION(FEET) = 1075.90 DOWNSTREAM NODE ELEVATION(FEET) = 1073.50 FLOW LENGTH(FEET) = 435.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 123.04 TRAVEL TIME(MIN.) _ .72 TC(MIN.) = 15.70 FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 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.) = 15.70 RAINFALL INTENSITY(INCH/HR) = 3.00 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 11.10 TO NODE 11.20 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) = 665.00 UPSTREAM ELEVATION(FEET) = 1090.50 DOWNSTREAM ELEVATION(FEET) = 1087.50 ELEVATION DIFFERENCE(FEET) = 3.00 TC(MIN.) = .304*[( 665.00** 3.00)/( 3.00)]** .20 = 12.054 100 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) = 7.70 TOTAL AREA(ACRES) = 2.49 PEAK FLOW RATE(CFS) = 7.70 **************************************************************************** FLOW PROCESS FROM NODE 11.20 TO NODE 11.30 IS CODE = 3 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< Page 2 DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.4 UPSTREAM NODE ELEVATION(FEET) = 1081.50 DOWNSTREAM NODE ELEVATION(FEET) = 1077.27 FLOW LENGTH(FEET) = 420.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 7.70 TRAVEL TIME(MIN.) = 1.10 TC(MIN.) = 13.15 FLOW PROCESS FROM NODE 11.30 TO NODE 11.30 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< --------------------------------------------- ------------------------------ 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.331 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) = 4.22 SUBAREA RUNOFF(CFS) = 12.37 EFFECTIVE AREA(ACRES) = 6.71 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 6.71 PEAK FLOW RATE(CFS) = 19.66 TC(MIN) = 13.15 FLOW PROCESS FROM NODE 11.30 TO NODE 11.00 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.) = 17.9 UPSTREAM NODE ELEVATION(FEET) = 1077.27 DOWNSTREAM NODE ELEVATION(FEET) = 1073.50 FLOW LENGTH(FEET) = 45.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 19.66 TRAVEL TIME(MIN.) _ .04 TC(MIN.) = 13.19 FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 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.) = 13.19 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) = 6.71 TOTAL STREAM AREA(ACRES) = 6.71 PEAK FLOW RATE(CFS) AT CONFLUENCE = 19.66 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** Q TC Intensity Fp Ap Fm Ae Page 3 FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 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 46.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 8.3 UPSTREAM NODE ELEVATION(FEET) = 1073.50 DOWNSTREAM NODE ELEVATION(FEET) = 1072.77 FLOW LENGTH(FEET) = 240.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 63.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 140.71 TRAVEL TIME(MIN.) _ .48 TC(MIN.) = 16.18 FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = --------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.942 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) = 3.61 EFFECTIVE AREA(ACRES) = 53.36 AREA -AVERAGED FM(INCH/HR) _ .15 AREA -AVERAGED Fp(INCH/HR) = .65 AREA -AVERAGED Ap = .23 TOTAL AREA(ACRES) = 53.52 PEAK FLOW RATE(CFS) = 140.71 TC(MIN) = 16.18 FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 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 34.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 15.3 UPSTREAM NODE ELEVATION(FEET) = 1072.77 DOWNSTREAM NODE ELEVATION(FEET) = 1062.75 FLOW LENGTH(FEET) = 630.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 140.71 TRAVEL TIME(MIN.) _ .69 TC(MIN.) = 16.87 FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 1 ---------------------------------------------------------------------------- Page 4 (CFS) (MIN.) (INCH/HR) (INCH/HR) (INCH/HR) (ACRES) 1 128.74 11.04 3.700 .65 .23 .15 37.56 2 140.71 15.70 2.995 .64 .24 .15 51.96 3 140.31 15.84 2.980 .64 .24 .15 52.12 4 135.90 13.19 3.325 .65 .23 .15 44.81 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 140.71 TC(MIN.) = 15.701 EFFECTIVE AREA(ACRES) = 51.96 AREA -AVERAGED FM(INCH/HR) _ .15 AREA -AVERAGED Fp(INCH/HR) _ .64 AREA -AVERAGED Ap = .24 TOTAL AREA(ACRES) = 52.12 FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 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 46.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 8.3 UPSTREAM NODE ELEVATION(FEET) = 1073.50 DOWNSTREAM NODE ELEVATION(FEET) = 1072.77 FLOW LENGTH(FEET) = 240.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 63.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 140.71 TRAVEL TIME(MIN.) _ .48 TC(MIN.) = 16.18 FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = --------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.942 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) = 3.61 EFFECTIVE AREA(ACRES) = 53.36 AREA -AVERAGED FM(INCH/HR) _ .15 AREA -AVERAGED Fp(INCH/HR) = .65 AREA -AVERAGED Ap = .23 TOTAL AREA(ACRES) = 53.52 PEAK FLOW RATE(CFS) = 140.71 TC(MIN) = 16.18 FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 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 34.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 15.3 UPSTREAM NODE ELEVATION(FEET) = 1072.77 DOWNSTREAM NODE ELEVATION(FEET) = 1062.75 FLOW LENGTH(FEET) = 630.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 140.71 TRAVEL TIME(MIN.) _ .69 TC(MIN.) = 16.87 FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 1 ---------------------------------------------------------------------------- Page 4 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 16.87 RAINFALL INTENSITY(INCH/HR) = 2.87 AREA -AVERAGED FM(INCH/HR) = .15 AREA -AVERAGED Fp(INCH/HR) = .65 AREA -AVERAGED Ap = .23 EFFECTIVE STREAM AREA(ACRES) = 53.36 TOTAL STREAM AREA(ACRES) = 53.52 PEAK FLOW RATE(CFS) AT CONFLUENCE = 140.71 FLOW PROCESS FROM NODE 13.10 TO NODE 13.20 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) = 840.00 UPSTREAM ELEVATION(FEET) = 1084.00 DOWNSTREAM ELEVATION(FEET) = 1082.00 ELEVATION DIFFERENCE(FEET) = 2.00 TC(MIN.) = .304*[( 840.00** 3.00)/( 2.00)]** .20 = 15.040 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.074 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) = 12.68 TOTAL AREA(ACRES) = 4.70 PEAK FLOW RATE(CFS) = 12.68 **************************************************************************** FLOW PROCESS FROM NODE 13.20 TO NODE 13.30 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.) = 7.4 UPSTREAM NODE ELEVATION(FEET) = 1076.00 DOWNSTREAM NODE ELEVATION(FEET) = 1071.20 FLOW LENGTH(FEET) = 450.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 12.68 TRAVEL TIME(MIN.) = 1.02 TC(MIN.) = 16.06 **************************************************************************** FLOW PROCESS FROM NODE 13.30 TO NODE 13.30 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< ------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.955 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 AREA(ACRES) = 4.65 SUBAREA RUNOFF(CFS) = 12.05 EFFECTIVE AREA(ACRES) = 9.35 AREA -AVERAGED FM(INCH/HR) _ .07 AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 9.35 PEAK FLOW RATE(CFS) = 24.24 Page 5 TC(MIN) = 16.06 FLOW PROCESS FROM NODE 13.30 TO NODE 13.30 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.955 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 AREA(ACRES) = 6.09 SUBAREA RUNOFF(CFS) = 15.79 EFFECTIVE AREA(ACRES) = 15.44 AREA -AVERAGED Fm(INCH/HR) _ .07 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 15.44 PEAK FLOW RATE(CFS) = 40.02 TC(MIN) = 16.06 FLOW PROCESS FROM NODE 13.30 TO NODE 13.40 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 21.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 12.0 UPSTREAM NODE ELEVATION(FEET) = 1071.20 DOWNSTREAM NODE ELEVATION(FEET) = 1063.35 FLOW LENGTH(FEET) = 405.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 40.02 TRAVEL TIME(MIN.) _ .56 TC(MIN.) = 16.62 FLOW PROCESS FROM NODE 13.40 TO NODE 13.40 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< --------------------------------________________________ ------------- 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.895 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) = 3.12 EFFECTIVE AREA(ACRES) = 16.67 AREA -AVERAGED FM(INCH/HR) _ .07 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 16.67 PEAK FLOW RATE(CFS) = 42.31 TC(MIN) = 16.62 FLOW PROCESS FROM NODE 13.40 TO NODE 13.00 IS CODE = ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< DEPTH OF FLOW IN 30.0 INCH PIPE IS 22.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 10.7 UPSTREAM NODE ELEVATION(FEET) = 1063.35 DOWNSTREAM NODE ELEVATION(FEET) = 1062.75 FLOW LENGTH(FEET) = 45.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 Page 6 PIPE-FLOW(CFS) = 42.31 TRAVEL TIME(MIN.) _ .07 TC(MIN.) = 16.69 **************************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 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.) = 16.69 RAINFALL INTENSITY(INCH/HR) = 2.89 AREA -AVERAGED Fm(INCH/HR) = .07 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 EFFECTIVE STREAM AREA(ACRES) = 16.67 TOTAL STREAM AREA(ACRES) = 16.67 PEAK FLOW RATE(CFS) AT CONFLUENCE = 42.31 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** **************************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 14.00 IS CODE = 3 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< ---------------------------------------------- ------------------ DEPTH OF FLOW IN 60.0 INCH PIPE IS 47.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 11.1 UPSTREAM NODE ELEVATION(FEET) = 1062.75 DOWNSTREAM NODE ELEVATION(FEET) = 1060.88 FLOW LENGTH(FEET) = 330.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 60.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 182.75 TRAVEL TIME(MIN.) = .50 TC(MIN.) = 17.36 **************************************************************************** FLOW PROCESS FROM NODE 14.00 TO NODE 14.00 IS CODE = 8 -------------- =--------------------- =-------------------------- ------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< --------------------------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.820 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) _ .75 Page 7 Q Tc Intensit Fp Ap Fm Ae (CFS) (MIN.) (INCH/HR� (INCH/HR) (INCH/HR) (ACRES) 1 166.27 12.23 3.480 .66 .19 .13 51.17 2 175.85 14.37 3.158 .66 .20 .13 60.56 3 182.75 16.87 2.869 .66 .20 .13 70.03 4 182.13 17.01 2.855 .66 .20 .13 70.19 5 182.68 16.69 2.887 .66 .20 .13 69.52 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 182.75 TC(MIN.) = 16.868 EFFECTIVE AREA(ACRES) = 70.03 AREA -AVERAGED Fm(INCH/HR) _ .13 AREA -AVERAGED Fp(INCH/HR) _ .66 AREA -AVERAGED Ap = .20 TOTAL AREA(ACRES) = 70.19 **************************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 14.00 IS CODE = 3 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< ---------------------------------------------- ------------------ DEPTH OF FLOW IN 60.0 INCH PIPE IS 47.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 11.1 UPSTREAM NODE ELEVATION(FEET) = 1062.75 DOWNSTREAM NODE ELEVATION(FEET) = 1060.88 FLOW LENGTH(FEET) = 330.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 60.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 182.75 TRAVEL TIME(MIN.) = .50 TC(MIN.) = 17.36 **************************************************************************** FLOW PROCESS FROM NODE 14.00 TO NODE 14.00 IS CODE = 8 -------------- =--------------------- =-------------------------- ------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< --------------------------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.820 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) _ .75 Page 7 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 1.82 SUBAREA RUNOFF(CFS) = 4.50 EFFECTIVE AREA(ACRES) = 71.85 AREA -AVERAGED Fm(INCH/HR) _ .13 AREA -AVERAGED Fp(INCH/HR) = .66 AREA -AVERAGED Ap = .20 TOTAL AREA(ACRES) = 72.01 PEAK FLOW RATE(CFS) = 182.75 TC(MIN) = 17.36 FLOW PROCESS FROM NODE 14.00 TO NODE 15.00 IS CODE = 3 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ------------------------------------------------------------------- DEPTH OF FLOW IN 60.0 INCH PIPE IS 46.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 11.3 UPSTREAM NODE ELEVATION(FEET) = 1060.88 DOWNSTREAM NODE ELEVATION(FEET) = 1057.80 FLOW LENGTH(FEET) = 525.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 60.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 182.75 TRAVEL TIME(MIN.) _ .78 TC(MIN.) = 18.14 is is it**i:ici:**it it i:ici:ic*ic is it it it is is**iei:i:ir'.•ic is it it �•it is it it ic-k**ic it it it it it*it :t s`ic is is it is**it i.•*ic sY is is �•'.r is ic'.r'.r it is FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 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.) = 18.14 RAINFALL INTENSITY(INCH/HR) = 2.75 AREA -AVERAGED FM(INCH/HR) = .13 AREA -AVERAGED Fp(INCH/HR) = .66 AREA -AVERAGED Ap = .20 EFFECTIVE STREAM AREA(ACRES) = 71.85 TOTAL STREAM AREA(ACRES) = 72.01 PEAK FLOW RATE(CFS) AT CONFLUENCE = 182.75 FLOW PROCESS FROM NODE 15.10 TO NODE 15.20 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) = 1075.50 DOWNSTREAM ELEVATION(FEET) = 1072.50 ELEVATION DIFFERENCE(FEET) = 3.00 TC(MIN.) = .304*[( 900.00** 3.00)/( 3.00)]** .20 = 14.454 100 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 RUNOFF(CFS) = 12.94 TOTAL AREA(ACRES) = 4.68 PEAK FLOW RATE(CFS) = 12.94 **************************************************************************** FLOW PROCESS FROM NODE 15.20 TO NODE 15.30 IS CODE = 3 ---------------------------------------------------------------------------- Page 8 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< --------------------------------------------- DEPTH OF OF FLOW IN 21.0 INCH PIPE IS 14.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.2 UPSTREAM NODE ELEVATION(FEET) = 1066.50 DOWNSTREAM NODE ELEVATION(FEET) = 1062.60 FLOW LENGTH(FEET) = 390.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 12.94 TRAVEL TIME(MIN.) _ .90 TC(MIN.) = 15.36 FLOW PROCESS FROM NODE 15.30 TO NODE 15.30 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.035 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) = 4.69 SUBAREA RUNOFF(CFS) = 12.50 EFFECTIVE AREA(ACRES) = 9.37 AREA -AVERAGED Fm(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 9.37 PEAK FLOW RATE(CFS) = 24.96 TC(MIN) = 15.36 FLOW PROCESS FROM NODE 15.30 TO NODE 15.30 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.035 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) = 6.29 SUBAREA RUNOFF(CFS) = 16.76 EFFECTIVE AREA(ACRES) = 15.66 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 15.66 PEAK FLOW RATE(CFS) = 41.72 TC(MIN) = 15.36 FLOW PROCESS FROM NODE 15.30 TO NODE 15.00 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 22.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 9.5 UPSTREAM NODE ELEVATION(FEET) = 1062.60 DOWNSTREAM NODE ELEVATION(FEET) = 1057.80 FLOW LENGTH(FEET) = 495.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 33.00- NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 41.72 TRAVEL TIME(MIN.) _ .86 TC(MIN.) = 16.22 FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 IS CODE = 1 Page 9 ---------------------------------------------------------------------------- »»>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.) = 16.22 RAINFALL INTENSITY(INCH/HR) = 2.94 AREA -AVERAGED Fm(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10 EFFECTIVE STREAM AREA(ACRES) = 15.66 TOTAL STREAM AREA(ACRES) = 15.66 PEAK FLOW RATE(CFS) AT CONFLUENCE = 41.72 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** FLOW PROCESS FROM NODE 15.00 TO NODE 16.00 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 38.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 19.5 UPSTREAM NODE ELEVATION(FEET) = 1057.80 DOWNSTREAM NODE ELEVATION(FEET) = 1050.50 FLOW LENGTH(FEET) = 330.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 51.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 221.86 TRAVEL TIME(MIN.) _ .28 TC(MIN.) = 18.25 FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 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.) = 18.25 RAINFALL INTENSITY(INCH/HR) = 2.74 AREA -AVERAGED Fm(INCH/HR) _ .12 AREA -AVERAGED Fp(INCH/HR) _ .67 AREA -AVERAGED Ap = .18 EFFECTIVE STREAM AREA(ACRES) = 87.00 TOTAL STREAM AREA(ACRES) = 87.67 Page 10 Q TC Intensit Fp Ap Fm Ae (CFS) (MIN.) (INCH/HR� (INCH/HR) (INCH/HR) (ACRES) 1 205.18 13.54 3.273 .67 .17 .12 66.07 2 217.00 15.65 3.001 .67 .18 .12 77.49 3 221.86 17.96 2.763 .67 .18 .12 87.00 4 221.69 18.14 2.747 .67 .18 .12 87.51 5 220.89 18.28 2.734 .67 .18 .12 87.67 6 219.25 16.22 2.937 .67 .18 .12 80.25 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 221.86 TC(MIN.) = 17.964 EFFECTIVE AREA(ACRES) = 87.00 AREA -AVERAGED Fm(INCH/HR) _ .12 AREA -AVERAGED Fp(INCH/HR) _ .67 AREA -AVERAGED Ap = .18 TOTAL AREA(ACRES) = 87.67 FLOW PROCESS FROM NODE 15.00 TO NODE 16.00 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 38.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 19.5 UPSTREAM NODE ELEVATION(FEET) = 1057.80 DOWNSTREAM NODE ELEVATION(FEET) = 1050.50 FLOW LENGTH(FEET) = 330.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 51.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 221.86 TRAVEL TIME(MIN.) _ .28 TC(MIN.) = 18.25 FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 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.) = 18.25 RAINFALL INTENSITY(INCH/HR) = 2.74 AREA -AVERAGED Fm(INCH/HR) _ .12 AREA -AVERAGED Fp(INCH/HR) _ .67 AREA -AVERAGED Ap = .18 EFFECTIVE STREAM AREA(ACRES) = 87.00 TOTAL STREAM AREA(ACRES) = 87.67 Page 10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 221.86 FLOW PROCESS FROM NODE 16.10 TO NODE 16.20 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) = 220.00 UPSTREAM ELEVATION(FEET) = 1067.00 DOWNSTREAM ELEVATION(FEET) = 1065.00 ELEVATION DIFFERENCE(FEET) = 2.00 TC(MIN.) = .304*[( 220.00** 3.00)/( 2.00)]** .20 = 6.732 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.979 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) = 12.80 TOTAL AREA(ACRES) = 2.90 PEAK FLOW RATE(CFS) = 12.80 FLOW PROCESS FROM NODE 16.20 TO NODE 16.30 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 13.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 8.0 UPSTREAM NODE ELEVATION(FEET) = 1059.00 DOWNSTREAM NODE ELEVATION(FEET) = 1055.03 FLOW LENGTH(FEET) = 300.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 12.80 TRAVEL TIME(MIN.) _ .62 TC(MIN.) = 7.35 **************************************************************************** FLOW PROCESS FROM NODE 16.30 TO NODE 16.30 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< ------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.722 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) = 2.34 SUBAREA RUNOFF(CFS) = 9.79 EFFECTIVE AREA(ACRES) = 5.24 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 5.24 PEAK FLOW RATE(CFS) = 21.91 TC(MIN) = 7.35 **************************************************************************** FLOW PROCESS FROM NODE 16.30 TO NODE 16.00 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 11.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 17.6 Page 11 UPSTREAM NODE ELEVATION(FEET) = 1055.03 DOWNSTREAM NODE ELEVATION(FEET) = 1050.50 FLOW LENGTH(FEET) = 60.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 21.91 TRAVEL TIME(MIN.) _ .06 TC(MIN.) = 7.41 FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 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.) = 7.41 RAINFALL INTENSITY(INCH/HR) = 4.70 AREA -AVERAGED FM(INCH/HR) = .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 EFFECTIVE STREAM AREA(ACRES) = 5.24 TOTAL STREAM AREA(ACRES) = 5.24 PEAK FLOW RATE(CFS) AT CONFLUENCE = 21.91 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) 1 220.14 13.83 3.232 .68 .17 .11 71.31 2 230.71 15.93 2.969 .68 .17 .12 82.73 3 232.67 16.50 2.907 .67 .17 .12 85.49 4 234.47 18.25 2.737 .67 .18 .12 92.24 5 234.23 18.42 2.721 .67 .18 .12 92.75 6 233.37 18.56 2.709 .67 .18 .12 92.91 7 183.64 7.41 4.700 .68 .16 .11 40.63 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 234.47 TC(MIN.) = 18.245 EFFECTIVE AREA(ACRES) = 92.24 AREA -AVERAGED FM(INCH/HR) _ .12 AREA -AVERAGED Fp(INCH/HR) _ .67 AREA -AVERAGED Ap = .18 TOTAL AREA(ACRES) = 92.91 **************************************************************************** FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.737 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) = 3.06 SUBAREA RUNOFF(CFS) = 7.33 EFFECTIVE AREA(ACRES) = 95.30 AREA -AVERAGED FM(INCH/HR) _ .12 AREA -AVERAGED Fp(INCH/HR) = .67 AREA -AVERAGED Ap = .17 TOTAL AREA(ACRES) = 95.97 PEAK FLOW RATE(CFS) = 234.47 TC(MIN) = 18.25 **************************************************************************** FLOW PROCESS FROM NODE 16.00 TO NODE 17.00 IS CODE = 3 Page 12 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< - - - ----------------------------------------------------------- DEPTH OF FLOW IN 45.0 INCH PIPE IS 31.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 28.1 UPSTREAM NODE ELEVATION(FEET) = 1050.50 DOWNSTREAM NODE ELEVATION(FEET) = 1039.50 FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 234.47 TRAVEL TIME(MIN.) _ .12 TC(MIN.) = 18.36 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 95.97 TC(MIN.) = 18.36 EFFECTIVE AREA(ACRES) = 95.30 AREA -AVERAGED Fm(INCH/HR)= .12 AREA -AVERAGED Fp(INCH/HR) _ .67 AREA -AVERAGED Ap = .17 PEAK FLOW RATE(CFS) = 234.47 �* PEAK FLOW RATE TABLE ** Q Tc Intensity Fp Ap Fm Ae (CFS) (MIN.) (INCH/HR) (INCH/HR) (INCH/HR) (ACRES) 1 183.64 7.54 4.652 .68 .16 .11 43.69 2 220.14 13.95 3.215 .68 .16 .11 74.37 3 230.71 16.05 2.956 .68 .17 .11 85.79 4 232.67 16.62 2.894 .68 .17 .11 88.55 5 234.47 18.36 2.727 .67 .17 .12 95.30 6 234.23 18.54 2.711 .67 .17 .12 95.81 7 233.37 18.68 2.699 .67 .17 .12 95.97 ------------------------------ - END OF RATIONAL METHOD ANALYSIS Page 13 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. 15101 RED HILL AVENUE TUSTIN, CALIFORNIA 92780-6500 PHONE (714) 259-7900 * FAX (714) 259-0210 ---------------------------------------------------------------------------- FILE NAME: 202Q100H.DAT TIME/DATE OF STUDY: 14: 0 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 20.00 TO NODE 22.00 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) = 1000.00 UPSTREAM ELEVATION(FEET) = 1073.00 DOWNSTREAM ELEVATION(FEET) = 1070.35 ELEVATION DIFFERENCE(FEET) = 2.65 TC(MIN.) = .304*[( 1000.00** 3.00)/( 2.65)]** .20 = 15.784 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.986 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) = 19.46 TOTAL AREA(ACRES) = 7.43 PEAK FLOW RATE(CFS) = 19.46 FLOW PROCESS FROM NODE 22.00 TO NODE 23.00 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 20.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.1 UPSTREAM NODE ELEVATION(FEET) = 1063.35 DOWNSTREAM NODE ELEVATION(FEET) = 1062.35 Page 1 FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 19.46 TRAVEL TIME(MIN.) _ .55 TC(MIN.) = 16.33 FLOW PROCESS FROM NODE 23.00 TO NODE 23.00 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.925 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) = 3.23 SUBAREA RUNOFF(CFS) = 8.29 EFFECTIVE AREA(ACRES) = 10.66 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 10.66 PEAK FLOW RATE(CFS) = 27.35 TC(MIN) = 16.33 FLOW PROCESS FROM NODE 23.00 TO NODE 24.00 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 23.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.6 UPSTREAM NODE ELEVATION(FEET) = 1062.35 DOWNSTREAM NODE ELEVATION(FEET) = 1061.35 FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 27.35 TRAVEL TIME(MIN.) _ .51 TC(MIN.) = 16.84 FLOW PROCESS FROM NODE 24.00 TO NODE 24.00 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.872 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) = 3.23 SUBAREA RUNOFF(CFS) = 8.13 EFFECTIVE AREA(ACRES) = 13.89 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 13.89 PEAK FLOW RATE(CFS) = 34.97 TC(MIN) = 16.84 FLOW PROCESS FROM NODE 24.00 TO NODE 25.00 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 25.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.0 UPSTREAM NODE ELEVATION(FEET) = 1061.35 Page 2 DOWNSTREAM NODE ELEVATION(FEET) = 1060.35 FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 34.97 TRAVEL TIME(MIN.) _ .48 TC(MIN.) = 17.32 FLOW PROCESS FROM NODE 25.00 TO NODE 25.00 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.824 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) = 3.23 SUBAREA RUNOFF(CFS) = 7.99 EFFECTIVE AREA(ACRES) = 17.12 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 17.12 PEAK FLOW RATE(CFS) = 42.36 TC(MIN) = 17.32 �:'f.''t''X:C iY iC iC iC�:t�i'X'tC�.f lY iC fi �:'It:C �t �C F`'.f�'N'X:Ci[n•�CiC iC �t iC:t':C�C 'X �t ':C :C 'IC �C SY �t lY )'.'iY �'�n :Cit+tSY:i`'C:Ci::C :t i(if 'X ��F �t �.0 :f 'iC �C 't �: �! FLOW PROCESS FROM NODE 25.00 TO NODE 26.00 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 27.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.4 UPSTREAM NODE ELEVATION(FEET) = 1060.35 DOWNSTREAM NODE ELEVATION(FEET) = 1059.35 FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 42.36 TRAVEL TIME(MIN.) _ .45 TC(MIN.) = 17.77 FLOW PROCESS FROM NODE 26.00 TO NODE 26.00 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.781 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) = 3.23 SUBAREA RUNOFF(CFS) = 7.87 EFFECTIVE AREA(ACRES) = 20.35 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 20.35 PEAK FLOW RATE(CFS) = 49.56 TC(MIN) = 17.77 FLOW PROCESS FROM NODE 26.00 TO NODE 27.00 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 28.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.7 Page 3 UPSTREAM NODE ELEVATION(FEET) = 1059.35 DOWNSTREAM NODE ELEVATION(FEET) = 1058.35 FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 49.56 TRAVEL TIME(MIN.) _ .43 TC(MIN.) = 18.20 FLOW PROCESS FROM NODE 27.00 TO NODE 27.00 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.741 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) = 3.23 SUBAREA RUNOFF(CFS) = 7.75 EFFECTIVE AREA(ACRES) = 23.58 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 23.58 PEAK FLOW RATE(CFS) = 56.58 TC(MIN) = 18.20 FLOW PROCESS FROM NODE 27.00 TO NODE 28.00 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 31.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.8 UPSTREAM NODE ELEVATION(FEET) = 1058.35 DOWNSTREAM NODE ELEVATION(FEET) = 1057.35 FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 56.58 TRAVEL TIME(MIN.) _ .43 TC(MIN.) = 18.63 FLOW PROCESS FROM NODE 28.00 TO NODE 28.00 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.703 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) = 3.23 SUBAREA RUNOFF(CFS) = 7.64 EFFECTIVE AREA(ACRES) = 26.81 AREA -AVERAGED Fm(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 26.81 PEAK FLOW RATE(CFS) = 63.42 TC(MIN) = 18.63 FLOW PROCESS FROM NODE 28.00 TO NODE 29.00 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 33.0 INCHES Page 4 PIPE -FLOW VELOCITY(FEET/SEC.) = 7.8 UPSTREAM NODE ELEVATION(FEET) = 1057.35 DOWNSTREAM NODE ELEVATION(FEET) = 1056.75 FLOW LENGTH(FEET) = 132.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 63.42 TRAVEL TIME(MIN.) _ .28 TC(MIN.) = 18.91 FLOW PROCESS FROM NODE 29.00 TO NODE 29.00 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.679 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) = 2.13 SUBAREA RUNOFF(CFS) = 4.99 EFFECTIVE AREA(ACRES) = 28.94 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 28.94 PEAK FLOW RATE(CFS) = 67.83 TC(MIN) = 18.91 FLOW PROCESS FROM NODE 29.00 TO NODE 30.00 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 33.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 8.4 UPSTREAM NODE ELEVATION(FEET) = 1056.75 DOWNSTREAM NODE ELEVATION(FEET) = 1055.50 FLOW LENGTH(FEET) = 240.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 67.83 TRAVEL TIME(MIN.) _ .48 TC(MIN.) = 19.39 FLOW PROCESS FROM NODE 30.00 TO NODE 31.00 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 30.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 9.0 UPSTREAM NODE ELEVATION(FEET) = 1055.50 DOWNSTREAM NODE ELEVATION(FEET) = 1052.20 FLOW LENGTH(FEET) = 540.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 67.83 TRAVEL TIME(MIN.) = 1.00 TC(MIN.) = 20.39 FLOW PROCESS FROM NODE 31.00 TO NODE 31.00 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.561 SOIL CLASSIFICATION IS "B" Page 5 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) = 3.34 SUBAREA RUNOFF(CFS) = 7.47 EFFECTIVE AREA(ACRES) = 32.28 AREA -AVERAGED Fm(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 32.28 PEAK FLOW RATE(CFS) = 72.22 TC(MIN) = 20.39 FLOW PROCESS FROM NODE 31.00 TO NODE 32.00 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.) = 10.1 UPSTREAM NODE ELEVATION(FEET) = 1052.20 DOWNSTREAM NODE ELEVATION(FEET) = 1052.00 FLOW LENGTH(FEET) = 24.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 72.22 TRAVEL TIME(MIN.) _ .04 TC(MIN.) = 20.42 **************************************************************************** FLOW PROCESS FROM NODE 32.00 TO NODE 32.00 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.) = 20.42 RAINFALL INTENSITY(INCH/HR) = 2.56 AREA -AVERAGED Fm(INCH/HR) = .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 EFFECTIVE STREAM AREA(ACRES) = 32.28 TOTAL STREAM AREA(ACRES) = 32.28 PEAK FLOW RATE(CFS) AT CONFLUENCE = 72.22 **************************************************************************** FLOW PROCESS FROM NODE 32.10 TO NODE 32.40 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) = 750.00 UPSTREAM ELEVATION(FEET) = 1072.00 DOWNSTREAM ELEVATION(FEET) = 1066.75 ELEVATION DIFFERENCE(FEET) = 5.25 TC(MIN.) = .304*[( 750.00** 3.00)/( 5.25)]** .20 = 11.585 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.595 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) = 6.56 TOTAL AREA(ACRES) = 2.07 PEAK FLOW RATE(CFS) = 6.56 **************************************************************************** Page 6 FLOW PROCESS FROM NODE 32.40 TO NODE 32.50 IS CODE = ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< ------------------------------------------------------------------- DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 4.6 UPSTREAM NODE ELEVATION(FEET) = 1055.75 DOWNSTREAM NODE ELEVATION(FEET) = 1054.25 FLOW LENGTH(FEET) = 300.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.56 TRAVEL TIME(MIN.) = 1.08 TC(MIN.) = 12.66 FLOW PROCESS FROM NODE 32.50 TO NODE 32.50 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< ---------------------------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.408 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) = 2.07 SUBAREA RUNOFF(CFS) = 6.21 EFFECTIVE AREA(ACRES) = 4.14 AREA -AVERAGED Fm(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 4.14 PEAK FLOW RATE(CFS) = 12.42 TC(MIN) = 12.66 FLOW PROCESS FROM NODE 32.50 TO NODE 32.60 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.) = 5.7 UPSTREAM NODE ELEVATION(FEET) = 1054.25 DOWNSTREAM NODE ELEVATION(FEET) = 1053.00 FLOW LENGTH(FEET) = 230.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 12.42 TRAVEL TIME(MIN.) _ .67 TC(MIN.) = 13.34 FLOW PROCESS FROM NODE 32.60 TO NODE 32.60 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< ---------------------------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.304 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) = 1.59 SUBAREA RUNOFF(CFS) = 4.62 EFFECTIVE AREA(ACRES) = 5.73 AREA -AVERAGED FM(INCH/HR) _ .07 AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 5.73 PEAK FLOW RATE(CFS) = 16.65 TC(MIN) = 13.34 Page 7 k � kir'.r � � k � � it ir'.r��i.`k k Y � ir�ir � it Y Y ic�ir it �` � k �'k is ick �'c�� � � � ��*ic'.c � � � � :c � � #ick � � �'..•�ic � � � � � � is it k FLOW PROCESS FROM NODE 32.60 TO NODE 32.70 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 18.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 5.8 UPSTREAM NODE ELEVATION(FEET) = 1053.00 DOWNSTREAM NODE ELEVATION(FEET) = 1052.30 FLOW LENGTH(FEET) = 150.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 16.65 TRAVEL TIME(MIN.) _ .43 TC(MIN.) = 13.77 FLOW PROCESS FROM NODE 32.70 TO NODE 32.70 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< ---------------------------------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.241 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) = 2.82 SUBAREA RUNOFF(CFS) = 8.04 EFFECTIVE AREA(ACRES) = 8.55 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 8.55 PEAK FLOW RATE(CFS) = 24.36 TC(MIN) = 13.77 FLOW PROCESS FROM NODE 32.70 TO NODE 32.00 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 21.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.5 UPSTREAM NODE ELEVATION(FEET) = 1052.30 DOWNSTREAM NODE ELEVATION(FEET) = 1052.00 FLOW LENGTH(FEET) = 60.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 24.36 TRAVEL TIME(MIN.) _ .15 TC(MIN.) = 13.92 FLOW PROCESS FROM NODE 32.00 TO NODE 32.00 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.) = 13.92 RAINFALL INTENSITY(INCH/HR) = 3-.22 AREA -AVERAGED FM(INCH/HR) = .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 EFFECTIVE STREAM AREA(ACRES) = 8.55 TOTAL STREAM AREA(ACRES) = 8.55 PEAK FLOW RATE(CFS) AT CONFLUENCE = 24.36 Page 8 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 91.46 20.42 2.558 .75 .10 .08 40.83 2 86.70 13.92 3.219 .75 .10 .08 30.55 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 91.46 TC(MIN.) = 20.425 EFFECTIVE AREA(ACRES) = 40.83 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 40.83 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 40.83 TC(MIN.) = 20.42 EFFECTIVE AREA(ACRES) = 40.83 AREA -AVERAGED FM(INCH/HR)= .08 AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10 PEAK FLOW RATE(CFS) = 91.46 ** PEAK FLOW RATE TABLE ** Q Tc Intensity Fp Ap Fm Ae (CFS) (MIN.) (INCH/HR) (INCH/HR) (INCH/HR) (ACRES) 1 86.70 13.92 3.219 .75 .10 .08 30.55 2 91.46 20.42 2.558 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- .75 .10 .08 40.83 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF RATIONAL METHOD ANALYSIS Page 9 Technical Appendix E 25 -Year Rational Method Analysis Derived from Preliminary Hydrology & Hydraulic Calculations for Sierra Business Park Huitt-Zollars, Inc — November 1, 2003 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. 15101 RED HILL AVENUE TUSTIN, CALIFORNIA 92780-6500 PHONE (714) 259-7900 * FAX (714) 259-0210 ---------------------------------------------------------------------------- FILE NAME: 202QO25A.DAT TIME/DATE OF STUDY: 13: 6 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/HOUR) = 1.0659 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) Q(CFS) TC(MIN.) Fp(INCH/HR) Ap FM(INCH/HR) Ae(ACRES) 77.38 12.95 .392 .30 .119 33.27 82.27 19.92 .381 .32 .124 46.48 80.88 21.47 .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 77.38 12.95 .392 .30 .119 33.27 2 82.27 19.92 .381 .32 .124 46.48 3 80.88 21.47 .378 .33 .125 48.01 TOTAL AREA = 48.01 **************************************************************************** FLOW PROCESS FROM NODE 1.00 TO NODE 1.00 IS CODE = 12 Page 1 ---------------------------------------------------------------------------- »»>CLEAR MEMORY BANK # 1 ««< FLOW PROCESS FROM NODE 1.00 TO NODE 1.00 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< -------------------------------------------- 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.066 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) = 12.65 EFFECTIVE AREA(ACRES) = 53.54 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) = 93.88 TC(MIN) = 19.92 FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ------------------------------------------------------------------- DEPTH OF FLOW IN 51.0 INCH PIPE IS 36.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 8.6 UPSTREAM NODE ELEVATION(FEET) = 1079.00 DOWNSTREAM NODE ELEVATION(FEET) = 1072.02 FLOW LENGTH(FEET) = 1620.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 51.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 93.88 TRAVEL TIME(MIN.) = 3.15 TC(MIN.) = 23.07 FLOW PROCESS FROM NODE 2.00 TO NODE 2.00 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.892 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) = 2.49 SUBAREA RUNOFF(CFS) = 4.07 EFFECTIVE AREA(ACRES) = 56.03 AREA -AVERAGED Fm(INCH/HR) _ .12 AREA -AVERAGED Fp(INCH/HR) = .40 AREA -AVERAGED Ap = .29 TOTAL AREA(ACRES) = 57.56 PEAK FLOW RATE(CFS) = 93.88 TC(MIN) = 23.07 FLOW PROCESS FROM NODE 2.00 TO NODE 2.00 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.) = 23.07 RAINFALL INTENSITY(INCH/HR) = 1.89 AREA -AVERAGED FM(INCH/HR) _ .12 Page 2 AREA -AVERAGED Fp(INCH/HR) _ .40 AREA -AVERAGED Ap = .29 EFFECTIVE STREAM AREA(ACRES) = 56.03 TOTAL STREAM AREA(ACRES) = 57.56 PEAK FLOW RATE(CFS) AT CONFLUENCE = 93.88 FLOW PROCESS FROM NODE 2.10 TO NODE 2.20 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) = 435.00 UPSTREAM ELEVATION(FEET) = 1088.50 DOWNSTREAM ELEVATION(FEET) = 1087.50 ELEVATION DIFFERENCE(FEET) = 1.00 TC(MIN.) = .304*[( 435.00** 3.00)/( 1.00)]** .20 = 11.640 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.851 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) = 4.52 TOTAL AREA(ACRES) = 1.81 PEAK FLOW RATE(CFS) = 4.52 FLOW PROCESS FROM NODE 2.20 TO NODE 2.30 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 10.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 4.3 UPSTREAM NODE ELEVATION(FEET) = 1081.50 DOWNSTREAM NODE ELEVATION(FEET) = 1080.50 FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.52 TRAVEL TIME(MIN.) _ .77 TC(MIN.) = 12.41 **************************************************************************** FLOW PROCESS FROM NODE 2.30 TO NODE 2.30 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.744 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) = 1.79 SUBAREA RUNOFF(CFS) = 4.30 EFFECTIVE AREA(ACRES) = 3.60 AREA -AVERAGED FM(INCH/HR) _ .07 AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 3.60 PEAK FLOW RATE(CFS) = 8.65 TC(MIN) = 12.41 **************************************************************************** FLOW PROCESS FROM NODE 2.30 TO NODE 2.40 IS CODE = 3 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< Page 3 »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< -------------------------------------------------------------------------- DEPTH OF FLOW IN 21.0 INCH PIPE IS 14.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 5.0 UPSTREAM NODE ELEVATION(FEET) = 1080.50 DOWNSTREAM NODE ELEVATION(FEET) = 1079.50 FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 8.65 TRAVEL TIME(MIN.) _ .66 TC(MIN.) = 13.07 FLOW PROCESS FROM NODE 2.40 TO NODE 2.40 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.659 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 AREA(ACRES) = 1.78 SUBAREA RUNOFF(CFS) = 4.14 EFFECTIVE AREA(ACRES) = 5.38 AREA -AVERAGED FM(INCH/HR) _ .07 AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 5.38 PEAK FLOW RATE(CFS) = 12.51 TC(MIN) = 13.07 FLOW PROCESS FROM NODE 2.40 TO NODE 2.50 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 16.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 5.5 UPSTREAM NODE ELEVATION(FEET) = 1079.50 DOWNSTREAM NODE ELEVATION(FEET) = 1078.50 FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 12.51 TRAVEL TIME(MIN.) _ .60 TC(MIN.) = 13.68 FLOW PROCESS FROM NODE 2.50 TO NODE 2.50 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.588 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) = 1.78 SUBAREA RUNOFF(CFS) = 4.03 EFFECTIVE AREA(ACRES) = 7.16 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 7.16 PEAK FLOW RATE(CFS) = 16.20 TC(MIN) = 13.68 FLOW PROCESS FROM NODE 2.50 TO NODE 2.60 IS CODE = 3 ---------------------------------------------------------------------------- Page 4 »»>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.) = 5.9 UPSTREAM NODE ELEVATION(FEET) = 1078.50 DOWNSTREAM NODE ELEVATION(FEET) = 1077.50 FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 16.20 TRAVEL TIME(MIN.) _ .56 TC(MIN.) = 14.24 FLOW PROCESS FROM NODE 2.60 TO NODE 2.60 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.526 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) = 1.78 SUBAREA RUNOFF(CFS) = 3.93 EFFECTIVE AREA(ACRES) = 8.94 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 8.94 PEAK FLOW RATE(CFS) = 19.72 TC(MIN) = 14.24 FLOW PROCESS FROM NODE 2.60 TO NODE 2.70 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 20.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.1 UPSTREAM NODE ELEVATION(FEET) = 1077.50 DOWNSTREAM NODE ELEVATION(FEET) = 1076.50 FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 19.72 TRAVEL TIME(MIN.) _ .55 TC(MIN.) = 14.79 FLOW PROCESS FROM NODE 2.70 TO NODE 2.70 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.470 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) = 1.78 SUBAREA RUNOFF(CFS) = 3.84 EFFECTIVE AREA(ACRES) = 10.72 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) =- .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 10.72 PEAK FLOW RATE(CFS) = 23.10 TC(MIN) = 14.79 FLOW PROCESS FROM NODE 2.70 TO NODE 2.80 IS CODE = 3 Page 5 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< ------------------------------------------------------------------------ DEPTH OF FLOW IN 30.0 INCH PIPE IS 20.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.4 UPSTREAM NODE ELEVATION(FEET) = 1076.50 DOWNSTREAM NODE ELEVATION(FEET) = 1075.50 FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 23.10 TRAVEL TIME(MIN.) _ .52 TC(MIN.) = 15.31 FLOW PROCESS FROM NODE 2.80 TO NODE 2.80 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.419 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) = 1.78 SUBAREA RUNOFF(CFS) = 3.76 EFFECTIVE AREA(ACRES) = 12.50 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 12.50 PEAK FLOW RATE(CFS) = 26.37 TC(MIN) = 15.31 �� :r������ � �* � �•�������it�it:ticickic*��:c s*��it'tirttit*����***���*:t�t�c�c�t�t�t�c:t�r�t�*�r � ��*�*:t FLOW PROCESS FROM NODE 2.80 TO NODE 2.90 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 23.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.5 UPSTREAM NODE ELEVATION(FEET) = 1075.50 DOWNSTREAM NODE ELEVATION(FEET) = 1074.50 FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 26.37 TRAVEL TIME(MIN.) _ .51 TC(MIN.) = 15.82 ***�***�:t��t��*��*�t*��*�*�:t�t��t*�t**�•�*���*���;t���t,r�x����t:tom*��t����t:ttt*����,r�*�*:t FLOW PROCESS FROM NODE 2.90 TO NODE 2.90 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.372 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) = 1.78 SUBAREA RUNOFF(CFS) = 3.68 EFFECTIVE AREA(ACRES) = 14.28 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 14.28 PEAK FLOW RATE(CFS) = 29.52 TC(MIN) = 15.82 Page 6 FLOW PROCESS FROM NODE 2.90 TO NODE 2.10 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 22.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.8 UPSTREAM NODE ELEVATION(FEET) = 1074.50 DOWNSTREAM NODE ELEVATION(FEET) = 1073.75 FLOW LENGTH(FEET) = 150.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 29.52 TRAVEL TIME(MIN.) _ .37 TC(MIN.) = 16.18 FLOW PROCESS FROM NODE 2.10 TO NODE 2.10 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.340 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) = 1.17 SUBAREA RUNOFF(CFS) = 2.38 EFFECTIVE AREA(ACRES) = 15.45 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 15.45 PEAK FLOW RATE(CFS) = 31.49 TC(MIN) = 16.18 FLOW PROCESS FROM NODE 2.10 TO NODE 2.11 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.) = 6.9 UPSTREAM NODE ELEVATION(FEET) = 1073.75 DOWNSTREAM NODE ELEVATION(FEET) = 1072.40 FLOW LENGTH(FEET) = 270.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 31.49 TRAVEL TIME(MIN.) _ .65 TC(MIN.) = 16.83 FLOW PROCESS FROM NODE 2.11 TO NODE 2.11 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.285 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 AREA(ACRES) = 1.25 SUBAREA RUNOFF(CFS) 2.49 EFFECTIVE AREA(ACRES) = 16.70 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 16.70 PEAK FLOW RATE(CFS) = 33.22 TC(MIN) = 16.83 Page 7 FLOW PROCESS FROM NODE 2.11 TO NODE 2.00 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 24.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.0 UPSTREAM NODE ELEVATION(FEET) = 1072.40 DOWNSTREAM NODE ELEVATION(FEET) = 1072.02 FLOW LENGTH(FEET) = 76.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 33.22 TRAVEL TIME(MIN.) _ .18 TC(MIN.) = 17.02 FLOW PROCESS FROM NODE 2.00 TO NODE 2.00 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.) = 17.02 RAINFALL INTENSITY(INCH/HR) = 2.27 AREA -AVERAGED FM(INCH/HR) = .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 EFFECTIVE STREAM AREA(ACRES) = 16.70 TOTAL STREAM AREA(ACRES) = 16.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 33.22 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) 1 125.54 16.11 2.346 .46 .22 .10 58.62 2 121.36 23.07 1.892 .44 .24 .11 72.73 3 118.37 24.62 1.819 .43 .25 .11 74.26 4 126.34 17.02 2.270 .46 .22 .10 61.25 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 126.34 TC(MIN.) = 17.017 EFFECTIVE AREA(ACRES) = 61.25 AREA -AVERAGED FM(INCH/HR) _ .10 AREA -AVERAGED Fp(INCH/HR) _ .46 AREA -AVERAGED Ap = .22 TOTAL AREA(ACRES) = 74.26 FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 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.) = 12.9 UPSTREAM NODE ELEVATION(FEET) = 1072.02 DOWNSTREAM NODE ELEVATION(FEET) = 1069.92 FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 126.34 TRAVEL TIME(MIN.) _ .26 TC(MIN.) = 17.28 Page 8 FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< - - ------------- 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.250 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) = 1.25 SUBAREA RUNOFF(CFS) = 2.45 EFFECTIVE AREA(ACRES) = 62.50 AREA -AVERAGED FM(INCH/HR) _ .10 AREA -AVERAGED Fp(INCH/HR) = .46 AREA -AVERAGED Ap = .22 TOTAL AREA(ACRES) = 75.51 PEAK FLOW RATE(CFS) = 126.34 TC(MIN) = 17.28 FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 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 35.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 13.6 UPSTREAM NODE ELEVATION(FEET) = 1069.92 DOWNSTREAM NODE ELEVATION(FEET) = 1069.17 FLOW LENGTH(FEET) = 60.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 126.34 TRAVEL TIME(MIN.) = .07 TC(MIN.) = 17.35 **************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 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.) = 17.35 RAINFALL INTENSITY(INCH/HR) = 2.24 AREA -AVERAGED FM(INCH/HR) = .10 AREA -AVERAGED Fp(INCH/HR) = .46 AREA -AVERAGED Ap = 22 EFFECTIVE STREAM AREA(ACRE5) = 62.50 TOTAL STREAM AREA(ACRES) = 75.51 PEAK FLOW RATE(CFS) AT CONFLUENCE = 126.34 FLOW PROCESS FROM NODE 4.10 TO NODE 4.20 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) = 511.00 UPSTREAM ELEVATION(FEET) = 1085.00 DOWNSTREAM ELEVATION(FEET) = 1084.25 ELEVATION DIFFERENCE(FEET) = 75 TC(MIN.) = .304*[( 511.00** 3.00)/( .75)]** .20 = 13.580 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.599 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 RUNOFF(CFS) = 6.38 TOTAL AREA(ACRES) = 2.81 PEAK FLOW RATE(CFS) = 6.38 FLOW PROCESS FROM NODE 4.20 TO NODE 4.30 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 13.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 4.6 UPSTREAM NODE ELEVATION(FEET) = 1078.25 DOWNSTREAM NODE ELEVATION(FEET) = 1077.25 FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.38 TRAVEL TIME(MIN.) _ .72 TC(MIN.) = 14.30 FLOW PROCESS FROM NODE 4.30 TO NODE 4.30 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.520 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) = 2.81 SUBAREA RUNOFF(CFS) = 6.18 EFFECTIVE AREA(ACRES) = 5.62 AREA -AVERAGED Fm(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 5.62 PEAK FLOW RATE(CFS) = 12.37 TC(MIN) = 14.30 FLOW PROCESS FROM NODE 4.30 TO NODE 4.40 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 16.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 5.5 UPSTREAM NODE ELEVATION(FEET) = 1077.25 DOWNSTREAM NODE ELEVATION(FEET) = 1076.25 FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 12.37 TRAVEL TIME(MIN.) _ .61 TC(MIN.) = 14.91 FLOW PROCESS FROM NODE 4.40 TO NODE 4.40 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< --------------------------------------------------------------------- 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.458 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 Page 10 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) _ .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 2.81 SUBAREA RUNOFF(CFS) = 6.03 EFFECTIVE AREA(ACRES) = 8.43 AREA -AVERAGED FM(INCH/HR) _ .07 AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 8.43 PEAK FLOW RATE(CFS) = 18.08 TC(MIN) = 14.91 FLOW PROCESS FROM NODE 4.40 TO NODE 4.50 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 19.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.0 UPSTREAM NODE ELEVATION(FEET) = 1076.25 DOWNSTREAM NODE ELEVATION(FEET) = 1075.25 FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 18.08 TRAVEL TIME(MIN.) _ .55 TC(MIN.) = 15.46 FLOW PROCESS FROM NODE 4.50 TO NODE 4.50 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.405 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) = 2.81 SUBAREA RUNOFF(CFS) = 5.89 EFFECTIVE AREA(ACRES) = 11.24 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 11.24 PEAK FLOW RATE(CFS) = 23.57 TC(MIN) = 15.46 FLOW PROCESS FROM NODE 4.50 TO NODE 4.60 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.) = 6.4 UPSTREAM NODE ELEVATION(FEET) = 1075.25 DOWNSTREAM NODE ELEVATION(FEET) = 1074.25 FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 23.57 TRAVEL TIME(MIN.) _ .52 TC(MIN.) = 15.98 FLOW PROCESS FROM NODE 4.60 TO NODE 4.60 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< -------------------------------------------------------------------- 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.358 SOIL CLASSIFICATION IS "B" Page 11 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) = 2.81 SUBAREA RUNOFF(CFS) = 5.77 EFFECTIVE AREA(ACRES) = 14.05 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 14.05 PEAK FLOW RATE(CFS) = 28.86 TC(MIN) = 15.98 FLOW PROCESS FROM NODE 4.60 TO NODE 4.70 IS CODE = ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< --------------------------------------------------------------------- DEPTH OF FLOW IN 33.0 INCH PIPE IS 22.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.8 UPSTREAM NODE ELEVATION(FEET) = 1074.25 DOWNSTREAM NODE ELEVATION(FEET) = 1073.25 FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 28.86 TRAVEL TIME(MIN.) _ .49 TC(MIN.) = 16.47 FLOW PROCESS FROM NODE 4.70 TO NODE 4.70 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.315 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) = 2.81 SUBAREA RUNOFF(CFS) = 5.67 EFFECTIVE AREA(ACRES) = 16.86 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 16.86 PEAK FLOW RATE(CFS) = 34.00 TC(MIN) = 16.47 :Y :c 7c Yc Yc Yt 'c is it is it x is is Yc Yc Y< Yc Yr Yr it Yc Y� it �k � it is Yr Yt Yc Yc sY is � is Y is i< it is it 7r Yc Yc Yt Yr is it :t * :c it is 7c Yc Y� it :c is it is is is is '�' Yc �• is '.t '.r it Yt :c :c 's FLOW PROCESS FROM NODE 4.70 TO NODE 4.80 IS CODE = ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ------------------------------------------------------------------- DEPTH OF FLOW IN 33.0 INCH PIPE IS 25.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.0 UPSTREAM NODE ELEVATION(FEET) = 1073.25 DOWNSTREAM NODE ELEVATION(FEET) = 1072.25 FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 34.00 TRAVEL TIME(MIN.) _ .48 TC(MIN.) = 16.95 FLOW PROCESS FROM NODE 4.80 TO NODE 4.80 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.276 Page 12 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) = 2.81 SUBAREA RUNOFF(CFS) = 5.57 EFFECTIVE AREA(ACRES) = 19.67 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 19.67 PEAK FLOW RATE(CFS) = 38.96 TC(MIN) = 16.95 FLOW PROCESS FROM NODE 4.80 TO NODE 4.90 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 25.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.3 UPSTREAM NODE ELEVATION(FEET) = 1072.25 DOWNSTREAM NODE ELEVATION(FEET) = 1071.25 FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 38.96 TRAVEL TIME(MIN.) _ .46 TC(MIN.) = 17.40 FLOW PROCESS FROM NODE 4.90 TO NODE 4.90 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.240 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) = 2.81 SUBAREA RUNOFF(CFS) = 5.48 EFFECTIVE AREA(ACRES) = 22.48 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 22.48 PEAK FLOW RATE(CFS) = 43.80 TC(MIN) = 17.40 FLOW PROCESS FROM NODE 4.90 TO NODE 4.10 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 28.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.4 UPSTREAM NODE ELEVATION(FEET) = 1071.25 DOWNSTREAM NODE ELEVATION(FEET) = 1070.50 FLOW LENGTH(FEET) = 150.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 43.80 TRAVEL TIME(MIN.) _ .34 TC(MIN.) = 17.74 FLOW PROCESS FROM NODE 4.10 TO NODE 4.10 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< Page 13 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.214 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) = 2.02 SUBAREA RUNOFF(CFS) = 3.89 EFFECTIVE AREA(ACRES) = 24.50 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 24.50 PEAK FLOW RATE(CFS) = 47.17 TC(MIN) = 17.74 FLOW PROCESS FROM NODE 4.10 TO NODE 4.00 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 28.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.8 UPSTREAM NODE ELEVATION(FEET) = 1070.50 DOWNSTREAM NODE ELEVATION(FEET) = 1069.17 FLOW LENGTH(FEET) = 240.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 47.17 TRAVEL TIME(MIN.) _ .51 TC(MIN.) = 18.25 FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 18.25 RAINFALL INTENSITY(INCH/HR) = 2.18 AREA -AVERAGED Fm(INCH/HR) = .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 EFFECTIVE STREAM AREA(ACRES) = 24.50 TOTAL STREAM-AREA(ACRES) = 24.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 47.17 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** **************************************************************************** Page 14 Q TC Intensit Fp Ap Fm Ae (CFS) (MIN.) (INCH/HR � (INCH/HR) (INCH/HR) (ACRES) 1 170.87 16.44 2.318 .51 .18 .09 81.94 2 172.61 17.35 2.244 .51 .18 .09 85.78 3 161.77 23.40 1.875 .48 .21 .10 98.48 4 157.17 24.96 1.804 .47 .21 .10 100.01 5 172.77 18.25 2.177 .50 .19 .09 88.71 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK -FLOW RATE(CFS) = 172.77 TC(MIN.) = 18.253 EFFECTIVE AREA(ACRES) = 88.71 AREA -AVERAGED Fm(INCH/HR) _ .09 AREA -AVERAGED Fp(INCH/HR) _ .50 AREA -AVERAGED Ap = .19 TOTAL AREA(ACRES) = 100.01 **************************************************************************** Page 14 FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 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 43.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 12.6 UPSTREAM NODE ELEVATION(FEET) = 1069.17 DOWNSTREAM NODE ELEVATION(FEET) = 1065.00 FLOW LENGTH(FEET) = 495.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 172.77 TRAVEL TIME(MIN.) = .65 TC(MIN.) = 18.91 FLOW PROCESS FROM NODE 5.00 TO NODE 5.00 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.131 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) = 4.18 SUBAREA RUNOFF(CFS) = 7.74 EFFECTIVE AREA(ACRES) = 92.89 AREA -AVERAGED FM(INCH/HR) _ .09 AREA -AVERAGED Fp(INCH/HR) = .51 AREA -AVERAGED Ap = .18 TOTAL AREA(ACRES) = 104.19 PEAK FLOW RATE(CFS) = 172.77 TC(MIN) = 18.91 FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 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 40.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 14.3 UPSTREAM NODE ELEVATION(FEET) = 1065.00 DOWNSTREAM NODE ELEVATION(FEET) = 1064.07 FLOW LENGTH(FEET) = 80.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 51.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 172.77 TRAVEL TIME(MIN.) = .09 TC(MIN.) = 19.00 FLOW PROCESS FROM NODE 6.00 TO NODE 6.00 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.125 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) = .58 SUBAREA RUNOFF(CFS) = 1.07 EFFECTIVE AREA(ACRES) = 93.47 AREA -AVERAGED FM(INCH/HR) _ .09 AREA -AVERAGED Fp(INCH/HR) = .51 AREA -AVERAGED Ap = .18 TOTAL AREA(ACRES) = 104.77 PEAK FLOW RATE(CFS) = 172.77 TC(MIN) = 19.00 Page 15 FLOW PROCESS FROM NODE 6.00 TO NODE 6.00 IS CODE = ----------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 19.00 RAINFALL INTENSITY(INCH/HR) = 2.12 AREA -AVERAGED FM(INCH/HR) = .09 AREA -AVERAGED Fp(INCH/HR) = .51 AREA -AVERAGED Ap = .18 EFFECTIVE STREAM AREA(ACRES) = 93.47 TOTAL STREAM AREA(ACRES) = 104.77 PEAK FLOW RATE(CFS) AT CONFLUENCE = 172.77 FLOW PROCESS FROM NODE 6.10 TO NODE 6.20 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) = 445.00 UPSTREAM ELEVATION(FEET) = 1080.00 DOWNSTREAM ELEVATION(FEET) = 1079.00 ELEVATION DIFFERENCE(FEET) = 1.00 TC(MIN.) = .304*[( 445.00** 3.00)/( 1.00)]** .20 = 11.800 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.828 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) = 5.70 TOTAL AREA(ACRES) = 2.30 PEAK FLOW RATE(CFS) = 5.70 FLOW PROCESS FROM NODE 6.20 TO NODE 6.30 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 12.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 4.5 UPSTREAM NODE ELEVATION(FEET) = 1073.00 DOWNSTREAM NODE ELEVATION(FEET) = 1072.00 FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.70 TRAVEL TIME(MIN.) _ .73 TC(MIN.) = 12.53 **************************************************************************** FLOW PROCESS FROM NODE 6.30 TO NODE 6.30 IS CODE = ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.727 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) = 5.49 Page 16 EFFECTIVE AREA(ACRES) = 4.60 AREA -AVERAGED Fm(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 4.60 PEAK FLOW RATE(CFS) = 10.98 TC(MIN) = 12.53 FLOW PROCESS FROM NODE 6.30 TO NODE 6.40 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 14.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 5.4 UPSTREAM NODE ELEVATION(FEET) = 1072.00 DOWNSTREAM NODE ELEVATION(FEET) = 1071.00 FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 10.98 TRAVEL TIME(MIN.) _ .62 TC(MIN.) = 13.15 FLOW PROCESS FROM NODE 6.40 TO NODE 6.40 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< - - - --------------------------- 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.649 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) = 5.33 EFFECTIVE AREA(ACRES) = 6.90 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 6.90 PEAK FLOW RATE(CFS) = 15.99 TC(MIN) = 13.15 FLOW PROCESS FROM NODE 6.40 TO NODE 6.50 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 17.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 5.9 UPSTREAM NODE ELEVATION(FEET) = 1071.00 DOWNSTREAM NODE ELEVATION(FEET) = 1070.00 FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 15.99 TRAVEL TIME(MIN.) _ .57 TC(MIN.) = 13.72 FLOW PROCESS FROM NODE 6.50 TO NODE 6.50 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< -------------------------------------------------------------------- 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.583 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 17 SUBAREA AREA(ACRES) = 2.30 SUBAREA RUNOFF(CFS) = 5.19 EFFECTIVE AREA(ACRES) = 9.20 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 9.20 PEAK FLOW RATE(CFS) = 20.77 TC(MIN) = 13.72 ,. �'k R''.•i: �•'.r it �:c�:c�:r� �-� � �***tic moi: k������'s� �*�����&�•ir :c -k �'�ir it it :r��fc :r :c�'r� �ic����� � �k it k icy FLOW PROCESS FROM NODE 6.50 TO NODE 6.60 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 21.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.1 UPSTREAM NODE ELEVATION(FEET) = 1070.00 DOWNSTREAM NODE ELEVATION(FEET) = 1069.00 FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 20.77 TRAVEL TIME(MIN.) _ .54 TC(MIN.) = 14.27 FLOW PROCESS FROM NODE 6.60 TO NODE 6.60 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.524 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 AREA(ACRES) = 2.30 SUBAREA RUNOFF(CFS) = 5.07 EFFECTIVE AREA(ACRES) = 11.50 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 11.50 PEAK FLOW RATE(CFS) = 25.34 TC(MIN) = 14.27 is is is ic�ic it'.c is it it Yr:c it it it*ir it sY ir'r is Y ir'.r:t it it it it is it ic;c'.r:tir'.r is it it it ic'.r:t�•sr it it is it 4c it it is it is it ic:c it it i,`;c it it ir�'�ir is it it is k FLOW PROCESS FROM NODE 6.60 TO NODE 6.70 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 22.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.5 UPSTREAM NODE ELEVATION(FEET) = 1069.00 DOWNSTREAM NODE ELEVATION(FEET) = 1068.00 FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 25.34 TRAVEL TIME(MIN.) _ .51 TC(MIN.) = 14.78 :cir'c it it it it �c it is it Y :r�ir is ir�ic is �'c it :r ir'.c'�:t :tit:r'.c is it 4c 4c it k is dc:c 4c ir:r&ic'.c is it ir�:c it it it is Y:r is ic�ic is °k�:c��k :r it :c it is it :r :c FLOW PROCESS FROM NODE 6.70 TO NODE 6.70 IS CODE = 8 ----------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< ----------------------------------------------------------------------- 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.471 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) _ .75 Page 18 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 2.30 SUBAREA RUNOFF(CFS) = 4.96 EFFECTIVE AREA(ACRES) = 13.80 AREA -AVERAGED Fm(INCH/HR) _ .07 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 13.80 PEAK FLOW RATE(CFS) = 29.76 TC(MIN) = 14.78 FLOW PROCESS FROM NODE 6.70 TO NODE 6.80 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 22.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.8 UPSTREAM NODE ELEVATION(FEET) = 1068.00 DOWNSTREAM NODE ELEVATION(FEET) = 1067.00 FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 29.76 TRAVEL TIME(MIN.) _ .49 TC(MIN.) = 15.26 FLOW PROCESS FROM NODE 6.80 TO NODE 6.80 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< --------------------------------------- - --- --- --- --------------------------------- 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) = 2.30 SUBAREA RUNOFF(CFS) = 4.86 EFFECTIVE AREA(ACRES) = 16.10 AREA -AVERAGED FM(INCH/HR) _ .07 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 16.10 PEAK FLOW RATE(CFS) = 34.03 TC(MIN) = 15.26 FLOW PROCESS FROM NODE 6.80 TO NODE 6.90 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 25.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.0 UPSTREAM NODE ELEVATION(FEET) = 1067.00 DOWNSTREAM NODE ELEVATION(FEET) = 1066.00 FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 34.03 TRAVEL TIME(MIN.) _ .48 TC(MIN.) = 15.74 FLOW PROCESS FROM NODE 6.90 TO NODE - 6.90 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< - - - -------------- 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.379 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 Page 19 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 2.30 SUBAREA RUNOFF(CFS) = 4.77 EFFECTIVE AREA(ACRES) = 18.40 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 18.40 PEAK FLOW RATE(CFS) = 38.15 TC(MIN) = 15.74 FLOW PROCESS FROM NODE 6.90 TO NODE 6.10 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 25.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.3 UPSTREAM NODE ELEVATION(FEET) = 1066.00 DOWNSTREAM NODE ELEVATION(FEET) = 1065.25 FLOW LENGTH(FEET) = 150.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 38.15 TRAVEL TIME(MIN.) _ .34 TC(MIN.) = 16.09 FLOW PROCESS FROM NODE 6.10 TO NODE 6.10 IS CODE = 8 ---------------------------------------------------------------------------- - »»sADDITI0t+-OF-SUBAREA--T$ MAIiVtI*E PEAK FLOW««<- - -- - - - - 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.348 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) = 1.51 SUBAREA RUNOFF(CFS) = 3.09 EFFECTIVE AREA(ACRES) = 19.91 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 19.91 PEAK FLOW RATE(CFS) = 40.73 TC(MIN) = 16.09 FLOW PROCESS FROM NODE 6.10 TO NODE 6.11 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 27.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.6 UPSTREAM NODE ELEVATION(FEET) = 1065.25 DOWNSTREAM NODE ELEVATION(FEET) = 1064.50 FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 40.73 TRAVEL TIME(MIN.) _ .50 TC(MIN.) = 16.59 FLOW PROCESS FROM NODE 6.11 TO NODE 6.11 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.305 SOIL CLASSIFICATION IS "B" Page 20 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) = 2.17 SUBAREA RUNOFF(CFS) = 4.36 EFFECTIVE AREA(ACRES) = 22.08 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) = 75 AREA -AVERAGED Ap = 10 TOTAL AREA(ACRES) = 22.08 PEAK FLOW RATE(CFS) = 44.32 TC(MIN) = 16.59 FLOW PROCESS FROM NODE 6.11 TO NODE 6.00 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 26.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.9 UPSTREAM NODE ELEVATION(FEET) = 1064.50 DOWNSTREAM NODE ELEVATION(FEET) = 1064.07 FLOW LENGTH(FEET) = 75.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 44.32 TRAVEL TIME(MIN.) _ .16 TC(MIN.) = 16.75 FLOW PROCESS FROM NODE 6.00 TO NODE 6.00 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.) = 16.75 RAINFALL INTENSITY(INCH/HR) = 2.29 AREA -AVERAGED FM(INCH/HR) = .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = 10 EFFECTIVE STREAM AREA(ACRES) = 22.08 TOTAL STREAM AREA(ACRES) = 22.08 PEAK FLOW RATE(CFS) AT CONFLUENCE = 44.32 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) 1 214.49 17.19 2.257 .55 .16 .09 108.78 2 214.85 18.10 2.188 .54 .16 .09 112.62 3 213.74 19.00 2.125 .54 .17 .09 115.55 4 197.24 24.15 1.840 .51 .18 .09 125.32 5 191.75 25.72 1.772 .50 .19 .09 126.85 6 213.54 16.75 2.292 .55 .16 .09 106.56 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 214.85 TC(MIN.) = 18.097 EFFECTIVE AREA(ACRES) = 112.62 AREA -AVERAGED Fm(INCH/HR) _ .09 AREA -AVERAGED Fp(INCH/HR) = .54 AREA -AVERAGED Ap = .16 TOTAL AREA(ACRES) = 126.85 **************************************************************************** FLOW PROCESS FROM NODE 6.00 TO NODE 7.00 IS CODE = 3 Page 21 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< --------------------------------------------------------------------- DEPTH OF FLOW IN 57.0 INCH PIPE IS 44.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 14.4 UPSTREAM NODE ELEVATION(FEET) = 1064.07 DOWNSTREAM NODE ELEVATION(FEET) = 1058.97 FLOW LENGTH(FEET) = 500.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 57.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 214.85 TRAVEL TIME(MIN.) _ .58 TC(MIN.) = 18.68 FLOW PROCESS FROM NODE 7.00 TO NODE 7.00 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.147 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) = 2.23 SUBAREA RUNOFF(CFS) = 4.16 EFFECTIVE AREA(ACRES) = 114.85 AREA -AVERAGED FM(INCH/HR) _ .09 AREA -AVERAGED Fp(INCH/HR) = .54 AREA -AVERAGED Ap = .16 TOTAL AREA(ACRES) = 129.08 PEAK FLOW RATE(CFS) = 214.85 TC(MIN) = 18.68 FLOW PROCESS FROM NODE 7.00 TO NODE 8.00 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 45.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 14.1 UPSTREAM NODE ELEVATION(FEET) = 1058.97 DOWNSTREAM NODE ELEVATION(FEET) = 1055.52 FLOW LENGTH(FEET) = 350.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 57.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 214.85 TRAVEL TIME(MIN.) _ .41 TC(MIN.) = 19.09 ssssssicksssskkskkskks*�*�*skkksssssskk**ssssss'skssksssskkssssskkssssi.'sksssss FLOW PROCESS FROM NODE 8.00 TO NODE 8.00 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< ----------------------------------------------------------------------- 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.119 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) = 2.78 SUBAREA RUNOFF(CFS) = 5.11 EFFECTIVE AREA(ACRES) = 117.63 AREA -AVERAGED Fm(INCH/HR) _ .09 AREA -AVERAGED Fp(INCH/HR) = .55 AREA -AVERAGED Ap = .16 TOTAL AREA(ACRES) = 131.86 PEAK FLOW RATE(CFS) = 214.99 TC(MIN) = 19.09 kkssssskirk is ick ickskkkksick sssssssirkssssssssssssssssss sicsssssssssssssssksssskskk Page 22 FLOW PROCESS FROM NODE 8.00 TO NODE 9.00 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 46.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 13.9 UPSTREAM NODE ELEVATION(FEET) = 1055.52 DOWNSTREAM NODE ELEVATION(FEET) = 1052.07 FLOW LENGTH(FEET) = 360.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 57.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 214.99 TRAVEL TIME(MIN.) = .43 TC(MIN.) = 19.52 FLOW PROCESS FROM NODE 9.00 TO NODE 9.00 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.091 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) = 2.75 SUBAREA RUNOFF(CFS) = 4.99 EFFECTIVE AREA(ACRES) = 120.38 AREA -AVERAGED FM(INCH/HR) _ .09 AREA -AVERAGED Fp(INCH/HR) = .55 AREA -AVERAGED Ap = .16 TOTAL AREA(ACRES) = 134.61 PEAK FLOW RATE(CFS) = 216.99 TC(MIN) = 19.52 FLOW PROCESS FROM NODE 9.00 TO NODE 9.00 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.091 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) = 1.73 SUBAREA RUNOFF(CFS) = 3.14 EFFECTIVE AREA(ACRES) = 122.11 AREA -AVERAGED FM(INCH/HR) _ .09 AREA -AVERAGED Fp(INCH/HR) = .55 AREA -AVERAGED Ap = .16 TOTAL AREA(ACRES) = 136.34 PEAK FLOW RATE(CFS) = 220.13 TC(MIN) = 19.52 FLOW PROCESS FROM NODE 9.00 TO NODE 10.00 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 35.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 21.9 UPSTREAM NODE ELEVATION(FEET) = 1052.07 DOWNSTREAM NODE ELEVATION(FEET) = 1049:07 FLOW LENGTH(FEET) = 100.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 220.13 TRAVEL TIME(MIN.) _ .08 TC(MIN.) = 19.60 END OF STUDY SUMMARY: Page 23 TOTAL AREA(ACRES) = 136.34 TC(MIN.) = 19.60 EFFECTIVE AREA(ACRES) = 122.11 AREA -AVERAGED Fm(INCH/HR)= .09 AREA -AVERAGED Fp(INCH/HR) _ .55 AREA -AVERAGED Ap = .16 PEAK FLOW RATE(CFS) = 220.13 ^" PEAK FLOW RATE TABLE *^ Q Tc Intensity Fp Ap Fm Ae (CFS) (MIN.) (INCH/HR) (INCH/HR) (INCH/HR) (ACRES) 1 218.85 18.25 2.177 .56 .16 .09 116.05 2 219.71 18.69 2.146 .56 .16 .09 118.27 3 220.13 19.60 2.086 .55 .16 .09 122.11 4 219.05 20.50 2.030 .55 .16 .09 125.04 5 204.52 25.66 1.774 .52 .18 .09 134.81 6 199.00 27.25 1.712 .51 .18 .09 136.34 ------------------------------------------------------------------------ END OF RATIONAL METHOD ANALYSIS Page 24 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. 15101 RED HILL AVENUE TUSTIN, CALIFORNIA 92780-6500 PHONE (714) 259-7900 * FAX (714) 259-0210 ---------------------------------------------------------------------------- FILE NAME: 202QO25G.DAT TIME/DATE OF STUDY: 13: 7 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/HOUR) = 1.0659 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 # Q(CFS) 1 DEFINED TC(MIN.) AS FOLLOWS: Fp(INCH/HR) Ap FM(INCH/HR) Ae(ACRES) 85.39 10.16 .644 .25 .160 31.07 95.50 15.14 .639 .25 .162 44.98 94.82 15.51 .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 Q(CFS) TC(MIN.) AS FOLLOWS: Fp(INCH/HR) Ap FM(INCH/HR) Ae(ACRES) 1 85.39 10.16 .644 .25 .160 31.07 2 95.50 15.14 .639 .25 .162 44.98 3 94.82 15.51 .638 .26 .164 45.41 TOTAL AREA = 45.41 **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 10.00 IS CODE = 12 Page 1 ---------------------------------------------------------------------------- »»>CLEAR MEMORY BANK # 1 ««< FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 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 36.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 9.4 UPSTREAM NODE ELEVATION(FEET) = 1075.90 DOWNSTREAM NODE ELEVATION(FEET) = 1073.50 FLOW LENGTH(FEET) = 435.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 95.50 TRAVEL TIME(MIN.) _ .77 TC(MIN.) = 15.91 FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 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.) = 15.91 RAINFALL INTENSITY(INCH/HR) = 2.36 AREA -AVERAGED Fm(INCH/HR) = .16 AREA -AVERAGED Fp(INCH/HR) = .64 AREA -AVERAGED Ap = .25 EFFECTIVE STREAM AREA(ACRES) = 44.98 TOTAL STREAM AREA(ACRES) = 45.41 PEAK FLOW RATE(CFS) AT CONFLUENCE = 95.50 FLOW PROCESS FROM NODE 11.10 TO NODE 11.20 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) = 665.00 UPSTREAM ELEVATION(FEET) = 1090.50 DOWNSTREAM ELEVATION(FEET) = 1087.50 ELEVATION DIFFERENCE(FEET) = 3.00 TC(MIN.) = .304*[( 665.00** 3.00)/( 3.00)]** .20 = 12.054 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.792 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) = 6.09 TOTAL AREA(ACRES) = 2.49 PEAK FLOW RATE(CFS) = 6.09 FLOW PROCESS FROM NODE 11.20 TO NODE 11.30 IS CODE = 3 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< Page 2 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.1 UPSTREAM NODE ELEVATION(FEET) = 1081.50 DOWNSTREAM NODE ELEVATION(FEET) = 1077.27 FLOW LENGTH(FEET) = 420.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.09 TRAVEL TIME(MIN.) = 1.16 TC(MIN.) = 13.21 FLOW PROCESS FROM NODE 11.30 TO NODE 11.30 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.643 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) = 4.22 SUBAREA RUNOFF(CFS) = 9.75 EFFECTIVE AREA(ACRES) = 6.71 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 6.71 PEAK FLOW RATE(CFS) = 15.51 TC(MIN) = 13.21 FLOW PROCESS FROM NODE 11.30 TO NODE 11.00 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 9.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 17.0 UPSTREAM NODE ELEVATION(FEET) = 1077.27 DOWNSTREAM NODE ELEVATION(FEET) = 1073.50 FLOW LENGTH(FEET) = 45.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 15.51 TRAVEL TIME(MIN.) _ .04 TC(MIN.) = 13.25 FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 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.) = 13.25 RAINFALL INTENSITY(INCH/HR) = 2.64 AREA -AVERAGED FM(INCH/HR) = .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 EFFECTIVE STREAM AREA(ACRES) = 6.72 TOTAL STREAM AREA(ACRES) = 6.71 PEAK FLOW RATE(CFS) AT CONFLUENCE = 15.51 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. Page 3 " PEAK FLOW RATE TABLE ** Q TC Intensity Fp Ap Fm Ae (CFS) (MIN.) (INCH/HR) (INCH/HR) (INCH/HR) (ACRES) 1 99.81 10.96 2.956 .65 .23 .15 36.62 2 109.34 15.91 2.364 .65 .23 .15 51.69 3 108.47 16.28 2.331 .64 .24 .15 52.12 4 105.58 13.25 2.637 .65 .23 .15 44.22 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 109.34 TC(MIN.) = 15.912 EFFECTIVE AREA(ACRES) = 51.69 AREA -AVERAGED Fm(INCH/HR) _ .15 AREA -AVERAGED Fp(INCH/HR) _ .65 AREA -AVERAGED Ap = .23 TOTAL AREA(ACRES) = 52.12 FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 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 42.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.8 UPSTREAM NODE ELEVATION(FEET) = 1073.50 DOWNSTREAM NODE ELEVATION(FEET) = 1072.77 FLOW LENGTH(FEET) = 240.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 57.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 109.34 TRAVEL TIME(MIN.) _ .51 TC(MIN.) = 16.43 FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< ----------------------------------------------------------------------- 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.319 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) = 2.83 EFFECTIVE AREA(ACRES) = 53.09 AREA -AVERAGED Fm(INCH/HR) _ .15 AREA -AVERAGED Fp(INCH/HR) = .65 AREA -AVERAGED Ap = .23 TOTAL AREA(ACRES) = 53.52 PEAK FLOW RATE(CFS) = 109.34 TC(MIN) = 16.43 FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 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 30.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 14.5 UPSTREAM NODE ELEVATION(FEET) = 1072.77 DOWNSTREAM NODE ELEVATION(FEET) = 1062.75 FLOW LENGTH(FEET) = 630.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 109.34 TRAVEL TIME(MIN.) _ .72 TC(MIN.) = 17.15 Page 4 FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 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.) = 17.15 RAINFALL INTENSITY(INCH/HR) = 2.26 AREA -AVERAGED FM(INCH/HR) = .15 AREA -AVERAGED Fp(INCH/HR) = .65 AREA -AVERAGED Ap = .23 EFFECTIVE STREAM AREA(ACRES) = 53.09 TOTAL STREAM AREA(ACRES) = 53.52 PEAK FLOW RATE(CFS) AT CONFLUENCE = 109.34 FLOW PROCESS FROM NODE 13.10 TO NODE 13.20 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) = 840.00 UPSTREAM ELEVATION(FEET) = 1084.00 DOWNSTREAM ELEVATION(FEET) = 1082.00 ELEVATION DIFFERENCE(FEET) = 2.00 TC(MIN.) = .304*[( 840.00** 3.00)/( 2.00)]** .20 = 15.040 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.445 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 RUNOFF(CFS) = 10.02 TOTAL AREA(ACRES) = 4.70 PEAK FLOW RATE(CFS) = 10.02 **************************************************************************** FLOW PROCESS FROM NODE 13.20 TO NODE 13.30 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 14.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.8 UPSTREAM NODE ELEVATION(FEET) = 1076.00 DOWNSTREAM NODE ELEVATION(FEET) = 1071.20 FLOW LENGTH(FEET) = 450.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 10.02 TRAVEL TIME(MIN.) = 1.10 TC(MIN.) = 16.14 **************************************************************************** FLOW PROCESS FROM NODE 13.30 TO NODE 13.30 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< ---------------------------------------------------------------- 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.343 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) = 4.65 SUBAREA RUNOFF(CFS) = 9.49 EFFECTIVE AREA(ACRES) = 9.35 AREA -AVERAGED FM(INCH/HR) _ .07 Page 5 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 9.35 PEAK FLOW RATE(CFS) = 19.09 TC(MIN) = 16.14 FLOW PROCESS FROM NODE 13.30 TO NODE 13.30 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.343 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) = 6.09 SUBAREA RUNOFF(CFS) = 12.43 EFFECTIVE AREA(ACRES) = 15.44 AREA -AVERAGED FM(INCH/HR) _ .07 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 15.44 PEAK FLOW RATE(CFS) = 31.52 TC(MIN) = 16.14 FLOW PROCESS FROM NODE 13.30 TO NODE 13.40 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 17.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 11.6 UPSTREAM NODE ELEVATION(FEET) = 1071.20 DOWNSTREAM NODE ELEVATION(FEET) = 1063.35 FLOW LENGTH(FEET) = 405.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 31.52 TRAVEL TIME(MIN.) _ .58 TC(MIN.) = 16.72 FLOW PROCESS FROM NODE 13.40 TO NODE 13.40 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.294 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) = 2.46 EFFECTIVE AREA(ACRES) = 16.67 AREA -AVERAGED FM(INCH/HR) _ .07 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 16.67 PEAK FLOW RATE(CFS) = 33.29 TC(MIN) = 16.72 FLOW PROCESS FROM NODE 13.40 TO NODE 13.00 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 21.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 10.0 UPSTREAM NODE ELEVATION(FEET) = 1063.35 DOWNSTREAM NODE ELEVATION(FEET) = 1062.75 Page 6 FLOW LENGTH(FEET) = 45.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 33.29 TRAVEL TIME(MIN.) _ .08 TC(MIN.) = 16.80 FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 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.) = 16.80 RAINFALL INTENSITY(INCH/HR) = 2.29 AREA -AVERAGED FM(INCH/HR) = .07 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 EFFECTIVE STREAM AREA(ACRES) = 16.67 TOTAL STREAM AREA(ACRES) = 16.67 PEAK FLOW RATE(CFS) AT CONFLUENCE = 33.29 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** **************************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 14.00 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 43.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 10.3 UPSTREAM NODE ELEVATION(FEET) = 1062.75 DOWNSTREAM NODE ELEVATION(FEET) = 1060.88 FLOW LENGTH(FEET) = 330.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 142.21 TRAVEL TIME(MIN.) = .53 TC(MIN.) = 17.68 FLOW PROCESS FROM NODE 14.00 TO NODE 14.00 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< ----------------------------------------------------------------------- 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.219 SOIL CLASSIFICATION IS "B" Page 7 Q Tc Intensity Fp Ap Fm Ae (CFS) (MIN.) (INCH/HR) (INCH/HR) (INCH/HR) (ACRES) 1 129.32 12.24 2.766 .66 .19 .13 50.17 2 137.07 14.51 2.498 .66 .19 .13 60.02 3 142.21 17.15 2.260 .66 .20 .13 69.76 4 140.90 17.52 2.231 .66 .20 .13 70.19 5 142.14 16.80 2.288 .66 .20 .13 68.77 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 142.21 Tc(MIN.) = 17.149 EFFECTIVE AREA(ACRES) = 69.76 AREA -AVERAGED FM(INCH/HR) _ .13 AREA -AVERAGED Fp(INCH/HR) _ .66 AREA -AVERAGED Ap = .20 TOTAL AREA(ACRES) = 70.19 **************************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 14.00 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 43.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 10.3 UPSTREAM NODE ELEVATION(FEET) = 1062.75 DOWNSTREAM NODE ELEVATION(FEET) = 1060.88 FLOW LENGTH(FEET) = 330.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 142.21 TRAVEL TIME(MIN.) = .53 TC(MIN.) = 17.68 FLOW PROCESS FROM NODE 14.00 TO NODE 14.00 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< ----------------------------------------------------------------------- 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.219 SOIL CLASSIFICATION IS "B" Page 7 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) = 1.82 SUBAREA RUNOFF(CFS) = 3.51 EFFECTIVE AREA(ACRES) = 71.58 AREA -AVERAGED Fm(INCH/HR) _ .13 AREA -AVERAGED Fp(INCH/HR) = .66 AREA -AVERAGED Ap = .20 TOTAL AREA(ACRES) = 72.01 PEAK FLOW RATE(CFS) = 142.21 TC(MIN) = 17.68 FLOW PROCESS FROM NODE 14.00 TO NODE 15.00 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 42.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 10.5 UPSTREAM NODE ELEVATION(FEET) = 1060.88 DOWNSTREAM NODE ELEVATION(FEET) = 1057.80 FLOW LENGTH(FEET) = 525.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 142.21 TRAVEL TIME(MIN.) _ .83 TC(MIN.) = 18.51 FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 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.) = 18.51 RAINFALL INTENSITY(INCH/HR) = 2.16 AREA -AVERAGED FM(INCH/HR) = .13 AREA -AVERAGED Fp(INCH/HR) = .66 AREA -AVERAGED Ap = .20 EFFECTIVE STREAM AREA(ACRES) = 71.58 TOTAL STREAM AREA(ACRES) = 72.01 PEAK FLOW RATE(CFS) AT CONFLUENCE = 142.21 it:l�f:f if*'if �f ilitiY;tiC*i(YC�.f�l mit �fiC.�C fi �.l�il SC iC:t iC �t SY fC �C:C �t iii �C �C iC;C iC SC.�f:f:fiC'/C SC �t iC �i iC:f*�t:!''K'it XIX*�.f**:i :C if '.0 i[sf :t :t iC �C .�C :: FLOW PROCESS FROM NODE 15.10 TO NODE 15.20 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) = 1075.50 DOWNSTREAM ELEVATION(FEET) = 1072.50 ELEVATION DIFFERENCE(FEET) = 3.00 TC(MIN.) = .304*[( 900.00** 3.00)/( 3.00)]** .20 = 14.454 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.504 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) = 10.23 TOTAL AREA(ACRES) = 4.68 PEAK FLOW RATE(CFS) = 10.23 Page 8 FLOW PROCESS FROM NODE 15.20 TO NODE 15.30 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 14.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.6 UPSTREAM NODE ELEVATION(FEET) = 1066.50 DOWNSTREAM NODE ELEVATION(FEET) = 1062.60 FLOW LENGTH(FEET) = 390.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 10.23 TRAVEL TIME(MIN.) _ .98 TC(MIN.) = 15.44 FLOW PROCESS FROM NODE 15.30 TO NODE 15.30 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.407 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) = 4.69 SUBAREA RUNOFF(CFS) = 9.84 EFFECTIVE AREA(ACRES) = 9.37 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 9.37 PEAK FLOW RATE(CFS) = 19.66 TC(MIN) = 15.44 FLOW PROCESS FROM NODE 15.30 TO NODE 15.30 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.407 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) = 6.29 SUBAREA RUNOFF(CFS) = 13.20 EFFECTIVE AREA(ACRES) = 15.66 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 15.66 PEAK FLOW RATE(CFS) = 32.86 TC(MIN) = 15.44 FLOW PROCESS FROM NODE 15.30 TO NODE 15.00 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.) = 9.0 UPSTREAM NODE ELEVATION(FEET) = 1062.60 DOWNSTREAM NODE ELEVATION(FEET) = 1057.80 FLOW LENGTH(FEET) = 495.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 32.86 TRAVEL TIME(MIN.) _ .92 TC(MIN.) = 16.36 Page 9 ........,.'.''�''�•'s'.c�:['..'�•�''..'�''s'.c �'4c it its � � �'�''..'� �'�'.c �''.'�''��':c it'.t is ms's it :c�� sic it is �•'.t�',r� «'i.�� ��� � �•'.c �'ir'.'� sic �'�' FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 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.) = 16.36 RAINFALL INTENSITY(INCH/HR) = 2.32 AREA -AVERAGED FM(INCH/HR) = .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 EFFECTIVE STREAM AREA(ACRES) = 15.66 TOTAL STREAM AREA(ACRES) = 15.66 PEAK FLOW RATE(CFS) AT CONFLUENCE = 32.86 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. *^ PEAK FLOW RATE TABLE FLOW PROCESS FROM NODE 15.00 TO NODE 16.00 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 36.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 18.1 UPSTREAM NODE ELEVATION(FEET) = 1057.80 DOWNSTREAM NODE ELEVATION(FEET) = 1050.50 FLOW LENGTH(FEET) = 330.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 172.93 TRAVEL TIME(MIN.) _ .30 TC(MIN.) = 18.47 FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 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.) = 18.47 RAINFALL INTENSITY(INCH/HR) = 2.16 AREA -AVERAGED FM(INCH/HR) = .12 AREA -AVERAGED Fp(INCH/HR) = .67 AREA -AVERAGED Ap = .18 Page 10 Q Tc Intensit Fp Ap Fm Ae (CFS) (MIN.) (INCH/HR� (INCH/HR) (INCH/HR) (ACRES) 1 159.97 13.62 2.595 .68 .17 .12 65.03 2 169.56 15.88 2.367 .67 .17 .12 77.04 3 172.93 18.16 2.183 .67 .18 .12 86.25 4 172.65 18.51 2.158 .67 .18 .12 87.24 5 170.96 18.89 2.133 .67 .18 .12 87.67 6 171.00 16.36 2.325 .67 .17 .12 79.34 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 172.93 TC(MIN.) = 18.162 EFFECTIVE AREA(ACRES) = 86.25 AREA -AVERAGED FM(INCH/HR) _ .12 AREA -AVERAGED Fp(INCH/HR) _ .67 AREA -AVERAGED Ap = .18 TOTAL AREA(ACRES) = 87.67 FLOW PROCESS FROM NODE 15.00 TO NODE 16.00 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 36.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 18.1 UPSTREAM NODE ELEVATION(FEET) = 1057.80 DOWNSTREAM NODE ELEVATION(FEET) = 1050.50 FLOW LENGTH(FEET) = 330.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 172.93 TRAVEL TIME(MIN.) _ .30 TC(MIN.) = 18.47 FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 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.) = 18.47 RAINFALL INTENSITY(INCH/HR) = 2.16 AREA -AVERAGED FM(INCH/HR) = .12 AREA -AVERAGED Fp(INCH/HR) = .67 AREA -AVERAGED Ap = .18 Page 10 EFFECTIVE STREAM AREA(ACRES) = 86.25 TOTAL STREAM AREA(ACRES) = 87.67 PEAK FLOW RATE(CFS) AT CONFLUENCE = 172.93 FLOW PROCESS FROM NODE 16.10 TO NODE 16.20 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) = 220.00 UPSTREAM ELEVATION(FEET) = 1067.00 DOWNSTREAM ELEVATION(FEET) = 1065.00 ELEVATION DIFFERENCE(FEET) = 2.00 TC(MIN.) = .304*[( 220.00** 3.00)/( 2.00)]** .20 = 6.732 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.960 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) = 10.14 TOTAL AREA(ACRES) = 2.90 PEAK FLOW RATE(CFS) = 10.14 **************************************************************************** FLOW PROCESS FROM NODE 16.20 TO NODE 16.30 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 12.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.5 UPSTREAM NODE ELEVATION(FEET) = 1059.00 DOWNSTREAM NODE ELEVATION(FEET) = 1055.03 FLOW LENGTH(FEET) = 300.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 10.14 TRAVEL TIME(MIN.) _ .67 TC(MIN.) = 7.40 **************************************************************************** FLOW PROCESS FROM NODE 16.30 TO NODE 16.30 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.742 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) = 2.34 SUBAREA RUNOFF(CFS) = 7.72 EFFECTIVE AREA(ACRES) = 5.24 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 5.24 PEAK FLOW RATE(CFS) = 17.29 TC(MIN) = 7.40 **************************************************************************** FLOW PROCESS FROM NODE 16.30 TO NODE 16.00 IS CODE = 3 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< Page 11 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 16.7 UPSTREAM NODE ELEVATION(FEET) = 1055.03 DOWNSTREAM NODE ELEVATION(FEET) = 1050.50 FLOW LENGTH(FEET) = 60.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 17.29 TRAVEL TIME(MIN.) _ .06 TC(MIN.) = 7.46 FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 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.) = 7.46 RAINFALL INTENSITY(INCH/HR) = 3.72 AREA -AVERAGED Fm(INCH/HR) = .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 EFFECTIVE STREAM AREA(ACRES) = 5.24 TOTAL STREAM AREA(ACRES) = 5.24 PEAK FLOW RATE(CFS) AT CONFLUENCE = 17.29 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.162 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) = 3.06 SUBAREA RUNOFF(CFS) = 5.75 EFFECTIVE AREA(ACRES) = 94.55 AREA -AVERAGED Fm(INCH/HR) _ .12 AREA -AVERAGED Fp(INCH/HR) = .67 AREA -AVERAGED Ap = .17 TOTAL AREA(ACRES) = 95.97 PEAK FLOW RATE(CFS) = 182.82 TC(MIN) = 18.47 Page 12 Q Tc Intensit Fp Ap Fm Ae (CFS) (MIN.) (INCH/HR� (INCH/HR) (INCH/HR) (ACRES) 1 171.75 13.93 2.560 .68 .17 .11 70.27 2 180.30 16.18 2.340 .68 .17 .11 82.28 3 181.54 16.66 2.299 .68 .17 .11 84.58 4 182.82 18.47 2.162 .67 .17 .12 91.49 5 182.42 18.82 2.137 .67 .17 .12 92.48 6 180.61 19.19 2.112 .67 .18 .12 92.91 7 143.75 7.46 3.724 .68 .16 .11 40.07 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 182.82 TC(MIN.) = 18.466 EFFECTIVE AREA(ACRES) = 91.49 AREA -AVERAGED Fm(INCH/HR) _ .12 AREA -AVERAGED Fp(INCH/HR) _ .67 AREA -AVERAGED Ap = .17 TOTAL AREA(ACRES) = 92.91 FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.162 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) = 3.06 SUBAREA RUNOFF(CFS) = 5.75 EFFECTIVE AREA(ACRES) = 94.55 AREA -AVERAGED Fm(INCH/HR) _ .12 AREA -AVERAGED Fp(INCH/HR) = .67 AREA -AVERAGED Ap = .17 TOTAL AREA(ACRES) = 95.97 PEAK FLOW RATE(CFS) = 182.82 TC(MIN) = 18.47 Page 12 FLOW PROCESS FROM NODE 16.00 TO NODE 17.00 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 30.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 25.9 UPSTREAM NODE ELEVATION(FEET) = 1050.50 DOWNSTREAM NODE ELEVATION(FEET) = 1039.50 FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 182.82 TRAVEL TIME(MIN.) _ .13 TC(MIN.) = 18.59 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 95.97 TC(MIN.) = 18.59 EFFECTIVE AREA(ACRES) = 94.55 AREA -AVERAGED Fm(INCH/HR)= .12 AREA -AVERAGED Fp(INCH/HR) _ .67 AREA -AVERAGED Ap = .17 PEAK FLOW RATE(CFS) = 182.82 PEAK FLOW RATE TABLE ** Q Tc Intensit Fp Ap Fm Ae (CFS) (MIN.) (INCH/HR� (INCH/HR) (INCH/HR) (ACRES) 1 143.75 7.59 3.684 .69 .16 .11 43.13 2 171.75 14.06 2.546 .68 .16 .11 73.33 3 180.30 16.31 2.329 .68 .17 .11 85.34 4 181.54 16.79 2.289 .68 .17 .11 87.64 5 182.82 18.59 2.153 .67 .17 .12 94.55 6 182.42 18.95 2.129 .67 .17 .12 95.54 7 180.61 19.32 2.104 .67 .17 .12 95.97 END OF RATIONAL METHOD ANALYSIS Page 13 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. 15101 RED HILL AVENUE TUSTIN, CALIFORNIA 92780-6500 PHONE (714) 259-7900 * FAX (714) 259-0210 ---------------------------------------------------------------------------- FILE NAME: 202QO25H.DAT TIME/DATE OF STUDY: 13: 8 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/HOUR) = 1.0659 SLOPE OF INTENSITY DURATION CURVE = .6000 FLOW PROCESS FROM NODE 20.00 TO NODE 22.00 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) = 1000.00 UPSTREAM ELEVATION(FEET) = 1073.00 DOWNSTREAM ELEVATION(FEET) = 1070.35 ELEVATION DIFFERENCE(FEET) = 2.65 TC(MIN.) = .304*[( 1000.00** 3.00)/( 2.65)]** .20 = 15.784 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.375 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) = 15.38 TOTAL AREA(ACRES) = 7.43 PEAK FLOW RATE(CFS) = 15.38 **************************************************************************** FLOW PROCESS FROM NODE 22.00 TO NODE 23.00 IS CODE = ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< ------------------------------------------------------------------ DEPTH OF FLOW IN 24.0 INCH PIPE IS 19.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 5.7 UPSTREAM NODE ELEVATION(FEET) = 1063.35 DOWNSTREAM NODE ELEVATION(FEET) = 1062.35 Page 1 FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 15.38 TRAVEL TIME(MIN.) _ .59 TC(MIN.) = 16.37 FLOW PROCESS FROM NODE 23.00 TO NODE 23.00 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< - - - --------------- 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.323 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) = 3.23 SUBAREA RUNOFF(CFS) = 6.54 EFFECTIVE AREA(ACRES) = 10.66 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 10.66 PEAK FLOW RATE(CFS) = 21.57 TC(MIN) = 16.37 FLOW PROCESS FROM NODE 23.00 TO NODE 24.00 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 19.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.3 UPSTREAM NODE ELEVATION(FEET) = 1062.35 DOWNSTREAM NODE ELEVATION(FEET) = 1061.35 FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 21.57 TRAVEL TIME(MIN.) _ .53 TC(MIN.) = 16.90 FLOW PROCESS FROM NODE 24.00 TO NODE 24.00 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.280 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) = 3.23 SUBAREA RUNOFF(CFS) = 6.41 EFFECTIVE AREA(ACRES) = 13.89 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 13.89 PEAK FLOW RATE(CFS) = 27.56 TC(MIN) = 16.90 FLOW PROCESS FROM NODE 24.00 TO NODE 25.00 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 23.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.6 UPSTREAM NODE ELEVATION(FEET) = 1061.35 Page 2 DOWNSTREAM NODE ELEVATION(FEET) = 1060.35 FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 27.56 TRAVEL TIME(MIN.) _ .51 TC(MIN.) = 17.41 FLOW PROCESS FROM NODE 25.00 TO NODE 25.00 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< -------------------------------------------------------- ________________________ 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.240 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) = 3.23 SUBAREA RUNOFF(CFS) = 6.29 EFFECTIVE AREA(ACRES) = 17.12 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 17.12 PEAK FLOW RATE(CFS) = 33.35 TC(MIN) = 17.41 FLOW PROCESS FROM NODE 25.00 TO NODE 26.00 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 24.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.0 UPSTREAM NODE ELEVATION(FEET) = 1060.35 DOWNSTREAM NODE ELEVATION(FEET) = 1059.35 FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 33.35 TRAVEL TIME(MIN.) _ .48 TC(MIN.) = 17.89 FLOW PROCESS FROM NODE 26.00 TO NODE 26.00 IS CODE = 8 ----------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.203 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) = 3.23 SUBAREA RUNOFF(CFS) = 6.19 EFFECTIVE AREA(ACRES) = 20.35 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 20.35 PEAK FLOW RATE(CFS) = 38.98 TC(MIN) = 17.89 FLOW PROCESS FROM NODE 26.00 TO NODE 27.00 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 25.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.3 Page 3 UPSTREAM NODE ELEVATION(FEET) = 1059.35 DOWNSTREAM NODE ELEVATION(FEET) = 1058.35 FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 38.98 TRAVEL TIME(MIN.) _ .46 TC(MIN.) = 18.34 FLOW PROCESS FROM NODE 27.00 TO NODE 27.00 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< ---------------------------------------------------------------------------- 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.170 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) = 3.23 SUBAREA RUNOFF(CFS) = 6.09 EFFECTIVE AREA(ACRES) = 23.58 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 23.58 PEAK FLOW RATE(CFS) = 44.47 TC(MIN) = 18.34 FLOW PROCESS FROM NODE 27.00 TO NODE 28.00 IS CODE = 3 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ---------------------------------- ------------- DEPTH OF OF FLOW IN 36.0 INCH PIPE IS 28.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.4 UPSTREAM NODE ELEVATION(FEET) = 1058.35 DOWNSTREAM NODE ELEVATION(FEET) = 1057.35 FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 44.47 TRAVEL TIME(MIN.) _ .45 TC(MIN.) = 18.79 FLOW PROCESS FROM NODE 28.00 TO NODE 28.00 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< - - ------------------------- 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.139 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) = 3.23 SUBAREA RUNOFF(CFS) = 6.00 EFFECTIVE AREA(ACRES) = 26.81 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 26.81 PEAK FLOW RATE(CFS) = 49.80 TC(MIN) = 18.79 FLOW PROCESS FROM NODE 28.00 TO NODE 29.00 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 29.4 INCHES Page 4 PIPE -FLOW VELOCITY(FEET/SEC.) = 7.4 UPSTREAM NODE ELEVATION(FEET) = 1057.35 DOWNSTREAM NODE ELEVATION(FEET) = 1056.75 FLOW LENGTH(FEET) = 132.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 49.80 TRAVEL TIME(MIN.) _ .30 TC(MIN.) = 19.09 'x'��•��•ir's'�k�i.•�i;';��•iri;��:ri;'s�-'��`i;��i:ir�-iri;:r it i;ir's�:r�•'sit�i.-�•i.•ir��-:r�-�i;ir's'�ir�:r �-:r it �s :r i; �:r�:r'; �:r�� FLOW PROCESS FROM NODE 29.00 TO NODE 29.00 IS CODE = --------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.119 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) = 2.13 SUBAREA RUNOFF(CFS) = 3.92 EFFECTIVE AREA(ACRES) = 28.94 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 28.94 PEAK FLOW RATE(CFS) = 53.24 TC(MIN) = 19.09 is �i; is it it is it ir'.r is is is it it is it is is is it is ic�ic is it is is it ic'.r is i; is ic�ir i;i<ir it it ic'.r is it it ic's is �•ir is i; it it'.ri.•iri; i; i<it is it it �•i<si<ir it it it is FLOW PROCESS FROM NODE 29.00 TO NODE 30.00 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 29.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.9 UPSTREAM NODE ELEVATION(FEET) = 1056.75 DOWNSTREAM NODE ELEVATION(FEET) = 1055.50 FLOW LENGTH(FEET) = 240.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 53.24 TRAVEL TIME(MIN.) _ .50 TC(MIN.) = 19.59 ici; it it it it is it it it ir�ir ir'�ir it is it is ir�ic it ie is it it it it it it is it is it it it it it �k is it is it it it is is is it is is ir�ic it is it is is is is it is it fir is is �k i.•:Y it it i< FLOW PROCESS FROM NODE 30.00 TO NODE 31.00 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 27.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 8.5 UPSTREAM NODE ELEVATION(FEET) = 1055.50 DOWNSTREAM NODE ELEVATION(FEET) = 1052.20 FLOW LENGTH(FEET) = 540.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 53.24 TRAVEL TIME(MIN.) = 1.06 TC(MIN.) = 20.65 sY it it it it it is it it it is it it it ic�k it is it is***ir��-k it it'�'�'.t it is it is it it is is is is ir��ic it is it it it*ic�ic ic�ic :Y fir is ick&*ir is i; �**k�� FLOW PROCESS FROM NODE 31.00 TO NODE 31.00 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.021 SOIL CLASSIFICATION IS "B" Page 5 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) = 3.34 SUBAREA RUNOFF(CFS) = 5.85 EFFECTIVE AREA(ACRES) = 32.28 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 32.28 PEAK FLOW RATE(CFS) = 56.54 TC(MIN) = 20.65 FLOW PROCESS FROM NODE 31.00 TO NODE 32.00 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 28.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 9.6 UPSTREAM NODE ELEVATION(FEET) = 1052.20 DOWNSTREAM NODE ELEVATION(FEET) = 1052.00 FLOW LENGTH(FEET) = 24.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 56.54 TRAVEL TIME(MIN.) _ .04 TC(MIN.) = 20.69 **************************************************************************** FLOW PROCESS FROM NODE 32.00 TO NODE 32.00 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.) = 20.69 RAINFALL INTENSITY(INCH/HR) = 2.02 AREA -AVERAGED FM(INCH/HR) = .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 EFFECTIVE STREAM AREA(ACRES) = 32.28 TOTAL STREAM AREA(ACRES) = 32.28 PEAK FLOW RATE(CFS) AT CONFLUENCE = 56.54 **************************************************************************** FLOW PROCESS FROM NODE 32.10 TO NODE 32.40 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) = 750.00 UPSTREAM ELEVATION(FEET) = 1072.00 DOWNSTREAM ELEVATION(FEET) = 1066.75 ELEVATION DIFFERENCE(FEET) = 5.25 TC(MIN.) = .304*[( 750.00** 3.00)/( 5.25)]** .20 = 11.585 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.859 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) = 5.19 TOTAL AREA(ACRES) = 2.07 PEAK FLOW RATE(CFS) = 5.19 **************************************************************************** Page 6 FLOW PROCESS FROM NODE 32.40 TO NODE 32.50 IS CODE = ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ------------------------------------------------------------------- DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 4.5 UPSTREAM NODE ELEVATION(FEET) = 1055.75 DOWNSTREAM NODE ELEVATION(FEET) = 1054.25 FLOW LENGTH(FEET) = 300.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.19 TRAVEL TIME(MIN.) = 1.12 TC(MIN.) = 12.71 FLOW PROCESS FROM NODE 32.50 TO NODE 32.50 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.705 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) = 2.07 SUBAREA RUNOFF(CFS) = 4.90 EFFECTIVE AREA(ACRES) = 4.14 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 4.14 PEAK FLOW RATE(CFS) = 9.80 TC(MIN) = 12.71 FLOW PROCESS FROM NODE 32.50 TO NODE 32.60 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 15.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 5.3 UPSTREAM NODE ELEVATION(FEET) = 1054.25 DOWNSTREAM NODE ELEVATION(FEET) = 1053.00 FLOW LENGTH(FEET) = 230.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 9.80 TRAVEL TIME(MIN.) _ .72 TC(MIN.) = 13.43 ii'IC �C �iC.`ti:tN �t �C:C �iC'K iC 7'f 3C iC �.l��.CS''�f'IC%'X'IC SY �I':C��'X'XiC �t �C �.t'X'xiC'X!'C7'tFiCS'CiCtlSY'X:t �C il�C7't:f''.C:C �t iC SY��:C �f ft if :l�'X �.t iC )'.'fit 'X itX FLOW PROCESS FROM NODE 32.60 TO NODE 32.60 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.617 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) = 1.59 SUBAREA RUNOFF(CFS) = 3.64 EFFECTIVE AREA(ACRES) = 5.73 AREA -AVERAGED FM(INCH/HR) _ .07 AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 5.73 PEAK FLOW RATE(CFS) = 13.11 TC(MIN) = 13.43 Page 7 FLOW PROCESS FROM NODE 32.60 TO NODE 32.70 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 17.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 5.4 UPSTREAM NODE ELEVATION(FEET) = 1053.00 DOWNSTREAM NODE ELEVATION(FEET) = 1052.30 FLOW LENGTH(FEET) = 150.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 13.11 TRAVEL TIME(MIN.) _ .46 TC(MIN.) = 13.89 FLOW PROCESS FROM NODE 32.70 TO NODE 32.70 IS CODE = 8 --------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.564 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) = 2.82 SUBAREA RUNOFF(CFS) = 6.32 EFFECTIVE AREA(ACRES) = 8.55 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 8.55 PEAK FLOW RATE(CFS) = 19.16 TC(MIN) = 13.89 FLOW PROCESS FROM NODE 32.70 TO NODE 32.00 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 20.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.1 UPSTREAM NODE ELEVATION(FEET) = 1052.30 DOWNSTREAM NODE ELEVATION(FEET) = 1052.00 FLOW LENGTH(FEET) = 60.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 19.16 TRAVEL TIME(MIN.) _ .16 TC(MIN.) = 14.06 FLOW PROCESS FROM NODE 32.00 TO NODE 32.00 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.) = 14.06 RAINFALL INTENSITY(INCH/HR) = 2.55 AREA -AVERAGED FM(INCH/HR) = .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 EFFECTIVE STREAM AREA(ACRES) = 8.55 TOTAL STREAM AREA(ACRES) = 8.55 PEAK FLOW RATE(CFS) AT CONFLUENCE = 19.16 Page 8 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. PEAK FLOW RATE TABLE " Q TC Intens it Fp Ap Fm Ae (CFS) (MIN.) (INCH/HR� (INCH/HR) (INCH/HR) (ACRES) 1 71.61 20.69 2.019 .75 .10 .08 40.83 2 67.98 14.06 2.546 .75 .10 .08 30.48 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 71.61 TC(MIN.) = 20.693 EFFECTIVE AREA(ACRES) = 40.83 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 40.83 ------------------------------------------------------------------- END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 40.83 TC(MIN.) = 20.69 EFFECTIVE AREA(ACRES) = 40.83 AREA -AVERAGED FM(INCH/HR)= .08 AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10 PEAK FLOW RATE(CFS) = 71.61 F PEAK FLOW RATE TABLE *s Q TC Intensity Fp Ap Fm Ae (CFS) (MIN.) (INCH/HR) (INCH/HR) (INCH/HR) (ACRES) 1 67.98 14.06 2.546 .75 .10 .08 30.48 2 71.61 20.69 2.019 .75 .10 .08 40.83 ---------------------------------------------------------------------- END OF RATIONAL METHOD ANALYSIS Page 9 Technical Appendix F Hydrology Map Reproduced from Preliminary Hydrology & Hydraulic Calculations for Sierra Business Park Huitt-Zollars, Inc — November 1, 2003 1111111��dlow61 T G DESIGNED BY M.H.M. SHEET , HUI I I Z CLLA-RS 1111111��dlow61 DESIGNED BY M.H.M. SHEET HUI I I Z CLLA-RS 1 y 0 Knew DRAWN BY Huitt-Zoliars, Inc. Ontario H -Z STAFF of MollNEI CHECKED BY ir�rrvY9�0 PREPARED UNDER THE SUPERVISION OF MAURICE H. MURAD M.H.M. SHEETS 04 33366 6-30-06 FIELD BOOK BENCHMARK ELEV. 1077.40`�HYDROLO�, GY MAP LOCATION: �;����°• ��c� H. �,G�. Fy1+ CHISELED BOX IN EASTERLY TOP OF CURB j N0. 333669 ;, FOR TAMARIND AVE., 60 SOUTH OF TAMARIND CT., 0. : EXPIRATION ; �/ O 500' SOUTH OF SLOVER AVENUE. fj.*'., 6--30-2006 .�� 391ERRA o USUMESS PARK a IF(OHTQNQ REV DESCRIPTION DATE ��Aw CITY OF FONTANA LEGEMD HYDROLOGY MODEL NODE NUMBER A= XXX.X AC ---TRIBUTARY AREA IN ACRES L= XXX. X _ LENGTH 'OF FLOW �� • • �� DRAINAGE BOUNDARY' o DRAINAGE INLET - PROPOSED STORM DRAIN C8 1 CATCH BASIN NUMBER ®. CONTOUR ELEVATION 0 N 0 N O DESIGNED BY M.H.M. SHEET HUI I I Z CLLA-RS 1 y DRAWN BY Huitt-Zoliars, Inc. Ontario H -Z STAFF of 1101 S. MILLIKEN AVENUE, SUITE G * ONTARIO, CALIFORNIA 91761 * (909) 390-8400 CHECKED BY PREPARED UNDER THE SUPERVISION OF MAURICE H. MURAD M.H.M. SHEETS 04 33366 6-30-06 FIELD BOOK JOB No. s R.QE. EXPIRES DATE Technical Appendix G 100 -Year Rational Method Analysis Derived from Storm Drain Basis of Design Sycamore Hills II Tentative Tract No. 16495 RBF Consulting — February 2004 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. 15101 RED HILL AVENUE TUSTIN, CALIFORNIA 92780-6500 PHONE (714) 259-7900 * FAX (714) 259-0210 ---------------------------------------------------------------------------- FILE NAME: F100AULB.DAT TIME/DATE OF STUDY: 11:20 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 = .90 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* 10 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) _ .920 100 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) = 1.330 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH/HOUR) = 1.3300 SLOPE OF INTENSITY DURATION CURVE = .6000 **************************************************************************** FLOW PROCESS FROM NODE 300.70 TO NODE 300.60 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) = 85.00 UPSTREAM ELEVATION(FEET) = 1066.50 DOWNSTREAM ELEVATION(FEET) = 1066.00 ELEVATION DIFFERENCE(FEET) = .50 TC(MIN.) = .304*[( 85.00** 3.00)/( .50)]** .20 = 5.020 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.893 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) _ .47 TOTAL AREA(ACRES) = .09 PEAK FLOW RATE(CFS) _ .47 **************************************************************************** FLOW PROCESS FROM NODE 300.60 TO NODE 300.10 IS CODE = 6 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< -------------------------------------------------------- ------------------- UPSTREAM ELEVATION(FEET) = 1066.00 DOWNSTREAM ELEVATION(FEET) = 1053.27 STREET LENGTH(FEET) = 600.00 CURB HEIGHT(INCHES) = 8. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 Page 1 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 "TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 4.50 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) _ .37 HALFSTREET FLOOD WIDTH(FEET) = 10.72 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.36 PRODUCT OF DEPTH&VELOCITY = 1.25 STREET FLOW TRAVEL TIME(MIN.) = 2.97 TC(MIN.) = 7.99 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.457 SOIL CLASSIFICATION IS "B" RESIDENTIAL-> 8-10 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .3000 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .40 SUBAREA AREA(ACRES) = 2.10 SUBAREA RUNOFF(CFS) = 7.86 EFFECTIVE AREA(ACRES) = 2.19 AREA -AVERAGED FM(INCH/HR) _ .29 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .39 TOTAL AREA(ACRES) = 2.19 PEAK FLOW RATE(CFS) = 8.21 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .43 HALFSTREET FLOOD WIDTH(FEET) = 13.53 FLOW VELOCITY(FEET/SEC.) = 4.06 DEPTH*VELOCITY = 1.74 FLOW PROCESS FROM NODE 300.10 TO NODE 300.00 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.) = 21.2 UPSTREAM NODE ELEVATION(FEET) = 1053.27 DOWNSTREAM NODE ELEVATION(FEET) = 1047.75 FLOW LENGTH(FEET) = 21.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 8.21 TRAVEL TIME(MIN.) _ .02 TC(MIN.) = 8.01 's it is it it it it is u it is it iir it is it it ic'.r it it it it it is irx ie is is it it it*ir it it it it is is it it it it it it it is it it*ir it it it it it it is it is it it is it it it ic'.c it is it it is FLOW PROCESS FROM NODE 300.00 TO NODE 300.00 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.) = 8.01 RAINFALL INTENSITY(INCH/HR) = 4.45 AREA -AVERAGED FM(INCH/HR) = .29 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .39 EFFECTIVE STREAM AREA(ACRES) = 2.19 TOTAL STREAM AREA(ACRES) = 2.19 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.21 FLOW PROCESS FROM NODE 300.50 TO NODE 300.40 IS CODE = 2.1 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< Page 2 ---------------------------------------------------------------------------- DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5-7 DWELLINGS/ACRE TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 154.00 UPSTREAM ELEVATION(FEET) = 1062.90 DOWNSTREAM ELEVATION(FEET) = 1060.80 ELEVATION DIFFERENCE(FEET) = 2.10 TC(MIN.) = .389*[( 154.00** 3.00)/( 2.10)]** .20 = 6.887 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.875 SOIL CLASSIFICATION IS "B" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, FM(INCH/HR) = .3750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) _ .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .50 SUBAREA RUNOFF(CFS) _ .93 TOTAL AREA(ACRES) = .23 PEAK FLOW RATE(CFS) _ .93 FLOW PROCESS FROM NODE 300.40 TO NODE 300.30 IS CODE = 6 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< ---------------------------------------- --- -- - --- --- ------------------ UPSTREAM ELEVATION(FEET) = 1060.80 DOWNSTREAM ELEVATION(FEET) = 1053.85 STREET LENGTH(FEET) = 143.00 CURB HEIGHT(INCHES) = 8. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 2.98 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) _ .29 HALFSTREET FLOOD WIDTH(FEET) = 6.78 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.58 PRODUCT OF DEPTH&VELOCITY = 1.35 STREET FLOW TRAVEL TIME(MIN.) = .52 TC(MIN.) = 7.41 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.666 SOIL CLASSIFICATION IS "B" RESIDENTIAL-> 8-10 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .3000 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .40 SUBAREA AREA(ACRES) = 1.04 SUBAREA RUNOFF(CFS) = 4.09 EFFECTIVE AREA(ACRES) = 1.27 AREA -AVERAGED FM(INCH/HR) _ .31 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .42 TOTAL AREA(ACRES) = 1.27 PEAK FLOW RATE(CFS) = 4.98 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .34 HALFSTREET FLOOD WIDTH(FEET) = 9.03 FLOW VELOCITY(FEET/SEC.) = 4.95 DEPTH*VELOCITY = 1.68 **************************************************************************** FLOW PROCESS FROM NODE 300.30 TO NODE 300.00 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.) = 9.7 UPSTREAM NODE ELEVATION(FEET) = 1053.85 DOWNSTREAM NODE ELEVATION(FEET) = 1047.75 Page 3 FLOW LENGTH(FEET) = 138.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.98 TRAVEL TIME(MIN.) _ .24 TC(MIN.) = 7.64 FLOW PROCESS FROM NODE 300.00 TO NODE 300.00 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.) = 7.64 RAINFALL INTENSITY(INCH/HR) = 4.58 AREA -AVERAGED FM(INCH/HR) = .31 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .42 EFFECTIVE STREAM AREA(ACRES) = 1.27 TOTAL STREAM AREA(ACRES) = 1.27 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.98 *�•^•ici:*ic*ir**ic is it is it it is*i: is it it it i:i:i".c'.:'«*ic'.:*ir ic:.•ir is is is it ic'ki: it is i.•ici: it is it it is it it *ir it**ic is is it is is ::**iris'.: �•` FLOW PROCESS FROM NODE 300.90 TO NODE 300.80 IS CODE = 2.1 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5-7 DWELLINGS/ACRE TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 145.00 UPSTREAM ELEVATION(FEET) = 1062.90 DOWNSTREAM ELEVATION(FEET) = 1060.76 ELEVATION DIFFERENCE(FEET) = 2.14 TC(MIN.) = .389*[( 145.00** 3.00)/( 2.14)]** .20 = 6.617 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.993 SOIL CLASSIFICATION IS "B" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, FM(INCH/HR) = .3750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) _ .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .50 SUBAREA RUNOFF(CFS) _ .96 TOTAL AREA(ACRES) = .23 PEAK FLOW RATE(CFS) _ .96 it it it it is it it it it it is it it it it*ir is it sY it it it is it it it it it it is it it it it is is it it is it is it'.t�•ic it is it it it is is it it it is it it it it it is it is it is is*ic*ic it it it it FLOW PROCESS FROM NODE 300.80 TO NODE 300.20 IS CODE = 6 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1060.76 DOWNSTREAM ELEVATION(FEET) = 1053.25 STREET LENGTH(FEET) = 270.00 CURB HEIGHT(INCHES) = 8. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 3.72 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) _ .34 HALFSTREET FLOOD WIDTH(FEET) = 9.03 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.70 PRODUCT OF DEPTH&VELOCITY = 1.25 Page 4 STREET FLOW TRAVEL TIME(MIN.) = 1.22 TC(MIN.) = 7.83 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.512 SOIL CLASSIFICATION IS "B" RESIDENTIAL-> 8-10 DWELLINGS/ACRE SUBAREA LOSS RATE, FM(INCH/HR) = .3000 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .40 SUBAREA AREA(ACRES) = 1.45 SUBAREA RUNOFF(CFS) = 5.50 EFFECTIVE AREA(ACRES) = 1.68 AREA -AVERAGED FM(INCH/HR) _ .31 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .41 TOTAL AREA(ACRES) = 1.68 PEAK FLOW RATE(CFS) = 6.35 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .38 HALFSTREET FLOOD WIDTH(FEET) = 11.28 FLOW VELOCITY(FEET/SEC.) = 4.35 DEPTH*VELOCITY = 1.67 FLOW PROCESS FROM NODE 300.20 TO NODE 300.00 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 4.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 17.3 UPSTREAM NODE ELEVATION(FEET) = 1053.25 DOWNSTREAM NODE ELEVATION(FEET) = 1047.75 FLOW LENGTH(FEET) = 30.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.35 TRAVEL TIME(MIN.) _ .03 TC(MIN.) = 7.86 :t'K*iC)t if tY'it�.�.C'if �l YC1'C�.C�if'±C7'C�t:C �C iC'X'XX�fi[�CiC'X �tX iC SSC �[:C�'�.C{C'XXSY �C iC iC'ii�f�.f:t7'C iC'X �t �C iC:C':t �t �C SC it �f :t iY ii 'K �C �C �t �t SY'n *'X 'X iC FLOW PROCESS FROM NODE 300.00 TO NODE 300.00 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.) = 7.86 RAINFALL INTENSITY(INCH/HR) = 4.50 AREA -AVERAGED Fm(INCH/HR) = .31 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = 41 EFFECTIVE STREAM AREA(ACRES) = 1.68 TOTAL STREAM AREA(ACRES) = 1.68 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.35 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** Q Tc Intensity Fp Ap Fm Ae (CFS) (MIN.) (INCH/HR) (INCH/HR) (INCH/HR) (ACRES) 1 19.34 7.64 4.579 .75 .40 .30 4.99 2 19.32 8.01 4.452 .75 .40 .30 5.14 3 19.40 7.86 4.502 '.75 .40 .30 5.10 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 19.40 TC(MIN.) = 7.862 EFFECTIVE AREA(ACRES) = 5.10 AREA -AVERAGED FM(INCH/HR) _ .30 AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .40 TOTAL AREA(ACRES) = 5.14 Page 5 FLOW PROCESS FROM NODE 300.00 TO NODE 301.00 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 20.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 5.6 UPSTREAM NODE ELEVATION(FEET) = 1047.75 DOWNSTREAM NODE ELEVATION(FEET) = 1045.88 FLOW LENGTH(FEET) = 467.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 19.40 TRAVEL TIME(MIN.) = 1.40 TC(MIN.) = 9.26 FLOW PROCESS FROM NODE 301.00 TO NODE 301.00 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.) = 9.26 RAINFALL INTENSITY(INCH/HR) = 4.08 AREA -AVERAGED FM(INCH/HR) = .30 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .40 EFFECTIVE STREAM AREA(ACRES) = 5.10 TOTAL STREAM AREA(ACRES) = 5.14 PEAK FLOW RATE(CFS) AT CONFLUENCE = 19.40 **�'*tck:c*Yc 4c is is is is is*****ic it is is sY is is is is is is is is is it is is**ic***:r is it ic:c****'.c it is is is**ic *ic is :c*ic is*ic ie is is is is*�' FLOW PROCESS FROM NODE 301.60 TO NODE 301.50 IS CODE = 2.1 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ------------------------------------------------------------------ DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5-7 DWELLINGS/ACRE TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 123.00 UPSTREAM ELEVATION(FEET) = 1062.10 DOWNSTREAM ELEVATION(FEET) = 1060.25 ELEVATION DIFFERENCE(FEET) = 1.85 TC(MIN.) = .389*[( 123.00** 3.00)/( 1.85)]** .20 = 6.172 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.206 SOIL CLASSIFICATION IS "B" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, FM(INCH/HR) = .3750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) _ .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .50 SUBAREA RUNOFF(CFS) _ .61 TOTAL AREA(ACRES) = .14 PEAK FLOW RATE(CFS) _ .61 FLOW PROCESS FROM NODE 301.50 TO NODE 301.10 IS CODE = 6 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< UPSTREAM ELEVATION(FEET) = 1060.25 DOWNSTREAM ELEVATION(FEET) = 1052.83 STREET LENGTH(FEET) = 238.00 CURB HEIGHT(INCHES) = 8. STREET HALFWIDTH(FEET) = 20.00 Page 6 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 "TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 1.72 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) _ .27 HALFSTREET FLOOD WIDTH(FEET) = 5.66 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.38 PRODUCT OF DEPTH&VELOCITY = .92 STREET FLOW TRAVEL TIME(MIN.) = 1.17 TC(MIN.) = 7.35 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.689 SOIL CLASSIFICATION IS "B" RESIDENTIAL-> 8-10 DWELLINGS/ACRE SUBAREA LOSS RATE, FM(INCH/HR) = .3000 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .40 SUBAREA AREA(ACRES) = .56 SUBAREA RUNOFF(CFS) = 2.21 EFFECTIVE AREA(ACRES) _ .70 AREA -AVERAGED FM(INCH/HR) _ .32 AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .42 TOTAL AREA(ACRES) = .70 PEAK FLOW RATE(CFS) = 2.76 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .31 HALFSTREET FLOOD WIDTH(FEET) = 7.34 FLOW VELOCITY(FEET/SEC.) = 3.78 DEPTH*VELOCITY = 1.15 FLOW PROCESS FROM NODE 301.10 TO NODE 301.00 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 3.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 13.3 UPSTREAM NODE ELEVATION(FEET) = 1052.83 DOWNSTREAM NODE ELEVATION(FEET) = 1045.88 FLOW LENGTH(FEET) = 40.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.76 TRAVEL TIME(MIN.) _ .05 TC(MIN.) = 7.40 FLOW PROCESS FROM NODE 301.00 TO NODE 301.00 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.) = 7.40 RAINFALL INTENSITY(INCH/HR) = 4.67 AREA -AVERAGED FM(INCH/HR) = .32 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = 42 EFFECTIVE STREAM AREA(ACRES) _ .70 TOTAL STREAM'AREA(ACRES) _ .70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.76 FLOW PROCESS FROM NODE 301.40 TO NODE 301.30 IS CODE = 2.1 ---------------------------------------------------------------------------- Page 7 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5-7 DWELLINGS/ACRE TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 177.00 UPSTREAM ELEVATION(FEET) = 1062.40 DOWNSTREAM ELEVATION(FEET) = 1060.46 ELEVATION DIFFERENCE(FEET) = 1.94 TC(MIN.) = .389*[( 177.00** 3.00)/( 1.94)]** .20 = 7.606 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.592 SOIL CLASSIFICATION IS "B" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .3750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) _ .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .50 SUBAREA RUNOFF(CFS) = 1.14 TOTAL AREA(ACRES) = .30 PEAK FLOW RATE(CFS) = 1.14 �•:Y*ir**ir Yc it*:c*:c*ir is it i;:cir**:r*;c it it is it it �•4c*sY*:c:;:ci;*:r*fc'.r Y it is it it**;Y'kic:Fic.'cir:c:';**ir it 'r*:r*�•*�•�•*:c'..•�• FLOW PROCESS FROM NODE 301.30 TO NODE 301.20 IS CODE = 6 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1060.46 DOWNSTREAM ELEVATION(FEET) = 1052.77 STREET LENGTH(FEET) = 320.00 CURB HEIGHT(INCHES) = 8. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 4.78 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) _ .37 HALFSTREET FLOOD WIDTH(FEET) = 10.72 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.57 PRODUCT OF DEPTH&VELOCITY = 1.33 STREET FLOW TRAVEL TIME(MIN.) = 1.49 TC(MIN.) = 9.10 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.124 SOIL CLASSIFICATION IS "B" RESIDENTIAL-> 8-10 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .3000 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .40 SUBAREA AREA(ACRES) = 2.10 SUBAREA RUNOFF(CFS) = 7.23 EFFECTIVE AREA(ACRES) = 2.40 AREA -AVERAGED Fm(INCH/HR) _ .31 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .41 TOTAL AREA(ACRES) = 2.40 PEAK FLOW RATE(CFS) = 8.24 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .43 HALFSTREET FLOOD WIDTH(FEET) = 13.53 FLOW VELOCITY(FEET/SEC.) = 4.08 DEPTH*VELOCITY = 1.75 **************************************************************************** FLOW PROCESS FROM NODE 301.20 TO NODE 301.00 IS CODE = 3 ---------------------------------------------------------------------------- »�P»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.) = 21.0 UPSTREAM NODE ELEVATION(FEET) = 1052.77 Page 8 DOWNSTREAM NODE ELEVATION(FEET) = 1045.88 FLOW LENGTH(FEET) = 27.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 8.24 TRAVEL TIME(MIN.) _ .02 TC(MIN.) = 9.12 FLOW PROCESS FROM NODE 301.00 TO NODE 301.00 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.) = 9.12 RAINFALL INTENSITY(INCH/HR) = 4.12 AREA -AVERAGED Fm(INCH/HR) = .31 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = 41 EFFECTIVE STREAM AREA(ACRES) = 2.40 TOTAL STREAM AREA(ACRES) = 2.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.24 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. * PEAK FLOW RATE TABLE ** Q TC IntensityFp Ap Fm Ae (CFS) (MIN.) (INCH/HR (INCH/HR) (INCH/HR) (ACRES) 1 28.41 7.40 4.670 .75 .41 .31 6.73 2 29.97 9.04 4.139 .75 .41 .31 8.07 3 29.94 9.26 4.081 .75 .41 .31 8.20 4 29.75 9.41 4.041 .75 .41 .31 8.24 5 30.01 9.12 4.118 .75 .41 .31 8.13 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 30.01 TC(MIN.) = 9.121 EFFECTIVE AREA(ACRES) = 8.13 AREA -AVERAGED FM(INCH/HR) _ .31 AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .41 TOTAL AREA(ACRES) = 8.24 **************************************************************************** FLOW PROCESS FROM NODE 301.00 TO NODE 302.00 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 25.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.1 UPSTREAM NODE ELEVATION(FEET) = 1045.88 DOWNSTREAM NODE ELEVATION(FEET) = 1043.16 FLOW LENGTH(FEET) = 681.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 30.01 TRAVEL TIME(MIN.) = 1.87 TC(MIN.) = 10.99 **************************************************************************** FLOW PROCESS FROM NODE 302.00 TO NODE 302.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< ---------------------------------------------- TOTAL NUMBER OF STREAMS = 3 Page 9 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 10.99 RAINFALL INTENSITY(INCH/HR) = 3.68 AREA -AVERAGED FM(INCH/HR) = .31 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .41 EFFECTIVE STREAM AREA(ACRES) = 8.13 TOTAL STREAM AREA(ACRES) = 8.24 PEAK FLOW RATE(CFS) AT CONFLUENCE = 30.01 FLOW PROCESS FROM NODE 302.40 TO NODE 302.30 IS CODE = 2.1 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5-7 DWELLINGS/ACRE TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 128.00 UPSTREAM ELEVATION(FEET) = 1060.20 DOWNSTREAM ELEVATION(FEET) = 1058.41 ELEVATION DIFFERENCE(FEET) = 1.79 TC(MIN.) = .389*[( 128.00** 3.00)/( 1.79)]** .20 = 6.364 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.111 SOIL CLASSIFICATION IS "B" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .3750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) _ .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .50 SUBAREA RUNOFF(CFS) _ .64 TOTAL AREA(ACRES) = .15 PEAK FLOW RATE(CFS) _ .64 FLOW PROCESS FROM NODE 302.30 TO NODE 302.10 IS CODE = 6 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1058.41 DOWNSTREAM ELEVATION(FEET) = 1046.00 STREET LENGTH(FEET) = 619.00 CURB HEIGHT(INCHES) = 8. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 3.98 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) _ .36 HALFSTREET FLOOD WIDTH(FEET) = 10.16 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.26 PRODUCT OF DEPTH&VELOCITY = 1.18 STREET FLOW TRAVEL TIME(MIN.) = 3.16 TC(MIN.) = 9.53 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.012 SOIL CLASSIFICATION IS "B" RESIDENTIAL-> 8-10 DWELLINGS/ACRE SUBAREA LOSS RATE, FM(INCH/HR) _ .3000 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 - SUBAREA PERVIOUS AREA FRACTION, Ap = .40 SUBAREA AREA(ACRES) = 1.96 SUBAREA RUNOFF(CFS) = 6.55 EFFECTIVE AREA(ACRES) = 2.11 AREA -AVERAGED FM(INCH/HR) _ .31 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .41 TOTAL AREA(ACRES) = 2.11 PEAK FLOW RATE(CFS) = 7.04 END OF SUBAREA STREET FLOW HYDRAULICS: Page 10 DEPTH(FEET) = .42 HALFSTREET FLOOD WIDTH(FEET) = 12.97 FLOW VELOCITY(FEET/SEC.) = 3.76 DEPTH*VELOCITY = 1.57 FLOW PROCESS FROM NODE 302.10 TO NODE 302.00 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 7.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 10.0 UPSTREAM NODE ELEVATION(FEET) = 1046.00 DOWNSTREAM NODE ELEVATION(FEET) = 1043.16 FLOW LENGTH(FEET) = 78.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 7.04 TRAVEL TIME(MIN.) _ .13 TC(MIN.) = 9.66 FLOW PROCESS FROM NODE 302.00 TO NODE 302.00 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.) = 9.66 RAINFALL INTENSITY(INCH/HR) = 3.98 AREA -AVERAGED FM(INCH/HR) = .31 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .41 EFFECTIVE STREAM AREA(ACRES) = 2.11 TOTAL STREAM AREA(ACRES) = 2.11 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.04 **************************************************************************** FLOW PROCESS FROM NODE 302.60 TO NODE 302.50 IS CODE = 2.1 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ---------------------------------------------------------------------------- DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5-7 DWELLINGS/ACRE TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 176.00 UPSTREAM ELEVATION(FEET) = 1062.60 DOWNSTREAM ELEVATION(FEET) = 1060.75 ELEVATION DIFFERENCE(FEET) = 1.85 TC(MIN.) = .389*[( 176.00** 3.00)/( 1.85)]** .20 = 7.653 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.576 SOIL CLASSIFICATION IS "B" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, FM(INCH/HR) = .3750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) _ .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .50 SUBAREA RUNOFF(CFS) _ .98 TOTAL AREA(ACRES) = .26 PEAK FLOW RATE(CFS) _ .98 **************************************************************************** FLOW PROCESS FROM NODE 302.50 TO NODE 302.20 IS CODE = 6 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< ----------------------------------------------- - ------ ------------------- UPSTREAM ELEVATION(FEET) = 1060.75 DOWNSTREAM ELEVATION(FEET) = 1046.24 Page 11 STREET LENGTH(FEET) = 959.00 CURB HEIGHT(INCHES) = 8. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 *TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 5.68 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) _ .41 HALFSTREET FLOOD WIDTH(FEET) = 12.41 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.28 PRODUCT OF DEPTH&VELOCITY = 1.33 STREET FLOW TRAVEL TIME(MIN.) = 4.87 TC(MIN.) = 12.52 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.405 SOIL CLASSIFICATION IS "B" RESIDENTIAL-> 8-10 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .40 SUBAREA AREA(ACRES) = 3.34 SUBAREA RUNOFF(CFS) = 9.33 EFFECTIVE AREA(ACRES) = 3.60 AREA -AVERAGED Fm(INCH/HR) _ .31 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .41 TOTAL AREA(ACRES) = 3.60 PEAK FLOW RATE(CFS) = 10.04 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .47 HALFSTREET FLOOD WIDTH(FEET) = 15.78 FLOW VELOCITY(FEET/SEC.) = 3.75 DEPTH*VELOCITY = 1.78 3000 **************************************************************************** FLOW PROCESS FROM NODE 302.20 TO NODE 302.00 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 6.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 16.0 UPSTREAM NODE ELEVATION(FEET) = 1046.24 DOWNSTREAM NODE ELEVATION(FEET) = 1043.16 FLOW LENGTH(FEET) = 30.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 10.04 TRAVEL TIME(MIN.) _ .03 TC(MIN.) = 12.55 FLOW PROCESS FROM NODE 302.00 TO NODE 302.00 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.) = 12.55 RAINFALL INTENSITY(INCH/HR) = 3.40 AREA -AVERAGED Fm(INCH/HR) = .31 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .41 EFFECTIVE STREAM AREA(ACRES) = 3.60 TOTAL STREAM AREA(ACRES) = 3.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.04 Page 12 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** **************************************************************************** FLOW PROCESS FROM NODE 302.00 TO NODE 303.00 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 29.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.8 UPSTREAM NODE ELEVATION(FEET) = 1043.16 DOWNSTREAM NODE ELEVATION(FEET) = 1042.19 FLOW LENGTH(FEET) = 242.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 46.07 TRAVEL TIME(MIN.) _ .59 TC(MIN.) = 11.58 **************************************************************************** FLOW PROCESS FROM NODE 303.00 TO NODE 303.00 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.) = 11.58 RAINFALL INTENSITY(INCH/HR) = 3.57 AREA -AVERAGED FM(INCH/HR) = .31 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .41 EFFECTIVE STREAM AREA(ACRES) = 13.39 TOTAL STREAM AREA(ACRES) = 13.95 PEAK FLOW RATE(CFS) AT CONFLUENCE = 46.07 **************************************************************************** FLOW PROCESS FROM NODE 303.60 TO NODE 303.50 IS CODE = 2.1 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ----------------- ---------------------------------------------------------------------------- DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5-7 DWELLINGS/ACRE TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 177.00 UPSTREAM ELEVATION(FEET) = 1055.90 DOWNSTREAM ELEVATION(FEET) = 1054.15 ELEVATION DIFFERENCE(FEET) = 1.75 Page 13 Q Tc Intensit Fp Ap Fm Ae (CFS) (MIN.) (INCH/HR� (INCH/HR) (INCH/HR) (ACRES) 1 44.39 9.28 4.077 .75 .41 .31 11.42 2 44.99 9.66 3.979 .75 .41 .31 11.92 3 46.05 10.91 3.698 .75 .41 .31 13.31 4 46.07 10.99 3.682 .75 .41 .31 13.39 5 45.99 11.13 3.654 .75 .41 .31 13.50 6 45.79 11.28 3.625 .75 .41 .31 13.59 7 43.71 12.55 3.400 .75 .41 .31 13.95 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 46.07 TC(MIN.) = 10.990 EFFECTIVE AREA(ACRES) = 13.39 AREA -AVERAGED Fm(INCH/HR) _ .31 AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .41 TOTAL AREA(ACRES) = 13.95 **************************************************************************** FLOW PROCESS FROM NODE 302.00 TO NODE 303.00 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 29.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.8 UPSTREAM NODE ELEVATION(FEET) = 1043.16 DOWNSTREAM NODE ELEVATION(FEET) = 1042.19 FLOW LENGTH(FEET) = 242.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 46.07 TRAVEL TIME(MIN.) _ .59 TC(MIN.) = 11.58 **************************************************************************** FLOW PROCESS FROM NODE 303.00 TO NODE 303.00 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.) = 11.58 RAINFALL INTENSITY(INCH/HR) = 3.57 AREA -AVERAGED FM(INCH/HR) = .31 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .41 EFFECTIVE STREAM AREA(ACRES) = 13.39 TOTAL STREAM AREA(ACRES) = 13.95 PEAK FLOW RATE(CFS) AT CONFLUENCE = 46.07 **************************************************************************** FLOW PROCESS FROM NODE 303.60 TO NODE 303.50 IS CODE = 2.1 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ----------------- ---------------------------------------------------------------------------- DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5-7 DWELLINGS/ACRE TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 177.00 UPSTREAM ELEVATION(FEET) = 1055.90 DOWNSTREAM ELEVATION(FEET) = 1054.15 ELEVATION DIFFERENCE(FEET) = 1.75 Page 13 TC(MIN.) = .389*[( 177.00** 3.00)/( 1.75)]** .20 = 7.765 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.536 SOIL CLASSIFICATION IS "B" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, FM(INCH/HR) = .3750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) _ .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .50 SUBAREA RUNOFF(CFS) _ .97 TOTAL AREA(ACRES) = .26 PEAK FLOW RATE(CFS) _ .97 FLOW PROCESS FROM NODE 303.50 TO NODE 303.10 IS CODE = 6 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< UPSTREAM ELEVATION(FEET) = 1054.15 DOWNSTREAM ELEVATION(FEET) = 1046.17 STREET LENGTH(FEET) = 359.00 CURB HEIGHT(INCHES) = 8. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 3.46 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) _ .34 HALFSTREET FLOOD WIDTH(FEET) = 9.03 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.44 PRODUCT OF DEPTH&VELOCITY = 1.17 STREET FLOW TRAVEL TIME(MIN.) = 1.74 TC(MIN.) = 9.50 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.018 SOIL CLASSIFICATION IS "B" RESIDENTIAL-> 8-10 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .3000 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .40 SUBAREA AREA(ACRES) = 1.49 SUBAREA RUNOFF(CFS) = 4.99 EFFECTIVE AREA(ACRES) = 1.75 AREA -AVERAGED FM(INCH/HR) _ .31 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .41 TOTAL AREA(ACRES) = 1.75 PEAK FLOW RATE(CFS) = 5.84 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .40 HALFSTREET FLOOD WIDTH(FEET) = 11.84 FLOW VELOCITY(FEET/SEC.) = 3.67 DEPTH*VELOCITY = 1.45 FLOW PROCESS FROM NODE 303.10 TO NODE 303.00 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 5.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 12.9 UPSTREAM NODE ELEVATION(FEET) = 1046.17 DOWNSTREAM NODE ELEVATION(FEET) = 1042.19 FLOW LENGTH(FEET) = 46.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.84 TRAVEL TIME(MIN.) _ .06 TC(MIN.) = 9.56 Page 14 FLOW PROCESS FROM NODE 303.00 TO NODE 303.00 IS CODE = ----------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 9.56 RAINFALL INTENSITY(INCH/HR) = 4.00 AREA -AVERAGED FM(INCH/HR) = .31 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .41 EFFECTIVE STREAM AREA(ACRES) = 1.75 TOTAL STREAM AREA(ACRES) = 1.75 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.84 FLOW PROCESS FROM NODE 303.40 TO NODE 303.30 IS CODE = 2.1 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ---------------------------------------------------------------------------- DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5-7 DWELLINGS/ACRE TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 181.00 UPSTREAM ELEVATION(FEET) = 1056.00 DOWNSTREAM ELEVATION(FEET) = 1054.16 ELEVATION DIFFERENCE(FEET) = 1.84 TC(MIN.) = .389*[( 181.00** 3.00)/( 1.84)]** .20 = 7.791 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.527 SOIL CLASSIFICATION IS "B" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .3750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) _ .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .50 SUBAREA RUNOFF(CFS) _ .90 TOTAL AREA(ACRES) = .24 PEAK FLOW RATE(CFS) _ .90 **************************************************************************** FLOW PROCESS FROM NODE 303.30 TO NODE 303.20 IS CODE = 6 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< UPSTREAM ELEVATION(FEET) = 1054.16 DOWNSTREAM ELEVATION(FEET) = 1046.00 STREET LENGTH(FEET) = 384.00 CURB HEIGHT(INCHES) = 8. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 3.23 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) _ .34 HALFSTREET FLOOD WIDTH(FEET) = 9.03 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.21 PRODUCT OF DEPTH&VELOCITY = 1.09 STREET FLOW TRAVEL TIME(MIN.) = 1.99 TC(MIN.) 9.78 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.948 SOIL CLASSIFICATION IS "B" RESIDENTIAL-> 8-10 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .3000 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .40 Page 15 SUBAREA AREA(ACRES) = 1.42 SUBAREA RUNOFF(CFS) = 4.66 EFFECTIVE AREA(ACRES) = 1.66 AREA -AVERAGED FM(INCH/HR) _ .31 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .41 TOTAL AREA(ACRES) = 1.66 PEAK FLOW RATE(CFS) = 5.43 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .38 HALFSTREET FLOOD WIDTH(FEET) = 11.28 FLOW VELOCITY(FEET/SEC.) = 3.72 DEPTH*VELOCITY = 1.43 FLOW PROCESS FROM NODE 303.20 TO NODE 303.00 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.) = 12.5 UPSTREAM NODE ELEVATION(FEET) = 1046.00 DOWNSTREAM NODE ELEVATION(FEET) = 1042.19 FLOW LENGTH(FEET) = 46.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.43 TRAVEL TIME(MIN.) _ .06 TC(MIN.) = 9.85 FLOW PROCESS FROM NODE 303.00 TO NODE 303.00 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.) = 9.85 RAINFALL INTENSITY(INCH/HR) = 3.93 AREA -AVERAGED FM(INCH/HR) = .31 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .41 EFFECTIVE STREAM AREA(ACRES) = 1.66 TOTAL STREAM AREA(ACRES) = 1.66 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.43 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** Page 16 Q Tc Intensit Fp Ap Fm Ae (CFS) (MIN.) (INCH/HR� (INCH/HR) (INCH/HR) (ACRES) 1 55.12 9.56 4.003 .75 .41 .31 14.42 2 55.54 9.87 3.927 .75 .41 .31 14.83 3 55.86 10.25 3.839 .75 .41 .31 15.33 4 56.13 11.51 3.582 .75 .41 .31 16.72 5 56.11 11.58 3.568 .75 .41 .31 16.80 6 55.95 11.73 3.542 .75 .41 .31 16.91 7 55.66 11.88 3.515 .75 .41 .31 17.00 8 52.94 13.15 3.307 .75 .41 .31 17.36 9 55.52 9.85 3.934 .75 .41 .31 14.79 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 56.13 Tc(MIN.) = 11.508 EFFECTIVE AREA(ACRES) = 16.72 AREA -AVERAGED Fm(INCH/HR) _ .31 AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .41 TOTAL AREA(ACRES) = 17.36 Page 16 Page 17 FLOW PROCESS FROM NODE 303.00 TO NODE 400.00 IS CODE = 3 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< ------------------------------------------ - -- DEPTH OF OF FLOW IN 42.0 INCH PIPE IS 32.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.1 UPSTREAM NODE ELEVATION(FEET) = 1042.19 DOWNSTREAM NODE ELEVATION(FEET) = 1041.27 FLOW LENGTH(FEET) = 230.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 56.13 TRAVEL TIME(MIN.) _ .54 TC(MIN.) = 12.05 ------------- END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 17.36 TC(MIN.) = 12.05 EFFECTIVE AREA(ACRES) = 16.72 AREA -AVERAGED Fm(INCH/HR)= .31 AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .41 PEAK FLOW RATE(CFS) = 56.13 * PEAK FLOW RATE TABLE ** Q Tc Intensity Fp Ap Fm Ae (CFS) (MIN.) (INCH/HR) (INCH/HR) (INCH/HR) (ACRES) 1 55.12 10.10 3.874 .75 .41 .31 14.42 2 55.52 10.38 3.810 .75 .41 .31 14.79 3 55.54 10.41 3.804 .75 .41 .31 14.83 4 55.86 10.79 3.723 .75 .41 .31 15.33 5 56.13 12.05 3.485 .75 .41 .31 16.72 6 56.11 12.12 3.472 .75 .41 .31 16.80 7 55.95 12.26 3.448 .75 .41 .31 16.91 8 55.66 12.42 3.423 .75 .41 .31 17.00 9 52.94 13.69 3.227 .75 .41 .31 17.36 ----------------------- END OF RATIONAL METHOD ANALYSIS Page 17 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. 15101 RED HILL AVENUE TUSTIN, CALIFORNIA 92780-6500 PHONE (714) 259-7900 * FAX (714) 259-0210 ---------------------------------------------------------------------------- FILE NAME: F100SRAB.DAT TIME/DATE OF STUDY: 14:50 7/ 8/2004 --------------------------------------------------------------------- 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 = .90 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* 10 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) _ .920 100 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) = 1.330 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH/HOUR) = 1.3300 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: Ap FM(INCH/HR) Ae(ACRES) Q(CFS) TC(MIN.) Fp(INCH/HR) Ap FM(INCH/HR) Ae(ACRES) 1 282.24 17.91 .556 .16 .087 116.70 2 283.08 18.23 .555 .16 .088 118.33 3 283.66 19.13 .551 .16 .088 122.24 4 282.23 20.06 .547 .16 .089 125.30 5 264.13 25.02 .517 .18 .092 134.82 6 257.02 26.58 .511 .18 .093 136.34 TOTAL AREA = 136.34 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) 1 282.24 17.91 .556 .16 .087 116.70 2 283.08 18.23 .555 .16 .088 118.33 3 283.66 19.13 .551 .16 .088 122.24 4 282.23 20.06 .547 .16 .089 125.30 5 264.13 25.02 .517 .18 .092 134.82 Page 1 257.02 26.58 .511 .18 .093 136.34 TOTAL AREA = 136.34 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 34.00 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.) = 23.0 UPSTREAM NODE ELEVATION(FEET) = 1075.90 DOWNSTREAM NODE ELEVATION(FEET) = 1039.50 FLOW LENGTH(FEET) = 1200.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 283.66 TRAVEL TIME(MIN.) _ .87 TC(MIN.) = 20.00 FLOW PROCESS FROM NODE 34.00 TO NODE 34.00 IS CODE = 10 ---------------------------------------------------------------------------- »»>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ««< FLOW PROCESS FROM NODE 34.00 TO NODE 34.00 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) 1 183.64 7.54 .684 .16 .109 43.69 2 220.14 13.95 .680 .17 .112 74.37 3 230.71 16.05 .677 .17 .114 85.79 4 232.67 16.62 .676 .17 .114 88.55 5 234.47 18.36 .672 .17 .116 95.30 6 234.23 18.54 .672 .17 .117 95.81 7 233.37 18.68 .672 .17 .117 95.97 TOTAL AREA = 95.97 FLOW PROCESS FROM NODE 34.00 TO NODE 34.00 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) 1 183.64 7.54 .684 .16 .109 43.69 2 220.14 13.95 .680 .17 .112 74.37 3 230.71 16.05 .677 .17 .114 85.79 4 232.67 16.62 .676 .17 .114 88.55 Page 2 5 234.47 18.36 .672 .17 .116 95.30 6 234.23 18.54 .672 .17 .117 95.81 7 233.37 18.68 .672 .17 .117 95.97 TOTAL AREA = 95.97 FLOW PROCESS FROM NODE 34.00 TO NODE 34.00 IS CODE = 12 ---------------------------------------------------------------------------- »»>CLEAR MEMORY BANK # 2 ««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- its-�ir��%it�it� �� � �'�•�%�'�•�•� �•�•� �•� � �•�%�'�'�•�i<�'<�•�•%:tiriri<��:t�-� �•:t�'�•��•�•it�•itir�i<�i<:t�� � � � � �•� �-�- FLOW PROCESS FROM NODE 34.00 TO NODE 34.00 IS CODE = 11 ---------------------------------------------------------------------------- »»>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN -STREAM MEMORY««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- " PEAK FLOW RATE TABLE ** Q TC Intensity Fp Ap Fm Ae (CFS) (MIN.) (INCH/HR) (INCH/HR) (INCH/HR) (ACRES) 1 382.35 7.54 4.617 .62 .16 .10 90.55 2 472.16 13.95 3.191 .61 .16 .10 161.08 3 496.60 16.05 2.934 .61 .16 .10 185.55 4 502.13 16.62 2.873 .61 .16 .10 191.86 5 514.33 18.36 2.706 .61 .16 .10 209.42 6 515.11 18.54 2.691 .61 .16 .10 211.03 7 515.05 18.68 2.679 .61 .16 .10 212.06 8 514.85 18.78 2.670 .61 .16 .10 212.67 9 513.27 19.09 2.644 .61 .17 .10 214.30 10 507.22 20.00 2.571 .61 .17 .10 218.21 11 499.48 20.93 2.502 .60 .17 .10 221.27 12 453.98 25.91 2.201 .58 .18 .10 230.79 13 439.94 27.48 2.125 .58 .18 .10 232.31 TOTAL AREA = 232.31 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 515.11 TC(MIN.) = 18.541 EFFECTIVE AREA(ACRES) = 211.03 AREA -AVERAGED Fm(INCH/HR) _ .10 AREA -AVERAGED Fp(INCH/HR) = .61 AREA -AVERAGED Ap = .16 TOTAL AREA(ACRES) = 232.31 *i<iciticirit�iti<��*��t,rrtrtrc�,ri<rt:t,rrtit:.•i<:t*it:titititit*i<i<x:t*iri<i<*i<�r:t:t�:titit�i<i<i<i<i<i<rt�:tit�i<ir�i<ir�:tirt� FLOW PROCESS FROM NODE 34.00 TO NODE 34.00 IS CODE = 12 ---------------------------------------------------------------------------- »»>CLEAR MEMORY BANK # 1 ««< �*it�itit�ir�i<:tir:t:t:t����t��ir:t�:t�t�•:t�%�%*pit:tint*��,r*:tom%pit:t*�it���t:t��i<�*it**�i<ir�•�:t:t�it�*�- FLOW PROCESS FROM NODE 34.00 TO NODE 35.00 IS CODE = 3 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ---------------------------------------------------------------------- DEPTH OF FLOW IN 96.0 INCH PIPE IS 74.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 12.4 UPSTREAM NODE ELEVATION(FEET) = 1039.50 DOWNSTREAM NODE ELEVATION(FEET) = 1039.40 FLOW LENGTH(FEET) = 25.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 96.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 515.11 TRAVEL TIME(MIN.) _ .03 TC(MIN.) = 18.57 Page 3 FLOW PROCESS FROM NODE 35.00 TO NODE 35.00 IS CODE = 10 ---------------------------------------------------------------------------- »»>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ««< FLOW PROCESS FROM NODE 32.00 TO NODE 32.00 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 86.70 13.92 .750 .10 .075 30.55 2 91.46 20.42 .750 .10 .075 40.83 TOTAL AREA = 40.83 FLOW PROCESS FROM NODE 32.00 TO NODE 32.00 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 86.70 13.92 .750 .10 .075 30.55 2 91.46 20.42 .750 .10 .075 40.83 TOTAL AREA = 40.83 FLOW PROCESS FROM NODE 32.00 TO NODE 32.00 IS CODE = 12 ---------------------------------------------------------------------------- »»>CLEAR MEMORY BANK # 2 ««< FLOW PROCESS FROM NODE 32.00 TO NODE 35.00 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 32.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 11.6 UPSTREAM NODE ELEVATION(FEET) = 1052.00 DOWNSTREAM NODE ELEVATION(FEET) = 1039.40 FLOW LENGTH(FEET) = 1200.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 91.46 TRAVEL TIME(MIN.) = 1.73 TC(MIN.) = 22.16 FLOW PROCESS FROM NODE 35.00 TO NODE 35.00 IS CODE = 11 ---------------------------------------------------------------------------- »»>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN -STREAM MEMORY««< Page 4 PEAK FLOW RATE TABLE FLOW PROCESS FROM NODE 35.00 TO NODE 35.00 IS CODE = 12 ---------------------------------------------------------------------------- »»>CLEAR MEMORY BANK # 1 ««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- FLOW PROCESS FROM NODE 35.00 TO NODE 400.00 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 78.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 12.9 UPSTREAM NODE ELEVATION(FEET) = 1039.40 DOWNSTREAM NODE ELEVATION(FEET) = 1036.08 FLOW LENGTH(FEET) = 825.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 102.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 603.99 TRAVEL TIME(MIN.) = 1.06 TC(MIN.) = 19.78 FLOW PROCESS FROM NODE 400.00 TO NODE 400.00 IS CODE = 10 ---------------------------------------------------------------------------- »»>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ««< FLOW PROCESS -FROM NODE 400.00 TO NODE 400.00 IS CODE = -15 ---------------------------------------------------------------------------- »»>DEFINE MEMORY BANK # 2 ««< MEMORY BANK # 2 DEFINED AS FOLLOWS: Page 5 Q Tc Intensity Fp Ap Fm Ae (CFS) (MIN.) (INCH/HR) (INCH/HR) (INCH/HR) (ACRES) 1 578.38 15.66 2.977 .63 .15 .10 211.18 2 580.09 22.16 2.418 .61 .16 .10 264.37 3 447.79 7.58 4.604 .63 .15 .09 105.32 4 555.16 13.99 3.186 .63 .15 .10 188.37 5 583.61 16.09 2.930 .63 .15 .10 216.78 6 589.56 16.66 2.869 .63 .15 .10 223.99 7 603.04 18.40 2.703 .62 .16 .10 244.30 8 603.95 18.57 2.688 .62 .16 .10 246.19 9 603.99 18.71 2.676 .62 .16 .10 247.44 10 603.86 18.81 2.667 .62 .16 .10 248.20 11 602.51 19.13 2.641 .62 .16 .10 250.33 12 597.13 20.04 2.568 .62 .16 .10 255.68 13 590.07 20.97 2.499 .62 .16 .10 260.22 14 536.90 25.95 2.199 .60 .16 .10 271.62 15 519.89 27.52 2.123 .59 .17 .10 273.14 TOTAL AREA = 273.14 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 603.99 TC(MIN.) = 18.714 EFFECTIVE AREA(ACRES) = 247.44 AREA -AVERAGED Fm(INCH/HR) _ .10 AREA -AVERAGED Fp(INCH/HR) = .62 AREA -AVERAGED Ap = .16 TOTAL AREA(ACRES) = 273.14 FLOW PROCESS FROM NODE 35.00 TO NODE 35.00 IS CODE = 12 ---------------------------------------------------------------------------- »»>CLEAR MEMORY BANK # 1 ««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- FLOW PROCESS FROM NODE 35.00 TO NODE 400.00 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 78.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 12.9 UPSTREAM NODE ELEVATION(FEET) = 1039.40 DOWNSTREAM NODE ELEVATION(FEET) = 1036.08 FLOW LENGTH(FEET) = 825.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 102.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 603.99 TRAVEL TIME(MIN.) = 1.06 TC(MIN.) = 19.78 FLOW PROCESS FROM NODE 400.00 TO NODE 400.00 IS CODE = 10 ---------------------------------------------------------------------------- »»>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ««< FLOW PROCESS -FROM NODE 400.00 TO NODE 400.00 IS CODE = -15 ---------------------------------------------------------------------------- »»>DEFINE MEMORY BANK # 2 ««< MEMORY BANK # 2 DEFINED AS FOLLOWS: Page 5 Q(CFS) TC(MIN.) Fp(INCH/HR) Ap Fm(INCH/HR) Ae(ACRES) 1 55.12 10.10 .750 .41 .307 14.42 2 55.51 10.39 .750 .41 .307 14.80 3 55.54 10.41 .750 .41 .307 14.83 4 55.86 10.79 .750 .41 .307 15.33 5 56.13 12.05 .750 .41 .307 16.72 6 56.11 12.12 .750 .41 .307 16.80 7 55.95 12.26 .750 .41 .307 16.91 8 55.66 12.41 .750 .41 .307 17.00 9 52.94 13.69 .750 .41 .307 17.36 TOTAL AREA = 17.36 .41 .307 17.36 TOTAL AREA = FLOW PROCESS FROM NODE 400.00 TO NODE 400.00 IS CODE = 14 ---------------------------------------------------------------------------- »»>MEMORY BANK # 2 COPIED ONTO MAIN -STREAM MEMORY««< MAIN -STREAM MEMORY DEFINED AS FOLLOWS: RATE TABLE ** Q(CFS) TC(MIN.) Fp(INCH/HR) Ap Fm(INCH/HR) Ae(ACRES) 1 55.12 10.10 .750 .41 .307 14.42 2 55.51 10.39 .750 .41 .307 14.80 3 55.54 10.41 .750 .41 .307 14.83 4 55.86 10.79 .750 .41 .307 15.33 5 56.13 12.05 .750 .41 .307 16.72 6 56.11 12.12 .750 .41 .307 16.80 7 55.95 12.26 .750 .41 .307 16.91 8 55.66 12.41 .750 .41 .307 17.00 9 52.94 13.69 .750 .41 .307 17.36 TOTAL AREA = 17.36 3.472 .66 .18 .12 **************************************************************************** FLOW PROCESS FROM NODE 400.00 TO NODE 400.00 IS CODE = 12 ---------------------------------------------------------------------------- »»>CLEAR MEMORY BANK # 2 ««< **************************************************************************** FLOW PROCESS FROM NODE 400.00 TO NODE 400.00 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) 1 526.14 10.10 3.874 .66 .18 .12 137.71 2 531.37 10.39 3.810 .66 .18 .12 141.82 3 531.83 10.41 3.804 .66 .18 .12 142.19 4 538.61 10.79 3.723 .66 .18 .12 147.70 5 560.14 12.05 3.485 .66 .18 .12 165.53 6 561.40 12.12 3.472 .66 .18 .12 166.60 7 563.65 12.26 3.448 .66 .18 .12 168.57 8 565.93 12.41 3.423 .66 .18 .12 170.64 9 584.85 13.69 3.227 .65 .18 .11 187.74 10 500.15 8.73 4.228 .66 .18 .12 -117.78 11 604.84 15.06 3.048 .65 .17 .11 205.73 12 624.69 16.73 2.861 .65 .17 .11 228.54 13 629.14 17.16 2.819 .65 .17 .11 234.14 14 634.10 17.72 2.764 .65 .17 .11 241.35 15 644.85 19.46 2.614 .64 .17 .11 261.66 16 645.50 19.64 2.599 .64 .17 .11 263.55 Page 6 17 645.34 19.78 2.588 .64 .17 .11 264.80 18 645.07 19.88 2.581 .64 .17 .11 265.56 19 643.29 20.19 2.556 .64 .17 .11 267.69 20 636.70 21.10 2.490 .64 .17 .11 273.04 21 628.48 22.03 2.426 .64 .17 .11 277.58 22 617.13 23.22 2.351 .63 .17 .11 281.73 23 570.22 27.05 2.145 .62 .18 .11 288.98 24 551.92 28.62 2.074 .61 .18 .11 290.50 TOTAL AREA = 290.50 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 645.50 TC(MIN.) = 19.639 EFFECTIVE AREA(ACRES) = 263.55 AREA -AVERAGED FM(INCH/HR) = 11 AREA -AVERAGED Fp(INCH/HR) = .64 AREA -AVERAGED Ap = .17 TOTAL AREA(ACRES) = 290.50 FLOW PROCESS FROM NODE 400.00 TO NODE 400.00 IS CODE = 12 ---------------------------------------------------------------------------- »»>CLEAR MEMORY BANK # 1 ««< FLOW PROCESS FROM NODE 400.00 TO NODE 401.00 IS CODE = 3 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< -------------------------------------------------------------------- DEPTH OF FLOW IN 96.0 INCH PIPE IS 75.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 15.2 UPSTREAM NODE ELEVATION(FEET) = 1036.08 DOWNSTREAM NODE ELEVATION(FEET) = 1031.00 FLOW LENGTH(FEET) = 850.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 96.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 645.50 TRAVEL TIME(MIN.) _ .93 TC(MIN.) = 20.57 FLOW PROCESS FROM NODE 401.00 TO NODE 401.00 IS CODE = ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.528 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) = 4.37 SUBAREA RUNOFF(CFS) = 8.88 EFFECTIVE AREA(ACRES) = 267.92 AREA -AVERAGED FM(INCH/HR) = 11 AREA -AVERAGED Fp(INCH/HR) = .61 AREA -AVERAGED Ap = .19 TOTAL AREA(ACRES) = 294.87 PEAK FLOW RATE(CFS) = 645.50 TC(MIN) = 20.57 ------------------------------------------------------------ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 294.87 TC(MIN.) = 20.57 EFFECTIVE AREA(ACRES) = 267.92 AREA -AVERAGED FM(INCH/HR)= .11 AREA -AVERAGED Fp(INCH/HR) _ .61 AREA -AVERAGED Ap = .19 PEAK FLOW RATE(CFS) = 645.50 ** PEAK FLOW RATE TABLE ** Q TC Intensity Fp Ap Fm Ae (CFS) (MIN.) (INCH/HR) (INCH/HR) (INCH/HR) (ACRES) Page 7 1 500.15 9.73 3.962 .59 .21 .12 122.15 2 526.14 11.08 3.665 .60 .20 .12 142.08 3 531.37 11.36 3.610 .60 .20 .12 146.19 4 531.83 11.39 3.605 .60 .20 .12 146.56 5 538.61 11.77 3.534 .60 .20 .12 152.07 6 560.14 13.02 3.326 .61 .20 .12 169.90 7 561.40 13.10 3.315 .61 .20 .12 170.97 8 563.65 13.22 3.296 .61 .20 .12 172.94 9 565.93 13.37 3.273 .61 .20 .12 175.01 10 584.85 14.65 3.099 .61 .19 .12 192.11 11 604.84 16.02 2.938 .61 .19 .12 210.10 12 624.69 17.67 2.769 .61 .19 .11 232.91 13 629.14 18.09 2.731 .61 .19 .11 238.51 14 634.10 18.66 2.680 .61 .19 .11 245.72 15 644.85 20.40 2.541 .61 .19 .11 266.03 16 645.50 20.57 2.528 .61 .19 .11 267.92 17 645.34 20.71 2.518 .61 .19 .11 269.17 18 645.07 20.81 2.511 .61 .19 .11 269.93 19 643.29 21.13 2.488 .61 .19 .11 272.06 20 636.70 22.04 2.426 .61 .19 .11 277.41 21 628.48 22.97 2.366 .61 .19 .11 281.95 22 617.13 24.16 2.295 .60 .19 .11 286.10 23 570.22 28.01 2.101 .59 .19 .11 293.35 24 551.92 29.60 2.032 .59 .19 .11 294.87 END OF RATIONAL METHOD ANALYSIS Page 8 Technical Appendix H 25 -Year Rational Method Analysis Derived from Storm Drain Basis of Design Sycamore Hills II Tentative Tract No. 16495 RBF Consulting — February 2004 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. 15101 RED HILL AVENUE TUSTIN, CALIFORNIA 92780-6500 PHONE (714) 259-7900 * FAX (714) 259-0210 ---------------------------------------------------------------------------- FILE NAME: F025AULB.DAT TIME/DATE OF STUDY: 13: 9 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 = .90 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* 10 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) _ .920 100 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) = 1.330 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 25.00 1 -HOUR INTENSITY(INCH/HOUR) = 1.0620 SLOPE OF INTENSITY DURATION CURVE = .6000 FLOW PROCESS FROM NODE 300.70 TO NODE 300.60 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) = 85.00 UPSTREAM ELEVATION(FEET) = 1066.50 DOWNSTREAM ELEVATION(FEET) = 1066.00 ELEVATION DIFFERENCE(FEET) = .50 TC(MIN.) = .304*[( 85.00** 3.00)/( .50)]** .20 = 5.020 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.705 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) _ .38 TOTAL AREA(ACRES) = .09 PEAK FLOW RATE(CFS) _ .38 **************************************************************************** FLOW PROCESS FROM NODE 300.60 TO NODE 300.10 IS CODE = 6 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< ---------------------------------------- --- ----------- ------------------ UPSTREAM ELEVATION(FEET) = 1066.00 DOWNSTREAM ELEVATION(FEET) = 1053.27 STREET LENGTH(FEET) = 600.00 CURB HEIGHT(INCHES) = 8. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 Page 1 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 3.50 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) _ .35 HALFSTREET FLOOD WIDTH(FEET) = 9.59 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.15 PRODUCT OF DEPTH&VELOCITY = 1.10 STREET FLOW TRAVEL TIME(MIN.) = 3.18 TC(MIN.) = 8.20 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.506 SOIL CLASSIFICATION IS "B" RESIDENTIAL-> 8-10 DWELLINGS/ACRE SUBAREA LOSS RATE, FM(INCH/HR) _ .3000 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .40 SUBAREA AREA(ACRES) = 2.10 SUBAREA RUNOFF(CFS) = 6.06 EFFECTIVE AREA(ACRES) = 2.19 AREA -AVERAGED FM(INCH/HR) _ .29 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .39 TOTAL AREA(ACRES) = 2.19 PEAK FLOW RATE(CFS) = 6.34 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .41 HALFSTREET FLOOD WIDTH(FEET) = 12.41 FLOW VELOCITY(FEET/SEC.) = 3.67 DEPTH*VELOCITY = 1.49 FLOW PROCESS FROM NODE 300.10 TO NODE 300.00 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 4.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 19.7 UPSTREAM NODE ELEVATION(FEET) = 1053.27 DOWNSTREAM NODE ELEVATION(FEET) = 1047.75 FLOW LENGTH(FEET) = 21.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.34 TRAVEL TIME(MIN.) _ .02 TC(MIN.) = 8.21 FLOW PROCESS FROM NODE 300.00 TO NODE 300.00 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.) = 8.21 RAINFALL INTENSITY(INCH/HR) = 3.50 AREA -AVERAGED FM(INCH/HR) = .29 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .39 EFFECTIVE STREAM AREA(ACRES) = 2.19 TOTAL STREAM AREA(ACRES) = 2.19 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.34 is is it*ic it is is is it*ic is it**it****ir is ic'.c is it* it is it is*'kir**ic is it is*ir is is it it*** it st it*ic*ir it is it it is**ic it it is is it it**ir is it FLOW PROCESS FROM NODE 300.50 TO NODE 300.40 IS CODE = 2.1 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< Page 2 -------------------------------------------------------------------------- DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5-7 DWELLINGS/ACRE TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 154.00 UPSTREAM ELEVATION(FEET) = 1062.90 DOWNSTREAM ELEVATION(FEET) = 1060.80 ELEVATION DIFFERENCE(FEET) = 2.10 TC(MIN.) = .389*[( 154.00** 3.00)/( 2.10)]** .20 = 6.887 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.892 SOIL CLASSIFICATION IS "B" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, FM(INCH/HR) = .3750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) _ .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .50 SUBAREA RUNOFF(CFS) _ .73 TOTAL AREA(ACRES) = .23 PEAK FLOW RATE(CFS) _ .73 FLOW PROCESS FROM NODE 300.40 TO NODE 300.30 IS CODE = 6 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< -------------------------------------------------------------------------- ----------------------- --- - - UPSTREAM ELEVATION(FEET) = 1060.80 DOWNSTREAM ELEVATION(FEET) = 1053.85 STREET LENGTH(FEET) = 143.00 CURB HEIGHT(INCHES) = 8. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 2.32 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) _ .28 HALFSTREET FLOOD WIDTH(FEET) = 6.22 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.03 PRODUCT OF DEPTH&VELOCITY = 1.14 STREET FLOW TRAVEL TIME(MIN.) = .59 TC(MIN.) = 7.48 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.705 SOIL CLASSIFICATION IS "B" RESIDENTIAL-> 8-10 DWELLINGS/ACRE SUBAREA LOSS RATE, FM(INcH/HR) = .3000 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .40 SUBAREA AREA(ACRES) = 1.04 SUBAREA RUNOFF(CFS) = 3.19 EFFECTIVE AREA(ACRES) = 1.27 AREA -AVERAGED Fm(INCH/HR) _ .31 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .42 TOTAL AREA(ACRES) = 1.27 PEAK FLOW RATE(CFS) = 3.88 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .32 HALFSTREET FLOOD WIDTH(FEET) = 7.91 FLOW VELOCITY(FEET/SEC.) = 4.76 DEPTH*VELOCITY = 1.51 **************************************************************************** FLOW PROCESS FROM NODE 300.30 TO NODE 300.00 IS CODE = 3 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)«<z< -------------------------------------------------------------------------- ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 9.1 UPSTREAM NODE ELEVATION(FEET) = 1053.85 DOWNSTREAM NODE ELEVATION(FEET) = 1047.75 Page 3 FLOW LENGTH(FEET) = 138.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.88 TRAVEL TIME(MIN.) _ .25 TC(MIN.) = 7.73 FLOW PROCESS FROM NODE 300.00 TO NODE 300.00 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.) = 7.73 RAINFALL INTENSITY(INCH/HR) = 3.63 AREA -AVERAGED FM(INCH/HR) _ .31 AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .42 EFFECTIVE STREAM AREA(ACRES) = 1.27 TOTAL STREAM AREA(ACRES) = 1.27 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.88 FLOW PROCESS FROM NODE 300.90 TO NODE 300.80 IS CODE = 2.1 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< -------------------------------------------------------------------- DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5-7 DWELLINGS/ACRE TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 145.00 UPSTREAM ELEVATION(FEET) = 1062.90 DOWNSTREAM ELEVATION(FEET) = 1060.76 ELEVATION DIFFERENCE(FEET) = 2.14 TC(MIN.) _ .389*[( 145.00** 3.00)/( 2.14)]** .20 = 6.617 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.987 SOIL CLASSIFICATION IS "B" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, FM(INCH/HR) _ .3750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) _ .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .50 SUBAREA RUNOFF(CFS) _ .75 TOTAL AREA(ACRES) _ .23 PEAK FLOW RATE(CFS) _ .75 FLOW PROCESS FROM NODE 300.80 TO NODE 300.20 IS CODE = 6 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< UPSTREAM ELEVATION(FEET) = 1060.76 DOWNSTREAM ELEVATION(FEET) = 1053.25 STREET LENGTH(FEET) = 270.00 CURB HEIGHT(INCHES) = 8. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INTERIOR STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 2.89 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) _ .32 HALFSTREET FLOOD WIDTH(FEET) = 7.91 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.54 PRODUCT OF DEPTH&VELOCITY = 1.12 Page 4 STREET FLOW TRAVEL TIME(MIN.) = 1.27 TC(MIN.) = 7.89 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.588 SOIL CLASSIFICATION IS "B" RESIDENTIAL-> 8-10 DWELLINGS/ACRE SUBAREA LOSS RATE, FM(INCH/HR) = .3000 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .40 SUBAREA AREA(ACRES) = 1.45 SUBAREA RUNOFF(CFS) = 4.29 EFFECTIVE AREA(ACRES) = 1.68 AREA -AVERAGED Fm(INCH/HR) _ .31 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .41 TOTAL AREA(ACRES) = 1.68 PEAK FLOW RATE(CFS) = 4.96 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .36 HALFSTREET FLOOD WIDTH(FEET) = 10.16 FLOW VELOCITY(FEET/SEC.) = 4.06 DEPTH*VELOCITY = 1.47 FLOW PROCESS FROM NODE 300.20 TO NODE 300.00 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.) = 16.1 UPSTREAM NODE ELEVATION(FEET) = 1053.25 DOWNSTREAM NODE ELEVATION(FEET) = 1047.75 FLOW LENGTH(FEET) = 30.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.96 TRAVEL TIME(MIN.) _ .03 TC(MIN.) = 7.92 FLOW PROCESS FROM NODE 300.00 TO NODE 300.00 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.) = 7.92 RAINFALL INTENSITY(INCH/HR) = 3.58 AREA -AVERAGED FM(INCH/HR) = .31 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = 41 EFFECTIVE STREAM AREA(ACRES) = 1.68 TOTAL STREAM AREA(ACRES) = 1.68 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.96 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 15.00 7.73 3.631 .75 .40 .30 4.97 2 14.90 8.21 3.502 .75 .40 .30 5.14 3 15.03 7.92 3.579 :75 .40 .30 5.06 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 15.03 TC(MIN.) = 7.919 EFFECTIVE AREA(ACRES) = 5.06 AREA -AVERAGED Fm(INCH/HR) _ .30 AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .40 TOTAL AREA(ACRES) = 5.14 Page 5 FLOW PROCESS FROM NODE 300.00 TO NODE 301.00 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 18.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 5.2 UPSTREAM NODE ELEVATION(FEET) = 1047.75 DOWNSTREAM NODE ELEVATION(FEET) = 1045.88 FLOW LENGTH(FEET) = 467.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 15.03 TRAVEL TIME(MIN.) = 1.50 TC(MIN.) = 9.41 �•sY*is it R-**iris**ir*ir it**ic*ic is*ic it is it it is ic*�•***ic:c;ric'.r'cir*ir'.r:rir*'.r#*ir�•ir�-ir*:c**'.cir*;r :r'.c it FLOW PROCESS FROM NODE 301.00 TO NODE 301.00 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.) = 9.41 RAINFALL INTENSITY(INCH/HR) = 3.23 AREA -AVERAGED FM(INCH/HR) = .30 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .40 EFFECTIVE STREAM AREA(ACRES) = 5.06 TOTAL STREAM AREA(ACRES) = 5.14 PEAK FLOW RATE(CFS) AT CONFLUENCE = 15.03 it is it it it it it it is is it is is is is is it it sY it is it ir'.r is is it it �-*ir is it it it it it is it i.•ir is is is*iritis itis**ir it is it is is is it it is*ir it is is it iic*ir is it it is FLOW PROCESS FROM NODE 301.60 TO NODE 301.50 IS CODE = 2.1 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< -------------------------------------------- DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5-7 DWELLINGS/ACRE TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 123.00 UPSTREAM ELEVATION(FEET) = 1062.10 DOWNSTREAM ELEVATION(FEET) = 1060.25 ELEVATION DIFFERENCE(FEET) = 1.85 TC(MIN.) = .389*[( 123.00** 3.00)/( 1.85)]** .20 = 6.172 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.157 SOIL CLASSIFICATION IS "B" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .3750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) _ .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .50 SUBAREA RUNOFF(CFS) _ .48 TOTAL AREA(ACRES) = .14 PEAK FLOW RATE(CFS) _ .48 FLOW PROCESS FROM NODE 301.50 TO NODE 301.10 IS CODE = 6 ----------------------- ---------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1060.25 DOWNSTREAM ELEVATION(FEET) = 1052.83 STREET LENGTH(FEET) = 238.00 CURB HEIGHT(INCHES) = 8. STREET HALFWIDTH(FEET) = 20.00 Page 6 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 "TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 1.34 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) _ .25 HALFSTREET FLOOD WIDTH(FEET) = 4.53 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.39 PRODUCT OF DEPTH&VELOCITY = .84 STREET FLOW TRAVEL TIME(MIN.) = 1.17 TC(MIN.) = 7.34 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.746 SOIL CLASSIFICATION IS "B" RESIDENTIAL-> 8-10 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .3000 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .40 SUBAREA AREA(ACRES) = .56 SUBAREA RUNOFF(CFS) = 1.74 EFFECTIVE AREA(ACRES) _ .70 AREA -AVERAGED FM(INCH/HR) _ .32 AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .42 TOTAL AREA(ACRES) = .70 PEAK FLOW RATE(CFS) = 2.16 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .29 HALFSTREET FLOOD WIDTH(FEET) = 6.78 FLOW VELOCITY(FEET/SEC.) = 3.33 DEPTH*VELOCITY = .98 is is it is �•'.r�•:c is �•i;i:i<ir'.r is is i;i;'si: is is is it it is it it is is ie i;i<ic it is it it is is ir:ci;�•:c�is it is is is is ic�i:ic°k it �•it :c i; i; i; ;c ic�ic is is `�ic sY is FLOW PROCESS FROM NODE 301.10 TO NODE 301.00 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 2.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 12.4 UPSTREAM NODE ELEVATION(FEET) = 1052.83 DOWNSTREAM NODE ELEVATION(FEET) = 1045.88 FLOW LENGTH(FEET) = 40.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.16 TRAVEL TIME(MIN.) _ .05 TC(MIN.) = 7.40 is it is is ic'.t it it it is it it is k it :c it i< i< is is is it it it i< it it it it is it is is is it � it is is it is it is is iY it it ie k it is � � i; is is i< i< it it is � is is is is is is i< it is ic'.r it it FLOW PROCESS FROM NODE 301.00 TO NODE 301.00 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.) = 7.40 RAINFALL INTENSITY(INCH/HR) = 3.73 AREA -AVERAGED FM(INCH/HR) = .32 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = 42 EFFECTIVE STREAM AREA(ACRES) _ .70 TOTAL STREAM AREA(ACRES) = .70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.16 FLOW PROCESS FROM NODE 301.40 TO NODE 301.30 IS CODE = 2.1 ---------------------------------------------------------------------------- Page 7 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5-7 DWELLINGS/ACRE TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 177.00 UPSTREAM ELEVATION(FEET) = 1062.40 DOWNSTREAM ELEVATION(FEET) = 1060.46 ELEVATION DIFFERENCE(FEET) = 1.94 TC(MIN.) = .389*[( 177.00** 3.00)/( 1.94)]** .20 = 7.606 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.667 SOIL CLASSIFICATION IS "B" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .3750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) _ .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .50 SUBAREA RUNOFF(CFS) _ .89 TOTAL AREA(ACRES) = .30 PEAK FLOW RATE(CFS) _ .89 FLOW PROCESS FROM NODE 301.30 TO NODE 301.20 IS CODE = 6 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1060.46 DOWNSTREAM ELEVATION(FEET) = 1052.77 STREET LENGTH(FEET) = 320.00 CURB HEIGHT(INCHES) = 8. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 3.72 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) _ .35 HALFSTREET FLOOD WIDTH(FEET) = 9.59 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.35 PRODUCT OF DEPTH&VELOCITY = 1.17 STREET FLOW TRAVEL TIME(MIN.) = 1.59 TC(MIN.) = 9.20 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.272 SOIL CLASSIFICATION IS "B" RESIDENTIAL-> 8-10 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .3000 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .40 SUBAREA AREA(ACRES) = 2.10 SUBAREA RUNOFF(CFS) = 5.62 EFFECTIVE AREA(ACRES) = 2.40 AREA -AVERAGED FM(INCH/HR) _ .31 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .41 TOTAL AREA(ACRES) = 2.40 PEAK FLOW RATE(CFS) = 6.40 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .40 HALFSTREET FLOOD WIDTH(FEET) = 11.84 FLOW VELOCITY(FEET/SEC.) = 4.02 DEPTH*VELOCITY = 1.59 FLOW PROCESS FROM NODE 301.20 TO NODE 301.00 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 4.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 19.5 UPSTREAM NODE ELEVATION(FEET) = 1052.77 Page 8 DOWNSTREAM NODE ELEVATION(FEET) = 1045.88 FLOW LENGTH(FEET) = 27.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.40 TRAVEL TIME(MIN.) _ .02 TC(MIN.) = 9.22 FLOW PROCESS FROM NODE 301.00 TO NODE 301.00 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.) = 9.22 RAINFALL INTENSITY(INCH/HR) = 3.27 AREA -AVERAGED Fm(INCH/HR) = .31 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .41 EFFECTIVE STREAM AREA(ACRES) = 2.40 TOTAL STREAM AREA(ACRES) = 2.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.40 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** Q TCIntensit Fp Ap Fm Ae (CFS) (MIN.) INCH/HR (INCH/HR) (INCH/HR) (ACRES) 1 22.00 7.40 3.729 .75 .41 .31 6.61 2 23.26 9.23 3.266 .75 .41 .31 8.07 3 23.18 9.41 3.227 .75 .41 .31 8.16 4 22.89 9.71 3.167 .75 .41 .31 8.24 5 23.26 9.22 3.267 .75 .41 .31 8.07 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 23.26 TC(MIN.) = 9.221 EFFECTIVE AREA(ACRES) = 8.07 AREA -AVERAGED FM(INCH/HR) _ .31 AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .41 TOTAL AREA(ACRES) = 8.24 **************************************************************************** FLOW PROCESS FROM NODE 301.00 TO NODE 302.00 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 23.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 5.7 UPSTREAM NODE ELEVATION(FEET) = 1045.88 DOWNSTREAM NODE ELEVATION(FEET) = 1043.16 FLOW LENGTH(FEET) = 681.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 23.26 TRAVEL TIME(MIN.) = 1.99 TC(MIN.) = 11.21 **************************************************************************** FLOW PROCESS FROM NODE 302.00 TO NODE 302.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< --------------------------------------------------- - TOTAL NUMBER OF STREAMS = 3 Page 9 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 11.21 RAINFALL INTENSITY(INCH/HR) = 2.91 AREA -AVERAGED FM(INCH/HR) = .31 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .41 EFFECTIVE STREAM AREA(ACRES) = 8.07 TOTAL STREAM AREA(ACRES) = 8.24 PEAK FLOW RATE(CFS) AT CONFLUENCE = 23.26 FLOW PROCESS FROM NODE 302.40 TO NODE 302.30 IS CODE = 2.1 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5-7 DWELLINGS/ACRE TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 128.00 UPSTREAM ELEVATION(FEET) = 1060.20 DOWNSTREAM ELEVATION(FEET) = 1058.41 ELEVATION DIFFERENCE(FEET) = 1.79 TC(MIN.) = .389*[( 128.00** 3.00)/( 1.79)]** .20 = 6.364 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.081 SOIL CLASSIFICATION IS "B" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .3750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) _ .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .50 SUBAREA RUNOFF(CFS) _ .50 TOTAL AREA(ACRES) _ .15 PEAK FLOW RATE(CFS) _ .50 FLOW PROCESS FROM NODE 302.30 TO NODE 302.10 IS CODE = 6 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1058.41 DOWNSTREAM ELEVATION(FEET) = 1046.00 STREET LENGTH(FEET) = 619.00 CURB HEIGHT(INCHES) = 8. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 3.08 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) _ .34 HALFSTREET FLOOD WIDTH(FEET) = 9.03 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.07 PRODUCT OF DEPTH&VELOCITY = 1.04 STREET FLOW TRAVEL TIME(MIN.) = 3.36 TC(MIN.) = 9.73 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.164 SOIL CLASSIFICATION IS "B" RESIDENTIAL-> 8-10 DWELLINGS/ACRE SUBAREA LOSS RATE, FM(INCH/HR) _ .3000 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .40 SUBAREA AREA(ACRES) = 1.96 SUBAREA RUNOFF(CFS) = 5.05 EFFECTIVE AREA(ACRES) = 2.11 AREA -AVERAGED Fm(INCH/HR) _ .31 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .41 TOTAL AREA(ACRES) = 2.11 PEAK FLOW RATE(CFS) = 5.43 END OF SUBAREA STREET FLOW HYDRAULICS: Page 10 DEPTH(FEET) = .40 HALFSTREET FLOOD WIDTH(FEET) = 11.84 FLOW VELOCITY(FEET/SEC.) = 3.41 DEPTH*VELOCITY = 1.35 FLOW PROCESS FROM NODE 302.10 TO NODE 302.00 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 6.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 9.3 UPSTREAM NODE ELEVATION(FEET) = 1046.00 DOWNSTREAM NODE ELEVATION(FEET) = 1043.16 FLOW LENGTH(FEET) = 78.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.43 TRAVEL TIME(MIN.) _ .14 TC(MIN.) = 9.87 **************************************************************************** FLOW PROCESS FROM NODE 302.00 TO NODE 302.00 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.) = 9.87 RAINFALL INTENSITY(INCH/HR) = 3.14 AREA -AVERAGED FM(INCH/HR) = .31 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = 41 EFFECTIVE STREAM AREA(ACRES) = 2.11 TOTAL STREAM AREA(ACRES) = 2.11 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.43 **************************************************************************** FLOW PROCESS FROM NODE 302.60 TO NODE 302.50 IS CODE = 2.1 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ----------------------------------------- ---- ----------------------------------- DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5-7 DWELLINGS/ACRE TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 176.00 UPSTREAM ELEVATION(FEET) = 1062.60 DOWNSTREAM ELEVATION(FEET) = 1060.75 ELEVATION DIFFERENCE(FEET) = 1.85 TC(MIN.) = .389*[( 176.00** 3.00)/( 1.85)]** .20 = 7.653 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.654 SOIL CLASSIFICATION IS "B" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, FM(INCH/HR) = .3750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) _ .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .50 SUBAREA RUNOFF(CFS) _ .77 TOTAL AREA(ACRES) = .26 PEAK FLOW RATE(CFS) _ .77 **************************************************************************** FLOW PROCESS FROM NODE 302.50 TO NODE 302.20 IS CODE = 6 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< UPSTREAM ELEVATION(FEET) = 1060.75 DOWNSTREAM ELEVATION(FEET) = 1046.24 Page 11 STREET LENGTH(FEET) = 959.00 CURB HEIGHT(INCHES) = 8. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 "TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 4.41 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) _ .38 HALFSTREET FLOOD WIDTH(FEET) = 11.28 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.01 PRODUCT OF DEPTH&VELOCITY = 1.16 STREET FLOW TRAVEL TIME(MIN.) = 5.30 TC(MIN.) = 12.96 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.664 SOIL CLASSIFICATION IS "B" RESIDENTIAL-> 8-10 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .3000 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .40 SUBAREA AREA(ACRES) = 3.34 SUBAREA RUNOFF(CFS) = 7.11 EFFECTIVE AREA(ACRES) = 3.60 AREA -AVERAGED FM(INCH/HR) _ .31 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .41 TOTAL AREA(ACRES) = 3.60 PEAK FLOW RATE(CFS) = 7.64 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .44 HALFSTREET FLOOD WIDTH(FEET) = 14.09 FLOW VELOCITY(FEET/SEC.) = 3.51 DEPTH*VELOCITY = 1.55 FLOW PROCESS FROM NODE 302.20 TO NODE 302.00 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.) = 14.8 UPSTREAM NODE ELEVATION(FEET) = 1046.24 DOWNSTREAM NODE ELEVATION(FEET) = 1043.16 FLOW LENGTH(FEET) = 30.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 7.64 TRAVEL TIME(MIN.) _ .03 TC(MIN.) = 12.99 FLOW PROCESS FROM NODE 302.00 TO NODE 302.00 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.) = 12.99 RAINFALL INTENSITY(INCH/HR) = 2.66 AREA -AVERAGED Fm(INCH/HR) = .31 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .41 EFFECTIVE STREAM AREA(ACRES) = 3.60 TOTAL STREAM AREA(ACRES) = 3.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.64 Page 12 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE *^• FLOW PROCESS FROM NODE 302.00 TO NODE 303.00 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 26.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.4 UPSTREAM NODE ELEVATION(FEET) = 1043.16 DOWNSTREAM NODE ELEVATION(FEET) = 1042.19 FLOW LENGTH(FEET) = 242.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 35.53 TRAVEL TIME(MIN.) _ .63 TC(MIN.) = 11.84 **************************************************************************** FLOW PROCESS FROM NODE 303.00 TO NODE 303.00 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.) = 11.84 RAINFALL INTENSITY(INCH/HR) = 2.81 AREA -AVERAGED FM(INCH/HR) = .31 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = 41 EFFECTIVE STREAM AREA(ACRES) = 13.29 TOTAL STREAM AREA(ACRES) = 13.95 PEAK FLOW RATE(CFS) AT CONFLUENCE = 35.53 **************************************************************************** FLOW PROCESS FROM NODE 303.60 TO NODE 303.50 IS CODE = 2.1 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ---------------- _____________________________ DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5-7 DWELLINGS/ACRE TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 177.00 UPSTREAM ELEVATION(FEET) = 1055.90 DOWNSTREAM ELEVATION(FEET) = 1054.15 ELEVATION DIFFERENCE(FEET) = 1.75 Page 13 Q Tc Intensit Fp Ap Fm Ae (CFS) (MIN.) (INCH/HR) (INCH/HR) (INCH/HR) (ACRES) 1 34.21 9.40 3.230 .75 .41 .31 11.22 2 34.73 9.87 3.137 .75 .41 .31 11.83 3 35.53 11.21 2.905 .75 .41 .31 13.29 4 35.53 11.22 2.904 .75 .41 .31 13.29 5 35.44 11.41 2.876 .75 .41 .31 13.43 6 35.12 11.71 2.831 .75 .41 .31 13.59 7 33.49 12.99 2.660 .75 .41 .31 13.95 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 35.53 TC(MIN.) = 11.212 EFFECTIVE AREA(ACRES) = 13.29 AREA -AVERAGED FM(INCH/HR) _ .31 AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .41 TOTAL AREA(ACRES) = 13.95 FLOW PROCESS FROM NODE 302.00 TO NODE 303.00 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 26.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.4 UPSTREAM NODE ELEVATION(FEET) = 1043.16 DOWNSTREAM NODE ELEVATION(FEET) = 1042.19 FLOW LENGTH(FEET) = 242.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 35.53 TRAVEL TIME(MIN.) _ .63 TC(MIN.) = 11.84 **************************************************************************** FLOW PROCESS FROM NODE 303.00 TO NODE 303.00 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.) = 11.84 RAINFALL INTENSITY(INCH/HR) = 2.81 AREA -AVERAGED FM(INCH/HR) = .31 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = 41 EFFECTIVE STREAM AREA(ACRES) = 13.29 TOTAL STREAM AREA(ACRES) = 13.95 PEAK FLOW RATE(CFS) AT CONFLUENCE = 35.53 **************************************************************************** FLOW PROCESS FROM NODE 303.60 TO NODE 303.50 IS CODE = 2.1 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ---------------- _____________________________ DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5-7 DWELLINGS/ACRE TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 177.00 UPSTREAM ELEVATION(FEET) = 1055.90 DOWNSTREAM ELEVATION(FEET) = 1054.15 ELEVATION DIFFERENCE(FEET) = 1.75 Page 13 TC(MIN.) = .389*[( 177.00** 3.00)/( 1.75)]-* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.622 SOIL CLASSIFICATION IS "B" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) _ .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .50 SUBAREA RUNOFF(CFS) _ .76 TOTAL AREA(ACRES) = .26 PEAK FLOW RATE(CFS) .20 = 7.765 FM(INCH/HR) = .3750 .76 FLOW PROCESS FROM NODE 303.50 TO NODE 303.10 IS CODE = 6 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1054.15 DOWNSTREAM ELEVATION(FEET) = 1046.17 STREET LENGTH(FEET) = 359.00 CURB HEIGHT(INCHES) = 8. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 2.70 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) _ .32 HALFSTREET FLOOD WIDTH(FEET) = 7.91 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.31 PRODUCT OF DEPTH&VELOCITY = 1.05 STREET FLOW TRAVEL TIME(MIN.) = 1.81 TC(MIN.) = 9.57 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.194 SOIL CLASSIFICATION IS "B" RESIDENTIAL-> 8-10 DWELLINGS/ACRE SUBAREA LOSS RATE, FM(INCH/HR) = .3000 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .40 SUBAREA AREA(ACRES) = 1.49 SUBAREA RUNOFF(CFS) = 3.88 EFFECTIVE AREA(ACRES) = 1.75 AREA -AVERAGED FM(INCH/HR) _ .31 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .41 TOTAL AREA(ACRES) = 1.75 PEAK FLOW RATE(CFS) = 4.54 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .36 HALFSTREET FLOOD WIDTH(FEET) = 10.16 FLOW VELOCITY(FEET/SEC.) = 3.72 DEPTH*VELOCITY = 1.34 FLOW PROCESS FROM NODE 303.10 TO NODE 303.00 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 4.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 12.0 UPSTREAM NODE ELEVATION(FEET) = 1046.17 DOWNSTREAM NODE ELEVATION(FEET) = 1042.19 FLOW LENGTH(FEET) = 46.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.54 TRAVEL TIME(MIN.) _ .06 TC(MIN.) = 9.64 Page 14 FLOW PROCESS FROM NODE 303.00 TO NODE 303.00 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.) = 9.64 RAINFALL INTENSITY(INCH/HR) = 3.18 AREA -AVERAGED FM(INCH/HR) = .31 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = 41 EFFECTIVE STREAM AREA(ACRES) = 1.75 TOTAL STREAM AREA(ACRES) = 1.75 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.54 FLOW PROCESS FROM NODE 303.40 TO NODE 303.30 IS CODE = 2.1 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5-7 DWELLINGS/ACRE TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 181.00 UPSTREAM ELEVATION(FEET) = 1056.00 DOWNSTREAM ELEVATION(FEET) = 1054.16 ELEVATION DIFFERENCE(FEET) = 1.84 TC(MIN.) = .389*[( 181.00** 3.00)/( 1.84)]** .20 = 7.791 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.615 SOIL CLASSIFICATION IS "B" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, FM(INCH/HR) = .3750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) _ .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .50 SUBAREA RUNOFF(CFS) _ .70 TOTAL AREA(ACRES) = .24 PEAK FLOW RATE(CFS) _ .70 **************************************************************************** FLOW PROCESS FROM NODE 303.30 TO NODE 303.20 IS CODE = 6 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< UPSTREAM ELEVATION(FEET) = 1054.16 DOWNSTREAM ELEVATION(FEET) = 1046.00 STREET LENGTH(FEET) = 384.00 CURB HEIGHT(INCHES) = 8. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 2.51 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) _ .32 HALFSTREET FLOOD WIDTH(FEET) = 7.91 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.08 PRODUCT OF DEPTH&VELOCITY = .97 STREET FLOW TRAVEL TIME(MIN.) = 2.08 TC(MIN.) = 9.87 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.137 SOIL CLASSIFICATION IS "B" RESIDENTIAL-> 8-10 DWELLINGS/ACRE SUBAREA LOSS RATE, FM(INCH/HR) = .3000 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .40 Page 15 SUBAREA AREA(ACRES) = 1.42 SUBAREA RUNOFF(CFS) = 3.63 EFFECTIVE AREA(ACRES) = 1.66 AREA -AVERAGED FM(INCH/HR) _ .31 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .41 TOTAL AREA(ACRES) = 1.66 PEAK FLOW RATE(CFS) = 4.22 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .36 HALFSTREET FLOOD WIDTH(FEET) = 10.16 FLOW VELOCITY(FEET/SEC.) = 3.46 DEPTH"VELOCITY = 1.25 FLOW PROCESS FROM NODE 303.20 TO NODE 303.00 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 4.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 11.6 UPSTREAM NODE ELEVATION(FEET) = 1046.00 DOWNSTREAM NODE ELEVATION(FEET) = 1042.19 FLOW LENGTH(FEET) = 46.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.22 TRAVEL TIME(MIN.) _ .07 TC(MIN.) = 9.93 FLOW PROCESS FROM NODE 303.00 TO NODE 303.00 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.) = 9.93 RAINFALL INTENSITY(INCH/HR) = 3.12 AREA -AVERAGED FM(INCH/HR) = .31 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .41 EFFECTIVE STREAM AREA(ACRES) = 1.66 TOTAL STREAM AREA(ACRES) = 1.66 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.22 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** Page 16 Q Tc Intens. Fp Ap Fm Ae (CFS) (MIN.) (INCH/HR� (INCH/HR) (INCH/HR) (ACRES) 1 42.47 9.64 3.182 .75 .41 .31 14.14 2 42.82 10.03 3.106 .75 .41 .31 14.63 3 43.09 10.50 3.022 .75 .41 .31 15.24 4 43.24 11.84 2.812 .75 .41 .31 16.70 5 43.23 11.85 2.811 .75 .41 .31 16.70 6 43.06 12.04 2.784 .75 .41 .31 16.84 7 42.62 12.34 2.743 .75 .41 .31 17.00 8 40.50 13.63 2.585 .75 .41 .31 17.36 9 42.76 9.93 3.124 .75 .41 .31 14.52 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 43.24 TC(MIN.) = 11.842 EFFECTIVE AREA(ACRES) = 16.70 AREA -AVERAGED FM(INCH/HR) _ .31 AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .41 TOTAL AREA(ACRES) = 17.36 Page 16 Page 17 FLOW PROCESS FROM NODE 303.00 TO NODE 400.00 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 28.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.7 UPSTREAM NODE ELEVATION(FEET) = 1042.19 DOWNSTREAM NODE ELEVATION(FEET) = 1041.27 FLOW LENGTH(FEET) = 230.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 43.24 TRAVEL TIME(MIN.) _ .57 TC(MIN.) = 12.41 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 17.36 TC(MIN.) = 12.41 EFFECTIVE AREA(ACRES) = 16.70 AREA -AVERAGED FM(INCH/HR)= .31 AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .41 PEAK FLOW RATE(CFS) = 43.24 ** PEAK FLOW RATE TABLE ** Q TC Intensity Fp Ap Fm Ae (CFS) (MIN.) (INCH/HR) (INCH/HR) (INCH/HR) (ACRES) 1 42.47 10.21 3.074 .75 .41 .31 14.14 2 42.76 10.50 3.021 .75 .41 .31 14.52 3 42.82 10.60 3.004 .75 .41 .31 14.63 4 43.09 11.07 2.928 .75 .41 .31 15.24 5 43.24 12.41 2.733 .75 .41 .31 16.70 6 43.23 12.42 2.733 .75 .41 .31 16.70 7 43.06 12.61 2.708 .75 .41 .31 16.84 8 42.62 12.91 2.670 .75 .41 .31 17.00 9 40.50 14.20 2.521 .75 .41 .31 17.36 -------------------------- END OF RATIONAL METHOD ANALYSIS Page 17 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. 15101 RED HILL AVENUE TUSTIN, CALIFORNIA 92780-6500 PHONE (714) 259-7900 * FAX (714) 259-0210 ---------------------------------------------------------------------------- FILE NAME: F025SRAB.DAT TIME/DATE OF STUDY: 14:54 7/ 8/2004 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 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 = .90 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* 10 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) _ .920 100 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) = 1.330 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 25.00 1 -HOUR INTENSITY(INCH/HOUR) = 1.0620 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: Ap FM(INCH/HR) Ae(ACRES) Q(CFS) TC(MIN.) Fp(INCH/HR) Ap FM(INCH/HR) Ae(ACRES) 1 218.85 18.25 .556 .16 .087 116.05 2 219.71 18.68 .555 .16 .087 118.27 3 220.13 19.60 .552 .16 .088 122.11 4 219.05 20.50 .548 .16 .088 125.04 5 204.52 25.66 .517 .18 .092 134.81 6 199.00 27.25 .511 .18 .093 136.34 TOTAL AREA = 136.34 **************************************************************************** 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) 1 218.85 18.25 .556 .16 .087 116.05 2 219.71 18.68 .555 .16 .087 118.27 3 220.13 19.60 .552 .16 .088 122.11 4 219.05 20.50 .548 .16 .088 125.04 5 204.52 25.66 .517 .18 .092 134.81 Page 1 6 199.00 27.25 .511 .18 .093 136.34 TOTAL AREA = 136.34 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 34.00 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 36.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 21.4 UPSTREAM NODE ELEVATION(FEET) = 1075.90 DOWNSTREAM NODE ELEVATION(FEET) = 1039.50 FLOW LENGTH(FEET) = 1200.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 220.13 TRAVEL TIME(MIN.) _ .93 TC(MIN.) = 20.53 **************************************************************************** FLOW PROCESS FROM NODE 34.00 TO NODE 34.00 IS CODE = 10 ---------------------------------------------------------------------------- »»>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ««< **************************************************************************** FLOW PROCESS FROM NODE 34.00 TO NODE 34.00 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) 1 143.76 7.59 .685 .16 .108 43.13 2 171.75 14.06 .681 .16 .111 73.33 3 180.29 16.31 .678 .17 .113 85.34 4 181.54 16.79 .677 .17 .113 87.64 5 182.82 18.59 .674 .17 .115 94.54 6 182.42 18.94 .673 .17 .116 95.54 7 180.61 19.32 .672 .17 .117 95.97 TOTAL AREA = 95.97 **************************************************************************** FLOW PROCESS FROM NODE 34.00 TO NODE 34.00 IS CODE = 14 ---------------------------------------------------------------------------- »»>MEMORY BANK # 2 COPIED ONTO MAIN -STREAM MEMORY««< ------------------------------------- ***MEMORY BANK # 2 IS EMPTY AND CAN NOT BE COPIED ONTO MAIN -STREAM MEMORY - PROCESS IGNORED.*** **************************************************************************** FLOW PROCESS FROM NODE 34.00 TO NODE 34.00 IS CODE = 12 ---------------------------------------------------------------------------- Page 2 »»>CLEAR MEMORY BANK # 2 ««< ---------------------------------------------------- ---------------------------------------------------- ***MEMORY BANK # 2 IS EMPTY - PROCESS IGNORED.*** FLOW PROCESS FROM NODE 34.00 TO NODE 34.00 IS CODE = 11 ---------------------------------------------------------------------------- »»>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN -STREAM MEMORY««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- �* PEAK FLOW RATE TABLE ** Q TC Intensity Fp Ap Fm Ae (CFS) (MIN.) (INCH/HR) (INCH/HR) (INCH/HR) (ACRES) 1 400.14 19.18 2.105 .61 .16 .10 211.86 2 398.58 19.62 2.077 .61 .16 .10 214.24 3 393.91 20.53 2.021 .61 .17 .10 218.08 4 388.11 21.43 1.970 .60 .17 .10 221.01 5 351.73 26.60 1.730 .58 .18 .10 230.78 6 340.72 28.22 1.670 .58 .18 .10 232.31 7 297.62 7.59 3.670 .62 .16 .10 89.08 8 366.43 14.06 2.537 .62 .16 .10 158.37 9 386.22 16.31 2.320 .61 .16 .10 184.02 10 389.73 16.79 2.280 .61 .16 .10 189.23 11 399.14 18.59 2.145 .61 .16 .10 207.05 12 400.26 18.94 2.121 .61 .16 .10 210.17 13 399.74 19.32 2.096 .61 .16 .10 212.73 TOTAL AREA = 232.31 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 400.26 TC(MIN.) = 18.945 EFFECTIVE AREA(ACRES) = 210.17 AREA -AVERAGED Fm(INCH/HR) _ .10 AREA -AVERAGED Fp(INCH/HR) = .61 AREA -AVERAGED Ap = .16 TOTAL AREA(ACRES) = 232.31 FLOW PROCESS FROM NODE 34.00 TO NODE 34.00 IS CODE = 12 ---------------------------------------------------------------------------- »»>CLEAR MEMORY BANK # 1 ««< it it it Yt Yt Yt it is it is it it Yt it Yt is :c :t :t Yt Yc Yt it '.t :c Yr :c :t * Yc Yc Yt Yc Yc Yt Yr Yt :t Yt Yf * Yc Yt Yc 't Yr Yt it Yt * Yt 7c it it it is it it it it is '.r it :t it is it is ;t 7t :t * * :t 7.` Yt FLOW PROCESS FROM NODE 34.00 TO NODE 35.00 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 67.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 11.6 UPSTREAM NODE ELEVATION(FEET) = 1039.50 DOWNSTREAM NODE ELEVATION(FEET) = 1039.40 FLOW LENGTH(FEET) = 25.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 87.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 400.26 TRAVEL TIME(MIN.) _ .04 TC(MIN.) = 18.98 iiS�tit�t�t*7'C7'C+f:t**�C'.�C`'C`'.f)'t**�..'�t'X':C'X�C'�t.�t*�iC:t''.t�.t�if3t�.t''iCit*'it3C'IC3C'ICAC�t'�C�.t�C�C`'t:t*�.t''it�tSY**�t�.t1YiC*''iC�CiC�.t�C:C�.ti�C�t�.f�t�.t:C •• FLOW PROCESS FROM NODE 35.00 TO NODE 35.00 IS CODE = 10 ---------------------------------------------------------------------------- »»>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ««< Page 3 FLOW PROCESS FROM NODE 32.00 TO NODE 32.00 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 67.98 14.06 .750 .10 .075 30.48 2 71.61 20.69 .750 .10 .075 40.83 TOTAL AREA = 40.83 FLOW PROCESS FROM NODE 32.00 TO NODE 32.00 IS CODE = 14 ---------------------------------------------------------------------------- »»>MEMORY BANK # 2 COPIED ONTO MAIN -STREAM MEMORY««< ----------------------------------------------------- ***MEMORY BANK # 2 IS EMPTY AND CAN NOT BE COPIED ONTO MAIN -STREAM MEMORY - PROCESS IGNORED.*** FLOW PROCESS FROM NODE 32.00 TO NODE 32.00 IS CODE = 12 ---------------------------------------------------------------------------- »»>CLEAR MEMORY BANK # 2 ««< ----------------------------------------------------- ***MEMORY BANK # 2 IS EMPTY - PROCESS IGNORED.*** **************************************************************************** FLOW PROCESS FROM NODE 32.00 TO NODE 35.00 IS CODE = 3 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< -------------------------------------------------------------------- DEPTH OF FLOW IN 72.0 INCH PIPE IS 57.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 16.6 UPSTREAM NODE ELEVATION(FEET) = 1052.00 DOWNSTREAM NODE ELEVATION(FEET) = 1039.40 FLOW LENGTH(FEET) = 1200.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 72.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 400.26 TRAVEL TIME(MIN.) = 1.21 TC(MIN.) = 20.19 **************************************************************************** FLOW PROCESS FROM NODE 35.00 TO NODE 35.00 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) 1 354.71 8.92 3.333 .63 .15 .09 108.42 2 435.11 ' 15.33 2.408 .63 .15 .09 190.83 3 456.12 17.55 2.220 .63 .15 .10 219.95 4 459.89 18.03 2.185 .63 .15 .10 225.91 5 470.29 19.84 2.063 .63 .15 .10 246.54 6 471.60 20.19 2.042 .63 .15 .10 250.21 7 471.60 20.42 2.027 .63 .15 .10 252.27 8 471.28 20.56 2.019 .63 .15 .10 253.35 Page 4 9 469.84 20.86 2.002 .62 .15 .10 255.07 10 463.29 21.77 1.951 .62 .16 .10 258.91 11 455.75 22.68 1.904 .62 .16 .10 261.84 12 411.16 27.88 1.682 .60 .16 .10 271.61 13 398.08 29.50 1.626 .59 .17 .10 273.14 14 420.72 14.06 2.537 .63 .15 .09 175.06 15 470.84 20.69 2.011 .63 .15 .10 254.23 TOTAL AREA = 273.14 12.42 .750 .41 .307 16.70 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: .750 .41 .307 PEAK FLOW RATE(CFS) = 471.60 TC(MIN.) = 20.421 .41 EFFECTIVE AREA(ACRES) = 252.27 AREA -AVERAGED 14.20 FM(INCH/HR) _ .10 AREA -AVERAGED Fp(INCH/HR) = .63 AREA -AVERAGED 17.36 Ap = .15 TOTAL AREA(ACRES) = 273.14 FLOW PROCESS FROM NODE 35.00 TO NODE 35.00 IS CODE = 12 ---------------------------------------------------------------------------- »»>CLEAR MEMORY BANK # 1 ««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- FLOW PROCESS FROM NODE 35.00 TO NODE 400.00 IS CODE = 3 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 93.0 INCH PIPE IS 71.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 12.2 UPSTREAM NODE ELEVATION(FEET) = 1039.40 DOWNSTREAM NODE ELEVATION(FEET) = 1036.08 FLOW LENGTH(FEET) = 825.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 93.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 471.60 TRAVEL TIME(MIN.) = 1.13 TC(MIN.) = 21.55 FLOW PROCESS FROM NODE 400.00 TO NODE 400.00 IS CODE = 10 ---------------------------------------------------------------------------- »»>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- FLOW PROCESS FROM NODE 400.00 TO NODE 400.00 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 42.47 10.21 .750 .41 .307 14.14 2 42.76 10.51 .750 .41 .307 14.52 3 42.82 10.60 .750 .41 .307 14.64 4 43.09 - 11.07 .750 .41 .307 15.24 5 43.24 12.41 .750 .41 .307 16.69 6 43.23 12.42 .750 .41 .307 16.70 7 43.06 12.61 .750 .41 .307 16.84 8 42.62 12.91 .750 .41 .307 17.00 9 40.50 14.20 .750 .41 .307 17.36 TOTAL AREA = 17.36 Page 5 FLOW PROCESS FROM NODE 400.00 TO NODE 400.00 IS CODE = 14 ---------------------------------------------------------------------------- »»>MEMORY BANK # 2 COPIED ONTO MAIN -STREAM MEMORY««< ------------------------------------- ***MEMORY BANK # 2 IS EMPTY AND CAN NOT BE COPIED ONTO MAIN -STREAM MEMORY - PROCESS IGNORED.*** FLOW PROCESS FROM NODE 400.00 TO NODE 400.00 IS CODE = 12 ---------------------------------------------------------------------------- »»>CLEAR MEMORY BANK # 2 ««< --------------------------------------------------------------------------- ***MEMORY BANK # 2 IS EMPTY - PROCESS IGNORED.*** FLOW PROCESS FROM NODE 400.00 TO NODE 400.00 IS CODE = 11 ---------------------------------------------------------------------------- »»>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN -STREAM MEMORY««< ** PEAK FLOW RATE TABLE ** **************************************************************************** FLOW PROCESS FROM NODE 400.00 TO NODE 400.00 IS CODE = 12 ---------------------------------------------------------------------------- »»>CLEAR MEMORY BANK # 1 ««< Page 6 Q Tc Intensit Fp Ap Fm Ae (CFS) (MIN.) (INCH/HR� (INCH/HR) (INCH/HR) (ACRES) 1 397.07 10.13 3.088 .67 .18 .12 122.45 2 459.32 15.23 2.417 .66 .17 .11 192.42 3 471.66 16.49 2.305 .65 .17 .11 208.19 4 489.59 18.71 2.137 .65 .17 .11 237.31 5 492.77 19.19 2.105 .65 .17 .11 243.27 6 501.17 20.97 1.996 .65 .17 .11 263.90 7 502.12 21.32 1.976 .65 .17 .11 267.57 8 501.89 21.55 1.963 .65 .17 .11 269.63 9 501.43 21.69 1.955 .64 .17 .11 270.71 10 500.86 21.82 1.948 .64 .17 .11 271.59 11 499.69 21.99 1.939 .64 .17 .11 272.43 12 492.29 22.90 1.893 .64 .17 .11 276.27 13 483.94 23.83 1.848 .64 .17 .11 279.20 14 435.56 29.06 1.641 .62 .18 .11 288.97 15 421.51 30.68 1.588 .61 .18 .11 290.50 16 398.18 10.21 3.074 .66 .18 .12 123.57 17 402.32 10.51 3.021 .66 .18 .12 127.83 18 403.64 10.60 3.004 .66 .18 .12 129.22 19 409.92 11.07 2.928 .66 .18 .12 135.90 20 427.45 12.41 2.733 .66 .18 .12 154.90 21 427.54 12.42 2.732 .66 .18 .12 155.00 22 429.79 12.61 2.708 .66 .18 .12 157.58 23 433.25 12.91 2.670 .66 .18 .12 161.69 24 447.87 14.20 2.521 .66 .17 .11 178.94 TOTAL AREA = 290.50 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 502.12 TC(MIN.) = 21.318 EFFECTIVE AREA(ACRES) = 267.57 AREA -AVERAGED FM(INCH/HR) = 11 AREA -AVERAGED Fp(INCH/HR) = .65 AREA -AVERAGED Ap = .17 TOTAL AREA(ACRES) = 290.50 ' **************************************************************************** FLOW PROCESS FROM NODE 400.00 TO NODE 400.00 IS CODE = 12 ---------------------------------------------------------------------------- »»>CLEAR MEMORY BANK # 1 ««< Page 6 ..,,sir;cic*ic�����•*���*��-��i:*'c*;c����*��•�•��-�-'�:c���k:r ir���*���*���k*;r :c���������k ir��k�*� FLOW PROCESS FROM NODE 400.00 TO NODE 401.00 IS CODE = ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ------------------------------------------------------------------- DEPTH OF FLOW IN 87.0 INCH PIPE IS 69.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 14.2 UPSTREAM NODE ELEVATION(FEET) = 1036.08 DOWNSTREAM NODE ELEVATION(FEET) = 1031.00 FLOW LENGTH(FEET) = 850.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 87.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 502.12 TRAVEL TIME(MIN.) = 1.00 TC(MIN.) = 22.32 FLOW PROCESS FROM NODE 401.00 TO NODE 401.00 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.922 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) = 4.37 SUBAREA RUNOFF(CFS) = 6.50 EFFECTIVE AREA(ACRES) = 271.94 AREA -AVERAGED FM(INCH/HR) = 11 AREA -AVERAGED Fp(INCH/HR) = .61 AREA -AVERAGED Ap = .18 TOTAL AREA(ACRES) = 294.87 PEAK FLOW RATE(CFS) = 502.12 TC(MIN) = 22.32 ------------------------------------------------------------------------ ------------------------------------------------------------------------ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 294.87 TC(MIN.) = 22.32 EFFECTIVE AREA(ACRES) = 271.94 AREA -AVERAGED FM(INCH/HR)= .11 AREA -AVERAGED Fp(INCH/HR) _ .61 AREA -AVERAGED Ap = .18 PEAK FLOW RATE(CFS) = 502.12 ** PEAK FLOW RATE TABLE ** Q Tc Intensity Fp Ap Fm Ae (CFS) (MIN.) (INCH/HR) (INCH/HR) (INCH/HR) (ACRES) 1 397.07 11.18 2.910 .60 .21 .12 126.82 2 398.18 11.26 2.898 .60 .20 .12 127.94 3 402.32 11.55 2.854 .60 .20 .12 132.20 4 403.64 11.65 2.839 .60 .20 .12 133.59 5 409.92 12.11 2.773 .60 .20 .12 140.27 6 427.45 13.44 2.606 .61 .20 .12 159.27 7 427.54 13.45 2.605 .61 .20 .12 159.37 8 429.79 13.63 2.584 .61 .20 .12 161.95 9 433.25 13.93 2.550 .61 .20 .12 166.06 10 447.87 15.22 2.418 .61 .19 .12 183.31 11 459.32 16.26 2.325 .61 .19 .12 196.79 12 471.66 17.49 2.225 .61 .19 .12 212.56 13 489.59 19.71 2.071 .61 .19 .11 241.68 14 492.77 20.18 2.042 .61 .18 .11 247.64 15 501.17 21.96 1.941 .61 .18 .11 268.27 16 502.12 22.32 1.922 .61 .18 .11 271.94 17 501.89 22.55 1.910 .61 .18 .11 274.00 18 501.43 22.69 1.903 .61 .18 .11 275.08 19 500.86 22.82 1.897 .61 .18 .11 275.96 20 499.69 22.99 1.888 .61 .18 .11 276.80 21 492.29 23.90 1.845 .61 .18 .11 280.64 Page 7 Technical Appendix I Hydrology Map Reproduced from Storm Drain Basis of Design Sycamore Hills II Tentative Tract No. 16495 RBF Consulting — February 2004 � I � I EXIST 59 RCP IJ EXIST W MP* I Is 3 � j j� 1 I ~! r. I �� .( 1 5 01 'i I IIfl I 1� • � i I I � I ( li I � it l ,n I Xf I ISI 100, 50, 0 100, 200' GRAPHIC SCALE.- I 100' LEGEND ► , SUBAREA DRAINAGE LIMITS WATERSHED LIMITS 27.1 SUBAREA NO. 0.15 SUBAREA AREA Acre EXtSM 203.4 NODE NO. RG, ( l 403 '55 51 'T 100 55.86 17.2 113.2 1443 100.1 1.71 8.8 5.2 6.9 101 60.41 17.5 121.3 155.0 101.1 0.22 6.2 0.8 1.0 101.2 4.33 9.1 111.5 15.3 102 63.10 17.7 126.1 161.5 102.1 2.69 9.5 7.0 9.3 103 70.50 17.8 138.9 178.6 103.1 1.41 8.5 3.8 5.1 103.2 1.87 11.9 4.2 5.7 103.3 4.12 11.7 9.2 12.5 104 73.88 18.8 144.5 186.4 105 3.38 9.9 6.8 9.3 105.1 2.02 9.9 4.8 6.6 105.2 1.36 17.2 2.3 3.2 106 75.32 151A 1467 189*.,5 106.1 1.44 8.3 3.9 5.3 107 145.60 18.5 271.6 350.3 108 147.50 18.9 274.7 354.6 108.1 0.49 10.3 1.2 1.6 108.2 1.41 3.8 5.0 6.5 109 150.43 19.5 279.3 360.9 109.1 2.93, 6.8 9.4 12.4 110 166.04 .19.6 .308.2 399.7 111 167.28 19.'6 310.2 _402,4 111.1 1-.24 8.9 3.4 4.5 112 169.14 20.5 313.1 -406.3 112.1 1.86 8.5 5.2 6.9 113 236.20 18.9 439.5 568.7 114 67.06 18.7 11.42 166.3 114.1 2.78 _128.8 8.4 7.9 10.4 114.2 1.56 7.61 4.7 6.2 1151 62.72 17.91 121-71156.6 8.8 ti f MIF -1 low 0416WA& pe &WA 0 pat)01- '.777-, IV• -f Mal fin M 11 i 6 -M---- U0 511M 'IN F1 - r��� :1 � f Vii,'.' j! -I � II IM Z - FEW ��� Z i� `= i;'ILI�� was man -A I wiKri+' - .�_ - - - ; ......�._._..-�__•. � '� I'll, WIN= AcK� W4 it slaw I N Ilk i �' IM 171 IWFV 11/.Z 50.1 �3207.3 0051 �'' 117.3 118.3 L .7 �'` I �'� ® 7r1 , IAA - 4 51.1 117.4 3301 Ina U.ull0.03 t531 00.2 I.N. '53.2 11 .S _J ......... PIP 14.6A116.6 77 29 v -205.4 2 �13 2.1 29 21.1 0.23 ��27 52 .23J 2.5-4 5.3 200.6 2DD.5 PF Zoe, Dt00021 7.. U 20 203.6 -227 203.5 r25%71� .2 1 1.74 203 014 kO.24J � 11.1 � ,� X19.1 0.09 I i,i ._._._.. 1-4 v 1% ki 'W4 146fis cft law cft 1?39 -min L .1Y�[•: dM(„' irT..1..• �^• .M*� nnl.Yswf.�'T..CIIi.lr�l:�-_C�\•T�• / H ............ j ,-_--y�z-:rs...-.._=�:(.ae.r:nrria,cxoat • / `` /'' � •� .11 31V ..A 1-41-t T, Ji Lin V. 201.6 7 '*020�5 '20D.1 0.67 Q 1 1 j '! f. 1 I � ' R'•\ 02.3 4.. 25.1 o.u. .... . ..... ... nzi .... 23 201.2 ....... ; �` / ! I 6 15 k�*14 010.53 \ Cr 4 !U- 500 T EXIST W RCP J 4 z 'c ...... -- - - - - - - - -- - --- - ------- - - - - - - - - - - - ------ M4� -7- L ty J 06-141,00-5 M 204.1 115.1 1.90 9.5 4.9 6.6 116 116- 60.82 17.6 118.5 152.2 116.1 2.12 10.0 5.3 7.1' 116.2 0.72 9.4 1.9 2.5. 117 15.61 8.1 43.5 57.5 117.1 2.39 8.0 7.0 9.2 117.2 1.45 5.4 5.3 7.1 118'. 1.85 7.1 5.7 7.6 118.1 0.24 5.3 1.0 1.2 118.2 1.61 7.1 4.9 6.5 119 11.77 7.8 32.7 43.1 150, 3.33 9.7 8.5 11.3 150.1 1.30 9.9. 3.3 4.4 150.2 2'.03 9.7 5.2 6.9 .151 7.80 6.4 21.7 28.5 151A 3.36 6.4 11.4- 14.9 151.2 1.11 7.1 3.5 4.6 152 9.92 8.0 27.0 35.6 152.1 0.15 5.1 0.6 0.8 152.2 1.97 9.1 52 7.0 200 3.54 7.1 10.6 14.0 200.1 1.97 7.1 6.2 8.2 200.2' 1.57 7.9 4.6 .6.1 201 4.77 8.1 14.2 18.7 201.1- 0.55 6.5 1.8 2.4 201.2 0.68 6.7 2.2 2.9 202 6.73 7.7. 19.8 26.1 202.1 0.81 6.7 2.7 3.5 202.2. 1.15 7.0 3.7 403 203 11.42 8.3 31.9 42.0 .203.1 2.00 10.6 4 9 . 6.55 203.2 2.69 7.5 8.2 10.8 2041 11.58 8.8 .32.3 42.4 Liof i T. 204.1 0.16 .10.3 0.4 0.5 205 14,05 9.3 38.6 50.9 205.1 1.41 9.6 3.6 4.8 205.2 1.06 8.9 .2.9 3.8 206 251.98 19.1 468.8 608.2 206.1 .1.73 8.9 4.7 6.2 207 253.79 .19.3 471.7 612.2 207.1 1.81 8.8 4.9 6.6 415 .57.98 17.4 113.6 145.6 460 53.95 16.1 109.8 139.8 182 70.28 18.0 125.5 160.8 300 47.65 .16.0 97.7 125.0 300.1 2.19 7.9 6.4. 8.5 300.2 1.68 7.8 ..5.0. .6.5 300.3 1.27 7.4 3.9 5.1 .301 .17,9 .1 103.2 1-32.4 301.1 0.70 7.3 2.2 2.8 301.2 2.40 9.0 .6.4 8.6 3013 1.89 10.46 4.3 5.8 301.4 0.63 7.35 1.8 2.4 . 302 56.'46 18.2 112.8 145.6 .302.1 2.11 9.5 5.5 7.3 302.2 3,60 12.6 7.7 10.4 3'03 59.87 18.6 118.4 .153.3 303.1 ..1.75 9.5 4.5 6.0 303.2 1.66 9.8 4.2 5.6 500 15.13 19.6 26.7 34.8 400 292.18 -19;5 500.7 .644.0 401 253.79 20.7 471.7 612.2 403 284.05 21.5 522.9 672.5 32 42.51 15.7 88.2 112.2 34. 232.31 18.4 384.5 493.3 607.01 567.72 15.5 933.3 1198.2 * TC based on 100 yr storm design Vp TABLE,.14. .0 0�$ 'M M A, R. * Y L iim 4 f.-0 wX 00--t 100 55.-86 17.2 113.2 144.3 101 60.41 17.5 121.3 155.0 102 63.10 17.7 126.1 161.5 103 70.50 17.8 138.9 178.6 104 .73.88 18.8 144.5 186.4 105 3.38 9.9 6.8 9.3 106 75.32 18.5 146.7 189.5 107 145.60 18.5 271.6 350.3 1081 147.50 18.9 274.7 354.6 109 150.43 19.5 279:3 360.9 110 166.04 1-9.6 308.2 399.7 111111 167.28 19.6 310.2 402.4 112 169.14 20.5 313.1 406.3 13 236.20 18.9 439.5 568.7 114 .67.06 18.7 128.8 166.3 115 62.7.221.7 .17,9 .1 -156.6 1 ,16 60.82 17.6 118.5 152.21 117 15'.61 8.1 43.5 57.5 118 1.85 7.1 5.7 7.6 119 11.77 7.8 32.7 - 43A 150 3.33 9.7 8.5 11.3 151 7.80 6.4 21.7 28.5 152 9.92 8.0 27.0 35.6 _200 3.54 7.1 10.6 14.0 - TG based on 1 UU year storm aesign YY .0 0 M 344 `00 JOB No. 15.100634 r. 201 4.77 8.1 14.2 18,7 202 6.73 7.7 19.8 26.1 .203 8.3 31.9 42.0 204 --11-.42 11.58 8.8 32.3 42.4 205 14.05 9.3 38.6 50.9 206 259.98 1.98 19.1 468.8 608.2 207 253.79 19.3 471.7 612.2 401 486.88 20.6 921.1 1194.8 415 57.98 17.4 113.6 145.6 460 53.95 16.1 109.*8 . .139.8 .182 70.28 18.0 125.5 160.8 300 47.65 16.0 97.7 125.0 301 50.75 16.9 103.2 132.4 302 56.46 18.2 112.8 145.6 303 59.87 18.6 118.4 153.3 .500 .15.13 19.6 26.7 34.81 400 189.06 20.*8 358.1 .464.0 401 486.88 20.6 921.1 1194.8 403 502.01 21.1 946.9 1222.4 .34 171.70. 19.5 327.3 421.3 500 15.13 19.6 26.7 34.8 400 292.18 19'.5 500.7 644.0 401 253.79 20.7 471.7 612.2 403 284-05 21:5 522.9 672.5 32 42.51 15.7 88.2 112.2 34 232.31 18.4 384.5 493.3 607.01 567.72 15.5 933.3 1198.2 PLANNING K DESIGN N CONSTRUCTION 14725 ALTON PARKWAY n n 0 IRVINE, CALIFORNIA 92618-2027' CONSULTING 949.472.3505 FAX 949.472.8373 m- www.RBF.com PREPARED UNDER THE SUPERVISION OR DATE: JOB No. 15.100634 DATE,, 10-7-03 CITY: CSF FON TANAv CALIFORNIA SHEET DESIGN: SKG HYDROLOGY MAP 16495 DRAWING No.. DRAWN' KED:TRACT SKG APPROVED BY: P.M. J.R.B. OF SCALE: 1"=100' CITY ENGINEER R.C.E. 51152 DATE: STEVE K GIFFEN R.C.E NO. 421.54 EXP. 3-31-04 NO. DATE APUD. 1 REVISIONS Technical Appendix J 00 -Year Hydrograph Analysis including Detention Basin Sierra Business Park Basin Infiltration Rate Infiltration Infiltration Infiltration Infiltration Basin Basin 20% Rate Rate Rate Rate Floor Infiltration Infiltration (min/in) (in/min) (ft/min) (ft/sec) (sq ft) (cfs) (cfs) (1/1.3) (0.77/12) (0.0641/60) (0.0011* 127,453) (0.20* 136) 1.3 0.77 0.0641 0.0011 127,453 136 27.: Sierra Business Park Basin Rating Curves Detention Basin Elevation ft Depth (ft) Submerge ft Head ft) Area (sq ft Area ac Storage ac -ft Outflow cfs 1030.2 0.0 0.0 0.0 0 0.00 0.00 0.0 1031.0 0.8 0.6 0.2 29,384 0.67 0.27 1.2 1032.0 1.8 1.4 0.4 80,031 1.84 1.65 4.2 1033.0 2.8 2.1 0.7 127,453 2.93 3.87 8.1 1034.0 3.8 2.9 0.9 130,661 3.00 6.83 68.5 1035.0 4.8 3.7 1.1 133,869 3.07 9.87 77.0 1036.0 5.8 4.4 1.4 137,078 3.15 12.98 84.6 1037.0 6.8 5.2 1.6 140,286 3.22 16.16 91.6 1038.0 7.8 6.0 1.8 143,494 3.29 19.42 98.1 1039.0 8.8 6.7 2.1 146,849 3.37 22.75 104.2 1040.0 9.8 7.5 2.3 150,205 3.45 26.16 110.0 1041.0 10.8 8.2 2.6 153,560 3.53 29.65 115.4 1042.0 11.8 9.0 2.8 156,916 3.60 33.21 120.7 1043.0 12.8 9.8 3.0 160,271 3.68 36.85 125.7 1044.0 13.8 10.5 3.3 164,467 3.78 40.59 130.5 1044.7 14.5 11.1 3.4 167,405 3.84 43.26 133.8 Bleeder Pipe HGL @ Basin 1037.3 Emer¢encv Svillwav - Traaezoidal Weir (10:1) Q1000 Length Depth Q (Rect) Q (Tri) Q (Total) cfs ft ft) (cfs) (cfs) (cfs 929 120 1.75 833 104 937 NON-HOMOGENEOUS WATERSHED AREA -AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS (C) Copyright 1989-93 Advanced Engineering Software (aes) Ver. 1.1A Release Date: 7/17/93 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 *** NON-HOMOGENEOUS WATERSHED AREA -AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS FOR AMC II: TOTAL 24-HOUR DURATION RAINFALL DEPTH = 8.00 (inches) SOIL -COVER AREA PERCENT OF SCS CURVE LOSS RATE TYPE (Acres) PERVIOUS AREA NUMBER Fp(in./hr.) YIELD 1 8.68 10.00 32. .975 .880 2 4.40 100.00 78. .416 .674 3 60.18 10.00 56. .748 .909 4 195.18 40.00 56. .748 .727 5 9.71 50.00 56. .748 .666 6 16.72 100.00 86. .272 .791 TOTAL AREA (Acres) = 294.87 AREA -AVERAGED LOSS RATE, Fm (in./hr.) _ .250 AREA -AVERAGED LOW LOSS FRACTION, Y = .231 Page 1 **ir**�•�������*****�**i�ir*'k**:c*'��� �'.•*'kir**:cir*ic*ic*�-ir**:Y**�����ic it �•**ir*ic*'k*�k&��*�•� F L 0 0 D R 0 U T I N G A N A L Y S I S USING COUNTY HYDROLOGY MANUAL OF SAN BERNARDINO(1986) (c) Copyright 1989-2003 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2003 License ID 1202 Analysis prepared by: Huitt-Zollars, Inc. 430 Exchange, Suite 200 Irvine, California 92602-1315 Tel - 714-734-5100 * Fax - 714-734-5155 ****��•�***�*�********** • DESCRIPTION OF STUDY **** •*�-3:**��***** •*** •�•** SIERRA BUSINESS PARK DETENTION BASIN 100 -YEAR HYDROLOGIC ANALYSIS FILE NAME: SBP-S100.FLD TIME/DATE OF STUDY: 17:36 07/09/2004 The small Area unit Hydrograph Procedures in Section 7 of the Hydrology Manual provides estimates of runoff hydrograph and runoff volume for watersheds whose time of concentration is less than 25 minutes. The PROGRAM User should check the applicability of using the small area unit hydrograph procedures, and follow the guidelines in Sections 7 and K.5 in complex watershed modeling. FLOW PROCESS FROM NODE 102.00 TO NODE 400.00 IS CODE = 1.2 ---------------------------------------------------------------------------- »»>SUBAREA RUNOFF (SMALL AREA UNIT-HYDROGRAPH ANALYSIS) ««< (SMALL AREA UNIT-HYDROGRAPH ADDED TO STREAM #1) RATIONAL METHOD CALIBRATION COEFFICIENT = 0.90 TOTAL CATCHMENT AREA(ACRES) = 294.87 SOIL -LOSS RATE, Fm,(INCH/HR) = 0.250 LOW LOSS FRACTION = 0.231 TIME OF CONCENTRATION(MIN.) = 20.57 SMALL AREA PEAK Q COMPUTED USING PEAK FLOW RATE FORMULA USER SPECIFIED RAINFALL VALUES ARE USED: RETURN FREQUENCY(YEARS) = 100 5 -MINUTE POINT RAINFALL VALUE(INCHES) = 0.64 30 -MINUTE POINT RAINFALL VALUE(INCHES) = 1.09 1 -HOUR POINT RAINFALL VALUE(INCHES) = 1.34 3 -HOUR POINT RAINFALL VALUE(INCHES) = 2.40 6 -HOUR POINT RAINFALL VALUE(INCHES) = 3.50 24-HOUR POINT RAINFALL VALUE(INCHES) = 8.00 ---------------------------------------------------------------------------- TOTAL CATCHMENT RUNOFF VOLUME(ACRE-FEET) = 137.99 TOTAL CATCHMENT SOIL -LOSS VOLUME(ACRE-FEET) = 58.59 2 4- H O U R S T 0 R M Page 1 R U N O F F H Y D R 0 G R A P H ---------------------------------------------------------------------------- HYDROGRAPH IN ONE -MINUTE UNIT INTERVALS(CFS) (Notes: Time indicated is at END of Each unit Intervals. Peak 5 -minute rainfall intensity is modeled as a constant value for entire 5 -minute period.) ---------------------------------------------------------------------------- TIME(HRS) VOLUME(AF) Q(CFS) 0. 172.0 344.0 515.9 687.9 ---------------------------------------------------------------------------- 0.017 0.0000 0.00 Q 0.033 0.0000 0.00 Q 0.050 0.0000 0.00 Q 0.067 0.0000 0.00 Q 0.083 0.0000 0.00 Q 0.100 0.0000 0.00 Q 0.117 0.0000 0.00 Q 0.133 0.0000 0.00 Q 0.150 0.0000 0.00 Q 0.167 0.0000 0.00 Q 0.183 0.0000 0.00 Q 0.200 0.0000 0.00 Q 0.217 0.0000 0.00 Q 0.233 0.0001 0.05 Q 0.250 0.0020 1.43 Q 0.267 0.0068 3.42 Q 0.283 0.0142 5.41 Q 0.300 0.0244 7.40 Q 0.317 0.0373 9.39 Q 0.333 0.0530 11.38 Q 0.350 0.0714 13.37 Q 0.367 0.0926 15.36 Q 0.383 0.1165 17.35 VQ 0.400 0.1431 19.34 VQ 0.417 0.1725 21.33 VQ 0.433 0.2046 23.32 VQ 0.450 0.2395 25.31 VQ 0.467 0.2771 27.30 VQ 0.483 0.3174 29.29 VQ 0.500 0.3605 31.27 VQ 0.517 0.4063 33.26 VQ 0.533 0.4549 35.25 v Q 0.550 0.5061 37.24 v Q 0.567 0.5602 39.23 v Q 0.583 0.6164 40.80 V Q 0.600 0.6728 40.94 V Q 0.617 0.7292 40.95 V Q 0.633 0.7856 40.96 V Q 0.650 0.8420 40.97 V Q 0.667 0.8985 40.98 V Q 0.683 0.9550 41.00 v Q 0.700 1.0114 41.01 V Q 0.717 1.0680 41.02 V Q 0.733 1.1245 41.03 v Q 0.750 1.1810 41.04 v Q 0.767 1.2376 41.06 v Q 0.783 1.2941 41.07 v Q 0.800 1.3507 41.08 v Q 0.817 1.4073 41.09 v Q 0.833 1.4639 41.10 v Q 0.850 1.5206 41.12 v Q 0.867 1.5772 41.13 V Q 0.883 1.6339 41.14 V Q 0.900 1.6906 41.15 V Q 0.917 1.7473 41.16 V Q Page 2 0.933 1.8040 41.18 V Q 0.950 1.8607 41.21 v Q 0.967 1.9175 41.23 v Q 0.983 1.9744 41.26 V Q 1.000 2.0312 41.28 V Q 1.017 2.0881 41.30 V Q 1.033 2.1450 41.33 v Q 1.050 2.2020 41.35 v Q 1.067 2.2590 41.38 v Q 1.083 2.3160 41.40 V Q 1.100 2.3731 41.43 V Q 1.117 2.4302 41.45 v Q 1.133 2.4873 41.47 v Q 1.150 2.5445 41.50 V Q 1.167 2.6017 41.52 v Q 1.183 2.6589 41.55 v Q 1.200 2.7161 41.57 v Q 1.217 2.7734 41.60 V Q 1.233 2.8308 41.62 v Q 1.250 2.8881 41.65 V Q 1.267 2.9455 41.67 v Q 1.283 3.0029 41.68 v Q 1.300 3.0604 41.69 v Q 1.317 3.1178 41.71 v Q 1.333 3.1753 41.72 V Q 1.350 3.2328 41.73 v Q 1.367 3.2903 41.75 v Q 1.383 3.3478 41.76 V Q 1.400 3.4053 41.77 V Q 1.417 3.4629 41.78 VQ 1.433 3.5204 41.80 VQ 1.450 3.5780 41.81 vQ 1.467 3.6356 41.82 VQ 1.483 3.6933 41.83 vQ 1.500 3.7509 41.85 vQ 1.517 3.8086 41.86 VQ 1.533 3.8662 41.87 VQ 1.550 3.9239 41.88 VQ 1.567 3.9816 41.90 vQ 1.583 4.0394 41.91 VQ 1.600 4.0971 41.92 VQ 1.617 4.1549 41.94 VQ 1.633 4.2127 41.97 VQ 1.650 4.2705 41,99 VQ 1.667 4.3284 42.02 vQ 1.683 4.3863 42.05 VQ 1.700 4.4443 42.07 VQ 1.717 4.5023 42.10 vQ 1.733 4.5603 42.12 vQ 1.750 4.6183 42.15 VQ 1.767 4.6764 42.18 VQ 1.783 4.7346 42.20 VQ 1.800 4.7927 42.23 VQ 1.817 4.8509 42.25 vQ 1.833 4.9092 42.28 VQ 1.850 4.9674 42.31 VQ 1.867 5.0257 42.33 VQ 1.883 5.0841 42.36 vQ 1.900 5.1425 42.38 VQ - 1.917 5.2009 42.41 VQ 1.933 5.2593 42.44 vQ 1.950 5.3178 42.46 vQ 1.967 5.3763 42.48 vQ 1.983 5.4349 42.49 vQ 2.000 5.4934 42.50 vQ Page 3 2.017 5.5520 42.52 VQ 2.033 5.6106 42.53 VQ 2.050 5.6692 42.54 VQ 2.067 5.7278 42.56 VQ 2.083 5.7864 42.57 VQ 2.100 5.8451 42.58 VQ 2.117 5.9038 42.60 VQ 2.133 5.9624 42.61 VQ 2.150 6.0212 42.63 VQ 2.167 6.0799 42.64 VQ 2.183 6.1386 42.65 VQ 2.200 6.1974 42.67 VQ 2.217 6.2562 42.68 VQ 2.233 6.3150 42.69 VQ 2.250 6.3738 42.71 VQ 2.267 6.4327 42.72 VQ 2.283 6.4915 42.73 VQ 2.300 6.5504 42.75 VQ 2.317 6.6093 42.78 VQ 2.333 6.6683 42.81 VQ 2.350 6.7273 42.83 VQ 2.367 6.7863 42.86 VQ 2.383 6.8454 42.89 .VQ 2.400 6.9045 42.92 Q 2.417 6.9637 42.95 Q 2.433 7.0229 42.97 Q 2.450 7.0821 43.00 Q 2.467 7.1414 43.03 Q 2.483 7.2007 43.06 Q 2.500 7.2600 43.09 Q 2.517 7.3194 43.11 Q 2.533 7.3788 43.14 Q 2.550 7.4383 43.17 Q 2.567 7.4978 43.20 Q 2.583 7.5574 43.23 Q 2.600 7.6169 43.25 Q 2.617 7.6765 43.28 Q 2.633 7.7362 43.31 Q 2.650 7.7959 43.33 Q 2.667 7.8556 43.34 Q 2.683 7.9153 43.36 Q 2.700 7.9750 43.37 Q 2.717 8.0348 43.39 Q 2.733 8.0946 43.40 Q 2.750 8.1544 43.41 Q 2.767 8.2142 43.43 Q 2.783 8.2740 43.44 Q 2.800 8.3339 43.46 Q 2.817 8.3938 43.47 Q 2.833 8.4537 43.49 Q 2.850 8.5136 43.50 Q 2.867 8.5735 43.52 Q 2.883 8.6335 43.53 Q 2.900 8.6935 43.55 Q 2.917 8.7535 43.56 Q 2.933 8.8135 43.57 Q 2.950 8.8735 43.59 Q 2.967 8.9336 43.60 Q 2.983 8.9937 43.62 Q 3.000 9.0538 43.65 Q 3.017 9.1140 43.68 Q 3.033 9.1742 43.71 Q 3.050 9.2344 43.74 Q 3.067 9.2947 43.77 Q 3.083 9.3550 43.80 Q Page 4 3.100 9.4154 43.83 Q 3.117 9.4758 43.86 Q 3.133 9.5363 43.89 Q 3.150 9.5968 43.92 Q 3.167 9.6573 43.95 Q 3.183 9.7179 43.98 Q 3.200 9.7785 44.01 Q 3.217 9.8392 44.04 Q 3.233 9.8999 44.07 Q 3.250 9.9606 44.10 Q 3.267 10.0214 44.13 Q 3.283 10.0822 44.16 Q 3.300 10.1431 44.19 Q 3.317 10.2040 44.22 Q 3.333 10.2649 44.24 Q 3.350 10.3259 44.26 Q 3.367 10.3869 44.27 QV 3.383 10.4479 44.29 QV 3.400 10.5089 44.30 QV 3.417 10.5700 44.32 Qv 3.433 10.6310 44.33 Qv 3.450 10.6921 44.35 Qv 3.467 10.7532 44.37 QV 3.483 10.8144 44.38 Qv 3.500 10.8755 44.40 Qv 3.517 10.9367 44.41 QV 3.533 10.9979 44.43 Qv 3.550 11.0591 44.44 QV 3.567 11.1203 44.46 Qv 3.583 11.1816 44.47 Qv 3.600 11.2429 44.49 QV 3.617 11.3042 44.51 Qv 3.633 11.3655 44.52 QV 3.650 11.4268 44.54 Qv 3.667 11.4882 44.55 QV 3.683 11.5496 44.58 Qv 3.700 11.6111 44.62 Qv 3.717 11.6726 44.65 QV 3.733 11.7341 44.68 Qv 3.750 11.7957 44.71 QV 3.767 11.8574 44.75 Qv 3.783 11.9190 44.78 QV 3.800 11.9808 44.81 QV 3.817 12.0425 44.84 QV 3.833 12.1043 44.88 Qv 3.850 12.1662 44.91 Qv 3.867 12.2281 44.94 Qv 3.883 12.2900 44.97 Qv 3.900 12.3520 45.01 Qv 3.917 12.4141 45.04 Qv 3.933 12.4761 45.07 Qv 3.950 12.5383 45.10 QV 3.967 12.6004 45.13 QV 3.983 12.6626 45.17 Qv 4.000 12.7249 45.20 QV 4.017 12.7872 45.22 QV 4.033 12.8495 45.24 Qv 4.050 12.9119 45.26 Qv 4.067 12.9742 45.28 QV 4.083 13.0366 45.29 QV 4.100 13.0990 45.31 Qv 4.117 13.1614 45.33 Qv 4.133 13.2239 45.34 Qv 4.150 13.2864 45.36 Qv 4.167 13.3489 45.38 Qv Page 5 4.183 13.4114 45.39 QV 4.200 13.4739 45.41 QV 4.217 13.5365 45.43 Qv 4.233 13.5991 45.44 QV 4.250 13.6617 45.46 QV 4.267 13.7244 45.48 QV 4.283 13.7870 45.49 QV 4.300 13.8497 45.51 Q V 4.317 13.9124 45.53 Q V 4.333 13.9752 45.54 Q V 4.350 14.0379 45.56 Q V 4.367 14.1007 45.59 Q V 4.383 14.1636 45.63 Q V 4.400 14.2265 45.66 Q v 4.417 14.2894 45.70 Q V 4.433 14.3524 45.73 Q v 4.450 14.4154 45.77 Q V 4.467 14.4785 45.80 Q V 4.483 14.5417 45.84 Q V 4.500 14.6049 45.87 Q v 4.517 14.6681 45.91 Q V 4.533 14.7314 45.94 Q V 4.550 14.7947 45.98 Q V 4.567 14.8581 46.01 Q V 4.583 14.9215 46.05 Q V 4.600 14.9850 46.08 Q V 4.617 15.0485 46.12 Q V 4.633 15.1121 46.15 Q V 4.650 15.1757 46.19 Q V 4.667 15.2394 46.22 Q V 4.683 15.3031 46.26 Q v 4.700 15.3669 46.29 Q V 4.717 15.4306 46.31 Q V 4.733 15.4944 46.32 Q V 4.750 15.5583 46.34 Q V 4.767 15.6221 46.36 Q V 4.783 15.6860 46.38 Q V 4.800 15.7499 46.40 Q V 4.817 15.8139 46.42 Q V 4.833 15.8778 46.43 Q V 4.850 15.9418 46.45 Q V 4.867 16.0058 46.47 Q V 4.883 16.0698 46.49 Q V 4.900 16.1339 46.51 Q V 4.917 16.1980 46.53 Q V 4.933 16.2621 46.54 Q V 4.950 16.3262 46.56 Q V 4.967 16.3904 46.58 Q v 4.983 16.4546 46.60 Q v 5.000 16.5188 46.62 Q v 5.017 16.5830 46.63 Q V 5.033 16.6473 46.65 Q v 5.050 16.7116 46.69 Q V 5.067 16.7760 46.72 Q V 5.083 16.8404 46.76 Q v 5.100 16.9048 46.80 Q v 5.117 16.9693 46.84 Q v 5.133 17.0339 46.88 Q V 5.150 17.0985 46.91 Q V 5.167 17.1632 46.95 Q v 5.183 17.2279 46.99 Q V 5.200 17.2927 47.03 Q V 5.217 17.3575 47.07 Q V 5.233 17.4224 47.10 Q V 5.250 17.4874 47.14 Q V Page 6 5.267 17.5523 47.18 Q V 5.283 17.6174 47.22 Q v 5.300 17.6825 47.26 Q V 5.317 17.7476 47.30 Q v 5.333 17.8128 47.33 Q v 5.350 17.8781 47.37 Q V 5.367 17.9434 47.41 Q v 5.383 18.0087 47.44 Q V 5.400 18.0741 47.46 Q V 5.417 18.1395 47.48 Q V 5.433 18.2049 47.50 Q V 5.450 18.2704 47.52 Q V 5.467 18.3359 47.54 Q V 5.483 18.4014 47.56 Q v 5.500 18.4669 47.58 Q V 5.517 18.5325 47.60 Q v 5.533 18.5981 47.62 Q v 5.550 18.6637 47.64 Q V 5.567 18.7294 47.66 Q V 5.583 18.7951 47.68 Q V 5.600 18.8608 47.70 Q V 5.617 18.9265 47.72 Q V 5.633 18.9923 47.74 Q V 5.650 19.0581 47.76 Q V 5.667 19.1239 47.78 Q V 5.683 19.1897 47.80 Q v 5.700 19.2556 47.82 Q V 5.717 19.3215 47.84 Q V 5.733 19.3874 47.88 Q V 5.750 19.4534 47.92 Q V 5.767 19.5195 47.96 Q V 5.783 19.5856 48.00 Q v 5.800 19.6518 48.04 Q v 5.817 19.7180 48.08 Q V 5.833 19.7843 48.13 Q V 5.850 19.8507 48.17 Q V 5.867 19.9171 48.21 Q v 5.883 19.9835 48.25 Q V 5.900 20.0500 48.29 Q v 5.917 20.1166 48.33 Q v 5.933 20.1832 48.38 Q v 5.950 20.2499 48.42 Q v 5.967 20.3167 48.46 Q v 5.983 20.3835 48.50 Q V 6.000 20.4503 48.54 Q V 6.017 20.5173 48.58 Q V 6.033 20.5842 48.63 Q v 6.050 20.6513 48.67 Q V 6.067 20.7184 48.71 Q V 6.083 20.7855 48.73 Q v 6.100 20.8526 48.75 Q v 6.117 20.9198 48.77 Q V 6.133 20.9870 48.80 Q V 6.150 21.0543 48.82 Q v 6.167 21.1216 48.84 Q V 6.183 21.1889 48.86 Q V 6.200 21.2562 48.88 Q v 6.217 21.3235 48.90 Q V 6.233 21.3909 48.93 Q v 6.250 21.4584 48.95 Q V 6.267 21.5258 48.97 Q v 6.283 21.5933 48.99 Q V 6.300 21.6608 49.01 Q v 6.317 21.7283 49.03 Q v 6.333 21.7959 49.06 Q V Page 7 6.350 21.8635 49.08 Q V 6.367 21.9311 49.10 Q V 6.383 21.9988 49.12 Q V 6.400 22.0665 49.14 Q V 6.417 22.1342 49.18 Q V 6.433 22.2020 49.22 Q V 6.450 22.2699 49.27 Q V 6.467 22.3378 49.31 Q V 6.483 22.4058 49.36 Q V 6.500 22.4739 49.41 Q V 6.517 22.5420 49.45 Q V 6.533 22.6102 49.50 Q V 6.550 22.6784 49.54 Q V 6.567 22.7467 49.59 Q V 6.583 22.8151 49.64 Q V 6.600 22.8835 49.68 Q V 6.617 22.9520 49.73 Q V 6.633 23.0206 49.77 Q V 6.650 23.0892 49.82 Q V 6.667 23.1579 49.86 Q V 6.683 23.2266 49.91 Q V 6.700 23.2954 49.96 Q V 6.717 23.3643 50.00 Q v 6.733 23.4332 50.05 Q V 6.750 23.5022 50.09 Q V 6.767 23.5713 50.12 Q V 6.783 23.6403 50.14 Q V 6.800 23.7094 50.17 Q V 6.817 23.7786 50.19 Q V 6.833 23.8477 50.22 Q v 6.850 23.9170 50.24 Q V 6.867 23.9862 50.27 Q V 6.883 24.0555 50.29 Q V 6.900 24.1248 50.31 Q v 6.917 24.1941 50.34 Q V 6.933 24.2635 50.36 Q V 6.950 24.3329 50.39 Q V 6.967 24.4023 50.41 Q V 6.983 24.4718 50.43 Q v 7.000 24.5413 50.46 Q V 7.017 24.6108 50.48 Q v 7.033 24.6804 50.51 Q V 7.050 24.7500 50.53 Q v 7.067 24.8196 50.56 Q V 7.083 24.8893 50.58 Q v 7.100 24.9590 50.61 Q V 7.117 25.0288 50.66 Q V 7.133 25.0986 50.71 Q V 7.150 25.1686 50.76 Q v 7.167 25.2386 50.82 Q v 7.183 25.3086 50.87 Q v 7.200 25.3788 50.92 Q v 7.217 25.4490 50.97 Q V 7.233 25.5192 51.02 Q v 7.250 25.5896 51.07 Q V 7.267 25.6600 51.12 Q v 7.283 25.7305 51.17 Q v 7.300 25.8010 51.22 Q v 7.317 25.8716 51.27 Q V 7.333 25.9423 51.32 Q v 7.350 26.0131 51.37 Q V 7.367 26.0839 51.42 Q v 7.383 26.1548 51.47 Q v 7.400 26.2258 51.53 Q V 7.417 26.2969 51.58 Q V Page 8 7.433 26.3680 51.63 Q V 7.450 26.4391 51.66 Q V 7.467 26.5103 51.69 Q v 7.483 26.5815 51.71 Q v 7.500 26.6528 51.74 Q V 7.517 26.7241 51.77 Q V 7.533 26.7955 51.79 Q v 7.550 26.8668 51.82 Q v 7.567 26.9382 51.85 Q v 7.583 27.0097 51.87 Q V 7.600 27.0812 51.90 Q V 7.617 27.1527 51.93 Q v 7.633 27.2243 51.96 Q V 7.650 27.2959 51.98 Q v 7.667 27.3675 52.01 Q V 7.683 27.4392 52.04 Q v 7.700 27.5109 52.06 Q v 7.717 27.5827 52.09 Q v 7.733 27.6544 52.12 Q v . 7.750 27.7263 52.14 Q v . 7.767 27.7981 52.17 Q v . 7.783 27.8700 52.20 Q v . 7.800 27.9420 52.26 Q v . 7.817 28.0141 52.32 Q v . 7.833 28.0862 52.37 Q V . 7.850 28.1584 52.43 Q V . 7.867 28.2307 52.49 Q v . 7.883 28.3031 52.54 Q V . 7.900 28.3755 52.60 Q v . 7.917 28.4481 52.66 Q v . 7.933 28.5207 52.71 Q v . 7.950 28.5934 52.77 Q v . 7.967 28.6661 52.83 Q v . 7.983 28.7390 52.88 Q v . 8.000 28.8119 52.94 Q v . 8.017 28.8849 53.00 Q v . 8.033 28.9580 53.05 Q V . 8.050 29.0311 53.11 Q V . 8.067 29.1044 53.17 Q V . 8.083 29.1777 53.22 Q v . 8.100 29.2511 53.28 Q v . 8.117 29.3245 53.34 Q v . 8.133 29.3980 53.38 Q v . 8.150 29.4716 53.41 Q v . 8.167 29.5452 53.44 Q V . 8.183 29.6189 53.47 Q v . 8.200 29.6925 53.50 Q v . 8.217 29.7663 53.53 Q v . 8.233 29.8401 53.56 Q v . 8.250 29.9139 53.59 Q v . 8.267 29.9877 53.62 Q v . 8.283 30.0616 53.65 Q v . 8.300 30.1356 53.68 Q v . 8.317 30.2095 53.71 Q v . 8.333 30.2836 53.74 Q v . 8.350 30.3576 53.77 Q v . 8.367 30.4317 53.80 Q V . 8.383 30.5059 53.83 Q V . 8.400 30.5801 53.86 Q v . 8.417 30.6543 53.89 Q v . 8.433 30.7286 53.92 Q v . 8.450 30.8029 53.95 Q v . 8.467 30.8772 53.99 Q v . 8.483 30.9517 54.05 Q v . 8.500 31.0262 54.11 Q v . Page 9 8.517 31.1008 54.17 Q V. 8.533 31.1755 54.24 Q V. 8.550 31.2503 54.30 Q V. 8.567 31.3252 54.37 Q V. 8.583 31.4002 54.43 Q V. 8.600 31.4752 54.49 Q V. 8.617 31.5504 54.56 Q V. 8.633 31.6256 54.62 Q V. 8.650 31.7010 54.69 Q V. 8.667 31.7764 54.75 Q V. 8.683 31.8519 54.81 Q V. 8.700 31.9275 54.88 Q V. 8.717 32.0031 54.94 Q V. 8.733 32.0789 55.01 Q V. 8.750 32.1548 55.07 Q V. 8.767 32.2307 55.13 Q V. 8.783 32.3067 55.20 Q V. 8.800 32.3829 55.26 Q V. 8.817 32.4590 55.31 Q V. 8.833 32.5353 55.35 Q V. 8.850 32.6116 55.38 Q V. 8.867 32.6879 55.41 Q V. 8.883 32.7643 55.45 Q V. 8.900 32.8407 55.48 Q V. 8.917 32.9172 55.52 Q V. 8.933 32.9937 55.55 Q V. 8.950 33.0702 55.58 Q V. 8.967 33.1468 55.62 Q V. 8.983 33.2235 55.65 Q V. 9.000 33.3002 55.69 Q V. 9.017 33.3770 55.72 Q V. 9.033 33.4538 55.76 Q V. 9.050 33.5306 55.79 Q V. 9.067 33.6075 55.82 Q V. 9.083 33.6844 55.86 Q V. 9.100 33.7614 55.89 Q V. 9.117 33.8384 55.93 Q V. 9.133 33.9155 55.96 Q V. 9.150 33.9927 56.00 Q V. 9.167 34.0699 56.06 Q V. 9.183 34.1472 56.14 Q V. 9.200 34.2246 56.21 Q V. 9.217 34.3021 56.28 Q V. 9.233 34.3798 56.36 Q V. 9.250 34.4575 56.43 Q V. 9.267 34.5353 56.50 Q v 9.283 34.6132 56.57 Q V 9.300 34.6913 56.65 Q v 9.317 34.7694 56.72 Q v 9.333 34.8476 56.79 Q v 9.350 34.9260 56.87 Q V 9.367 35.0044 56.94 Q V 9.383 35.0829 57.01 Q V 9.400 35.1615 57.09 Q v 9.417 35.2403 57.16 Q V 9.433 35.3191 57.23 Q v 9.450 35.3980 57.31 Q v 9.467 35.4771 57.38 Q V 9.483 35:5562 57.45 Q v 9.500 35.6354 57.51 Q v 9.517 35.7147 57.55 Q V 9.533 35.7940 57.59 Q V 9.550 35.8734 57.63 Q v 9.567 35.9529 57.67 Q V 9.583 36.0323 57.71 Q v Page 10 9.600 36.1119 57.75 Q v 9.617 36.1915 57.79 Q v 9.633 36.2711 57.83 Q v 9.650 36.3508 57.87 Q v 9.667 36.4306 57.91 Q V 9.683 36.5104 57.94 Q v 9.700 36.5903 57.98 Q v 9.717 36.6702 58.02 Q v 9.733 36.7502 58.06 Q v 9.750 36.8302 58.10 Q v 9.767 36.9103 58.14 Q v 9.783 36.9904 58.18 Q v 9.800 37.0706 58.22 Q v 9.817 37.1509 58.26 Q V 9.833 37.2312 58.30 Q v 9.850 37.3116 58.37 Q v 9.867 37.3921 58.46 Q v 9.883 37.4727 58.54 Q v 9.900 37.5535 58.62 Q v 9.917 37.6343 58.71 Q v 9.933 37.7153 58.79 Q v 9.950 37.7964 58.88 Q v 9.967 37.8776 58.96 Q v 9.983 37.9590 59.05 Q V 10.000 38.0404 59.13 Q v 10.017 38.1220 59.22 Q v 10.033 38.2037 59.30 Q V 10.050 38.2855 59.39 Q v 10.067 38.3674 59.47 Q V 10.083 38.4494 59.55 Q V 10.100 38.5316 59.64 Q v 10.117 38.6138 59.72 Q v 10.133 38.6962 59.81 Q V 10.150 38.7787 59.89 Q v 10.167 38.8613 59.98 Q v 10.183 38.9440 60.05 Q v 10,200 39.0268 60.10 Q v 10.217 39.1096 60.15 Q v 10.233 39.1926 60.19 Q v 10.250 39.2755 60.24 Q V 10.267 39.3586 60.28 Q v 10.283 39.4417 60.33 Q v 10.300 39.5248 60.37 Q v 10.317 39.6080 60.42 Q V 10.333 39.6913 60.47 Q V 10.350 39.7747 60.51 Q v 10.367 39.8581 60.56 Q V 10.383 39.9416 60.60 Q v 10.400 40.0251 60.65 Q V 10.417 40.1087 60.69 Q v 10.433 40.1924 60.74 Q v 10.450 40.2761 60.78 Q v 10.467 40.3599 60.83 Q V 10.483 40.4437 60.88 Q v 10.500 40.5276 60.92 Q v 10.517 40.6116 60.97 Q V 10.533 40.6957 61.05 Q v 10.550 40.7799 61.15 Q v 10.567 40.8643 61.25 Q V 10.583 40.9488 61.34 Q v 10.600 41.0334 61.44 Q v 10.617 41.1182 61.54 Q v 10.633 41.2031 61.64 Q v 10.650 41.2881 61.74 Q v 10.667 41.3733 61.84 Q V Page 11 10.683 41.4586 61.94 Q v 10.700 41.5441 62.04 Q v 10.717 41.6297 62.14 Q v 10.733 41.7154 62.24 Q v 10.750 41.8013 62.34 Q v 10.767 41.8873 62.44 Q v 10.783 41.9734 62.54 Q v 10.800 42.0597 62.64 Q v 10.817 42.1461 62.74 Q v 10.833 42.2327 62.84 Q v 10.850 42.3194 62.94 Q v 10.867 42.4062 63.03 Q v 10.883 42.4931 63.09 Q v 10.900 42.5800 63.14 Q v 10.917 42.6671 63.20 Q v 10.933 42.7542 63.25 Q v 10.950 42.8414 63.30 Q v 10.967 42.9287 63.36 Q v 10.983 43.0160 63.41 Q v 11.000 43.1034 63.47 Q v 11.017 43.1909 63.52 Q v 11.033 43.2785 63.58 Q v 11.050 43.3661 63.63 Q v 11.067 43.4539 63.68 Q v 11.083 43.5417 63.74 Q v 11.100 43.6295 63.79 Q v 11.117 43.7175 63.85 Q v 11.133 43.8055 63.90 Q v 11.150 43.8936 63.96 Q v 11.167 43.9817 64.01 Q v 11.183 44.0700 64.06 Q v 11.200 44.1583 64.12 Q v 11.217 44.2467 64.20 Q v 11.233 44.3353 64.32 Q v 11.250 44.4241 64.44 Q v 11.267 44.5130 64.56 Q v 11.283 44.6021 64.68 Q v 11.300 44.6914 64.80 Q v 11.317 44.7808 64.92 Q v 11.333 44.8704 65.04 Q v 11.350 44.9601 65.16 Q v 11.367 45.0501 65.28 Q v 11.383 45.1401 65.40 Q v 11.400 45.2304 65.52 Q v 11.417 45.3208 65.64 Q v 11.433 45.4114 65.76 Q v 11.450 45.5021 65.88 Q v 11.467 45.5930 66.00 Q v 11.483 45.6841 66.11 Q v 11.500 45.7753 66.23 Q v 11.517 45.8667 66.35 Q v 11.533 45.9583 66.47 Q v 11.550 46.0500 66.59 Q v 11.567 46.1418 66.66 Q v 11.583 46.2337 66.73 Q v 11.600 46.3257 66.80 Q v 11.617 46.4178 66.86 Q v 11.633 46.5100 66.93 Q v 11.650 46-.6023 66.99 Q v 11.667 46.6947 67.06 Q v 11.683 46.7871 67.13 Q v 11.700 46.8797 67.19 Q v 11.717 46.9723 67.26 Q v 11.733 47.0650 67.32 Q v 11.750 47.1579 67.39 Q v Page 12 11.767 47.2508 67.46 Q v 11.783 47.3438 67.52 Q v 11.800 47.4369 67.59 Q v 11.817 47.5301 67.65 Q v 11.833 47.6234 67.72 Q v 11.850 47.7167 67.79 Q v 11.867 47.8102 67.85 Q v 11.883 47.9037 67.92 Q v 11.900 47.9973 67.96 Q v 11.917 48.0910 67.96 Q v 11.933 48.1846 67.96 Q v 11.950 48.2781 67.95 Q v 11.967 48.3717 67.95 Q v 11.983 48.4653 67.95 Q v 12.000 48.5589 67.94 Q v 12.017 48.6525 67.94 Q v 12.033 48.7461 67.94 Q v 12.050 48.8397 67.93 Q v 12.067 48.9332 67.93 Q v 12.083 49.0268 67.93 Q v 12.100 49.1204 67.93 Q v 12.117 49.2139 67.92 Q v 12.133 49.3075 67.92 Q v 12.150 49.4010 67.92 Q v 12.167 49.4946 67.91 Q v 12.183 49.5881 67.91 Q v 12.200 49.6816 67.91 Q v 12.217 49.7752 67.90 Q v 12.233 49.8687 67.90 Q v 12.250 49.9621 67.85 Q v 12.267 50.0555 67.79 Q v 12.283 50.1488 67.72 Q v 12.300 50.2420 67.66 Q v 12.317 50.3351 67.59 Q v 12.333 50.4281 67.53 Q v 12.350 50.5210 67.46 Q v 12.367 50.6139 67.40 Q v 12.383 50.7066 67.33 Q v 12.400 50.7993 67.27 Q v 12.417 50.8918 67.20 Q v 12.433 50.9843 67.14 Q v 12.450 51.0767 67.07 Q v 12.467 51.1690 67.01 Q v 12.483 51.2612 66.94 Q v 12.500 51.3533 66.88 Q v 12.517 51.4454 66.82 Q v 12.533 51.5373 66.75 Q v 12.550 51.6292 66.69 Q v 12.567 51.7209 66.62 Q v 12.583 51.8127 66.62 Q v 12.600 51.9047 66.80 Q v 12.617 51.9970 67.00 Q v 12.633 52.0895 67.20 Q v 12.650 52.1824 67.39 Q v 12.667 52.2755 67.59 Q v 12.683 52.3688 67.79 Q v 12.700 52.4625 67.98 Q v 12.717 52.5564 68.18 Q v 12.733 52.6506 68.38 Q v 12.750 52.7450 68.57 Q v 12.767 52.8397 68.77 Q v 12.783 52.9347 68.96 Q v 12.800 53.0300 69.16 Q v 12.817 53.1255 69.36 Q v 12.833 53.2213 69.55 Q v Page 13 12.850 53.3174 69.75 Q v 12.867 53.4138 69.95 Q v 12.883 53.5104 70.14 Q v 12.900 53.6073 70.34 Q v 12.917 53.7044 70.53 Q v 12.933 53.8018 70.68 Q v 12.950 53.8993 70.79 Q v 12.967 53.9970 70.91 Q v 12.983 54.0948 71.02 Q v 13.000 54.1928 71.13 Q v 13.017 54.2909 71.25 Q v 13.033 54.3892 71.36 Q v 13.050 54.4876 71.48 Q v 13.067 54.5862 71.59 Q v 13.083 54.6850 71.70 Q v 13.100 54.7839 71.82 Q v 13.117 54.8830 71.93 Q v 13.133 54.9823 72.04 Q v 13.150 55.0816 72.16 Q v 13.167 55.1812 72.27 Q v 13.183 55.2809 72.39 Q v 13.200 55.3808 72.50 Q v 13.217 55.4808 72.61 Q v 13.233 55.5809 72.73 Q v 13.250 55.6813 72.84 Q v 13.267 55.7818 72.98 Q v 13.283 55.8827 73.23 Q v 13.300 55.9839 73.50 Q v 13.317 56.0855 73.77 Q v 13.333 56.1875 74.04 Q v 13.350 56.2899 74.31 Q v 13.367 56.3926 74.58 Q v 13.383 56.4957 74.85 Q v 13.400 56.5991 75.12 Q v 13.417 56.7030 75.38 Q v 13.433 56.8072 75.65 Q v 13.450 56.9118 75.92 Q v 13.467 57.0167 76.19 Q v 13.483 57.1220 76.46 Q v 13.500 57.2277 76.73 Q v 13.517 57.3338 77.00 Q v 13.533 57.4402 77.27 Q v 13.550 57.5470 77.54 Q v 13.567 57.6542 77.81 Q v 13.583 57.7617 78.07 Q v 13.600 57.8696 78.34 Q v 13.617 57.9778 78.56 Q v 13.633 58.0863 78.72 Q v 13.650 58.1949 78.88 Q v 13.667 58.3038 79.04 Q v 13.683 58.4129 79.21 Q v 13.700 58.5222 79.37 Q v 13.717 58.6318 79.53 Q v 13.733 58.7415 79.69 Q v 13.750 58.8515 79.85 Q v 13.767 58.9617 80.01 Q v 13.783 59.0722 80.18 Q v 13.800 59.1828 80.34 Q v 13.817 59.-2937 80.50 Q v 13.833 59.4048 80.66 Q v 13.850 59.5161 80.82 Q v 13.867 59.6277 80.98 Q v 13.883 59.7395 81.15 Q v 13.900 59.8515 81.31 Q v 13.917 59.9637 81.47 Q v Page 14 13.933 60.0761 81.63 Q v 13.950 60.1888 81.81 Q v 13.967 60.3019 82.10 Q v 13.983 60.4154 82.42 Q v 14.000 60.5294 82.74 Q v 14.017 60.6438 83.06 Q v 14.033 60.7586 83.38 Q v 14.050 60.8739 83.70 Q V 14.067 60.9897 84.02 Q v 14.083 61.1059 84.34 Q V 14.100 61.2225 84.66 Q V 14.117 61.3395 84.98 Q V 14.133 61.4570 85.31 Q v 14.150 61.5750 85.63 Q v 14.167 61.6934 85.95 Q V 14.183 61.8122 86.27 Q v 14.200 61.9314 86.59 Q V 14.217 62.0512 86.91 Q V 14.233 62.1713 87.23 Q v . 14.250 62.2919 87.55 Q v . 14.267 62.4129 87.87 Q v . 14.283 62.5344 88.19 Q v . 14.300 62.6563 88.48 Q V . 14.317 62.7785 88.71 Q v . 14.333 62.9010 88.94 Q v . 14.350 63.0238 89.17 Q V . 14.367 63.1469 89.40 Q v . 14.383 63.2704 89.64 Q V . 14.400 63.3942 89.87 Q v . 14.417 63.5183 90.10 Q v . 14.433 63.6427 90.33 Q v . 14.450 63.7675 90.56 Q v . 14.467 63.8925 90.79 Q v . 14.483 64.0179 91.03 Q v . 14.500 64.1436 91.26 Q v . 14.517 64.2696 91.49 Q v . 14.533 64.3960 91.72 Q v . 14.550 64.5226 91.95 Q V . 14.567 64.6496 92.18 Q v . 14.583 64.7769 92.42 Q v . 14.600 64.9045 92.65 Q V . 14.617 65.0324 92.88 Q v . 14.633 65.1607 93.13 Q v . 14.650 65.2898 93.72 Q V . 14.667 65.4198 94.43 Q V . 14.683 65.5509 95.14 Q V. 14.700 65.6829 95.85 Q V. 14.717 65.8159 96.57 Q V. 14.733 65.9499 97.28 Q V. 14.750 66.0849 97.99 Q V. 14.767 66.2209 98.70 Q V. 14.783 66.3578 99.41 Q V. 14.800 66.4957 100.13 Q V. 14.817 66.6346 100.84 Q V. 14.833 66.7745 101.55 Q V. 14.850 66.9153 102.26 Q V. 14.867 67.0572 102.98 Q V. 14.883 67.2000 103.69 Q V. 14.900 67.3438 104.40 Q V. 14.917 67.4886 105.11 Q V. 14.933 67.6343 105.82 Q V. 14.950 67.7811 106.54 Q V. 14.967 67.9288 107.25 Q V. 14.983 68.0775 107.91 Q V. 15.000 68.2268 108.44 Q V. Page 15 15.017 68.3769 108.96 15.033 68.5277 109.48 15.050 68.6792 110.00 15.067 68.8315 110.52 15.083 68.9844 111.04 15.100 69.1381 111.57 15.117 69.2925 112.09 15.133 69.4476 112.61 15.150 69.6034 113.13 15.167 69.7600 113.65 15.183 69.9172 114.17 15.200 70.0752 114.69 15.217 70.2339 115.21 15.233 70.3933 115.73 15.250 70.5534 116.25 15.267 70.7143 116.77 15.283 70.8758 117.29 15.300 71.0381 117.81 15.317 71.2011 118.32 15.333 71.3634 117.84 15.350 71.5243 116.79 15.367 71.6837 115.73 15.383 71.8416 114.68 15.400 71.9981 113.62 15.417 72.1532 112.56 15.433 72.3068 111.51 15.450 72.4589 110.45 15.467 72.6096 109.40 15.483 72.7588 108.34 15.500 72.9066 107.28 15.517 73.0529 106.23 15.533 73.1978 105.17 15.550 73.3412 104.11 15.567 73.4831 103.06 15.583 73.6236 102.00 15.600 73.7627 100.95 15.617 73.9003 99.89 15.633 74.0364 98.83 15.650 74.1711 97.78 15.667 74.3049 97.18 15.683 74.4409 98.67 15.700 74.5792 100.42 15.717 74.7199 102.17 15.733 74.8631 103.93 15.750 75.0086 105.68 15.767 75.1566 107.43 15.783 75.3070 109.18 15.800 75.4598 110.93 15.817 75.6150 112.69 15.833 75.7726 114.44 15.850 75.9327 116.19 15.867 76.0951 117.94 15.883 76.2600 119.69 15.900 76.4273 121.45 15.917 76.5970 123.20 15.933 76.7691 124.95 15.950 76.9436 126.70 15.967 77.1206 128.45 15.983 77.2999 130.21 16.000 77.4817 131.96 16.017 77.6832 146.33 16.033 77.9219 173.31 16.050 78.1978 200.29 16.067 78.5109 227.28 16.083 78.8611 254.27 Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Page 16 V. V. V. V. V. v V v v v v v v v v v v V V v v v v v v v .V .v .v .v .v .V .v .v .v .v .v .v .v .v .V .v .v .v .v .V .v .V .V .v v v v v v v v v v v v v v v .v 16.100 79.2485 281.25 Q v 16.117 79.6731 308.23 Q v 16.133 80.1348 335.22 Q. v 16.150 80.6337 362.20 Q v 16.167 81.1698 389.18 Qv 16.183 81.7430 416.17 VQ , 16.200 82.3534 443.15 v Q 16.217 83.0010 470.14 v Q 16.233 83.6857 497.12 v Q , 16.250 84.4076 524.11 v Q 16.267 85.1667 551.09 v Q 16.283 85.9630 578.08 v Q 16.300 86.7964 605.06 v Q 16.317 87.6669 632.04 v Q 16.333 88.5747 659.03 v Q , 16.350 89.5222 687.90 v Q 16.367 90.4352 662.83 v Q , 16.383 91.3111 635.88 v Q 16.400 92.1498 608.93 v Q 16.417 92.9515 581.98 v Q 16.433 93.7160 555.03 v Q 16.450 94.4433 528.07 v Q 16.467 95.1336 501.12 v Q. 16.483 95.7867 474.17 Q 16.500 96.4027 447.21 Qv 16.517 96.9816 420.26 Q v , 16.533 97.5233 393.31 Q v . 16.550 98.0279 366.36 Q v , 16.567 98.4954 339.41 Q. v , 16.583 98.9258 312.45 Q v , 16.600 99.3191 285.50 Q v , 16.617 99.6752 258.55 Q v , 16.633 99.9942 231.60 Q v , 16.650 100.2761 204.64 Q V. 16.667 100.5208 177.69 Q V. 16.683 100.7284 150.74 Q V. 16.700 100.9118 133.14 Q V. 16.717 101.0926 131.25 Q V. 16.733 101.2711 129.61 Q V. 16.750 101.4474 127.96 Q V. 16.767 101.6214 126.32 Q V. 16.783 101.7931 124.67 Q V. 16.800 101.9626 123.03 Q V. 16.817 102.1298 121.38 Q V. 16.833 102.2947 119.74 Q V. 16.850 102.4573 118.09 Q V. 16.867 102.6177 116.45 Q V. 16.883 102.7759 114.80 Q V. 16.900 102.9317 113.16 Q V. 16.917 103.0853 111.51 Q V. 16.933 103.2366 109.87 Q V. 16.950 103.3857 108.22 Q V. 16.967 103.5325 106.58 Q v 16.983 103.6770 104.93 Q v 17.000 103.8193 103.29 Q v 17.017 103.9593 101.64 Q v 17.033 104.0971 100.04 Q v 17.050 104.2336 99.11 Q v 17.067 104.3692 98.43 Q v 17.083 104.5038 97.75 Q v 17.100 104.6375 97.07 Q v 17.117 104.7703 96.39 Q v 17.133 104.9021 95.70 Q v 17.150 105.0330 95.02 Q v 17.167 105.1630 94.34 Q v Page 17 17.183 105.2920 93.66 Q v 17.200 105.4200 92.98 Q v 17.217 105.5472 92.30 Q v 17.233 105.6733 91.61 Q v 17.250 105.7986 90.93 Q v 17.267 105.9229 90.25 Q v 17.283 106.0463 89.57 Q v 17.300 106.1687 88.89 Q v 17.317 106.2902 88.21 Q v 17.333 106.4108 87.52 Q v 17.350 106.5304 86.84 Q v 17.367 106.6491 86.16 Q v 17.383 106.7669 85.53 Q v 17.400 106.8840 85.03 Q v 17.417 107.0004 84.54 Q v 17.433 107.1162 84.05 Q v 17.450 107.2313 83.56 Q V 17.467 107.3457 83.07 Q v 17.483 107.4595 82.58 Q v 17.500 107.5726 82.09 Q v 17.517 107.6850 81.60 Q v 17.533 107.7967 81.11 Q v 17.550 107.9077 80.62 Q v 17.567 108.0181 80.13 Q v 17.583 108.1278 79.64 Q v 17.600 108.2368 79.15 Q v 17.617 108.3452 78.66 Q v 17.633 108.4529 78.17 Q v 17.650 108.5599 77.68 Q v 17.667 108.6662 77.19 Q v 17.683 108.7718 76.70 Q v 17.700 108.8768 76.21 Q v 17.717 108.9811 75.73 Q v 17.733 109.0849 75.33 Q v 17.750 109.1882 74.99 Q V 17.767 109.2910 74.64 Q v 17.783 109.3933 74.30 Q v 17.800 109.4952 73.96 Q V 17.817 109.5966 73.61 Q v 17.833 109.6975 73.27 Q V 17.850 109.7980 72.93 Q v 17.867 109.8979 72.58 Q V 17.883 109.9974 72.24 Q v 17.900 110.0965 71.90 Q v 17.917 110.1950 71.56 Q •v 17.933 110.2931 71.21 Q v 17.950 110.3907 70.87 Q v 17.967 110.4879 70.53 Q V 17.983 110.5846 70.18 Q v 18.000 110.6808 69.84 Q v 18.017 110.7765 69.50 Q v 18.033 110.8717 69.15 Q v 18.050 110.9665 68.81 Q v 18.067 111.0609 68.53 Q v 18.083 111.1553 68.54 Q v 18.100 111.2498 68.59 Q v 18.117 111.3443 68.63 Q v 18.133 111.4389 68.68 Q v 18.150' -111.5336 68.72 Q v 18.167 111.6283 68.77 Q v 18.183 111.7231 68.81 Q v 18.200 111.8180 68.86 Q v 18.217 111.9129 68.90 Q V 18.233 112.0078 68.95 Q v 18.250 112.1029 68.99 Q v Page 18 18.267 112.1980 69.04 Q v 18.283 112.2931 69.08 Q v , 18.300 112.3883 69.13 Q v 18.317 112.4836 69.17 Q v , 18.333 112.5790 69.22 Q v 18.350 112.6744 69.26 Q v , 18.367 112.7698 69.31 Q v 18.383 112.8654 69.35 Q v 18.400 112.9610 69.40 Q v , 18.417 113.0564 69.32 Q v 18.433 113.1516 69.12 Q v , 18.450 113.2466 68.92 Q v 18.467 113.3412 68.72 Q v , 18.483 113.4356 68.53 Q v 18.500 113.5297 68.33 Q v 18.517 113.6236 68.13 Q v 18.533 113.7172 67.93 Q v 18.550 113.8104 67.73 Q v 18.567 113.9035 67.53 Q v , 18.583 113.9962 67.33 Q v 18.600 114.0887 67.13 Q v 18.617 114.1809 66.94 Q v 18.633 114.2728 66.74 Q v 18.650 114.3645 66.54 Q v 18.667 114.4558 66.34 Q v 18.683 114.5469 66.14 Q v 18.700 114.6378 65.94 Q v 18.717 114.7283 65.74 Q v 18.733 114.8186 65.54 Q v 18.750 114.9086 65.35 Q v 18.767 114.9984 65.18 Q v 18.783 115.0879 65.02 Q v 18.800 115.1773 64.85 Q v 18.817 115.2664 64.69 Q v 18.833 115.3553 64.53 Q v 18.850 115.4439 64.37 Q v 18.867 115.5323 64.20 Q v 18.883 115.6206 64.04 Q v 18.900 115.7085 63.88 Q v 18.917 115.7963 63.71 Q v 18.933 115.8838 63.55 Q v 18.950 115.9711 63.39 Q v 18.967 116.0582 63.22 Q v 18.983 116.1451 63.06 Q v 19.000 116.2317 62.90 Q v 19.017 116.3181 62.73 Q v 19.033 116.4043 62.57 Q v 19.050 116.4903 62.41 Q v 19.067 116.5760 62.24 Q v 19.083 116.6615 62.08 Q v 19.100 116.7468 61.93 Q v 19.117 116.8319 61.79 Q v 19.133 116.9169 61.65 Q v 19.150 117.0016 61.52 Q v 19.167 117.0861 61.38 Q v 19.183 117.1705 61.24 Q v 19.200 117.2546 61.10 Q v 19.217 117.3386 60.97 Q v 19.233 117.4224 60.83 Q v 19.250 117.5060 60.69 Q v 19.267 117.5894 60.55 Q v 19.283 117.6726 60.42 Q v 19.300 117.7557 60.28 Q v 19.317 117.8385 60.14 Q v 19.333 117.9212 60.01 Q v Page 19 19.350 118.0036 59.87 Q v 19.367 118.0859 59.73 Q v 19.383 118.1680 59.59 Q v 19.400 118.2499 59.46 Q v 19.417 118.3316 59.32 Q v 19.433 118.4131 59.18 Q v 19.450 118.4945 59.06 Q v 19.467 118.5756 58.94 Q v 19.483 118.6567 58.82 Q v 19.500 118.7375 58.71 Q v 19.517 118.8182 58.59 Q v 19.533 118.8988 58.47 Q v 19.550 118.9791 58.35 Q v 19.567 119.0594 58.24 Q v 19.583 119.1394 58.12 Q v 19.600 119.2193 58.00 Q v 19.617 119.2990 57.88 Q v 19.633 119.3786 57.77 Q v 19.650 119.4580 57.65 Q v 19.667 119.5372 57.53 Q v 19.683 119.6163 57.41 Q v 19.700 119.6952 57.29 Q v 19.717 119.7740 57.18 Q v 19.733 119.8526 57.06 Q v 19.750 119.9310 56.94 Q v 19.767 120.0093 56.82 Q v 19.783 120.0874 56.71 Q v 19.800 120.1654 56.61 Q v 19.817 120.2432 56.50 Q v 19.833 120.3209 56.40 Q v 19.850 120.3984 56.30 Q v 19.867 120.4758 56.20 Q v 19.883 120.5531 56.09 Q v 19.900 120.6302 55.99 Q v 19.917 120.7072 55.89 Q v 19.933 120.7840 55.79 Q v 19.950 120.8607 55.68 Q v 19.967 120.9373 55.58 Q v 19.983 121.0137 55.48 Q v 20.000 121.0900 55.38 Q v 20.017 121.1661 55.27 Q v 20.033 121.2421 55.17 Q v 20.050 121.3180 55.07 Q v 20.067 121.3937 54.97 Q v 20.083 121.4693 54.86 Q v 20.100 121.5447 54.76 Q v 20.117 121.6200 54.66 Q v 20.133 121.6951 54.56 Q v 20.150 121.7702 54.47 Q v 20.167 121.8451 54.38 Q v 20.183 121.9199 54.29 Q v 20.200 121.9945 54.20 Q v 20.217 122.0690 54.11 Q v 20.233 122.1435 54.02 Q v 20.250 122.2177 53.93 Q v 20.267 122.2919 53.84 Q v 20.283 122.3659 53.75 Q v 20.300 122.4398 53.66 Q v 20.317 122.5136 53.57 Q v ' 20.333 122.5873 53.48 Q v 20.350 122.6608 53.39 Q v 20.367 122.7343 53.30 Q v 20.383 122.8075 53.21 Q v 20.400 122.8807 53.12 Q v 20.417 122.9538 53.03 Q v Page 20 20.433 123.0267 52.94 Q v 20.450 123.0995 52.85 Q v 20.467 123.1721 52.76 Q v 20.483 123.2447 52.68 Q v 20.500 123.3171 52.60 Q v 20.517 123.3895 52.52 Q v 20.533 123.4617 52.44 Q v 20.550 123.5338 52.35 Q v 20.567 123.6058 52.27 Q v 20.583 123.6777 52.19 Q v 20.600 123.7495 52.11 Q v 20.617 123.8212 52.03 Q v 20.633 123.8927 51.95 Q v 20.650 123.9642 51.87 Q v 20.667 124.0355 51.79 Q v 20.683 124.1067 51.71 Q v 20.700 124.1778 51.63 Q v 20.717 124.2488 51.55 Q v 20.733 124.3197 51.47 Q v 20.750 124.3905 51.39 Q v 20.767 124.4612 51.31 Q v 20.783 124.5318 51.23 Q v 20.800 124.6022 51.15 Q v 20.817 124.6725 51.07 Q v 20.833 124.7428 51.00 Q v 20.850 124.8129 50.93 Q v 20.867 124.8830 50.85 Q v 20.883 124.9529 50.78 Q v 20.900 125.0228 50.71 Q v 20.917 125.0925 50.64 Q v 20.933 125.1622 50.56 Q v 20.950 125.2317 50.49 Q v 20.967 125.3012 50.42 Q v 20.983 125.3705 50.35 Q v 21.000 125.4398 50.27 Q v 21.017 125.5089 50.20 Q v 21.033 125.5780 50.13 Q v 21.050 125.6469 50.06 Q v 21.067 125.7158 49.99 Q v 21.083 125.7845 49.91 Q v 21.100 125.8532 49.84 Q v 21.117 125.9217 49.77 Q v 21.133 125.9902 49.70 Q v 21.150 126.0585 49.62 Q v 21.167 126.1268 49.56 Q v 21.183 126.1949 49.49 Q v 21.200 126.2630 49.43 Q v 21.217 126.3310 49.36 Q v 21.233 126.3989 49.30 Q v 21.250 126.4667 49.23 Q v 21.267 126.5345 49.16 Q v 21.283 126.6021 49.10 Q v 21.300 126.6696 49.03 Q v 21.317 126.7371 48.97 Q v 21.333 126.8044 48.90 Q v 21.350 126.8717 48.84 Q v 21.367 126.9389 48.77 Q v 21.383 127.0060 48.71 Q v 21.400 127.0730 48.64 Q v 21.417 127.1399 48.58 Q v 21.433 127.2067 48.51 Q v 21.450 127.2734 48.44 Q v 21.467 127.3401 48.38 Q v 21.483 127.4066 48.31 Q v 21.500 127.4731 48.25 Q v Page 21 21.517 127.5394 48.19 Q v 21.533 127.6057 48.13 Q v 21.550 127.6719 48.07 Q v 21.567 127.7381 48.01 Q v 21.583 127.8041 47.95 Q v 21.600 127.8701 47.89 Q v 21.617 127.9360 47.83 Q v 21.633 128.0018 47.77 Q v 21.650 128.0675 47.71 Q v 21.667 128.1331 47.65 Q v 21.683 128.1987 47.59 Q v 21.700 128.2642 47.53 Q v 21.717 128.3295 47.47 Q v 21.733 128.3949 47.41 Q v 21.750 128.4601 47.35 Q v 21.767 128.5252 47.29 Q v 21.783 128.5903 47.23 Q v 21.800 128.6553 47.18 Q v 21.817 128.7202 47.12 Q v 21.833 128.7850 47.06 Q v 21.850 128.8497 47.00 Q v 21.867 128.9144 46.95 Q v 21.883 128.9790 46.89 Q v 21.900 129.0435 46.84 Q v 21.917 129.1079 46.78 Q v 21.933 129.1723 46.73 Q v 21.950 129.2366 46.67 Q v 21.967 129.3008 46.62 Q v 21.983 129.3649 46.56 Q v 22.000 129.4290 46.51 Q v 22.017 129.4930 46.45 Q v 22.033 129.5569 46.40 Q v 22.050 129.6207 46.34 Q v 22.067 129.6844 46.29 Q v 22.083 129.7481 46.23 Q v 22.100 129.8118 46.18 Q v 22.117 129.8753 46.12 Q v 22.133 129.9388 46.07 Q v 22.150 130.0021 46.01 Q v 22.167 130.0654 45.96 Q v 22.183 130.1287 45.91 Q v 22.200 130.1918 45.86 Q v 22.217 130.2549 45.81 Q v 22.233 130.3179 45.75 Q v 22.250 130.3809 45.70 Q v 22.267 130.4438 45.65 Q v 22.283 130.5066 45.60 Q v 22.300 130.5694 45.55 Q v 22.317 130.6320 45.50 Q v 22.333 130.6946 45.45 Q v 22.350 130.7572 45.40 Q v 22.367 130.8196 45.35 Q v 22.383 130.8820 45.30 Q v 22.400 130.9444 45.25 Q v 22.417 131.0066 45.20 Q v 22.433 131.0688 45.15 Q v 22.450 131.1309 45.10 Q v 22.467 131.1930 45.05 Q v 22.483 131.2550 45.00 Q v 22.500 131.3169 44.95 Q v 22.517 131.3787 44.90 Q v 22.533 131.4405 44.85 Q v 22.550 131.5022 44.80 Q v 22.567 131.5639 44.76 Q v 22.583 131.6254 44.71 Q v Page 22 22.600 131.6870 44.66 Q v , 22.617 131.7484 44.62 Q v , 22.633 131.8098 44.57 Q v , 22.650 131.8711 44.52 Q v , 22.667 131.9324 44.48 Q v , 22.683 131.9936 44.43 Q v , 22.700 132.0547 44.38 Q v , 22.717 132.1158 44.34 Q v . 22.733 132.1768 44.29 Q v , 22.750 132.2377 44.24 Q v , 22.767 132.2986 44.19 Q v , 22.783 132.3594 44.15 Q v , 22.800 132.4202 44.10 Q v , 22.817 132.4808 44.05 Q v , 22.833 132.5415 44.01 Q v , 22.850 132.6020 43.96 Q v , 22.867 132.6625 43.92 Q v , 22.883 132.7229 43.87 Q v , 22.900 132.7833 43.83 Q v , 22.917 132.8436 43.78 Q v . 22.933 132.9038 43.74 Q v , 22.950 132.9640 43.70 Q v , 22.967 133.0242 43.65 Q v , 22.983 133.0842 43.61 Q v , 23.000 133.1443 43.57 Q v , 23.017 133.2042 43.53 Q v , 23.033 133.2641 43.48 Q v , 23.050 133.3239 43.44 Q v , 23.067 133.3837 43.40 Q v , 23.083 133.4434 43.35 Q v , 23.100 133.5031 43.31 Q v , 23.117 133.5627 43.27 Q v , 23.133 133.6222 43.22 Q v , 23.150 133.6817 43.18 Q v , 23.167 133.7411 43.14 Q v , 23.183 133.8004 43.09 Q v , 23.200 133.8597 43.05 Q v , 23.217 133.9190 43.01 Q v , 23.233 133.9782 42.97 Q v , 23.250 134.0373 42.93 Q v , 23.267 134.0964 42.89 Q v . 23.283 134.1554 42.84 Q v , 23.300 134.2143 42.80 Q v , 23.317 134.2732 42.76 Q v , 23.333 134.3321 42.72 Q v , 23.350 134.3909 42.68 Q v , 23.367 134.4496 42.64 Q v , 23.383 134.5083 42.60 Q v , 23.400 134.5669 42.56 Q v, 23.417 134.6255 42.52 Q v. 23.433 134.6840 42.48 Q v. 23.450 134.7425 42.44 Q v, 23.467 134.8009 42.40 Q v, 23.483 134.8592 42.36 Q v. 23.500 134.9175 42.32 Q v. 23.517 134.9757 42.28 Q v. 23.533 135.0339 42.24 Q v, 23.550 135.0920 42.20 Q v, 23.567 135.1501 42.16 Q v. 23.583 135.2081 42.12 Q v. 23.600 135.2661 42.08 Q v. 23.617 135.3240 42.05 Q v, 23.633 135.3819 42.01 Q v, 23.650 135.4397 41.97 Q v, 23.667 135.4974 41.93 Q v. Page 23 23.683 135.5551 41.89 Q V. 23.700 135.6128 41.86 Q V. 23.717 135.6704 41.82 Q V• 23.733 135.7279 41.78 Q V. 23.750 135.7854 41.74 Q V. 23.767 135.8429 41.70 Q V. 23.783 135.9003 41.67 Q V. 23.800 135.9576 41.63 Q V. 23.817 136.0149 41.59 Q V. 23.833 136.0721 41.55 Q V. 23.850 136.1293 41.51 Q V• 23.867 136.1864 41.48 Q V. 23.883 136.2435 41.44 Q V. 23.900 136.3005 41.40 Q V. 23.917 136.3575 41.37 Q V. 23.933 136.4144 41.33 Q V. 23.950 136.4713 41.29 Q V. 23.967 136.5281 41.26 Q V. 23.983 136.5849 41.22 Q V. 24.000 136.6416 41.19 Q V. 24.017 136.6983 41.15 Q V. 24.033 136.7550 41.12 Q V. 24.050 136.8116 41.08 Q V. 24.067 136.8681 41.05 Q V. 24.083 136.9246 41.01 Q V. 24.100 136.9810 40.97 Q V. 24.117 137.0374 40.94 Q V. 24.133 137.0938 40.90 Q V. 24.150 137.1500 40.87 Q V. 24.167 137.2063 40.83 Q V. 24.183 137.2625 40.80 Q V. 24.200 137.3186 40.76 Q V. 24.217 137.3747 40.73 Q V. 24.233 137.4306 40.59 Q V• 24.250 137.4844 39.06 Q V• 24.267 137.5355 37.08 Q V• 24.283 137.5839 35.11 Q V• 24.300 137.6295 33.13 Q V• 24.317 137.6724 31.15 Q V. 24.333 137.7126 29.17 Q V. 24.350 137.7501 27.19 Q V. 24.367 137.7848 25.22 Q V. 24.383 137.8168 23.24 Q V• 24.400 137.8461 21.26 Q V. 24.417 137.8727 19.28 Q V• 24.433 137.8965 17.31 Q V• 24.450 137.9176 15.33 Q V. 24.467 137.9360 13.35 Q V. 24.483 137.9517 11.37 Q V• 24.500 137.9646 9.39 Q V. 24.517 137.9748 7.42 Q V. 24.533 137.9823 5.44 Q V. 24.550 137.9871 3.46 Q V. 24.567 137.9891 1.48 Q V. FLOW PROCESS FROM NODE 400.00 TO NODE 400.00 IS CODE = 3.2 -------------------------------------------------------------- »»>FLOW-THROUGH DETENTION BASIN ROUTING MODEL APPLIED TO STREAM #1««< INFLOW (STREAM 1) Page 24 I V 1 detention 1<--> basin 1 ----------- I V OUTFLOW (STREAM 1) _effective depth (and volume) v........ outflow ^... I \ dead 1 basin outlet storage 1 ROUTE RUNOFF HYDROGRAPH FROM STREAM NUMBER 1 THROUGH A FLOW-THROUGH DETENTION BASIN SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: DEAD STORAGE(AF) = 0.000 SPECIFIED DEAD STORAGE(AF) FILLED = 0.000 SPECIFIED EFFECTIVE VOLUME(AF) FILLED ABOVE OUTLET = 0.000 DETENTION BASIN CONSTANT LOSS RATE(CFS) = 27.20 BASIN DEPTH VERSUS OUTFLOW AND STORAGE INFORMATION: INTERVAL DEPTH OUTFLOW STORAGE NUMBER (FT) (CFS) (AF) 1 0.00 0.00 0.000 2 0.80 1.20 0.270 3 1.80 4.20 1.650 4 2.80 8.10 3.870 5 3.80 68.50 6.830 6 4.80 77.00 9.870 7 5.80 84.60 12.980 8 6.80 91.60 16.160 9 7.80 98.10 19.420 10 8.80 104.20 22.750 11 9.80 110.00 26.160 12 10.80 115.40 29.650 13 11.80 120.70 33.210 14 12.80 125.70 36.850 15 13.80 130.50 40.590 16 14.50 133.80 43.260 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- MODIFIED-PULS BASIN ROUTING MODEL RESULTS(1-MINUTE COMPUTATION INTERVALS): (Note: Computed EFFECTIVE DEPTH and VOLUME are estimated at the clock time; MEAN OUTFLOW is the average value during the unit interval.) CLOCK MEAN TIME DEAD -STORAGE INFLOW LOSS EFFECTIVE OUTFLOW EFFECTIVE (HRS) ---------------------------------------------------------------------------- FILLED(AF) (CFS) (CFS) DEPTH(FT) (CFS) VOLUME(AF) 0.017 0.000 0.00 0.00 0.00 0.0 0.000 0.033 0.000 0.00 0.00 0.00 0.0 0.000 0.050 0.000 0.00 0.00 0.00 0.0 0.000 0.067 0.000 0.00 0.00 0.00 0.0 0.000 0.083 0.000 0.00 0.00 0.00 0.0 0.000 0.100 0.000 0.00 0.00 0.00 0.0 0.000 0.117 0.000 0.00 0.00 0.00 0.0 0.000 0.133 0.000 0.00 0.00 0.00 0.0 0.000 0.150 0.000 0.00 0.00 0.00 0.0 0.000 0.167 0.000 0.00 0.00 0.00 0.0 0.000 Page 25 0.183 0.000 0.00 0.00 0.00 0.0 0.000 0.200 0.000 0.00 0.00 0.00 0.0 0.000 0.217 0.000 0.00 0.00 0.00 0.0 0.000 0.233 0.000 0.05 0.05 0.00 0.0 0.000 0.250 0.000 1.43 1.43 0.00 0.0 0.000 0.267 0.000 3.42 3.42 0.00 0.0 0.000 0.283 0.000 5.41 5.41 0.00 0.0 0.000 0.300 0.000 7.40 7.40 0.00 0.0 0.000 0.317 0.000 9.39 9.39 0.00 0.0 0.000 0.333 0.000 11.38 11.38 0.00 0.0 0.000 0.350 0.000 13.37 13.37 0.00 0.0 0.000 0.367 0.000 15.36 15.36 0.00 0.0 0.000 0.383 0.000 17.35 17.35 0.00 0.0 0.000 0.400 0.000 19.34 19.34 0.00 0.0 0.000 0.417 0.000 21.33 21.33 0.00 0.0 0.000 0.433 0.000 23.32 23.32 0.00 0.0 0.000 0.450 0.000 25.31 25.31 0.00 0.0 0.000 0.467 0.000 27.30 27.20 0.00 0.0 0.000 0.483 0.000 29.29 27.20 0.01 0.0 0.003 0.500 0.000 31.27 27.20 0.03 0.0 0.009 0.517 0.000 33.26 27.20 0.05 0.1 0.017 0.533 0.000 35.25 27.20 0.08 0.1 0.028 0.550 0.000 37.24 27.20 0.12 0.2 0.041 0.567 0.000 39.23 27.20 0.17 0.2 0.058 0.583 0.000 40.80 27.20 0.23 0.3 0.076 0.600 0.000 40.94 27.20 0.28 0.4 0.094 0.617 0.000 40.95 27.20 0.33 0.5 0.113 0.633 0.000 40.96 27.20 0.39 0.5 0.131 0.650 0.000 40.97 27.20 0.44 0.6 0.149 0.667 0.000 40.98 27.20 0.50 0.7 0.167 0.683 0.000 41.00 27.20 0.55 0.8 0.185 0.700 0.000 41.01 27.20 0.60 0.9 0.203 0.717 0.000 41.02 27.20 0.65 0.9 0.221 0.733 0.000 41.03 27.20 0.71 1.0 0.238 0.750 0.000 41.04 27.20 0.76 1.1 0.256 0.767 0.000 41.06 27.20 0.80 1.2 0.273 0.783 0.000 41.07 27.20 0.81 1.2 0.291 0.800 0.000 41.08 27.20 0.83 1.3 0.308 0.817 0.000 41.09 27.20 0.84 1.3 0.325 0.833 0.000 41.10 27.20 0.85 1.3 0.343 0.850 0.000 41.12 27.20 0.87 1.4 0.360 0.867 0.000 41.13 27.20 0.88 1.4 0.377 0.883 0.000 41.14 27.20 0.89 1.5 0.394 0.900 0.000 41.15 27.20 0.90 1.5 0.412 0.917 0.000 41.16 27.20 0.91 1.5 0.429 0.933 0.000 41.18 27.20 0.93 1.6 0.446 0.950 0.000 41.21 27.20 0.94 1.6 0.463 0.967 0.000 41.23 27.20 0.95 1.6 0.480 0.983 0.000 41.26 27.20 0.96 1.7 0.497 1.000 0.000 41.28 27.20 0.98 1.7 0.514 1.017 0.000 41.30 27.20 0.99 1.7 0.531 1.033 0.000 41.33 27.20 1.00 1.8 0.548 1.050 0.000 41.35 27.20 1.01 1.8 0.565 1.067 0.000 41.38 27.20 1.03 1.9 0.582 1.083 0.000 41.40 27.20 1.04 1.9 0.599 1.100 0.000 41.43 27.20 1.05 1.9 0.616 1.117 0.000 41.45 27.20 1.06 2.0 0.633 1.133 0.000 41.47 27.20 1.08 2.0 0.650 1.150 0.000 41.50 27.20 1.09 2.0 0.667 1.167 0.000 41.52 27.20 1.10 2.1 0.683 1.183 0.000 41.55 27.20 1.11 2.1 0.700 1.200 0.000 41.57 27.20 1.12 2.2 0.717 1.217 0.000 41.60 27.20 1.14 2.2 0.734 1.233 0.000 41.62 27.20 1.15 2.2 0.751 1.250 0.000 41.65 27.20 1.16 2.3 0.768 Page 26 1.267 0.000 41.67 27.20 1.17 2.3 0.784 1.283 0.000 41.68 27.20 1.18 2.3 0.801 1.300 0.000 41.69 27.20 1.20 2.4 0.818 1.317 0.000 41.71 27.20 1.21 2.4 0.834 1.333 0.000 41.72 27.20 1.22 2.4 0.851 1.350 0.000 41.73 27.20 1.23 2.5 0.868 1.367 0.000 41.75 27.20 1.25 2.5 0.884 1.383 0.000 41.76 27.20 1.26 2.6 0.901 1.400 0.000 41.77 27.20 1.27 2.6 0.917 1.417 0.000 41.78 27.20 1.28 2.6 0.934 1.433 0.000 41.80 27.20 1.29 2.7 0.950 1.450 0.000 41.81 27.20 1.30 2.7 0.967 1.467 0.000 41.82 27.20 1.32 2.7 0.983 1.483 0.000 41.83 27.20 1.33 2.8 0.999 1.500 0.000 41.85 27.20 1.34 2.8 1.016 1.517 0.000 41.86 27.20 1.35 2.8 1.032 1.533 0.000 41.87 27.20 1.36 2.9 1.048 1.550 0.000 41.88 27.20 1.38 2.9 1.064 1.567 0.000 41.90 27.20 1.39 2.9 1.081 1.583 0.000 41.91 27.20 1.40 3.0 1.097 1.600 0.000 41.92 27.20 1.41 3.0 1.113 1.617 0.000 41.94 27.20 1.42 3.0 1.129 1.633 0.000 41.97 27.20 1.43 3.1 1.145 1.650 0.000 41.99 27.20 1.45 3.1 1.161 1.667 0.000 42.02 27.20 1.46 3.2 1.177 1.683 0.000 42.05 27.20 1.47 3.2 1.193 1.700 0.000 42.07 27.20 1.48 3.2 1.209 1.717 0.000 42.10 27.20 1.49 3.3 1.225 1.733 0.000 42.12 27.20 1.50 3.3 1.241 1.750 0.000 42.15 27.20 1.52 3.3 1.257 1.767 0.000 42.18 27.20 1.53 3.4 1.273 1.783 0.000 42.20 27.20 1.54 3.4 1.289 1.800 0.000 42.23 27.20 1.55 3.4 1.305 1.817 0.000 42.25 27.20 1.56 3.5 1.321 1.833 0.000 42.28 27.20 1.57 3.5 1.337 1.850 0.000 42.31 27.20 1.58 3.5 1.353 1.867 0.000 42.33 27.20 1.60 3.6 1.369 1.883 0.000 42.36 27.20 1.61 3.6 1.385 1.900 0.000 42.38 27.20 1.62 3.6 1.401 1.917 0.000 42.41 27.20 1.63 3.7 1.417 1.933 0.000 42.44 27.20 1.64 3.7 1.433 1.950 0.000 42.46 27.20 1.65 3.7 1.448 1.967 0.000 42.48 27.20 1.67 3.8 1.464 1.983 0.000 42.49 27.20 1.68 3.8 1.480 2.000 0.000 42.50 27.20 1.69 3.8 1.496 2.017 0.000 42.52 27.20 1.70 3.9 1.512 2.033 0.000 42.53 27.20 1.71 3.9 1.527 2.050 0.000 42.54 27.20 1.72 4.0 1.543 2.067 0.000 42.56 27.20 1.73 4.0 1.559 2.083 0.000 42.57 27.20 1.75 4.0 1.574 2.100 0.000 42.58 27.20 1.76 4.1 1.590 2.117 0.000 42.60 27.20 1.77 4.1 1.606 2.133 0.000 42.61 27.20 1.78 4.1 1.621 2.150 0.000 42.63 27.20 1.79 4.2 1.637 2.167 0.000 42.64 27.20 1.80 4.2 1.652 2.183 0.000 42.65 27.20 1.81 4.2 1.668 2.200 0.000 42.67 27.20 1.81 4.2 1.683 2.217 0.000 42.68 27.20 1.82 4.3 1.698 2.233 0.000 42.69• 27.20 1.83 4.3 1.714 2.250 0.000 42.71 27.20 1.84 4.3 1.729 2.267 0.000 42.72 27.20 1.84 4.4 1.745 2.283 0.000 42.73 27.20 1.85 4.4 1.760 2.300 0.000 42.75 27.20 1.86 4.4 1.775 2.317 0.000 42.78 27.20 1.86 4.4 1.791 2.333 0.000 42.81 27.20 1.87 4.5 1.806 Page 27 2.350 0.000 42.83 27.20 1.88 4.5 1.821 2.367 0.000 42.86 27.20 1.88 4.5 1.837 2.383 0.000 42.89 27.20 1.89 4.5 1.852 2.400 0.000 42.92 27.20 1.90 4.6 1.868 2.417 0.000 42.95 27.20 1.90 4.6 1.883 2.433 0.000 42.97 27.20 1.91 4.6 1.898 2.450 0.000 43.00 27.20 1.92 4.6 1.914 2.467 0.000 43.03 27.20 1.93 4.7 1.929 2.483 0.000 43.06 27.20 1.93 4.7 1.944 2.500 0.000 43.09 27.20 1.94 4.7 1.960 2.517 0.000 43.11 27.20 1.95 4.8 1.975 2.533 0.000 43.14 27.20 1.95 4.8 1.990 2.550 0.000 43.17 27.20 1.96 4.8 2.006 2.567 0.000 43.20 27.20 1.97 4.8 2.021 2.583 0.000 43.23 27.20 1.97 4.9 2.037 2.600 0.000 43.25 27.20 1.98 4.9 2.052 2.617 0.000 43.28 27.20 1.99 4.9 2.067 2.633 0.000 43.31 27.20 1.99 4.9 2.083 2.650 0.000 43.33 27.20 2.00 5.0 2.098 2.667 0.000 43.34 27.20 2.01 5.0 2.113 2.683 0.000 43.36 27.20 2.02 5.0 2.129 2.700 0.000 43.37 27.20 2.02 5.1 2.144 2.717 0.000 43.39 27.20 2.03 5.1 2.159 2.733 0.000 43.40 27.20 2.04 5.1 2.175 2.750 0.000 43.41 27.20 2.04 5.1 2.190 2.767 0.000 43.43 27.20 2.05 5.2 2.205 2.783 0.000 43.44 27.20 2.06 5.2 2.220 2.800 0.000 43.46 27.20 2.06 5.2 2.236 2.817 0.000 43.47 27.20 2.07 5.2 2.251 2.833 0.000 43.49 27.20 2.08 5.3 2.266 2.850 0.000 43.50 27.20 2.08 5.3 2.281 2.867 0.000 43.52 27.20 2.09 5.3 2.296 2.883 0.000 43.53 27.20 2.10 5.3 2.311 2.900 0.000 43.55 27.20 2.10 5.4 2.326 2.917 0.000 43.56 27.20 2.11 5.4 2.342 2.933 0.000 43.57 27.20 2.12 5.4 2.357 2.950 0.000 43.59 27.20 2.13 5.5 2.372 2.967 0.000 43.60 27.20 2.13 5.5 2.387 2.983 0.000 43.62 27.20 2.14 5.5 2.402 3.000 0.000 43.65 27.20 2.15 5.5 2.417 3.017 0.000 43.68 27.20 2.15 5.6 2.432 3.033 0.000 43.71 27.20 2.16 5.6 2.447 3.050 0.000 43.74 27.20 2.17 5.6 2:462 3.067 0.000 43.77 27.20 2.17 5.6 2.477 3.083 0.000 43.80 27.20 2.18 5.7 2.492 3.100 0.000 43.83 27.20 2.19 5.7 2.507 3.117 0.000 43.86 27.20 2.19 5.7 2.522 3.133 0.000 43.89 27.20 2.20 5.7 2.537 3.150 0.000 43.92 27.20 2.21 5.8 2.552 3.167 0.000 43.95 27.20 2.21 5.8 2.567 3.183 0.000 43.98 27.20 2.22 5.8 2.583 3.200 0.000 44.01 27.20 2.23 5.9 2.598 3.217 0.000 44.04 27.20 2.23 5.9 2.613 3.233 0.000 44.07 27.20 2.24 5.9 2.628 3.250 0.000 44.10 27.20 2.25 5.9 2.643 3.267 0.000 44.13 27.20 2.25 6.0 2.658 3.283 0.000 44.16 27.20 2.26 6.0 2.673 3.300 0.000 44.19 27.20 2.27 6.0 2.688 3.317 0.000 44.22 27.20 2.27 6.0- -2-.703 3.333 0.000 44.24 27.20 2.28 6.1 2.719 3.350 0.000 44.26 27.20 2.29 6.1 2.734 3.367 0.000 44.27 27.20 2.29 6.1 2.749 3.383 0.000 44.29 27.20 2.30 6.1 2.764 3.400 0.000 44.30 27.20 2.31 6.2 2.779 3.417 0.000 44.32 27.20 2.32 6.2 2.794 Page 28 3.433 0.000 44.33 27.20 2.32 6.2 2.809 3.450 0.000 44.35 27.20 2.33 6.2 2.824 3.467 0.000 44.37 27.20 2.34 6.3 2.839 3.483 0.000 44.38 27.20 2.34 6.3 2.854 3.500 0.000 44.40 27.20 2.35 6.3 2.869 3.517 0.000 44.41 27.20 2.36 6.4 2.884 3.533 0.000 44.43 27.20 2.36 6.4 2.899 3.550 0.000 44.44 27.20 2.37 6.4 2.914 3.567 0.000 44.46 27.20 2.38 6.4 2.929 3.583 0.000 44.47 27.20 2.38 6.5 2.944 3.600 0.000 44.49 27.20 2.39 6.5 2.958 3.617 0.000 44.51 27.20 2.40 6.5 2.973 3.633 0.000 44.52 27.20 2.40 6.5 2.988 3.650 0.000 44.54 27.20 2.41 6.6 3.003 3.667 0.000 44.55 27.20 2.42 6.6 3.018 3.683 0.000 44.58 27.20 2.42 6.6 3.033 3.700 0.000 44.62 27.20 2.43 6.6 3.047 3.717 0.000 44.65 27.20 2.44 6.7 3.062 3.733 0.000 44.68 27.20 2.44 6.7 3.077 3.750 0.000 44.71 27.20 2.45 6.7 3.092 3.767 0.000 44.75 27.20 2.46 6.7 3.107 3.783 0.000 44.78 27.20 2.46 6.8 3.122 3.800 0.000 44.81 27.20 2.47 6.8 3.137 3.817 0.000 44.84 27.20 2.48 6.8 3.152 3.833 0.000 44.88 27.20 2.48 6.9 3.167 3.850 0.000 44.91 27.20 2.49 6.9 3.181 3.867 0.000 44.94 27.20 2.50 6.9 3.196 3.883 0.000 44.97 27.20 2.50 6.9 3.211 3.900 0.000 45.01 27.20 2.51 7.0 3.226 3.917 0.000 45.04 27.20 2.52 7.0 3.241 3.933 0.000 45.07 27.20 2.52 7.0 3.256 3.950 0.000 45.10 27.20 2.53 7.0 3.271 3.967 0.000 45.13 27.20 2.54 7.1 3.286 3.983 0.000 45.17 27.20 2.54 7.1 3.301 4.000 0.000 45.20 27.20 2.55 7.1 3.316 4.017 0.000 45.22 27.20 2.56 7.1 3.331 4.033 0.000 45.24 27.20 2.56 7.2 3.346 4.050 0.000 45.26 27.20 2.57 7.2 3.361 4.067 0.000 45.28 27.20 2.58 7.2 3.376 4.083 0.000 45.29 27.20 2.58 7.2 3.391 4.100 0.000 45.31 27.20 2.59 7.3 3.406 4.117 0.000 45.33 27.20 2.60 7.3 3.421 4.133 0.000 45.34 27.20 2.60 7.3 3.436 4.150 0.000 45.36 27.20 2.61 7.4 3.451 4.167 0.000 45.38 27.20 2.62 7.4 3.465 4.183 0.000 45.39 27.20 2.62 7.4 3.480 4.200 0.000 45.41 27.20 2.63 7.4 3.495 4.217 0.000 45.43 27.20 2.64 7.5 3.510 4.233 0.000 45.44 27.20 2.64 7.5 3.525 4.250 0.000 45.46 27.20 2.65 7.5 3.540 4.267 0.000 45.48 27.20 2.66 7.5 3.554 4.283 0.000 45.49 27.20 2.66 7.6 3.569 4.300 0.000 45.51 27.20 2.67 7.6 3.584 4.317 0.000 45.53 27.20 2.68 7.6 3.599 4.333 0.000 45.54 27.20 2.68 7.6 3.613 4.350 0.000 45.56 27.20 2.69 7.7 3.628 4.367 0.000 45.59 27.20 2.70 7.7 3.643 4.383 0.000 45.63 27.20 2.70 7.7 3.658 4.400 0.000 45.66 27.20 2.71 7.7 3.672 4.417 0.000 45.70 27.20 2.72 7.8 3.687 4.433 0.000 45.73 27.20 2.72 7.8 3.702 4.450 0.000 45.77 27.20 2.73 7.8 3.717 4.467 0.000 45.80 27.20 2.74 7.8 3.732 4.483 0.000 45.84 27.20 2.74 7.9 3.747 4.500 0.000 45.87 27.20 2.75 7.9 3.761 Page 29 4.517 0.000 45.91 27.20 2.76 7.9 3.776 4.533 0.000 45.94 27.20 2.76 7.9 3.791 4.550 0.000 45.98 27.20 2.77 8.0 3.806 4.567 0.000 46.01 27.20 2.78 8.0 3.821 4.583 0.000 46.05 27.20 2.78 8.0 3.836 4.600 0.000 46.08 27.20 2.79 8.1 3.851 4.617 0.000 46.12 27.20 2.80 8.1 3.866 4.633 0.000 46.15 27.20 2.80 8.2 3.880 4.650 0.000 46.19 27.20 2.81 8.5 3.895 4.667 0.000 46.22 27.20 2.81 8.8 3.909 4.683 0.000 46.26 27.20 2.82 9.0 3.923 4.700 0.000 46.29 27.20 2.82 9.3 3.936 4.717 0.000 46.31 27.20 2.83 9.6 3.949 4.733 0.000 46.32 27.20 2.83 9.9 3.962 4.750 0.000 46.34 27.20 2.84 10.1 3.975 4.767 0.000 46.36 27.20 2.84 10.4 3.987 4.783 0.000 46.38 27.20 2.84 10.6 3.999 4.800 0.000 46.40 27.20 2.85 10.8 4.010 4.817 0.000 46.42 27.20 2.85 11.1 4.021 4.833 0.000 46.43 27.20 2.85 11.3 4.032 4.850 0.000 46.45 27.20 2.86 11.5 4.043 4.867 0.000 46.47 27.20 2.86 11.7 4.053 4.883 0.000 46.49 27.20 2.87 11.9 4.063 4.900 0.000 46.51 27.20 2.87 12.1 4.073 4.917 0.000 46.53 27.20 2.87 12.3 4.083 4.933 0.000 46.54 27.20 2.88 12.5 4.092 4.950 0.000 46.56 27.20 2.88 12.7 4.101 4.967 0.000 46.58 27.20 2.88 12.9 4.110 4.983 0.000 46.60 27.20 2.88 13.1 4.119 5.000 0.000 46.62 27.20 2.89 13.3 4.127 5.017 0.000 46.63 27.20 2.89 13.4 4.136 5.033 0.000 46.65 27.20 2.89 13.6 4.144 5.050 0.000 46.69 27.20 2.90 13.8 4.152 5.067 0.000 46.72 27.20 2.90 13.9 4.159 5.083 0.000 46.76 27.20 2.90 14.1 4.167 5.100 0.000 46.80 27.20 2.90 14.2 4.174 5.117 0.000 46.84 27.20 2.91 14.4 4.182 5.133 0.000 46.88 27.20 2.91 14.5 4.189 5.150 0.000 46.91 27.20 2.91 14.7 4.196 5.167 0.000 46.95 27.20 2.91 14.8 4.202 5.183 0.000 46.99 27.20 2.91 15.0 4.209 5.200 0.000 47.03 27.20 2.92 15.1 4.216 5.217 0.000 47.07 27.20 2.92 15.2 4.222 5.233 0.000 47.10 27.20 2.92 15.3 4.228 5.250 0.000 47.14 27.20 2.92 15.5 4.234 5.267 0.000 47.18 27.20 2.93 15.6 4.240 5.283 0.000 47.22 27.20 2.93 15.7 4.246 5.300 0.000 47.26 27.20 2.93 15.8 4.252 5.317 0.000 47.30 27.20 2.93 16.0 4.258 5.333 0.000 47.33 27.20 2.93 16.1 4.263 5.350 0.000 47.37 27.20 2.93 16.2 4.269 5.367 0.000 47.41 27.20 2.94 16.3 4.274 5.383 0.000 47.44 27.20 2.94 16.4 4.280 5.400 0.000 47.46 27.20 2.94 16.5 4.285 5.417 0.000 47.48 27.20 2.94 16.6 4.290 5.433 0.000 47.50 27.20 2.94 16.7 4.295 5.450 0.000 47.52 27.20 2.95 16.8 4.300 5.467 0.000 47.54 27.20 2.95 16.9 4.304 5.483 0.000 47.56 27.20 2.95 17.0 4.309 5.500 0.000 47.58 27.20 2.95 17.1 4.313 5.517 0.000 47.60 27.20 2.95 17.2 4.318 5.533 0.000 47.62 27.20 2.95 17.3 4.322 5.550 0.000 47.64 27.20 2.95 17.4 4.326 5.567 0.000 47.66 27.20 2.96 17.5 4.331 5.583 0.000 47.68 27.20 2.96 17.5 4.335 Page 30 5.600 0.000 47.70 27.20 2.96 17.6 4.339 5.617 0.000 47.72 27.20 2.96 17.7 4.343 5.633 0.000 47.74 27.20 2.96 17.8 4.346 5.650 0.000 47.76 27.20 2.96 17.9 4.350 5.667 0.000 47.78 27.20 2.96 17.9 4.354 5.683 0.000 47.80 27.20 2.96 18.0 4.357 5.700 0.000 47.82 27.20 2.97 18.1 4.361 5.717 0.000 47.84 27.20 2.97 18.1 4.364 5.733 0.000 47.88 27.20 2.97 18.2 4.368 5.750 0.000 47.92 27.20 2.97 18.3 4.371 5.767 0.000 47.96 27.20 2.97 18.4 4.374 5.783 0.000 48.00 27.20 2.97 18.4 4.378 5.800 0.000 48.04 27.20 2.97 18.5 4.381 5.817 0.000 48.08 27.20 2.97 18.6 4.384 5.833 0.000 48.13 27.20 2.97 18.6 4.387 5.850 0.000 48.17 27.20 2.98 18.7 4.390 5.867 0.000 48.21 27.20 2.98 18.7 4.393 5.883 0.000 48.25 27.20 2.98 18.8 4.396 5.900 0.000 48.29 27.20 2.98 18.9 4.400 5.917 0.000 48.33 27.20 2.98 18.9 4.403 5.933 0.000 48.38 27.20 2.98 19.0 4.406 5.950 0.000 48.42 27.20 2.98 19.1 4.409 5.967 0.000 48.46 27.20 2.98 19.1 4.411 5.983 0.000 48.50 27.20 2.98 19.2 4.414 6.000 0.000 48.54 27.20 2.98 19.2 4.417 6.017 0.000 48.58 27.20 2.99 19.3 4.420 6.033 0.000 48.63 27.20 2.99 19.4 4.423 6.050 0.000 48.67 27.20 2.99 19.4 4.426 6.067 0.000 48.71 27.20 2.99 19.5 4.429 6.083 0.000 48.73 27.20 2.99 19.5 4.431 6.100 0.000 48.75 27.20 2.99 19.6 4.434 6.117 0.000 48.77 27.20 2.99 19.6 4.437 6.133 0.000 48.80 27.20 2.99 19.7 4.439 6.150 0.000 48.82 27.20 2.99 19.7 4.442 6.167 0.000 48.84 27.20 2.99 19.8 4.445 6.183 0.000 48.86 27.20 2.99 19.8 4.447 6.200 0.000 48.88 27.20 3.00 19.9 4.449 6.217 0.000 48.90 27.20 3.00 19.9 4.452 6.233 0.000 48.93 27.20 3.00 20.0 4.454 6.250 0.000 48.95 27.20 3.00 20.0 4.457 6.267 0.000 48.97 27.20 3.00 20.1 4.459 6.283 0.000 48.99 27.20 3.00 20.1 4.461 6.300 0.000 49.01 27.20 3.00 20.2 4.463 6.317 0.000 49.03 27.20 3.00 20.2 4.466 6.333 0.000 49.06 27.20 3.00 20.3 4.468 6.350 0.000 49.08 27.20 3.00 20.3 4.470 6.367 0.000 49.10 27.20 3.00 20.4 4.472 6.383 0.000 49.12 27.20 3.00 20.4 4.474 6.400 0.000 49.14 27.20 3.00 20.4 4.476 6.417 0.000 49.18 27.20 3.01 20.5 4.478 6.433 0.000 49.22 27.20 3.01 20.5 4.480 6.450 0.000 49.27 27.20 3.01 20.6 4.482 6.467 0.000 49.31 27.20 3.01 20.6 4.484 6.483 0.000 49.36 27.20 3.01 20.7 4.487 6.500 0.000 49.41 27.20 3.01 20.7 4.489 6.517 0.000 49.45 27.20 3.01 20.7 4.491 6.533 0.000 49.50 27.20 3.01 20.8 4.493 6.550 0.000 49.54 27.20 3.01 20.8 4.495 6.567 0.000 49.'59 27.20 3.01 20.9 4.497 6.583 0.000 49.64 27.20 3.01 20.9 4.499 6.600 0.000 49.68 27.20 3.01 21.0 4.501 6.617 0.000 49.73 27.20 3.01 21.0 4.503 6.633 0.000 49.77 27.20 3.01 21.0 4.505 6.650 0.000 49.82 27.20 3.02 21.1 4.507 6.667 0.000 49.86 27.20 3.02 21.1 4.510 Page 31 6.683 0.000 49.91 27.20 3.02 21.2 4.512 6.700 0.000 49.96 27.20 3.02 21.2 4.514 6.717 0.000 50.00 27.20 3.02 21.3 4.516 6.733 0.000 50.05 27.20 3.02 21.3 4.518 6.750 0.000 50.09 27.20 3.02 21.3 4.520 6.767 0.000 50.12 27.20 3.02 21.4 4.522 6.783 0.000 50.14 27.20 3.02 21.4 4.524 6.800 0.000 50.17 27.20 3.02 21.5 4.526 6.817 0.000 50.19 27.20 3.02 21.5 4.528 6.833 0.000 50.22 27.20 3.02 21.6 4.530 6.850 0.000 50.24 27.20 3.02 21.6 4.532 6.867 0.000 50.27 27.20 3.02 21.6 4.534 6.883 0.000 50.29 27.20 3.03 21.7 4.536 6.900 0.000 50.31 27.20 3.03 21.7 4.538 6.917 0.000 50.34 27.20 3.03 21.8 4.540 6.933 0.000 50.36 27.20 3.03 21.8 4.542 6.950 0.000 50.39 27.20 3.03 21.8 4.544 6.967 0.000 50.41 27.20 3.03 21.9 4.546 6.983 0.000 50.43 27.20 3.03 21.9 4.548 7.000 0.000 50.46 27.20 3.03 21.9 4.549 7.017 0.000 50.48 27.20 3.03 22.0 4.551 7.033 0.000 50.51 27.20 3.03 22.0 4.553 7.050 0.000 50.53 27.20 3.03 22.1 4.555 7.067 0.000 50.56 27.20 3.03 22.1 4.557 7.083 0.000 50.58 27.20 3.03 22.1 4.558 7.100 0.000 50.61 27.20 3.03 22.2 4.560 7.117 0.000 50.66 27.20 3.03 22.2 4.562 7.133 0.000 50.71 27.20 3.03 22.2 4.563 7.150 0.000 50.76 27.20 3.03 22.3 4.565 7.167 0.000 50.82 27.20 3.04 22.3 4.567 7.183 0.000 50.87 27.20 3.04 22.3 4.569 7.200 0.000 50.92 27.20 3.04 22.4 4.571 7.217 0.000 50.97 27.20 3.04 22.4 4.573 7.233 0.000 51.02 27.20 3.04 22.5 4.574 7.250 0.000 51.07 27.20 3.04 22.5 4.576 7.267 0.000 51.12 27.20 3.04 22.5 4.578 7.283 0.000 51.17 27.20 3.04 22.6 4.580 7.300 0.000 51.22 27.20 3.04 22.6 4.582 7.317 0.000 51.27 27.20 3.04 22.7 4.584 7.333 0.000 51.32 27.20 3.04 22.7 4.586 7.350 0.000 51.37 27.20 3.04 22.7 4.588 7.367 0.000 51.42 27.20 3.04 22.8 4.590 7.383 0.000 51.47 27.20 3.04 22.8 4.592 7.400 0.000 51.53 27.20 3.04 22.9 4.594 7.417 0.000 51.58 27.20 3.05 22.9 4.596 7.433 0.000 51.63 27.20 3.05 22.9 4.598 7.450 0.000 51.66 27.20 3.05 23.0 4.600 7.467 0.000 51.69 27.20 3.05 23.0 4.602 7.483 0.000 51.71 27.20 3.05 23.1 4.604 7.500 0.000 51.74 27.20 3.05 23.1 4.606 7.517 0.000 51.77 27.20 3.05 23.1 4.608 7.533 0.000 51.79 27.20 3.05 23.2 4.610 7.550 0.000 51.82 27.20 3.05 23.2 4.612 7.567 0.000 51.85 27.20 3.05 23.3 4.614 7.583 0.000 51.87 27.20 3.05 23.3 4.616 7.600 0.000 51.90 27.20 3.05 23.3 4.618 7.617 0.000 51.93 27.20 3.05 23.4 4.620 7.633 0.000 51.96 27.20 3.05 23.4 4.621 7.650 0.000 51.98 27.20 3.05 23.5 4.623 7.667 0.000 52.01 27.20 3.06 23.5 4.625 7.683 0.000 52.04 27.20 3.06 23.5 4.627 7.700 0.000 52.06 27.20 3.06 23.6 4.629 7.717 0.000 52.09 27.20 3.06 23.6 4.630 7.733 0.000 52.12 27.20 3.06 23.6 4.632 7.750 0.000 52.14 27.20 3.06 23.7 4.634 Page 32 7.767 0.000 52.17 27.20 3.06 23.7 4.636 7.783 0.000 52.20 27.20 3.06 23.7 4.637 7.800 0.000 52.26 27.20 3.06 23.8 4.639 7.817 0.000 52.32 27.20 3.06 23.8 4.641 7.833 0.000 52.37 27.20 3.06 23.9 4.643 7.850 0.000 52.43 27.20 3.06 23.9 4.645 7.867 0.000 52.49 27.20 3.06 23.9 4.647 7.883 0.000 52.54 27.20 3.06 24.0 4.648 7.900 0.000 52.60 27.20 3.06 24.0 4.650 7.917 0.000 52.66 27.20 3.06 24.0 4.652 7.933 0.000 52.71 27.20 3.06 24.1 4.654 7.950 0.000 52.77 27.20 3.07 24.1 4.656 7.967 0.000 52.83 27.20 3.07 24.2 4.658 7.983 0.000 52.88 27.20 3.07 24.2 4.660 8.000 0.000 52.94 27.20 3.07 24.2 4.662 8.017 0.000 53.00 27.20 3.07 24.3 4.664 8.033 0.000 53.05 27.20 3.07 24.3 4.667 8.050 0.000 53.11 27.20 3.07 24.4 4.669 8.067 0.000 53.17 27.20 3.07 24.4 4.671 8.083 0.000 53.22 27.20 3.07 24.5 4.673 8.100 0.000 53.28 27.20 3.07 24.5 4.675 8.117 0.000 53.34 27.20 3.07 24.6 4.677 8.133 0.000 53.38 27.20 3.07 24.6 4.679 8.150 0.000 53.41 27.20 3.07 24.6 4.682 8.167 0.000 53.44 27.20 3.07 24.7 4.684 8.183 0.000 53.47 27.20 3.08 24.7 4.686 8.200 0.000 53.50 27.20 3.08 24.8 4.688 8.217 0.000 53.53 27.20 3.08 24.8 4.690 8.233 0.000 53.56 27.20 3.08 24.9 4.692 8.250 0.000 53.59 27.20 3.08 24.9 4.694 8.267 0.000 53.62 27.20 3.08 24.9 4.696 8.283 0.000 53.65 27.20 3.08 25.0 4.698 8.300 0.000 53.68 27.20 3.08 25.0 4.700 8.317 0.000 53.71 27.20 3.08 25.1 4.702 8.333 0.000 53.74 27.20 3.08 25.1 4.704 8.350 0.000 53.77 27.20 3.08 25.1 4.706 8.367 0.000 53.80 27.20 3.08 25.2 4.708 8.383 0.000 53.83 27.20 3.08 25.2 4.710 8.400 0.000 53.86 27.20 3.08 25.3 4.712 8.417 0.000 53.89 27.20 3.09 25.3 4.714 8.433 0.000 53.92 27.20 3.09 25.3 4.716 8.450 0.000 53.95 27.20 3.09 25.4 4.718 8.467 0.000 53.99 27.20 3.09 25.4 4.720 8.483 0.000 54.05 27.20 3.09 25.5 4.722 8.500 0.000 54.11 27.20 3.09 25.5 4.723 8.517 0.000 54.17 27.20 3.09 25.5 4.725 8.533 0.000 54.24 27.20 3.09 25.6 4.727 8.550 0.000 54.30 27.20 3.09 25.6 4.730 8.567 0.000 54.37 27.20 3.09 25.7 4.732 8.583 0.000 54.43 27.20 3.09 25.7 4.734 8.600 0.000 54.49 27.20 3.09 25.7 4.736 8.617 0.000 54.56 27.20 3.09 25.8 4.738 8.633 0.000 54.62 27.20 3.09 25.8 4.740 8.650 0.000 54.69 27.20 3.09 25.9 4.742 8.667 0.000 54.75 27.20 3.10 25.9 4.745 8.683 0.000 54.81 27.20 3.10 26.0 4.747 8.700 0.000 54.88 27.20 3.10 26.0 4.749 8.717 0.000 54.94 27.20 3.10 26.1 4.751 8.733 0.000 55.01 27.20 3.10 26.1 4.754 8.750 0.000 55.07 27.20 3.10 26.2 4.756 8.767 0.000 55.13 27.20 3.10 26.2 4.759 8.783 0.000 55.20 27.20 3.10 26.3 4.761 8.800 0.000 55.26 27.20 3.10 26.3 4.763 8.817 0.000 55.31 27.20 3.10 26.4 4.766 8.833 0.000 55.35 27.20 3.10 26.4 4.768 Page 33 8.850 0.000 55.38 27.20 3.10 26.5 4.771 8.867 0.000 55.41 27.20 3.11 26.5 4.773 8.883 0.000 55.45 27.20 3.11 26.5 4.775 8.900 0.000 55.48 27.20 3.11 26.6 4.778 8.917 0.000 55.52 27.20 3.11 26.6 4.780 8.933 0.000 55.55 27.20 3.11 26.7 4.782 8.950 0.000 55.58 27.20 3.11 26.7 4.784 8.967 0.000 55.62 27.20 3.11 26.8 4.787 8.983 0.000 55.65 27.20 3.11 26.8 4.789 9.000 0.000 55.69 27.20 3.11 26.9 4.791 9.017 0.000 55.72 27.20 3.11 26.9 4.793 9.033 0.000 55.76 27.20 3.11 27.0 4.796 9.050 0.000 55.79 27.20 3.11 27.0 4.798 9.067 0.000 55.82 27.20 3.11 27.1 4.800 9.083 0.000 55.86 27.20 3.11 27.1 4.802 9.100 0.000 55.89 27.20 3.12 27.1 4.804 9.117 0.000 55.93 27.20 3.12 27.2 4.806 9.133 0.000 55.96 27.20 3.12 27.2 4.808 9.150 0.000 56.00 27.20 3.12 27.3 4.811 9.167 0.000 56.06 27.20 3.12 27.3 4.813 9.183 0.000 56.14 27.20 3.12 27.4 4.815 9.200 0.000 56.21 27.20 3.12 27.4 4.817 9.217 0.000 56.28 27.20 3.12 27.4 4.819 9.233 0.000 56.36 27.20 3.12 27.5 4.822 9.250 0.000 56.43 27.20 3.12 27.5 4.824 9.267 0.000 56.50 27.20 3.12 27.6 4.826 9.283 0.000 56.57 27.20 3.12 27.6 4.829 9.300 0.000 56.65 27.20 3.12 27.7 4.831 9.317 0.000 56.72 27.20 3.13 27.7 4.834 9.333 0.000 56.79 27.20 3.13 27.8 4.836 9.350 0.000 56.87 27.20 3.13 27.8 4.839 9.367 0.000 56.94 27.20 3.13 27.9 4.841 9.383 0.000 57.01 27.20 3.13 27.9 4.844 9.400 0.000 57.09 27.20 3.13 28.0 4.846 9.417 0.000 57.16 27.20 3.13 28.0 4.849 9.433 0.000 57.23 27.20 3.13 28.1 4.852 9.450 0.000 57.31 27.20 3.13 28.2 4.854 9.467 0.000 57.38 27.20 3.13 28.2 4.857 9.483 0.000 57.45 27.20 3.13 28.3 4.860 9.500 0.000 57.51 27.20 3.14 28.3 4.862 9.517 0.000 57.55 27.20 3.14 28.4 4.865 9.533 0.000 57.59 27.20 3.14 28.4 4.868 9.550 0.000 57.63 27.20 3.14 28.5 4.871 9.567 0.000 57.67 27.20 3.14 28.5 4.873 9.583 0.000 57.71 27.20 3.14 28.6 4.876 9.600 0.000 57.75 27.20 3.14 28.7 4.878 9.617 0.000 57.79 27.20 3.14 28.7 4.881 9.633 0.000 57.83 27.20 3.14 28.8 4.884 9.650 0.000 57.87 27.20 3.14 28.8 4.886 9.667 0.000 57.91 27.20 3.14 28.9 4.889 9.683 0.000 57.94 27.20 3.15 28.9 4.891 9.700 0.000 57.98 27.20 3.15 29.0 4.894 9.717 0.000 58.02 27.20 3.15 29.0 4.896 9.733 0.000 58.06 27.20 3.15 29.1 4.899 9.750 0.000 58.10 27.20 3.15 29.1 4.901 9.767 0.000 58.14 27.20 3.15 29.2 4.904 9.783 0.000 58.18 27.20 3.15 29.2 4.906 9.800 0.000 58.22 27.20 3.15 29.3 4.908 9.817 0.000 58.26 27.20 3.15 29.3 4.911 9.833 0.000 58.30 27.20 3.15 29.4 4.913 9.850 0.000 58.37 27.20 3.15 29.4 4.916 9.867 0.000 58.46 27.20 3.15 29.5 4.918 9.883 0.000 58.54 27.20 3.15 29.5 4.921 9.900 0.000 58.62 27.20 3.16 29.6 4.923 9.917 0.000 58.71 27.20 3.16 29.6 4.926 Page 34 9.933 0.000 58.79 27.20 3.16 29.7 4.928 9.950 0.000 58.88 27.20 3.16 29.7 4.931 9.967 0.000 58.96 27.20 3.16 29.8 4.934 9.983 0.000 59.05 27.20 3.16 29.8 4.937 10.000 0.000 59.13 27.20 3.16 29.9 4.939 10.017 0.000 59.22 27.20 3.16 30.0 4.942 10.033 0.000 59.30 27.20 3.16 30.0 4.945 10.050 0.000 59.39 27.20 3.16 30.1 4.948 10.067 0.000 59.47 27.20 3.17 30.1 4.951 10.083 0.000 59.55 27.20 3.17 30.2 4.954 10.100 0.000 59.64 27.20 3.17 30.3 4.957 10.117 0.000 59.72 27.20 3.17 30.3 4.960 10.133 0.000 59.81 27.20 3.17 30.4 4.963 10.150 0.000 59.89 27.20 3.17 30.4 4.966 10.167 0.000 59.98 27.20 3.17 30.5 4.969 10.183 0.000 60.05 27.20 3.17 30.6 4.973 10.200 0.000 60.10 27.20 3.17 30.6 4.976 10.217 0.000 60.15 27.20 3.17 30.7 4.979 10.233 0.000 60.19 27.20 3.18 30.8 4.982 10.250 0.000 60.24 27.20 3.18 30.8 4.985 10.267 0.000 60.28 27.20 3.18 30.9 4.988 10.283 0.000 60.33 27.20 3.18 30.9 4.991 10.300 0.000 60.37 27.20 3.18 31.0 4.994 10.317 0.000 60.42 27.20 3.18 31.1 4.997 10.333 0.000 60.47 27.20 3.18 31.1 5.000 10.350 0.000 60.51 27.20 3.18 31.2 5.003 10.367 0.000 60.56 27.20 3.18 31.2 5.006 10.383 0.000 60.60 27.20 3.18 31.3 5.009 10.400 0.000 60.65 27.20 3.19 31.4 5.011 10.417 0.000 60.69 27.20 3.19 31.4 5.014 10.433 0.000 60.74 27.20 3.19 31.5 5.017 10.450 0.000 60.78 27.20 3.19 31.5 5.020 10.467 0.000 60.83 27.20 3.19 31.6 5.023 10.483 0.000 60.88 27.20 3.19 31.7 5.026 10.500 0.000 60.92 27.20 3.19 31.7 5.028 10.517 0.000 60.97 27.20 3.19 31.8 5.031 10.533 0.000 61.05 27.20 3.19 31.8 5.034 10.550 0.000 61.15 27.20 3.19 31.9 5.037 10.567 0.000 61.25 27.20 3.20 31.9 5.040 10.583 0.000 61.34 27.20 3.20 32.0 5.043 10.600 0.000 61.44 27.20 3.20 32.1 5.046 10.617 0.000 61.54 27.20 3.20 32.1 5.049 10.633 0.000 61.64 27.20 3.20 32.2 5.052 10.650 0.000 61.74 27.20 3.20 32.2 5.055 10.667 0.000 61.84 27.20 3.20 32.3 5.058 10.683 0.000 61.94 27.20 3.20 32.4 5.061 10.700 0.000 62.04 27.20 3.20 32.4 5.065 10.717 0.000 62.14 27.20 3.20 32.5 5.068 10.733 0.000 62.24 27.20 3.21 32.6 5.071 10.750 0.000 62.34 27.20 3.21 32.7 5.075 10.767 0.000 62.44 27.20 3.21 32.7 5.078 10.783 0.000 62.54 27.20 3.21 32.8 5.082 10.800 0.000 62.64 27.20 3.21 32.9 5.085 10.817 0.000 62.74 27.20 3.21 32.9 5.089 10.833 0.000 62.84 27.20 3.21 33.0 5.093 10.850 0.000 62.94 27.20 3.21 33.1 5.096 10.867 0.000 63.03 27.20 3.22 33.2 5.100 10.883 0.000 63.09 27.20 3.22 33.2 5.104 10.900 0.000 63.14 27.20 3.22 33.3 5.107 10.917 0.000 63.20 27.20 3.22 33.4 5.111 10.933 0.000 63.25 27.20 3.22 33.5 5.114 10.950 0.000 63.30 27.20 3.22 33.5 5.118 10.967 0.000 63.36 27.20 3.22 33.6 5.121 10.983 0.000 63.41 27.20 3.22 33.7 5.125 11.000 0.000 63.47 27.20 3.23 33.7 5.128 Page 35 11.017 0.000 63.52 27.20 3.23 33.8 5.132 11.033 0.000 63.58 27.20 3.23 33.9 5.135 11.050 0.000 63.63 27.20 3.23 34.0 5.139 11.067 0.000 63.68 27.20 3.23 34.0 5.142 11.083 0.000 63.74 27.20 3.23 34.1 5.145 11.100 0.000 63.79 27.20 3.23 34.2 5.149 11.117 0.000 63.85 27.20 3.23 34.2 5.152 11.133 0.000 63.90 27.20 3.23 34.3 5.155 11.150 0.000 63.96 27.20 3.24 34.4 5.159 11.167 0.000 64.01 27.20 3.24 34.4 5.162 11.183 0.000 64.06 27.20 3.24 34.5 5.165 11.200 0.000 64.12 27.20 3.24 34.6 5.169 11.217 0.000 64.20 27.20 3.24 34.6 5.172 11.233 0.000 64.32 27.20 3.24 34.7 5.175 11.250 0.000 64.44 27.20 3.24 34.8 5.179 11.267 0.000 64.56 27.20 3.24 34.8 5.182 11.283 0.000 64.68 27.20 3.24 34.9 5.186 11.300 0.000 64.80 27.20 3.25 35.0 5.189 11.317 0.000 64.92 27.20 3.25 35.1 5.193 11.333 0.000 65.04 27.20 3.25 35.1 5.197 11.350 0.000 65.16 27.20 3.25 35.2 5.200 11.367 0.000 65.28 27.20 3.25 35.3 5.204 11.383 0.000 65.40 27.20 3.25 35.4 5.208 11.400 0.000 65.52 27.20 3.25 35.4 5.212 11.417 0.000 65.64 27.20 3.25 35.5 5.216 11.433 0.000 65.76 27.20 3.26 35.6 5.220 11.450 0.000 65.88 27.20 3.26 35.7 5.224 11.467 0.000 66.00 27.20 3.26 35.8 5.228 11.483 0.000 66.11 27.20 3.26 35.9 5.233 11.500 0.000 66.23 27.20 3.26 35.9 5.237 11.517 0.000 66.35 27.20 3.26 36.0 5.241 11.533 0.000 66.47 27.20 3.26 36.1 5.245 11.550 0.000 66.59 27.20 3.27 36.2 5.250 11.567 0.000 66.66 27.20 3.27 36.3 5.254 11.583 0.000 66.73 27.20 3.27 36.4 5.259 11.600 0.000 66.80 27.20 3.27 36.5 5.263 11.617 0.000 66.86 27.20 3.27 36.6 5.267 11.633 0.000 66.93 27.20 3.27 36.7 5.271 11.650 0.000 66.99 27.20 3.27 36.7 5.276 11.667 0.000 67.06 27.20 3.28 36.8 5.280 11.683 0.000 67.13 27.20 3.28 36.9 5.284 11.700 0.000 67.19 27.20 3.28 37.0 5.288 11.717 0.000 67.26 27.20 3.28 37.1 5.292 11.733 0.000 67.32 27.20 3.28 37.2 5.296 11.750 0.000 67.39 27.20 3.28 37.2 5.300 11.767 0.000 67.46 27.20 3.28 37.3 5.304 11.783 0.000 67.52 27.20 3.29 37.4 5.308 11.800 0.000 67.59 27.20 3.29 37.5 5.312 11.817 0.000 67.65 27.20 3.29 37.6 5.316 11.833 0.000 67.72 27.20 3.29 37.7 5.320 11.850 0.000 67.79 27.20 3.29 37.7 5.324 11.867 0.000 67.85 27.20 3.29 37.8 5.328 11.883 0.000 67.92 27.20 3.29 37.9 5.332 11.900 0.000 67.96 27.20 3.30 38.0 5.336 11.917 0.000 67.96 27.20 3.30 38.0 5.340 11.933 0.000 67.96 27.20 3.30 38.1 5.343 11.950 0.000 67.95 27.20 3.30 38.2 5.347 11.967 0.000 67.95 27.20 3.30 38.3 5.350 11.983 0.000 67.95 27.20 3.30 38.3 ' 5.353 12.000 0.000 67.94 27.20 3.30 38.4 5.357 12.017 0.000 67.94 27.20 3.30 38.5 5.360 12.033 0.000 67.94 27.20 3.30 38.5 5.363 12.050 0.000 67.93 27.20 3.31 38.6 5.366 12.067 0.000 67.93 27.20 3.31 38.7 5.369 12.083 0.000 67.93 27.20 3.31 38.7 5.371 Page 36 12.100 0.000 67.93 27.20 3.31 38.8 5.374 12.117 0.000 67.92 27.20 3.31 38.8 5.377 12.133 0.000 67.92 27.20 3.31 38.9 5.379 12.150 0.000 67.92 27.20 3.31 38.9 5.382 12.167 0.000 67.91 27.20 3.31 39.0 5.384 12.183 0.000 67.91 27.20 3.31 39.0 5.386 12.200 0.000 67.91 27.20 3.31 39.1 5.389 12.217 0.000 67.90 27.20 3.31 39.1 5.391 12.233 0.000 67.90 27.20 3.31 39.2 5.393 12.250 0.000 67.85 27.20 3.32 39.2 5.395 12.267 0.000 67.79 27.20 3.32 39.2 5.397 12.283 0.000 67.72 27.20 3.32 39.3 5.399 12.300 0.000 67.66 27.20 3.32 39.3 5.400 12.317 0.000 67.59 27.20 3.32 39.3 5.402 12.333 0.000 67.53 27.20 3.32 39.4 5.403 12.350 0.000 67.46 27.20 3.32 39.4 5.404 12.367 0.000 67.40 27.20 3.32 39.4 5.405 12.383 0.000 67.33 27.20 3.32 39.4 5.406 12.400 0.000 67.27 27.20 3.32 39.5 5.407 12.417 0.000 67.20 27.20 3.32 39.5 5.408 12.433 0.000 67.14 27.20 3.32 39.5 5.408 12.450 0.000 67.07 27.20 3.32 39.5 5.409 12.467 0.000 67.01 27.20 3.32 39.5 5.409 12.483 0.000 66.94 27.20 3.32 39.5 5.410 12.500 0.000 66.88 27.20 3.32 39.5 5.410 12.517 0.000 66.82 27.20 3.32 39.5 5.410 12.533 0.000 66.75 27.20 3.32 39.5 5.410 12.550 0.000 66.69 27.20 3.32 39.5 5.410 12.567 0.000 66.62 27.20 3.32 39.5 5.410 12.583 0.000 66.62 27.20 3.32 39.5 5.410 12.600 0.000 66.80 27.20 3.32 39.5 5.410 12.617 0.000 67.00 27.20 3.32 39.5 5.410 12.633 0.000 67.20 27.20 3.32 39.5 5.411 12.650 0.000 67.39 27.20 3.32 39.6 5.412 12.667 0.000 67.59 27.20 3.32 39.6 5.413 12.683 0.000 67.79 27.20 3.32 39.6 5.414 12.700 0.000 67.98 27.20 3.32 39.6 5.416 12.717 0.000 68.18 27.20 3.32 39.7 5.418 12.733 0.000 68.38 27.20 3.32 39.7 5.420 12.750 0.000 68.57 27.20 3.32 39.7 5.422 12.767 0.000 68.77 27.20 3.33 39.8 5.424 12.783 0.000 68.96 27.20 3.33 39.8 5.427 12.800 0.000 69.16 27.20 3.33 39.9 5.430 12.817 0.000 69.36 27.20 3.33 40.0 5.433 12.833 0.000 69.55 27.20 3.33 40.0 5.436 12.850 0.000 69.75 27.20 3.33 40.1 5.439 12.867 0.000 69.95 27.20 3.33 40.2 5.443 12.883 0.000 70.14 27.20 3.33 40.2 5.447 12.900 0.000 70.34 27.20 3.33 40.3 5.451 12.917 0.000 70.53 27.20 3.34 40.4 5.455 12.933 0.000 70.68 27.20 3.34 40.5 5.459 12.950 0.000 70.79 27.20 3.34 40.6 5.463 12.967 0.000 70.91 27.20 3.34 40.6 5.467 12.983 0.000 71.02 27.20 3.34 40.7 5.471 13.000 0.000 71.13 27.20 3.34 40.8 5.476 13.017 0.000 71.25 27.20 3.34 40.9 5.480 13.033 0.000 71.36 27.20 3.35 41.0 5.484 13.050 0.000 71.48 27.20 3.35 41.1 5.489 13.067 0.000 71.59 27.20 3.35 41.2 5.493 13.083 0.000 71.70 27.20 3.35 41.3 5.498 13.100 0.000 71.82 27.20 3.35 41.4 5.502 13.117 0.000 71.93 27.20 3.35 41.5 5.507 13.133 0.000 72.04 27.20 3.35 41.5 5.511 13.150 0.000 72.16 27.20 3.36 41.6 5.516 13.167 0.000 72.27 27.20 3.36 41.7 5.520 Page 37 13.183 0.000 72.39 27.20 3.36 41.8 5.525 13.200 0.000 72.50 27.20 3.36 41.9 5.530 13.217 0.000 72.61 27.20 3.36 42.0 5.534 13.233 0.000 72.73 27.20 3.36 42.1 5.539 13.250 0.000 72.84 27.20 3.37 42.2 5.544 13.267 0.000 72.98 27.20 3.37 42.3 5.549 13.283 0.000 73.23 27.20 3.37 42.4 5.554 13.300 0.000 73.50 27.20 3.37 42.5 5.559 13.317 0.000 73.77 27.20 3.37 42.6 5.564 13.333 0.000 74.04 27.20 3.37 42.7 5.570 13.350 0.000 74.31 27.20 3.38 42.8 5.576 13.367 0.000 74.58 27.20 3.38 43.0 5.582 13.383 0.000 74.85 27.20 3.38 43.1 5.588 13.400 0.000 75.12 27.20 3.38 43.2 5.595 13.417 0.000 75.38 27.20 3.38 43.4 5.601 13.433 0.000 75.65 27.20 3.39 43.5 5.608 13.450 0.000 75.92 27.20 3.39 43.6 5.615 13.467 0.000 76.19 27.20 3.39 43.8 5.622 13.483 0.000 76.46 27.20 3.39 43.9 5.630 13.500 0.000 76.73 27.20 3.40 44.1 5.637 13.517 0.000 77.00 27.20 3.40 44.2 5.645 13.533 0.000 77.27 27.20 3.40 44.4 5.653 13.550 0.000 77.54 27.20 3.40 44.6 5.661 13.567 0.000 77.81 27.20 3.41 44.7 5.669 13.583 0.000 78.07 27.20 3.41 44.9 5.677 13.600 0.000 78.34 27.20 3.41 45.1 5.685 13.617 0.000 78.56 27.20 3.42 45.2 5.694 13.633 0.000 78.72 27.20 3.42 45.4 5.702 13.650 0.000 78.88 27.20 3.42 45.6 5.711 13.667 0.000 79.04 27.20 3.42 45.7 5.719 13.683 0.000 79.21 27.20 3.43 45.9 5.727 13.700 0.000 79.37 27.20 3.43 46.1 5.736 13.717 0.000 79.53 27.20 3.43 46.3 5.744 13.733 0.000 79.69 27.20 3.44 46.4 5.752 13.750 0.000 79.85 27.20 3.44 46.6 5.761 13.767 0.000 80.01 27.20 3.44 46.8 5.769 13.783 0.000 80.18 27.20 3.44 46.9 5.777 13.800 0.000 80.34 27.20 3.45 47.1 5.786 13.817 0.000 80.50 27.20 3.45 47.3 5.794 13.833 0.000 80.66 27.20 3.45 47.4 5.802 13.850 0.000 80.82 27.20 3.46 47.6 5.811 13.867 0.000 80.98 27.20 3.46 47.8 5.819 13.883 0.000 81.15 27.20 3.46 48.0 5.827 13.900 0.000 81.31 27.20 3.46 48.1 5.835 13.917 0.000 81.47 27.20 3.47 48.3 5.844 13.933 0.000 81.63 27.20 3.47 48.5 5.852 13.950 0.000 81.81 27.20 3.47 48.6 5.860 13.967 0.000 82.10 27.20 3.48 48.8 5.869 13.983 0.000 82.42 27.20 3.48 49.0 5.877 14.000 0.000 82.74 27.20 3.48 49.1 5.886 14.017 0.000 83.06 27.20 3.48 49.3 5.895 14.033 0.000 83.38 27.20 3.49 49.5 5.904 14.050 0.000 83.70 27.20 3.49 49.7 5.913 14.067 0.000 84.02 27.20 3.49 49.9 5.923 14.083 0.000 84.34 27.20 3.50 50.1 5.933 14.100 0.000 84.66 27.20 3.50 50.3 5.943 14.117 0.000 84.98 27.20 3.50 50.5 5.953 14.133 0.000 85.31 27.20 3.51 50.7 5.963 14.150 0.000 85.63 27.20 3.51 50.9 5.973 14.167 0.000 85.95 27.20 3.51 51.1 5.984 14.183 0.000 86.27 27.20 3.52 51.3 5.994 14.200 0.000 86.59 27.20 3.52 51.6 6.005 14.217 0.000 86.91 27.20 3.53 51.8 6.016 14.233 0.000 87.23 27.20 3.53 52.0 6.027 14.250 0.000 87.55 27.20 3.53 52.2 6.038 Page 38 14.267 0.000 87.87 27.20 3.54 52.5 6.050 14.283 0.000 88.19 27.20 3.54 52.7 6.061 14.300 0.000 88.48 27.20 3.54 52.9 6.073 14.317 0.000 88.71 27.20 3.55 53.2 6.084 14.333 0.000 88.94 27.20 3.55 53.4 6.096 14.350 0.000 89.17 27.20 3.56 53.6 6.107 14.367 0.000 89.40 27.20 3.56 53.9 6.119 14.383 0.000 89.64 27.20 3.56 54.1 6.130 14.400 0.000 89.87 27.20 3.57 54.3 6.141 14.417 0.000 90.10 27.20 3.57 54.6 6.153 14.433 0.000 90.33 27.20 3.58 54.8 6.164 14.450 0.000 90.56 27.20 3.58 55.0 6.176 14.467 0.000 90.79 27.20 3.58 55.3 6.187 14.483 0.000 91.03 27.20 3.59 55.5 6.199 14.500 0.000 91.26 27.20 3.59 55.7 6.210 14.517 0.000 91.49 27.20 3.59 56.0 6.222 14.533 0.000 91.72 27.20 3.60 56.2 6.233 14.550 0.000 91.95 27.20 3.60 56.4 6.245 14.567 0.000 92.18 27.20 3.61 56.7 6.256 14.583 0.000 92.42 27.20 3.61 56.9 6.268 14.600 0.000 92.65 27.20 3.61 57.1 6.279 14.617 0.000 92.88 27.20 3.62 57.4 6.290 14.633 0.000 93.13 27.20 3.62 57.6 6.302 14.650 0.000 93.72 27.20 3.63 57.8 6.314 14.667 0.000 94.43 27.20 3.63 58.1 6.326 14.683 0.000 95.14 27.20 3.63 58.4 6.340 14.700 0.000 95.85 27.20 3.64 58.6 6.353 14.717 0.000 96.57 27.20 3.64 58.9 6.368 14.733 0.000 97.28 27.20 3.65 59.2 6.383 14.750 0.000 97.99 27.20 3.65 59.5 6.398 14.767 0.000 98.70 27.20 3.66 59.9 6.414 14.783 0.000 99.41 27.20 3.67 60.2 6.431 14.800 0.000 100.13 27.20 3.67 60.5 6.448 14.817 0.000 100.84 27.20 3.68 60.9 6.466 14.833 0.000 101.55 27.20 3.68 61.2 6.484 14.850 0.000 102.26 27.20 3.69 61.6 6.502 14.867 0.000 102.98 27.20 3.70 62.0 6.521 14.883 0.000 103.69 27.20 3.70 62.4 6.540 14.900 0.000 104.40 27.20 3.71 62.8 6.560 14.917 0.000 105.11 27.20 3.72 63.2 6.581 14.933 0.000 105.82 27.20 3.72 63.6 6.601 14.950 0.000 106.54 27.20 3.73 64.0 6.622 14.967 0.000 107.25 27.20 3.74 64.5 6.644 14.983 0.000 107.91 27.20 3.74 64.9 6.665 15.000 0.000 108.44 27.20 3.75 65.4 6.687 15.017 0.000 108.96 27.20 3.76 65.8 6.709 15.033 0.000 109.48 27.20 3.77 66.3 6.731 15.050 0.000 110.00 27.20 3.77 66.7 6.754 15.067 0.000 110.52 27.20 3.78 67.2 6.776 15.083 0.000 111.04 27.20 3.79 67.6 6.798 15.100 0.000 111.57 27.20 3.80 68.1 6.821 15.117 0.000 112.09 27.20 3.80 68.4 6.843 15.133 0.000 112.61 27.20 3.81 68.6 6.866 15.150 0.000 113.13 27.20 3.82 68.6 6.890 15.167 0.000 113.65 27.20 3.83 68.7 6.915 15.183 0.000 114.17 27.20 3.84 68.8 6.940 15.200 0.000 114.69 27.20 3.84 68.8 6.965 15.217 0.000 115.21 27.20 3.85 68.9 6.992 15.233 0.000 -115.73 27.20 3.86 69.0 7.019 15.250 0.000 116.25 27.20 3.87 69.1 7.046 15.267 0.000 116.77 27.20 3.88 69.1 7.074 15.283 0.000 117.29 27.20 3.89 69.2 7.103 15.300 0.000 117.81 27.20 3.90 69.3 7.132 15.317 0.000 118.32 27.20 3.91 69.4 7.162 15.333 0.000 117.84 27.20 3.92 69.5 7.192 Page 39 15.350 0.000 116.79 27.20 3.93 69.5 7.219 15.367 0.000 115.73 27.20 3.94 69.6 7.245 15.383 0.000 114.68 27.20 3.94 69.7 7.270 15.400 0.000 113.62 27.20 3.95 69.8 7.293 15.417 0.000 112.56 27.20 3.96 69.8 7.314 15.433 0.000 111.51 27.20 3.97 69.9 7.334 15.450 0.000 110.45 27.20 3.97 69.9 7.352 15.467 0.000 109.40 27.20 3.98 70.0 7.369 15.483 0.000 108.34 27.20 3.98 70.0 7.384 15.500 0.000 107.28 27.20 3.99 70.1 7.398 15.517 0.000 106.23 27.20 3.99 70.1 7.410 15.533 0.000 105.17 27.20 3.99 70.1 7.421 15.550 0.000 104.11 27.20 4.00 70.2 7.431 15.567 0.000 103.06 27.20 4.00 70.2 7.438 15.583 0.000 102.00 27.20 4.00 70.2 7.445 15.600 0.000 100.95 27.20 4.00 70.2 7.449 15.617 0.000 99.89 27.20 4.00 70.2 7.453 15.633 0.000 98.83 27.20 4.01 70.2 7.455 15.650 0.000 97.78 27.20 4.01 70.2 7.455 15.667 0.000 97.18 27.20 4.01 70.2 7.455 15.683 0.000 98.67 27.20 4.01 70.2 7.457 15.700 0.000 100.42 27.20 4.01 70.3 7.461 15.717 0.000 102.17 27.20 4.01 70.3 7.467 15.733 0.000 103.93 27.20 4.01 70.3 7.476 15.750 0.000 105.68 27.20 4.02 70.3 7.487 15.767 0.000 107.43 27.20 4.02 70.4 7.501 15.783 0.000 109.18 27.20 4.03 70.4 7.517 15.800 0.000 110.93 27.20 4.03 70.4 7.535 15.817 0.000 112.69 27.20 4.04 70.5 7.556 15.833 0.000 114.44 27.20 4.05 70.6 7.579 15.850 0.000 116.19 27.20 4.05 70.6 7.604 15.867 0.000 117.94 27.20 4.06 70.7 7.632 15.883 0.000 119.69 27.20 4.07 70.8 7.661 15.900 0.000 121.45 27.20 4.08 70.9 7.694 15.917 0.000 123.20 27.20 4.10 71.0 7.728 15.933 0.000 124.95 27.20 4.11 71.1 7.765 15.950 0.000 126.70 27.20 4.12 71.2 7.804 15.967 0.000 128.45 27.20 4.13 71.3 7.845 15.983 0.000 130.21 27.20 4.15 71.4 7.889 16.000 0.000 131.96 27.20 4.16 71.5 7.935 16.017 0.000 146.33 27.20 4.18 71.7 8.000 16.033 0.000 173.31 27.20 4.22 71.9 8.102 16.050 0.000 200.29 27.20 4.26 72.3 8.241 16.067 0.000 227.28 27.20 4.32 72.7 8.416 16.083 0.000 254.27 27.20 4.39 73.2 8.628 16.100 0.000 281.25 27.20 4.47 73.9 8.877 16.117 0.000 308.23 27.20 4.57 74.6 9.161 16.133 0.000 335.22 27.20 4.67 75.5 9.481 16.150 0.000 362.20 27.20 4.79 76.4 9.837 16.167 0.000 389.18 27.20 4.92 77.4 10.229 16.183 0.000 416.17 27.20 5.05 78.4 10.657 16.200 0.000 443.15 27.20 5.20 79.5 11.121 16.217 0.000 470.14 27.20 5.36 80.7 11.620 16.233 0.000 497.12 27.20 5.53 81.9 12.154 16.250 0.000 524.11 27.20 5.72 83.3 12.724 16.267 0.000 551.09 27.20 5.91 84.7 13.329 16.283 0.000 578.08 27.20 6.11 86.1 13.969 16.300 0.000 605.06 27.20 6.32 87.5 14.644 16.317 0.000 632.04 27.20 6.55 89.'0 15355 16.333 0.000 659.03 27.20 6.78 90.6 16.100 16.350 0.000 687.90 27.20 7.02 92.3 16.883 16.367 0.000 662.83 27.20 7.25 93.8 17.630 16.383 0.000 635.88 27.20 7.47 95.2 18.337 16.400 0.000 608.93 27.20 7.67 96.6 19.005 16.417 0.000 581.98 27.20 7.86 97.9 19.634 Page 40 16.433 0.000 555.03 27.20 8.04 99.0 20.225 16.450 0.000 528.07 27.20 8.21 100.1 20.777 16.467 0.000 501.12 27.20 8.36 101.1 21.291 16.483 0.000 474.17 27.20 8.50 102.0 21.766 16.500 0.000 447.21 27.20 8.64 102.8 22.203 16.517 0.000 420.26 27.20 8.76 103.6 22.602 16.533 0.000 393.31 27.20 8.86 104.2 22.962 16.550 0.000 366.36 27.20 8.96 104.8 23.285 16.567 0.000 339.41 27.20 9.04 105.4 23.570 16.583 0.000 312.45 27.20 9.11 105.8 23.817 16.600 0.000 285.50 27.20 9.17 106.2 24.027 16.617 0.000 258.55 27.20 9.22 106.5 24.199 16.633 0.000 231.60 27.20 9.26 106.8 24.333 16.650 0.000 204.64 27.20 9.29 107.0 24.430 16.667 0.000 177.69 27.20 9.31 107.1 24.490 16.683 0.000 150.74 27.20 9.32 107.2 24.512 16.700 0.000 133.14 27.20 9.32 107.2 24.511 16.717 0.000 131.25 27.20 9.32 107.2 24.506 16.733 0.000 129.61 27.20 9.31 107.2 24.500 16.750 0.000 127.96 27.20 9.31 107.2 24.491 16.767 0.000 126.32 27.20 9.31 107.2 24.480 16.783 0.000 124.67 27.20 9.30 107.1 24.467 16.800 0.000 123.03 27.20 9.30 107.1 24.451 16.817 0.000 121.38 27.20 9.29 107.1 24.433 16.833 0.000 119.74 27.20 9.29 107.0 24.413 16.850 0.000 118.09 27.20 9.28 107.0 24.391 16.867 0.000 116.45 27.20 9.27 107.0 24.367 16.883 0.000 114.80 27.20 9.27 106.9 24.340 16.900 0.000 113.16 27.20 9.26 106.9 24.311 16.917 0.000 111.51 27.20 9.25 106.8 24.280 16.933 0.000 109.87 27.20 9.24 106.8 24.247 16.950 0.000 108.22 27.20 9.23 106.7 24.212 16.967 0.000 106.58 27.20 9.22 106.7 24.174 16.983 0.000 104.93 27.20 9.21 106.6 24.134 17.000 0.000 103.29 27.20 9.19 106.5 24.092 17.017 0.000 101.64 27.20 9.18 106.4 24.048 17.033 0.000 100.04 27.20 9.17 106.4 24.002 17.050 0.000 99.11 27.20 9.15 106.3 23.955 17.067 0.000 98.43 27.20 9.14 106.2 23.907 17.083 0.000 97.75 27.20 9.12 106.1 23.858 17.100 0.000 97.07 27.20 9.11 106.0 23.808 17.117 0.000 96.39 27.20 9.10 106.0 23.757 17.133 0.000 95.70 27.20 9.08 105.9 23.706 17.150 0.000 95.02 27.20 9.06 105.8 23.653 17.167 0.000 94.34 27.20 9.05 105.7 23.600 17.183 0.000 93.66 27.20 9.03 105.6 23.546 17.200 0.000 92.98 27.20 9.02 105.5 23.492 17.217 0.000 92.30 27.20 9.00 105.4 23.436 17.233 0.000 91.61 27.20 8.98 105.3 23.380 17.250 0.000 90.93 27.20 8.97 105.2 23.323 17.267 0.000 90.25 27.20 8.95 105.1 23.265 17.283 0.000 89.57 27.20 8.93 105.0 23.206 17.300 0.000 88.89 27.20 8.92 104.9 23.146 17.317 0.000 88.21 27.20 8.90 104.8 23.086 17.333 0.000 87.52 27.20 8.88 104.7 23.025 17.350 0.000 86.84 27.20 8.86 104.6 22.963 17.367 0.000 86.16 27.20 8.84 104.5 22.900 17.383 0.000 85.53 27.20 8.83 104.4 22.837 17.400 0.000 85.03 27.20 8.81 104.3 22.773 17.417 0.000 84.54 27.20 8.79 104.2 22.708 17.433 0.000 84.05 27.20 8.77 104.1 22.643 17.450 0.000 83.56 27.20 8.75 103.9 22.578 17.467 0.000 83.07 27.20 8.73 103.8 22.511 17.483 0.000 82.58 27.20 8.71 103.7 22.445 17.500 0.000 82.09 27.20 8.69 103.6 22.378 Page 41 17.517 0.000 81.60 27.20 8.67 103.5 22.310 17.533 0.000 81.11 27.20 8.65 103.3 22.242 17.550 0.000 80.62 27.20 8.63 103.2 22.174 17.567 0.000 80.13 27.20 8.61 103.1 22.105 17.583 0.000 79.64 27.20 8.59 103.0 22.035 17.600 0.000 79.15 27.20 8.56 102.8 21.965 17.617 0.000 78.66 27.20 8.54 102.7 21.894 17.633 0.000 78.17 27.20 8.52 102.6 21.823 17.650 0.000 77.68 27.20 8.50 102.4 21.752 17.667 0.000 77.19 27.20 8.48 102.3 21.680 17.683 0.000 76.70 27.20 8.46 102.2 21.607 17.700 0.000 76.21 27.20 8.43 102.0 21.534 17.717 0.000 75.73 27.20 8.41 101.9 21.461 17.733 0.000 75.33 27.20 8.39 101.8 21.387 17.750 0.000 74.99 27.20 8.37 101.6 21.312 17.767 0.000 74.64 27.20 8.35 101.5 21.238 17.783 0.000 74.30 27.20 8.32 101.4 21.163 17.800 0.000 73.96 27.20 8.30 101.2 21.088 17.817 0.000 73.61 27.20 8.28 101.1 21.013 17.833 0.000 73.27 27.20 8.26 100.9 20.937 17.850 0.000 72.93 27.20 8.23 100.8 20.861 17.867 0.000 72.58 27.20 8.21 100.7 20.785 17.883 0.000 72.24 27.20 8.19 100.5 20.709 17.900 0.000 71.90 27.20 8.16 100.4 20.632 17.917 0.000 71.56 27.20 8.14 100.2 20.555 17.933 0.000 71.21 27.20 8.12 100.1 20.478 17.950 0.000 70.87 27.20 8.09 100.0 20.400 17.967 0.000 70.53 27.20 8.07 99.8 20.323 17.983 0.000 70.18 27.20 8.05 99.7 20.244 18.000 0.000 69.84 27.20 8.02 99.5 20.166 18.017 0.000 69.50 27.20 8.00 99.4 20.087 18.033 0.000 69.15 27.20 7.98 99.3 20.009 18.050 0.000 68.81 27.20 7.95 99.1 19.929 18.067 0.000 68.53 27.20 7.93 99.0 19.850 18.083 0.000 68.54 27.20 7.91 98.8 19.771 18.100 0.000 68.59 27.20 7.88 98.7 19.692 18.117 0.000 68.63 27.20 7.86 98.5 19.613 18.133 0.000 68.68 27.20 7.83 98.4 19.535 18.150 0.000 68.72 27.20 7.81 98.2 19.457 18.167 0.000 68.77 27.20 7.79 98.1 19.379 18.183 0.000 68.81 27.20 7.76 97.9 19.301 18.200 0.000 68.86 27.20 7.74 97.8 19.224 18.217 0.000 68.90 27.20 7.72 97.6 19.147 18.233 0.000 68.95 27.20 7.69 97.5 19.070 18.250 0.000 68.99 27.20 7.67 97.3 18.994 18.267 0.000 69.04 27.20 7.65 97.2 18.917 18.283 0.000 69.08 27.20 7.62 97.0 18.842 18.300 0.000 69.13 27.20 7.60 96.9 18.766 18.317 0.000 69.17 27.20 7.58 96.7 18.690 18.333 0.000 69.22 27.20 7.55 96.6 18.615 18.350 0.000 69.26 27.20 7.53 96.4 18.540 18.367 0.000 69.31 27.20 7.51 96.3 18.466 18.383 0.000 69.35 27.20 7.48 96.1 18.391 18.400 0.000 69.40 27.20 7.46 96.0 18.317 18.417 0.000 69.32 27.20 7.44 95.8 18.243 18.433 0.000 69.12 27.20 7.42 95.7 18.169 18.450 0.000 68.92 27.20 7.39 95.5 18.095 18.467 0.000 68.72 27.20 7.37 95.4 18.021 18.483 0.000 68.53 27.20 7.35 95.2 17.947 18.500 0.000 68.33 27.20 7.33 95.1 17.872 18.517 0.000 68.13 27.20 7.30 94.9 17.798 18.533 0.000 67.93 27.20 7.28 94.8 17.724 18.550 0.000 67.73 27.20 7.26 94.6 17.649 18.567 0.000 67.53 27.20 7.23 94.5 17.574 18.583 0.000 67.33 27.20 7.21 94.3 17.500 Page 42 18.600 0.000 67.13 27.20 7.19 94.2 17.425 18.617 0.000 66.94 27.20 7.17 94.0 17.350 18.633 0.000 66.74 27.20 7.14 93.9 17.275 18.650 0.000 66.54 27.20 7.12 93.7 17.200 18.667 0.000 66.34 27.20 7.10 93.6 17.125 18.683 0.000 66.14 27.20 7.07 93.5 17.050 18.700 0.000 65.94 27.20 7.05 93.3 16.975 18.717 0.000 65.74 27.20 7.03 93.2 16.900 18.733 0.000 65.54 27.20 7.00 93.0 16.825 18.750 0.000 65.35 27.20 6.98 92.9 16.749 18.767 0.000 65.18 27.20 6.96 92.7 16.674 18.783 0.000 65.02 27.20 6.93 92.5 16.599 18.800 0.000 64.85 27.20 6.91 92.4 16.523 18.817 0.000 64.69 27.20 6.89 92.2 16.448 18.833 0.000 64.53 27.20 6.87 92.1 16.372 18.850 0.000 64.37 27.20 6.84 91.9 16.297 18.867 0.000 64.20 27.20 6.82 91.8 16.221 18.883 0.000 64.04 27.20 6.80 91.6 16.146 18.900 0.000 63.88 27.20 6.77 91.5 16.070 18.917 0.000 63.71 27.20 6.75 91.3 15.995 18.933 0.000 63.55 27.20 6.72 91.2 15.919 18.950 0.000 63.39 27.20 6.70 91.0 15.844 18.967 0.000 63.22 27.20 6.68 90.8 15.768 18.983 0.000 63.06 27.20 6.65 90.7 15.693 19.000 0.000 62.90 27.20 6.63 90.5 15.618 19.017 0.000 62.73 27.20 6.61 90.3 15.542 19.033 0.000 62.57 27.20 6.58 90.2 15.467 19.050 0.000 62.41 27.20 6.56 90.0 15.391 19.067 0.000 62.24 27.20 6.53 89.8 15.316 19.083 0.000 62.08 27.20 6.51 89.7 15.240 19.100 0.000 61.93 27.20 6.49 89.5 15.165 19.117 0.000 61.79 27.20 6.46 89.3 15.089 19.133 0.000 61.65 27.20 6.44 89.2 15.014 19.150 0.000 61.52 27.20 6.42 89.0 14.939 19.167 0.000 61.38 27.20 6.39 88.8 14.863 19.183 0.000 61.24 27.20 6.37 88.7 14.788 19.200 0.000 61.10 27.20 6.34 88.5 14.713 19.217 0.000 60.97 27.20 6.32 88.3 14.638 19.233 0.000 60.83 27.20 6.30 88.2 14.563 19.250 0.000 60.69 27.20 6.27 88.0 14.488 19.267 0.000 60.55 27.20 6.25 87.8 14.413 19.283 0.000 60.42 27.20 6.23 87.7 14.338 19.300 0.000 60.28 27.20 6.20 87.5 14.263 19.317 0.000 60.14 27.20 6.18 87.3 14.188 19.333 0.000 60.01 27.20 6.16 87.2 14.113 19.350 0.000 59.87 27.20 6.13 87.0 14.038 19.367 0.000 59.73 27.20 6.11 86.8 13.963 19.383 0.000 59.59 27.20 6.09 86.7 13.888 19.400 0.000 59.46 27.20 6.06 86.5 13.814 19.417 0.000 59.32 27.20 6.04 86.4 13.739 19.433 0.000 59.18 27.20 6.02 86.2 13.664 19.450 0.000 59.06 27.20 5.99 86.0 13.590 19.467 0.000 58.94 27.20 5.97 85.9 13.515 19.483 0.000 58.82 27.20 5.94 85.7 13.441 19.500 0.000 58.71 27.20 5.92 85.5 13.366 19.517 0.000 58.59 27.20 5.90 85.4 13.292 19.533 0.000 58.47 27.20 5.87 85.2 13.218 19.550 0.000 58.35 27.20 5.85 85.0 13.143 19.567 0.000- 58.24 27.20 5.83 84.9 13.069 19.583 0.000 58.12 27.20 5.80 84.7 12.995 19.600 0.000 58.00 27.20 5.78 84.5 12.921 19.617 0.000 57.88 27.20 5.76 84.4 12.847 19.633 0.000 57.77 27.20 5.73 84.2 12.773 19.650 0.000 57.65 27.20 5.71 84.0 12.699 19.667 0.000 57.53 27.20 5.69 83.8 12.626 Page 43 19.683 0.000 57.41 27.20 5.66 83.6 12.552 19.700 0.000 57.29 27.20 5.64 83.5 12.479 19.717 0.000 57.18 27.20 5.62 83.3 12.405 19.733 0.000 57.06 27.20 5.59 83.1 12.332 19.750 0.000 56.94 27.20 5.57 82.9 12.259 19.767 0.000 56.82 27.20 5.54 82.7 12.185 19.783 0.000 56.71 27.20 5.52 82.6 12.112 19.800 0.000 56.61 27.20 5.50 82.4 12.039 19.817 0.000 56.50 27.20 5.47 82.2 11.967 19.833 0.000 56.40 27.20 5.45 82.0 11.894 19.850 0.000 56.30 27.20 5.43 81.9 11.821 19.867 0.000 56.20 27.20 5.40 81.7 11.749 19.883 0.000 56.09 27.20 5.38 81.5 11.676 19.900 0.000 55.99 27.20 5.36 81.3 11.604 19.917 0.000 55.89 27.20 5.33 81.1 11.531 19.933 0.000 55.79 27.20 5.31 81.0 11.459 19.950 0.000 55.68 27.20 5.29 80.8 11.387 19.967 0.000 55.58 27.20 5.26 80.6 11.315 19.983 0.000 55.48 27.20 5.24 80.4 11.243 20.000 0.000 55.38 27.20 5.22 80.3 11.172 20.017 0.000 55.27 27.20 5.20 80.1 11.100 20.033 0.000 55.17 27.20 5.17 79.9 11.028 20.050 0.000 55.07 27.20 5.15 79.7 10.957 20.067 0.000 54.97 27.20 5.13 79.6 10.886 20.083 0.000 54.86 27.20 5.10 79.4 10.814 20.100 0.000 54.76 27.20 5.08 79.2 10.743 20.117 0.000 54.66 27.20 5.06 79.0 10.672 20.133 0.000 54.56 27.20 5.04 78.9 10.601 20.150 0.000 54.47 27.20 5.01 78.7 10.530 20.167 0.000 54.38 27.20 4.99 78.5 10.460 20.183 0.000 54.29 27.20 4.97 78.4 10.389 20.200 0.000 54.20 27.20 4.94 78.2 10.319 20.217 0.000 54.11 27.20 4.92 78.0 10.248 20.233 0.000 54.02 27.20 4.90 77.8 10.178 20.250 0.000 53.93 27.20 4.88 77.7 10.108 20.267 0.000 53.84 27.20 4.85 77.5 10.038 20.283 0.000 53.75 27.20 4.83 77.3 9.968 20.300 0.000 53.66 27.20 4.81 77.2 9.898 20.317 0.000 53.57 27.20 4.79 77.0 9.828 20.333 0.000 53.48 27.20 4.76 76.8 9.759 20.350 0.000 53.39 27.20 4.74 76.6 9.689 20.367 0.000 53.30 27.20 4.72 76.4 9.620 20.383 0.000 53.21 27.20 4.70 76.2 9.551 20.400 0.000 53.12 27.20 4.67 76.0 9.482 20.417 0.000 53.03 27.20 4.65 75.8 9.413 20.433 0.000 52.94 27.20 4.63 75.6 9.344 20.450 0.000 52.85 27.20 4.60 75.4 9.276 20.467 0.000 52.76 27.20 4.58 75.2 9.207 20.483 0.000 52.68 27.20 4.56 75.1 9.139 20.500 0.000 52.60 27.20 4.54 74.9 9.071 20.517 0.000 52.52 27.20 4.51 74.7 9.003 20.533 0.000 52.44 27.20 4.49 74.5 8.935 20.550 0.000 52.35 27.20 4.47 74.3 8.867 20.567 0.000 52.27 27.20 4.45 74.1 8.800 20.583 0.000 52.19 27.20 4.43 73.9 8.732 20.600 0.000 52.11 27.20 4.40 73.7 8.665 20.617 0.000 52.03 27.20 4.38 73.5 8.598 20.633 0.000 51.95 27.20 4.36 73.4 8.531 20.650 0.000 51.87 27.20 4.34 73.2 8.464 20.667 0.000 51.79 27.20 4.32 73.0 8.398 20.683 0.000 51.71 27.20 4.29 72.8 8.331 20.700 0.000 51.63 27.20 4.27 72.6 8.265 20.717 0.000 51.55 27.20 4.25 72.4 8.199 20.733 0.000 51.47 27.20 4.23 72.2 8.133 20.750 0.000 51.39 27.20 4.21 72.0 8.067 Page 44 20.767 0.000 51.31 27.20 4.19 71.9 8.001 20.783 0.000 51.23 27.20 4.16 71.7 7.935 20.800 0.000 51.15 27.20 4.14 71.5 7.870 20.817 0.000 51.07 27.20 4.12 71.3 7.804 20.833 0.000 51.00 27.20 4.10 71.1 7.739 20.850 0.000 50.93 27.20 4.08 71.0 7.674 20.867 0.000 50.85 27.20 4.06 70.8 7.609 20.883 0.000 50.78 27.20 4.04 70.6 7.544 20.900 0.000 50.71 27.20 4.01 70.4 7.480 20.917 0.000 50.64 27.20 3.99 70.2 7.415 20.933 0.000 50.56 27.20 3.97 70.0 7.351 20.950 0.000 50.49 27.20 3.95 69.9 7.287 20.967 0.000 50.42 27.20 3.93 69.7 7.223 20.983 0.000 50.35 27.20 3.91 69.5 7.159 21.000 0.000 50.27 27.20 3.89 69.3 7.095 21.017 0.000 50.20 27.20 3.87 69.2 7.032 21.033 0.000 50.13 27.20 3.85 69.0 6.968 21.050 0.000 50.06 27.20 3.82 68.8 6.905 21.067 0.000 49.99 27.20 3.80 68.6 6.842 21.083 0.000 49.91 27.20 3.78 68.0 6.780 21.100 0.000 49.84 27.20 3.76 66.9 6.719 21.117 0.000 49.77 27.20 3.74 65.6 6.659 21.133 0.000 49.70 27.20 3.72 64.4 6.602 21.150 0.000 49.62 27.20 3.70 63.3 6.545 21.167 0.000 49.56 27.20 3.69 62.1 6.491 21.183 0.000 49.49 27.20 3.67 61.0 6.437 21.200 0.000 49.43 27.20 3.65 60.0 6.385 21.217 0.000 49.36 27.20 3.63 58.9 6.335 21.233 0.000 49.30 27.20 3.62 57.9 6.285 21.250 0.000 49.23 27.20 3.60 56.9 6.237 21.267 0.000 49.16 27.20 3.58 55.9 6.191 21.283 0.000 49.10 27.20 3.57 55.0 6.145 21.300 0.000 49.03 27.20 3.55 54.1 6.101 21.317 0.000 48.97 27.20 3.54 53.2 6.057 21.333 0.000 48.90 27.20 3.52 52.3 6.015 21.350 0.000 48.84 27.20 3.51 51.5 5.974 21.367 0.000 48.77 27.20 3.50 50.6 5.934 21.383 0.000 48.71 27.20 3.48 49.8 5.895 21.400 0.000 48.64 27.20 3.47 49.0 5.857 21.417 0.000 48.58 27.20 3.46 48.3 5.820 21.433 0.000 48.51 27.20 3.45 47.5 5.784 21.450 0.000 48.44 27.20 3.43 46.8 5.749 21.467 0.000 48.38 27.20 3.42 46.1 5.714 21.483 0.000 48.31 27.20 3.41 45.4 5.681 21.500 0.000 48.25 27.20 3.40 44.7 5.648 21.517 0.000 48.19 27.20 3.39 44.1 5.617 21.533 0.000 48.13 27.20 3.38 43.4 5.586 21.550 0.000 48.07 27.20 3.37 42.8 5.555 21.567 0.000 48.01 27.20 3.36 42.2 5.526 21.583 0.000 47.95 27.20 3.35 41.6 5.497 21.600 0.000 47.89 27.20 3.34 41.0 5.469 21.617 0.000 47.83 27.20 3.33 40.5 5.442 21.633 0.000 47.77 27.20 3.32 39.9 5.415 21.650 0.000 47.71 27.20 3.31 39.4 5.389 21.667 0.000 47.65 27.20 3.30 38.8 5.364 21.683 0.000 47.59 27.20 3.30 38.3 5.339 21.700 0.000 47.53 27.20 3.29 37.8 5.315 21.717 0.000 47.47 27.20 3.28 37.3 5.292 21.733 0.000 47.41 27.20 3.27 36.9 5.269 21.750 0.000 47.35 27.20 3.26 36.4 5.246 21.767 0.000 47.29 27.20 3.26 36.0 5.224 21.783 0.000 47.23 27.20 3.25 35.5 5.203 21.800 0.000 47.18 27.20 3.24 35.1 5.182 21.817 0.000 47.12 27.20 3.24 34.7 5.162 21.833 0.000 47.06 27.20 3.23 34.3 5.142 Page 45 21.850 0.000 47.00 27.20 3.22 33.9 5.123 21.867 0.000 46.95 27.20 3.22 33.5 5.104 21.883 0.000 46.89 27.20 3.21 33.1 5.085 21.900 0.000 46.84 27.20 3.20 32.7 5.067 21.917 0.000 46.78 27.20 3.20 32.4 5.050 21.933 0.000 46.73 27.20 3.19 32.0 5.033 21.950 0.000 46.67 27.20 3.19 31.7 5.016 21.967 0.000 46.62 27.20 3.18 31.3 4.999 21.983 0.000 46.56 27.20 3.18 31.0 4.983 22.000 0.000 46.51 27.20 3.17 30.7 4.968 22.017 0.000 46.45 27.20 3.17 30.3 4.953 22.033 0.000 46.40 27.20 3.16 30.0 4.938 22.050 0.000 46.34 27.20 3.16 29.7 4.923 22.067 0.000 46.29 27.20 3.15 29.4 4.909 22.083 0.000 46.23 27.20 3.15 29.2 4.895 22.100 0.000 46.18 27.20 3.14 28.9 4.881 22.117 0.000 46.12 27.20 3.14 28.6 4.868 22.133 0.000 46.07 27.20 3.13 28.3 4.855 22.150 0.000 46.01 27.20 3.13 28.1 4.842 22.167 0.000 45.96 27.20 3.12 27.8 4.830 22.183 0.000 45.91 27.20 3.12 27.6 4.817 22.200 0.000 45.86 27.20 3.12 27.3 4.806 22.216 0.000 45.81 27.20 3.11 27.1 4.794 22.233 0.000 45.75 27.20 3.11 26.8 4.782 22.250 0.000 45.70 27.20 3.10 26.6 4.771 22.266 0.000 45.65 27.20 3.10 26.4 4.760 22.283 0.000 45.60 27.20 3.10 26.2 4.750 22.300 0.000 45.55 27.20 3.09 25.9 4.739 22.316 0.000 45.50 27.20 3.09 25.7 4.729 22.333 0.000 45.45 27.20 3.09 25.5 4.719 22.350 0.000 45.40 27.20 3.08 25.3 4.709 22.366 0.000 45.35 27.20 3.08 25.1 4.700 22.383 0.000 45.30 27.20 3.08 24.9 4.690 22.400 0.000 45.25 27.20 3.07 24.7 4.681 22.416 0.000 45.20 27.20 3.07 24.6 4.672 22.433 0.000 45.15 27.20 3.07 24.4 4.663 22.450 0.000 45.10 27.20 3.06 24.2 4.654 22.466 0.000 45.05 27.20 3.06 24.0 4.646 22.483 0.000 45.00 27.20 3.06 23.8 4.638 22.500 0.000 44.95 27.20 3.06 23.7 4.629 22.516 0.000 44.90 27.20 3.05 23.5 4.621 22.533 0.000 44.85 27.20 3.05 23.4 4.614 22.550 0.000 44.80 27.20 3.05 23.2 4.606 22.566 0.000 44.76 27.20 3.05 23.0 4.598 22.583 0.000 44.71 27.20 3.04 22.9 4.591 22.600 0.000 44.66 27.20 3.04 22.7 4.584 22.616 0.000 44.62 27.20 3.04 22.6 4.576 22.633 0.000 44.57 27.20 3.04 22.4 4.569 22.650 0.000 44.52 27.20 3.03 22.3 4.563 22.666 0.000 44.48 27.20 3.03 22.2 4.556 22.683 0.000 44.43 27.20 3.03 22.0 4.549 22.700 0.000 44.38 27.20 3.03 21.9 4.543 22.716 0.000 44.34 27.20 3.03 21.8 4.536 22.733 0.000 44.29 27.20 3.02 21.6 4.530 22.750 0.000 44.24 27.20 3.02 21.5 4.524 22.766 0.000 44.19 27.20 3.02 21.4 4.518 22.783 0.000 44.15 27.20 3.02 21.3 4.512 22.800 0.000 44.10 27.20 3.01 21.1 4.506 22.816 0.000 44.05 27.20 3.01 21:0 4.500 22.833 0.000 44.01 27.20 3.01 20.9 4.495 22.850 0.000 43.96 27.20 3.01 20.8 4.489 22.866 0.000 43.92 27.20 3.01 20.7 4.484 22.883 0.000 43.87 27.20 3.01 20.6 4.478 22.900 0.000 43.83 27.20 3.00 20.5 4.473 22.916 0.000 43.78 27.20 3.00 20.4 4.468 Page 46 22.933 0.000 43.74 27.20 3.00 20.2 4.463 22.950 0.000 43.70 27.20 3.00 20.1 4.458 22.966 0.000 43.65 27.20 3.00 20.0 4.453 22.983 0.000 43.61 27.20 3.00 19.9 4.448 23.000 0.000 43.57 27.20 2.99 19.8 4.443 23.016 0.000 43.53 27.20 2.99 19.7 4.438 23.033 0.000 43.48 27.20 2.99 19.7 4.434 23.050 0.000 43.44 27.20 2.99 19.6 4.429 23.066 0.000 43.40 27.20 2.99 19.5 4.425 23.083 0.000 43.35 27.20 2.99 19.4 4.420 23.100 0.000 43.31 27.20 2.98 19.3 4.416 23.116 0.000 43.27 27.20 2.98 19.2 4.412 23.133 0.000 43.22 27.20 2.98 19.1 4.407 23.150 0.000 43.18 27.20 2.98 19.0 4.403 23.166 0.000 43.14 27.20 2.98 18.9 4.399 23.183 0.000 43.09 27.20 2.98 18.9 4.395 23.200 0.000 43.05 27.20 2.98 18.8 4.391 23.216 0.000 43.01 27.20 2.97 18.7 4.387 23.233 0.000 42.97 27.20 2.97 18.6 4.383 23.250 0.000 42.93 27.20 2.97 18.5 4.379 23.266 0.000 42.89 27.20 2.97 18.5 4.375 23.283 0.000 42.84 27.20 2.97 18.4 4.372 23.300 0.000 42.80 27.20 2.97 18.3 4.368 23.316 0.000 42.76 27.20 2.97 18.2 4.364 23.333 0.000 42.72 27.20 2.97 18.1 4.361 23.350 0.000 42.68 27.20 2.96 18.1 4.357 23.366 0.000 42.64 27.20 2.96 18.0 4.354 23.383 0.000 42.60 27.20 2.96 17.9 4.350 23.400 0.000 42.56 27.20 2.96 17.9 4.347 23.416 0.000 42.52 27.20 2.96 17.8 4.343 23.433 0.000 42.48 27.20 2.96 17.7 4.340 23.450 0.000 42.44 27.20 2.96 17.7 4.337 23.466 0.000 42.40 27.20 2.96 17.6 4.333 23.483 0.000 42.36 27.20 2.96 17.5 4.330 23.500 0.000 42.32 27.20 2.95 17.5 4.327 23.516 0.000 42.28 27.20 2.95 17.4 4.324 23.533 0.000 42.24 27.20 2.95 17.3 4.320 23.550 0.000 42.20 27.20 2.95 17.3 4.317 23.566 0.000 42.16 27.20 2.95 17.2 4.314 23.583 0.000 42.12 27.20 2.95 17.1 4.311 23.600 0.000 42.08 27.20 2.95 17.1 4.308 23.616 0.000 42.05 27.20 2.95 17.0 4.305 23.633 0.000 42.01 27.20 2.95 17.0 4.302 23.650 0.000 41.97 27.20 2.95 16.9 4.299 23.666 0.000 41.93 27.20 2.94 16.8 4.296 23.683 0.000 41.89 27.20 2.94 16.8 4.294 23.700 0.000 41.86 27.20 2.94 16.7 4.291 23.716 0.000 41.82 27.20 2.94 16.7 4.288 23.733 0.000 41.78 27.20 2.94 16.6 4.285 23.750 0.000 41.74 27.20 2.94 16.5 4.282 23.766 0.000 41.70 27.20 2.94 16.5 4.280 23.783 0.000 41.67 27.20 2.94 16.4 4.277 23.800 0.000 41.63 27.20 2.94 16.4 4.274 23.816 0.000 41.59 27.20 2.94 16.3 4.272 23.833 0.000 41.55 27.20 2.93 16.3 4.269 23.850 0.000 41.51 27.20 2.93 16.2 4.266 23.866 0.000 41.48 27.20 2.93 16.2 4.264 23.883 0.000 41.44 27.20 2.93 16.1 4.261 23.900 0.000 41.40 27.20 2.93 16.1 4.259 23.916 0.000 41.37 27.20 2.93 16.0 4.256 23.933 0.000 41.33 27.20 2.93 16.0 4.254 23.950 0.000 41.29 27.20 2.93 15.9 4.251 23.966 0.000 41.26 27.20 2.93 15.9 4.249 23.983 0.000 41.22 27.20 2.93 15.8 4.246 24.000 0.000 41.19 27.20 2.93 15.8 4.244 Page 47 24.016 0.000 41.15 27.20 2.93 15.7 4.241 24.033 0.000 41.12 27.20 2.92 15.7 4.239 24.050 0.000 41.08 27.20 2.92 15.6 4.237 24.066 0.000 41.05 27.20 2.92 15.6 4.234 24.083 0.000 41.01 27.20 2.92 15.5 4.232 24.100 0.000 40.97 27.20 2.92 15.5 4.230 24.116 0.000 40.94 27.20 2.92 15.4 4.227 24.133 0.000 40.90 27.20 2.92 15.4 4.225 24.150 0.000 40.87 27.20 2.92 15.3 4.223 24.166 0.000 40.83 27.20 2.92 15.3 4.220 24.183 0.000 40.80 27.20 2.92 15.2 4.218 24.200 0.000 40.76 27.20 2.92 15.2 4.216 24.216 0.000 40.73 27.20 2.92 15.1 4.214 24.233 0.000 40.59 27.20 2.92 15.1 4.211 24.250 0.000 39.06 27.20 2.91 15.0 4.207 24.266 0.000 37.08 27.20 2.91 14.9 4.200 24.283 0.000 35.11 27.20 2.91 14.7 4.191 24.300 0.000 33.13 27.20 2.90 14.5 4.179 24.316 0.000 31.15 27.20 2.90 14.3 4.165 24.333 0.000 29.17 27.20 2.89 13.9 4.148 24.350 0.000 27.19 27.20 2.89 13.6 4.129 24.366 0.000 25.22 27.20 2.88 13.2 4.109 24.383 0.000 23.24 27.20 2.87 12.7 4.086 24.400 0.000 21.26 27.20 2.86 12.2 4.061 24.416 0.000 19.28 27.20 2.86 11.7 4.033 24.433 0.000 17.31 27.20 2.85 11.1 4.005 24.450 0.000 15.33 27.20 2.84 10.5 3.974 24.466 0.000 13.35 27.20 2.82 9.9 3.941 24.483 0.000 11.37 27.20 2.81 9.2 3.907 24.500 0.000 9.39 27.20 2.80 8.5 3.870 24.516 0.000 7.42 27.20 2.78 8.1 3.832 24.533 0.000 5.44 27.20 2.76 8.0 3.791 24.550 0.000 3.46 27.20 2.74 7.9 3.747 24.566 0.000 1.48 27.20 2.72 7.8 3.701 24.583 0.000 0.00 27.20 2.70 7.8 3.653 24.600 0.000 0.00 27.20 2.68 7.7 3.605 24.616 0.000 0.00 27.20 2.66 7.6 3.557 24.633 0.000 0.00 27.20 2.64 7.5 3.509 24.650 0.000 0.00 27.20 2.62 7.4 3.461 24.666 0.000 0.00 27.20 2.59 7.3 3.414 24.683 0.000 0.00 27.20 2.57 7.3 3.366 24.700 0.000 0.00 27.20 2.55 7.2 3.319 24.716 0.000 0.00 27.20 2.53 7.1 3.272 24.733 0.000 0.00 27.20 2.51 7.0 3.225 24.750 0.000 0.00 27.20 2.49 6.9 3.178 24.766 0.000 0.00 27.20 2.47 6.8 3.131 24.783 0.000 0.00 27.20 2.45 6.8 3.084 24.800 0.000 0.00 27.20 2.42 6.7 3.037 24.816 0.000 0.00 27.20 2.40 6.6 2.991 24.833 0.000 0.00 27.20 2.38 6.5 2.944 24.850 0.000 0.00 27.20 2.36 6.4 2.898 24.866 0.000 0.00 27.20 2.34 6.4 2.852 24.883 0.000 0.00 27.20 2.32 6.3 2.806 24.900 0.000 0.00 27.20 2.30 6.2 2.760 24.916 0.000 0.00 27.20 2.28 6.1 2.714 24.933 0.000 0.00 27.20 2.26 6.0 2.668 24.950 0.000 0.00 27.20 2.24 5.9 2.622 24.966 0.000 0.00 27.20 2.22 5.9 2.577 24.983 0.000 0.00 27.20 2.20 5.8 2.531 25.000 0.000 0.00 27.20 2.18 5.7 2.486 25.016 0.000 0.00 27.20 2.16 5.6 2.441 25.033 0.000 0.00 27.20 2.14 5.5 2.396 25.050 0.000 0.00 27.20 2.12 5.5 2.351 25.066 0.000 0.00 27.20 2.10 5.4 2.306 25.083 0.000 0.00 27.20 2.08 5.3 2.261 Page 48 25.100 0.000 0.00 27.20 2.06 5.2 2.216 25.116 0.000 0.00 27.20 2.04 5.2 2.172 25.133 0.000 0.00 27.20 2.02 5.1 2.127 25.150 0.000 0.00 27.20 2.00 5.0 2.083 25.166 0.000 0.00 27.20 1.98 4.9 2.039 25.183 0.000 0.00 27.20 1.96 4.8 1.995 25.200 0.000 0.00 27.20 1.94 4.8 1.951 25.216 0.000 0.00 27.20 1.92 4.7 1.907 25.233 0.000 0.00 27.20 1.90 4.6 1.863 25.250 0.000 0.00 27.20 1.88 4.5 1.819 25.266 0.000 0.00 27.20 1.86 4.5 1.776 25.283 0.000 0.00 27.20 1.84 4.4 1.732 25.300 0.000 0.00 27.20 1.82 4.3 1.689 25.316 0.000 0.00 27.20 1.80 4.2 1.645 25.333 0.000 0.00 27.20 1.77 4.1 1.602 25.350 0.000 0.00 27.20 1.73 4.0 1.559 25.366 0.000 0.00 27.20 1.70 4.0 1.516 25.383 0.000 0.00 27.20 1.67 3.9 1.474 25.400 0.000 0.00 27.20 1.64 3.8 1.431 25.416 0.000 0.00 27.20 1.61 3.7 1.388 25.433 0.000 0.00 27.20 1.58 3.6 1.346 25.450 0.000 0.00 27.20 1.55 3.5 1.304 25.466 0.000 0.00 27.20 1.52 3.4 1.261 25.483 0.000 0.00 27.20 1.49 3.3 1.219 25.500 0.000 0.00 27.20 1.46 3.2 1.178 25.516 0.000 0.00 27.20 1.43 3.1 1.136 25.533 0.000 0.00 27.20 1.40 3.0 1.094 25.550 0.000 0.00 27.20 1.37 2.9 1.053 25.566 0.000 0.00 27.20 1.34 2.9 1.011 25.583 0.000 0.00 27.20 1.31 2.8 0.970 25.600 0.000 0.00 27.20 1.28 2.7 0.929 25.616 0.000 0.00 27.20 1.25 2.6 0.888 25.633 0.000 0.00 27.20 1.22 2.5 0.847 25.650 0.000 0.00 27.20 1.19 2.4 0.806 25.666 0.000 0.00 27.20 1.16 2.3 0.765 25.683 0.000 0.00 27.20 1.13 2.2 0.725 25.700 0.000 0.00 27.20 1.10 2.1 0.684 25.716 0.000 0.00 27.20 1.07 2.1 0.644 25.733 0.000 0.00 27.20 1.04 2.0 0.604 25.750 0.000 0.00 27.20 1.01 1.9 0.564 25.766 0.000 0.00 27.20 0.98 1.8 0.524 25.783 0.000 0.00 27.20 0.96 1.7 0.484 25.800 0.000 0.00 27.20 0.93 1.6 0.444 25.816 0.000 0.00 27.20 0.90 1.5 0.405 25.833 0.000 0.00 27.20 0.87 1.5 0.365 25.850 0.000 0.00 27.20 0.84 1.4 0.326 25.866 0.000 0.00 27.20 0.81 1.3 0.287 25.883 0.000 0.00 27.20 0.73 1.2 0.248 25.900 0.000 0.00 27.20 0.62 1.0 0.209 25.916 0.000 0.00 27.20 0.50 0.8 0.170 25.933 0.000 0.00 27.20 0.39 0.7 0.132 25.950 0.000 0.00 27.20 0.28 0.5 0.094 25.966 0.000 0.00 27.20 0.17 0.3 0.056 25.983 0.000 0.00 27.20 0.05 0.2 0.018 26.000 0.000 0.00 13.11 0.00 0.0 0.000 26.016 0.000 0.00 0.00 0.00 0.0 0.000 26.033 0.000 0.00 0.00 0.00 0.0 0.000 26.050 0.000 0.00 0.00 0.00 0.0 0.000 26.066 0.000 0.00 0.00 0.00 0.0 0.000 26.083 0.000 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0.00 0.0 0.000 35.266 0.000 0.00 0.00 0.00 0.0 0.000 35.283 0.000 0.00 0.00 0.00 0.0 0.000 35.300 0.000 0.00 0.00 0.00 0.0 0.000 35.316 0.000 0.00 0.00 0.00 0.0 0.000 35.333 0.000 0.00 0.00 0.00 0.0 0.000 35.350 0.000 0.00 0.00 0.00 0.0 0.000 35.366 0.000 0.00 0.00 0.00 0.0 0.000 35.383 0.000 0.00 0.00 0.00 0.0 0.000 35.400 0.000 0.00 0.00 0.00 0.0 0.000 35.416 0.000 0.00 0.00 0.00 0.0 0.000 35.433 0.000 0.00 0.00 0.00 0.0 0.000 35.450 0.000 0.00 0.00 0.00 0.0 0.000 35.466 0.000 0.00 0.00 0.00 0.0 0.000 35.483 0.000 0.00 0.00 0.00 0.0 0.000 35.500 0.000 0.00 0.00 0.00 0.0 0.000 35.516 0.000 0.00 0.00 0.00 0.0 0.000 35.533 0.000 0.00 0.00 0.00 0.0 0.000 35.550 0.000 0.00 0.00 0.00 0.0 0.000 35.566 0.000 0.00 0.00 0.00 0.0 0.000 35.583 0.000 0.00 0.00 0.00 0.0 0.000 35.600 0.000 0.00 0.00 0.00 0.0 0.000 35.616 0.000 0.00 0.00 0.00 0.0 0.000 35.633 0.000 0.00 0.00 0.00 0.0 0.000 35.650 0.000 0.00 0.00 0.00 0.0 0.000 35.666 0.000 0.00 0.00 0.00 0.0 0.000 35.683 0.000 0.00 0.00 0.00 0.0 0.000 35.700 0.000 0.00 0.00 0.00 0.0 0.000 35.716 0.000 0.00 0.00 0.00 0.0 0.000 35.733 0.000 0.00 0.00 0.00 0.0 0.000 35.750 0.000 0.00 0.00 0.00 0.0 0.000 35.766 0.000 0.00 0.00 0.00 0.0 0.000 35.783 0.000 0.00 0.00 0.00 0.0 0.000 35.800 0.000 0.00 0.00 0.00 0.0 0.000 35.816 0.000 0.00 0.00 0.00 0.0 0.000 35.833 0.000 0.00 0.00 0.00 0.0 0.000 35.850 0.000 0.00 0.00 0.00 0.0 0.000 35.866 0.000 0.00 0.00 0.00 0.0 0.000 35.883 0.000 0.00 0.00 0.00 0.0 0.000 35.900 0.000 0.00 0.00 0.00 0.0 0.000 35.916 0.000 0.00 0.00 0.00 0.0 0.000 Page 58 35.933 0.000 0.00 0.00 0.00 0.0 0.000 35.950 0.000 0.00 0.00 0.00 0.0 0.000 35.966 0.000 0.00 0.00 0.00 0.0 0.000 35.983 0.000 0.00 0.00 0.00 0.0 0.000 36.000 0.000 0.00 0.00 0.00 0.0 0.000 36.016 0.000 0.00 0.00 0.00 0.0 0.000 36.033 0.000 0.00 0.00 0.00 0.0 0.000 36.050 0.000 0.00 0.00 0.00 0.0 0.000 36.066 0.000 0.00 0.00 0.00 0.0 0.000 36.083 0.000 0.00 0.00 0.00 0.0 0.000 36.100 0.000 0.00 0.00 0.00 0.0 0.000 36.116 0.000 0.00 0.00 0.00 0.0 0.000 36.133 0.000 0.00 0.00 0.00 0.0 0.000 36.150 0.000 0.00 0.00 0.00 0.0 0.000 36.166 0.000 0.00 0.00 0.00 0.0 0.000 36.183 0.000 0.00 0.00 0.00 0.0 0.000 36.200 0.000 0.00 0.00 0.00 0.0 0.000 36.216 0.000 0.00 0.00 0.00 0.0 0.000 36.233 0.000 0.00 0.00 0.00 0.0 0.000 36.250 0.000 0.00 0.00 0.00 0.0 0.000 36.266 0.000 0.00 0.00 0.00 0.0 0.000 36.283 0.000 0.00 0.00 0.00 0.0 0.000 36.300 0.000 0.00 0.00 0.00 0.0 0.000 36.316 0.000 0.00 0.00 0.00 0.0 0.000 36.333 0.000 0.00 0.00 0.00 0.0 0.000 36.350 0.000 0.00 0.00 0.00 0.0 0.000 36.366 0.000 0.00 0.00 0.00 0.0 0.000 36.383 0.000 0.00 0.00 0.00 0.0 0.000 36.400 0.000 0.00 0.00 0.00 0.0 0.000 36.416 0.000 0.00 0.00 0.00 0.0 0.000 36.433 0.000 0.00 0.00 0.00 0.0 0.000 36.450 0.000 0.00 0.00 0.00 0.0 0.000 36.466 0.000 0.00 0.00 0.00 0.0 0.000 36.483 0.000 0.00 0.00 0.00 0.0 0.000 36.500 0.000 0.00 0.00 0.00 0.0 0.000 36.516 0.000 0.00 0.00 0.00 0.0 0.000 36.533 0.000 0.00 0.00 0.00 0.0 0.000 36.550 0.000 0.00 0.00 0.00 0.0 0.000 36.566 0.000 0.00 0.00 0.00 0.0 0.000 36.583 0.000 0.00 0.00 0.00 0.0 0.000 36.600 0.000 0.00 0.00 0.00 0.0 0.000 36.616 0.000 0.00 0.00 0.00 0.0 0.000 36.633 0.000 0.00 0.00 0.00 0.0 0.000 36.650 0.000 0.00 0.00 0.00 0.0 0.000 36.666 0.000 0.00 0.00 0.00 0.0 0.000 36.683 0.000 0.00 0.00 0.00 0.0 0.000 36.700 0.000 0.00 0.00 0.00 0.0 0.000 36.716 0.000 0.00 0.00 0.00 0.0 0.000 36.733 0.000 0.00 0.00 0.00 0.0 0.000 36.750 0.000 0.00 0.00 0.00 0.0 0.000 36.766 0.000 0.00 0.00 0.00 0.0 0.000 36.783 0.000 0.00 0.00 0.00 0.0 0.000 36.800 0.000 0.00 0.00 0.00 0.0 0.000 36.816 0.000 0.00 0.00 0.00 0.0 0.000 36.833 0.000 0.00 0.00 0.00 0.0 0.000 36.850 0.000 0.00 0.00 0.00 0.0 0.000 36.866 0.000 0.00 0.00 0.00 0.0 0.000 36.883 0.000 0.00 0.00 0.00 0.0 0.000 36.900 0.000 0.00 0.00 0.00 0.0 0.000 36.916 0.000 0.00 0.00 0.00 0.0 0.000 36.933 0.000 0.00 0.00 0.00 0.0 0.000 36.950 0.000 0.00 0.00 0.00 0.0 0.000 36.966 0.000 0.00 0.00 0.00 0.0 0.000 36.983 0.000 0.00 0.00 0.00 0.0 0.000 37.000 0.000 0.00 0.00 0.00 0.0 0.000 Page 59 37.016 0.000 0.00 0.00 0.00 0.0 0.000 37.033 0.000 0.00 0.00 0.00 0.0 0.000 37.050 0.000 0.00 0.00 0.00 0.0 0.000 37.066 0.000 0.00 0.00 0.00 0.0 0.000 37.083 0.000 0.00 0.00 0.00 0.0 0.000 37.100 0.000 0.00 0.00 0.00 0.0 0.000 37.116 0.000 0.00 0.00 0.00 0.0 0.000 37.133 0.000 0.00 0.00 0.00 0.0 0.000 37.150 0.000 0.00 0.00 0.00 0.0 0.000 37.166 0.000 0.00 0.00 0.00 0.0 0.000 37.183 0.000 0.00 0.00 0.00 0.0 0.000 37.200 0.000 0.00 0.00 0.00 0.0 0.000 37.216 0.000 0.00 0.00 0.00 0.0 0.000 37.233 0.000 0.00 0.00 0.00 0.0 0.000 37.250 0.000 0.00 0.00 0.00 0.0 0.000 37.266 0.000 0.00 0.00 0.00 0.0 0.000 37.283 0.000 0.00 0.00 0.00 0.0 0.000 37.300 0.000 0.00 0.00 0.00 0.0 0.000 37.316 0.000 0.00 0.00 0.00 0.0 0.000 37.333 0.000 0.00 0.00 0.00 0.0 0.000 37.350 0.000 0.00 0.00 0.00 0.0 0.000 37.366 0.000 0.00 0.00 0.00 0.0 0.000 37.383 0.000 0.00 0.00 0.00 0.0 0.000 37.400 0.000 0.00 0.00 0.00 0.0 0.000 37.416 0.000 0.00 0.00 0.00 0.0 0.000 37.433 0.000 0.00 0.00 0.00 0.0 0.000 37.450 0.000 0.00 0.00 0.00 0.0 0.000 37.466 0.000 0.00 0.00 0.00 0.0 0.000 37.483 0.000 0.00 0.00 0.00 0.0 0.000 37.500 0.000 0.00 0.00 0.00 0.0 0.000 37.516 0.000 0.00 0.00 0.00 0.0 0.000 37.533 0.000 0.00 0.00 0.00 0.0 0.000 37.550 0.000 0.00 0.00 0.00 0.0 0.000 37.566 0.000 0.00 0.00 0.00 0.0 0.000 37.583 0.000 0.00 0.00 0.00 0.0 0.000 37.600 0.000 0.00 0.00 0.00 0.0 0.000 37.616 0.000 0.00 0.00 0.00 0.0 0.000 37.633 0.000 0.00 0.00 0.00 0.0 0.000 37.650 0.000 0.00 0.00 0.00 0.0 0.000 37.666 0.000 0.00 0.00 0.00 0.0 0.000 37.683 0.000 0.00 0.00 0.00 0.0 0.000 37.700 0.000 0.00 0.00 0.00 0.0 0.000 37.716 0.000 0.00 0.00 0.00 0.0 0.000 37.733 0.000 0.00 0.00 0.00 0.0 0.000 37.750 0.000 0.00 0.00 0.00 0.0 0.000 37.766 0.000 0.00 0.00 0.00 0.0 0.000 37.783 0.000 0.00 0.00 0.00 0.0 0.000 37.800 0.000 0.00 0.00 0.00 0.0 0.000 37.816 0.000 0.00 0.00 0.00 0.0 0.000 37.833 0.000 0.00 0.00 0.00 0.0 0.000 37.850 0.000 0.00 0.00 0.00 0.0 0.000 37.866 0.000 0.00 0.00 0.00 0.0 0.000 37.883 0.000 0.00 0.00 0.00 0.0 0.000 37.900 0.000 0.00 0.00 0.00 0.0 0.000 37.916 0.000 0.00 0.00 0.00 0.0 0.000 37.933 0.000 0.00 0.00 0.00 0.0 0.000 37.950 0.000 0.00 0.00 0.00 0.0 0.000 37.966 0.000 0.00 0.00 0.00 0.0 0.000 37.983 0.000 0.00 0.00 O.UO 0.0 0.000' 38.000 0.000 0.00 0.00 0.00 0.0 0.000 38.016 0.000 0.00 0.00 0.00 0.0 0.000 38.033 0.000 0.00 0.00 0.00 0.0 0.000 38.050 0.000 0.00 0.00 0.00 0.0 0.000 38.066 0.000 0.00 0.00 0.00 0.0 0.000 38.083 0.000 0.00 0.00 0.00 0.0 0.000 Page 60 38.100 0.000 0.00 0.00 0.00 0.0 0.000 38.116 0.000 0.00 0.00 0.00 0.0 0.000 38.133 0.000 0.00 0.00 0.00 0.0 0.000 38.150 0.000 0.00 0.00 0.00 0.0 0.000 38.166 0.000 0.00 0.00 0.00 0.0 0.000 38.183 0.000 0.00 0.00 0.00 0.0 0.000 38.200 0.000 0.00 0.00 0.00 0.0 0.000 38.216 0.000 0.00 0.00 0.00 0.0 0.000 38.233 0.000 0.00 0.00 0.00 0.0 0.000 38.250 0.000 0.00 0.00 0.00 0.0 0.000 38.266 0.000 0.00 0.00 0.00 0.0 0.000 38.283 0.000 0.00 0.00 0.00 0.0 0.000 38.300 0.000 0.00 0.00 0.00 0.0 0.000 38.316 0.000 0.00 0.00 0.00 0.0 0.000 38.333 0.000 0.00 0.00 0.00 0.0 0.000 38.350 0.000 0.00 0.00 0.00 0.0 0.000 38.366 0.000 0.00 0.00 0.00 0.0 0.000 38.383 0.000 0.00 0.00 0.00 0.0 0.000 38.400 0.000 0.00 0.00 0.00 0.0 0.000 38.416 0.000 0.00 0.00 0.00 0.0 0.000 38.433 0.000 0.00 0.00 0.00 0.0 0.000 38.450 0.000 0.00 0.00 0.00 0.0 0.000 38.466 0.000 0.00 0.00 0.00 0.0 0.000 38.483 0.000 0.00 0.00 0.00 0.0 0.000 38.500 0.000 0.00 0.00 0.00 0.0 0.000 38.516 0.000 0.00 0.00 0.00 0.0 0.000 38.533 0.000 0.00 0.00 0.00 0.0 0.000 38.550 0.000 0.00 0.00 0.00 0.0 0.000 38.566 0.000 0.00 0.00 0.00 0.0 0.000 38.583 0.000 0.00 0.00 0.00 0.0 0.000 38.600 0.000 0.00 0.00 0.00 0.0 0.000 38.616 0.000 0.00 0.00 0.00 0.0 0.000 38.633 0.000 0.00 0.00 0.00 0.0 0.000 38.650 0.000 0.00 0.00 0.00 0.0 0.000 38.666 0.000 0.00 0.00 0.00 0.0 0.000 38.683 0.000 0.00 0.00 0.00 0.0 0.000 38.700 0.000 0.00 0.00 0.00 0.0 0.000 38.716 0.000 0.00 0.00 0.00 0.0 0.000 38.733 0.000 0.00 0.00 0.00 0.0 0.000 38.750 0.000 0.00 0.00 0.00 0.0 0.000 38.766 0.000 0.00 0.00 0.00 0.0 0.000 38.783 0.000 0.00 0.00 0.00 0.0 0.000 38.800 0.000 0.00 0.00 0.00 0.0 0.000 38.816 0.000 0.00 0.00 0.00 0.0 0.000 38.833 0.000 0.00 0.00 0.00 0.0 0.000 38.850 0.000 0.00 0.00 0.00 0.0 0.000 38.866 0.000 0.00 0.00 0.00 0.0 0.000 38.883 0.000 0.00 0.00 0.00 0.0 0.000 38.900 0.000 0.00 0.00 0.00 0.0 0.000 38.916 0.000 0.00 0.00 0.00 0.0 0.000 38.933 0.000 0.00 0.00 0.00 0.0 0.000 38.950 0.000 0.00 0.00 0.00 0.0 0.000 38.966 0.000 0.00 0.00 0.00 0.0 0.000 38.983 0.000 0.00 0.00 0.00 0.0 0.000 39.000 0.000 0.00 0.00 0.00 0.0 0.000 39.016 0.000 0.00 0.00 0.00 0.0 0.000 39.033 0.000 0.00 0.00 0.00 0.0 0.000 39.050 0.000 0.00 0.00 0.00 0.0 0.000 39.066 0.000 0.00 0.00 0.00 0.0 0.000 39.083 0.000 0.00 0.00 0.00 0.0 0.000 39.100 0.000 0.00 0.00 0.00 0.0 0.000 39.116 0.000 0.00 0.00 0.00 0.0 0.000 39.133 0.000 0.00 0.00 0.00 0.0 0.000 39.150 0.000 0.00 0.00 0.00 0.0 0.000 39.166 0.000 0.00 0.00 0.00 0.0 0.000 Page 61 39.183 0.000 0.00 0.00 0.00 0.0 0.000 39.200 0.000 0.00 0.00 0.00 0.0 0.000 39.216 0.000 0.00 0.00 0.00 0.0 0.000 39.233 0.000 0.00 0.00 0.00 0.0 0.000 39.250 0.000 0.00 0.00 0.00 0.0 0.000 39.266 0.000 0.00 0.00 0.00 0.0 0.000 39.283 0.000 0.00 0.00 0.00 0.0 0.000 39.300 0.000 0.00 0.00 0.00 0.0 0.000 39.316 0.000 0.00 0.00 0.00 0.0 0.000 39.333 0.000 0.00 0.00 0.00 0.0 0.000 39.350 0.000 0.00 0.00 0.00 0.0 0.000 39.366 0.000 0.00 0.00 0.00 0.0 0.000 39.383 0.000 0.00 0.00 0.00 0.0 0.000 39.400 0.000 0.00 0.00 0.00 0.0 0.000 39.416 0.000 0.00 0.00 0.00 0.0 0.000 39.433 0.000 0.00 0.00 0.00 0.0 0.000 39.450 0.000 0.00 0.00 0.00 0.0 0.000 39.466 0.000 0.00 0.00 0.00 0.0 0.000 39.483 0.000 0.00 0.00 0.00 0.0 0.000 39.500 0.000 0.00 0.00 0.00 0.0 0.000 39.516 0.000 0.00 0.00 0.00 0.0 0.000 39.533 0.000 0.00 0.00 0.00 0.0 0.000 39.550 0.000 0.00 0.00 0.00 0.0 0.000 39.566 0.000 0.00 0.00 0.00 0.0 0.000 39.583 0.000 0.00 0.00 0.00 0.0 0.000 39.600 0.000 0.00 0.00 0.00 0.0 0.000 39.616 0.000 0.00 0.00 0.00 0.0 0.000 39.633 0.000 0.00 0.00 0.00 0.0 0.000 39.650 0.000 0.00 0.00 0.00 0.0 0.000 39.666 0.000 0.00 0.00 0.00 0.0 0.000 39.683 0.000 0.00 0.00 0.00 0.0 0.000 39.700 0.000 0.00 0.00 0.00 0.0 0.000 39.716 0.000 0.00 0.00 0.00 0.0 0.000 39.733 0.000 0.00 0.00 0.00 0.0 0.000 39.750 0.000 0.00 0.00 0.00 0.0 0.000 39.766 0.000 0.00 0.00 0.00 0.0 0.000 39.783 0.000 0.00 0.00 0.00 0.0 0.000 39.800 0.000 0.00 0.00 0.00 0.0 0.000 39.816 0.000 0.00 0.00 0.00 0.0 0.000 39.833 0.000 0.00 0.00 0.00 0.0 0.000 39.850 0.000 0.00 0.00 0.00 0.0 0.000 39.866 0.000 0.00 0.00 0.00 0.0 0.000 39.883 0.000 0.00 0.00 0.00 0.0 0.000 39.900 0.000 0.00 0.00 0.00 0.0 0.000 39.916 0.000 0.00 0.00 0.00 0.0 0.000 39.933 0.000 0.00 0.00 0.00 0.0 0.000 39.950 0.000 0.00 0.00 0.00 0.0 0.000 39.966 0.000 0.00 0.00 0.00 0.0 0.000 39.983 0.000 0.00 0.00 0.00 0.0 0.000 40.000 0.000 0.00 0.00 0.00 0.0 0.000 ---------------------------------------------------------------------------- PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 137.989 AF BASIN STORAGE = 0.000 AF (WITH 0.000 AF INITIALLY FILLED) OUTFLOW VOLUME = 80.334 AF LOSS VOLUME = 57.654 AF FLOW PROCESS FROM NODE 400.00 TO NODE 400.00 IS CODE = 11 ---------------------------------------------------------------------------- »»>VIEW STREAM NUMBER 1 HYDROGRAPH««< STREAM HYDROGRAPH IN ONE -MINUTE UNIT INTERVALS(CFS) Page 62 Page 63 (Notes: Time indicated is at END of Each Unit Intervals. Peak 5 -minute rainfall intensity is modeled as a constant value for entire 5 -minute period.) ---------------------------------------------------------------------------- TIME(HRS) VOLUME(AF) Q(CFS) 0. 50.0 100.0 150.0 200.0 ---------------------------------------------------------------------------- 0.017 0.0000 0.00 Q 0.033 0.0000 0.00 Q 0.050 0.0000 0.00 Q 0.067 0.0000 0.00 Q 0.083 0.0000 0.00 Q 0.100 0.0000 0.00 Q 0.117 0.0000 0.00 Q 0.133 0.0000 0.00 Q 0.150 0.0000 0.00 Q 0.167 0.0000 0.00 Q 0.183 0.0000 0.00 Q 0.200 0.0000 0.00 Q 0.217 0.0000 0.00 Q 0.233 0.0000 0.00 Q 0.250 0.0000 0.00 Q 0.267 0.0000 0.00 Q 0.283 0.0000 0.00 Q 0.300 0.0000 0.00 Q 0.317 0.0000 0.00 Q 0.333 0.0000 0.00 Q 0.350 0.0000 0.00 Q 0.367 0.0000 0.00 Q 0.383 0.0000 0.00 Q 0.400 0.0000 0.00 Q 0.417 0.0000 0.00 Q 0.433 0.0000 0.00 Q 0.450 0.0000 0.00 Q 0.467 0.0000 0.00 Q 0.483 0.0000 0.01 Q 0.500 0.0000 0.03 Q 0.517 0.0001 0.06 Q 0.533 0.0003 0.10 Q 0.550 0.0005 0.15 Q 0.567 0.0008 0.22 Q 0.583 0.0012 0.30 Q 0.600 0.0017 0.38 Q 0.617 0.0023 0.46 Q 0.633 0.0031 0.54 Q 0.650 0.0039 0.62 Q 0.667 0.0049 0.70 Q 0.683 0.0060 0.78 Q 0.700 0.0072 0.86 Q 0.717 0.0085 0.94 Q 0.733 0.0099 1.02 Q 0.750 0.0114 1.10 Q 0.767 0.0130 1.17 Q 0.783 0.0147 1.23 Q 0.800 0.0164 1.26 Q 0.817 0.0182 1.30 Q 0.833 0.0201 1.34 Q 0.850 0.0220 1.38 Q 0.867 0.0239 1.41 Q 0.883 0.0259 - 1.45 Q 0.900 0.0280 1.49 Q 0.917 0.0301 1.53 Q 0.933 0.0322 1.56 Q 0.950 0.0344 1.60 Q 0.967 0.0367 1.64 Q 0.983 0.0390 1.67 Q Page 63 1.000 0.0413 1.71 Q 1.017 0.0438 1.75 Q 1.033 0.0462 1.79 Q 1.050 0.0487 1.82 Q 1.067 0.0513 1.86 Q 1.083 0.0539 1.90 Q 1.100 0.0566 1.93 Q 1.117 0.0593 1.97 Q 1.133 0.0620 2.01 Q 1.150 0.0649 2.04 Q 1.167 0.0677 2.08 Q 1.183 0.0706 2.12 Q 1.200 0.0736 2.15 Q 1.217 0.0766 2.19 Q 1.233 0.0797 2.23 Q 1.250 0.0828 2.26 Q 1.267 0.0860 2.30 Q 1.283 0.0892 2.34 Q 1.300 0.0925 2.37 Q 1.317 0.0958 2.41 Q 1.333 0.0991 2.44 Q 1.350 0.1026 2.48 Q 1.367 0.1060 2.52 Q 1.383 0.1095 2.55 Q 1.400 0.1131 2.59 Q 1.417 0.1167 2.62 Q 1.433 0.1204 2.66 Q 1.450 0.1241 2.70 Q 1.467 0.1279 2.73 Q 1.483 0.1317 2.77 Q 1.500 0.1355 2.80 Q 1.517 0.1395 2.84 Q 1.533 0.1434 2.87 Q 1.550 0.1474 2.91 Q 1.567 0.1515 2.94 Q 1.583 0.1556 2.98 Q 1.600 0.1597 3.01 Q 1.617 0.1639 3.05 Q 1.633 0.1682 3.08 Q 1.650 0.1725 3.12 Q 1.667 0.1768 3.15 Q 1.683 0.1812 3.19 Q 1.700 0.1857 3.22 Q 1.717 0.1901 3.26 Q 1.733 0.1947 3.29 Q 1.750 0.1993 3.33 Q 1.767 0.2039 3.36 Q 1.783 0.2086 3.40 Q 1.800 0.2133 3.43 Q 1.817 0.2181 3.47 Q 1.833 0.2229 3.50 Q 1.850 0.2278 3.54 Q 1.867 0.2327 3.57 Q 1.883 0.2377 3.61 Q 1.900 0.2427 3.64 Q 1.917 0.2478 3.68 Q 1.933 0.2529 3.71 Q 1.950 0.2580 3.74 Q 1.967 0:2632 3.78 Q 1.983 0.2685 3.81 Q 2.000 0.2738 3.85 Q 2.017 0.2791 3.88 Q 2.033 0.2845 3.92 Q 2.050 0.2900 3.95 Q 2.067 0.2954 3.98 Q Page 64 2.083 0.3010 4.02 Q 2.100 0.3066 4.05 Q 2.117 0.3122 4.09 Q 2.133 0.3179 4.12 Q 2.150 0.3236 4.15 Q 2.167 0.3294 4.19 Q 2.183 0.3352 4.22 Q 2.200 0.3410 4.24 Q 2.217 0.3469 4.27 Q 2.233 0.3528 4.30 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Page 73 11.833 16.4747 37.65 QV . 11.850 16.5266 37.73 QV . 11.867 16.5787 37.81 QV . 11.883 16.6309 37.89 QV . 11.900 16.6832 37.97 QV . 11.917 16.7356 38.05 QV . 11.933 16.7881 38.12 QV . 11.950 16.8407 38.20 QV . 11.967 16.8934 38.27 QV . 11.983 16.9462 38.34 QV . 12.000 16.9991 38.40 QV . 12.017 17.0521 38.47 QV . 12.033 17.1052 38.53 QV . 12.050 17.1584 38.59 QV . 12.067 17.2116 38.65 QV . 12.083 17.2649 38.71 QV . 12.100 17.3183 38.76 QV . 12.117 17.3718 38.82 QV . 12.133 17.4253 38.87 QV . 12.150 17.4789 38.92 QV . 12.167 17.5326 38.97 QV . 12.183 17.5864 39.02 QV . 12.200 17.6402 39.07 QV . 12.217 17.6940 39.11 QV . 12.233 17.7480 39.16 QV . 12.250 17.8020 39.20 QV . 12.267 17.8560 39.24 QV . 12.283 17.9101 39.27 QV . 12.300 17.9643 39.31 QV . 12.317 18.0185 39.34 QV . 12.333 18.0727 39.37 QV . 12.350 18.1269 39.39 Q V. 12.367 18.1812 39.42 Q V. 12.383 18.2356 39.44 Q V. 12.400 18.2899 39.46 Q V. 12.417 18.3443 39.47 Q V. 12.433 18.3987 39.49 Q V. 12.450 18.4531 39.50 Q V. 12.467 18.5075 39.51 Q V. 12.483 18.5619 39.51 Q V. 12.500 18.6163 39.52 Q V. 12.517 18.6708 39.52 Q V. 12.533 18.7252 39.53 Q V. 12.550 18.7797 39.52 Q V. 12.567 18.8341 39.52 Q V. 12.583 18.8885 39.52 Q V. 12.600 18.9430 39.52 Q V. 12.617 18.9974 39.52 Q V. 12.633 19.0519 39.54 Q V. 12.650 19.1063 39.55 Q V. 12.667 19.1609 39.57 Q V. 12.683 19.2154 39.60 Q V. 12.700 19.2700 39.63 Q V. 12.717 19.3246 39.66 Q V. 12.733 19.3793 39.70 Q V. 12.750 19.4340 39.74 Q V. 12.767 19.4888 39.79 Q V. 12.783 19.5437 39.84 Q V. 12.800 19.5987 39.90 Q V. 12.817 19.6537 39.96 Q V. 12.833 19.7089 40.02 QV. 12.850 19.7641 40.09 QV. 12.867 19.8194 40.16 QV. 12.883 19.8748 40.24 QV. 12.900 19.9303 40.31 QV. Page 74 12.917 19.9860 40.39 QV. 12.933 20.0417 40.48 QV. 12.950 20.0976 40.56 Q v 12.967 20.1536 40.65 Q v 12.983 20.2097 40.74 Q v 13.000 20.2659 40.82 Q v 13.017 20.3223 40.91 Q v 13.033 20.3788 41.00 Q V 13.050 20.4354 41.09 Q v 13.067 20.4921 41.18 Q v 13.083 20.5489 41.27 Q V 13.100 20.6059 41.36 Q V 13.117 20.6630 41.45 Q V 13.133 20.7202 41.54 Q V 13.150 20.7776 41.64 Q v 13.167 20.8350 41.73 Q v 13.183 20.8927 41.82 Q v 13.200 20.9504 41.92 Q V 13.217 21.0083 42.01 Q V 13.233 21.0663 42.11 Q V 13.250 21.1244 42.21 Q V 13.267 21.1827 42.30 Q V 13.283 21.2411 42.40 Q v 13.300 21.2996 42.51 Q V 13.317 21.3583 42.62 Q v 13.333 21.4172 42.73 Q v 13.350 21.4762 42.85 Q V 13.367 21.5354 42.97 Q v 13.383 21.5948 43.10 Q v 13.400 21.6543 43.23 Q V 13.417 21.7140 43.36 Q v 13.433 21.7739 43.50 Q v 13.450 21.8340 43.64 Q v 13.467 21.8943 43.78 Q v 13.483 21.9549 43.93 Q v 13.500 22.0156 44.08 Q v 13.517 22.0765 44.24 Q V 13.533 22.1377 44.39 Q .v 13.550 22.1990 44.56 Q .v 13.567 22.2606 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14.233 24.9207 52.00 Q v 14.250 24.9926 52.23 Q v 14.267 25.0649 52.46 Q V 14.283 25.1374 52.69 Q v 14.300 25.2103 52.93 Q v 14.317 25.2836 53.16 Q v 14.333 25.3571 53.40 Q v 14.350 25.4310 53.63 Q v 14.367 25.5052 53.86 Q v 14.383 25.5797 54.10 Q v 14.400 25.6545 54.33 Q v 14.417 25.7297 54.57 Q v 14.433 25.8052 54.80 Q v 14.450 25.8810 55.04 Qv 14.467 25.9571 55.27 Qv 14.483 26.0336 55.50 QV 14.500 26.1103 55.74 Q v 14.517 26.1874 55.97 Q V 14.533 26.2649 56.21 Q v 14.550 26.3426 56.44 Q v 14.567 26.4207 56.67 Q v 14.583 26.4990 56.91 Q v 14.600 26.5777 57.14 Q v 14.617 26.6568 57.37 Q v 14.633 26.7361 57.61 Q V 14.650 26.8158 57.85 Q v 14.667 26.8958 58.10 Q v 14.683 26.9762 58.36 Q v 14.700 27.0570 58.63 Q v 14.717 27.1381 58.92 Q v 14.733 27.2197 59.22 Q v 14.750 27.3017 59.53 Q v 14.767 27.3841 59.85 Q v 14.783 27.4670 60.19 QV 14.800 27.5504 60.53 QV 14.817 27.6343 60.88 QV 14.833 27.7186 61.25 QV 14.850 27.8035 61.62 QV 14.867 27.8889 62.00 QV 14.883 27.9748 62.39 QV 14.900 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35.8123 81.93 QV 16.250 35.9270 83.28 Qv 16.267 36.0436 84.67 QV 16.283 36.1622 86.07 QV . 16.300 36.2827 87.52 QV . 16.317 36.4054 89.05 QV . 16.333 36.5302 90.65 Q . 16.350 36.6573 92.26 Q . 16.367 36.7865 93.79 Q . 16.383 36.9177 95.24 VQ. 16.400 37.0507 96.61 VQ. 16.417 37.1855 97.88 VQ. 16.433 37.3220 99.03 VQ. 16.450 37.4598 100.08 v Q 16.467 37.5990 101.06 v Q 16.483 37.7394 101.96 V Q 16.500 37.8810 102.80 v Q 16.517 38.0237 103.56 v Q 16.533 38.1673 104.24 VQ 16.550 38.3117 104.84 VQ 16.567 38.4568 105.35 V.Q 16.583 38.6025 105.80 V.Q 16.600 38.7488 106.19 V.Q 16.617 38.8955 106.52 V.Q 16.633 39.0426 106.78 V.Q 16.650 39.1899 106.98 V.Q 16.667 39.3375 107.11 V.Q 16.683 39.4851 107.18 V.Q 16.700 39.6328 107.20 V.Q 16.717 39.7804 107.19 V.Q 16.733 39.9280 107.18 V.Q 16.750 40.0756 107.17 V.Q 16.767 40.2232 107.15 VQ 16.783 40.3708 107.13 VQ 16.800 40.5183 107.11 VQ 16.817 40.6658 107.08 VQ 16.833 40.8133 107.05 VQ 16.850 40.9607 107.01 VQ 16.867 41.1080 106.97 VQ 16.883 41.2553 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V 18.033 51.0975 99.25 Q. v 18.050 51.2340 99.11 Q. v 18.067 51.3703 98.96 Q. v 18.083 51.5064 98.82 Q. v 18.100 51.6423 98.67 Q. v 18.117 51.7780 98.53 Q. v 18.133 51.9136 98.38 Q. v 18.150 52.0489 98.24 Q. v 18.167 52.1840 98.09 Q. v 18.183 52.3189 97.94 Q. v 18.200 52.4536 97.79 Q. v 18.217 52:5881 97.63 Q. V 18.233 52.7223 97.48 Q. v 18.250 52.8564 97.33 Q. v 18.267 52.9902 97.17 Q. v 18.283 53.1239 97.02 Q. v 18.300 53.2573 96.87 Q. v 18.317 53.3905 96.72 Q. V Page 79 18.333 53.5236 96.57 Q. v 18.350 53.6564 96.42 Q. v 18.367 53.7890 96.27 Q. v 18.383 53.9214 96.12 Q. v 18.400 54.0536 95.98 Q• v 18.417 54.1856 95.83 Q. v 18.433 54.3174 95.68 Q. v 18.450 54.4490 95.53 Q. v 18.467 54.5803 95.38 Q. v 18.483 54.7115 95.24 Q. v 18.500 54.8425 95.09 Q• v 18.517 54.9733 94.94 Q v 18.533 55.1038 94.79 Q v 18.550 55.2342 94.64 Q v 18.567 55.3643 94.49 Q v 18.583 55.4943 94.35 Q v 18.600 55.6241 94.20 Q v 18.617 55.7536 94.05 Q v 18.633 55.8829 93.90 Q v 18.650 56.0121 93.75 Q v 18.667 56.1410 93.60 Q v 18.683 56.2697 93.45 Q v 18.700 56.3982 93.30 Q v 18.717 56.5265 93.15 Q v 18.733 56.6546 93.00 Q v . 18.750 56.7825 92.85 Q v 18.767 56.9102 92.70 Q v 18.783 57.0377 92.55 Q v 18.800 57.1650 92.40 Q v 18.817 57.2920 92.25 Q v 18.833 57.4189 92.10 Q v 18.850 57.5455 91.95 Q v . 18.867 57.6720 91.80 Q v 18.883 57.7982 91.65 Q v 18.900 57.9242 91.49 Q v 18.917 58.0500 91.32 Q v . 18.933 58.1756 91.15 Q v 18.950 58.3009 90.99 Q V. 18.967 58.4260 90.82 Q V. 18.983 58.5509 90.66 Q V. 19.000 58.6755 90.49 Q V. 19.017 58.7999 90.32 Q V. 19.033 58.9241 90.16 Q V. 19.050 59.0481 89.99 Q V. 19.067 59.1718 89.82 Q V• 19.083 59.2953 89.66 Q V. 19.100 59.4185 89.49 Q V. 19.117 59.5416 89.33 Q V. 19.133 59.6644 89.16 Q V. 19.150 59.7870 88.99 Q V. 19.167 59.9093 88.83 Q V. 19.183 60.0315 88.66 Q V• 19.200 60.1534 88.50 Q V. 19.217 60.2750 88.33 Q v 19.233 60.3965 88.17 Q v 19.250 60.5177 88.00 Q v 19.267 60.6387 87.84 Q v 19.283 60.7594 87.67 _Q. v 19.300 60.8800 87.51 Q v 19.317 61.0003 87.34 Q v 19.333 61.1203 87.18 Q v 19.350 61.2402 87.01 Q v 19.367 61.3598 86.85 Q v 19.383 61.4792 86.68 Q v 19.400 61.5984 86.52 Q v Page 80 19.417 61.7173 86.35 Q v 19.433 61.8360 86.19 Q v 19.450 61.9545 86.02 Q v 19.467 62.0728 85.86 Q v 19.483 62.1908 85.70 Q v 19.500 62.3086 85.53 Q v 19.517 62.4262 85.37 Q v 19.533 62.5436 85.20 Q v 19.550 62.6607 85.04 Q v 19.567 62.7776 84.88 Q v 19.583 62.8943 84.71 Q v 19.600 63.0108 84.54 Q v 19.617 63.1270 84.37 Q v 19.633 63.2430 84.19 Q v 19.650 63.3587 84.00 Q v 19.667 63.4741 83.82 Q v 19.683 63.5893 83.64 Q v 19.700 63.7043 83.46 Q v 19.717 63.8190 83.29 Q v 19.733 63.9335 83.11 Q .v 19.750 64.0477 82.93 Q v 19.767 64.1617 82.75 Q v 19.783 64.2754 82.57 Q v 19.800 64.3889 82.39 Q v 19.817 64.5022 82.21 Q v 19.833 64.6151 82.03 Q v 19.850 64.7279 81.86 Q v 19.867 64.8404 81.68 Q v 19.883 64.9527 81.50 Q v 19.900 65.0647 81.33 Q v 19.917 65.1764 81.15 Q v 19.933 65.2880 80.97 Q v 19.950 65.3993 80.80 Q v 19.967 65.5103 80.62 Q v 19.983 65.6211 80.44 Q v 20.000 65.7317 80.27 Q v 20.017 65.8420 80.09 Q v 20.033 65.9521 79.92 Q v 20.050 66.0619 79.74 Q v 20.067 66.1715 79.57 Q v 20.083 66.2809 79.39 Q v 20.100 66.3900 79.22 Q v 20.117 66.4989 79.05 Q v 20.133 66.6075 78.87 Q v 20.150 66.7159 78.70 Q v 20.167 66.8241 78.53 Q v 20.183 66.9320 78.35 Q v 20.200 67.0397 78.18 Q v 20.217 67.1472 78.01 Q v 20.233 67.2544 77.84 Q v 20.250 67.3614 77.67 Q v 20.267 67.4681 77.50 Q v 20.283 67.5746 77.32 Q v 20.300 67.6809 77.15 Q v 20.317 67.7869 76.98 Q v 20.333 67.8927 76.79 Q v 20.350 67.9982 76.59 Q v 20.367 68.1034 76.40 Q v 20.383 68.2084 76.20 Q . v 20.400 68.3131 76.01 Q v 20.417 68.4175 75.82 Q v 20.433 68.5217 75.63 Q v 20.450 68.6256 75.43 Q v 20.467 68.7292 75.24 Q v 20.483 68.8326 75.05 Q v Page 81 20.500 68.9357 74.86 Q v 20.517 69.0385 74.67 Q v 20.533 69.1411 74.48 Q v 20.550 69.2435 74.29 Q v 20.567 69.3455 74.10 Q v 20.583 69.4473 73.91 Q v 20.600 69.5489 73.73 Q v 20.617 69.6502 73.54 Q v 20.633 69.7512 73.35 Q v 20.650 69.8520 73.16 Q v 20.667 69.9525 72.98 Q v 20.683 70.0528 72.79 Q v 20.700 70.1528 72.60 Q v 20.717 70.2525 72.42 Q v 20.733 70.3520 72.23 Q v 20.750 70.4513 72.05 Q v 20.767 70.5503 71.87 Q v 20.783 70.6490 71.68 Q v 20.800 70.7475 71.50 Q v 20.817 70.8457 71.32 Q v 20.833 70.9437 71.13 Q v 20.850 71.0414 70.95 Q v 20.867 71.1389 70.77 Q v 20.883 71.2361 70.59 Q v 20.900 71.3331 70.41 Q v 20.917 71.4298 70.23 Q v 20.933 71.5263 70.05 Q v 20.950 71.6226 69.87 Q v 20.967 71.7185 69.69 Q v 20.983 71.8143 69.51 Q v 21.000 71.9098 69.33 Q v 21.017 72.0050 69.15 Q v 21.033 72.1000 68.98 Q v 21.050 72.1948 68.80 Q v 21.067 72.2893 68.62 Q v 21.083 72.3830 68.00 Q v 21.100 72.4751 66.85 Q v 21.117 72.5655 65.62 Q v 21.133 72.6542 64.43 Q v 21.150 72.7414 63.27 Q v 21.167 72.8269 62.13 Q v 21.183 72.9110 61.03 Q v 21.200 72.9936 59.96 Q v 21.217 73.0747 58.91 Q v 21.233 73.1545 57.89 Q v 21.250 73.2328 56.90 Q v 21.267 73.3099 55.93 Q v 21.283 73.3856 54.99 Q v 21.300 73.4601 54.07 Q v 21.317 73.5333 53.17 Q v 21.333 73.6054 52.30 Q v 21.350 73.6762 51.45 Q v 21.367 73.7460 50.63 Q v 21.383 73.8146 49.82 Q. v 21.400 73.8821 49.03 Q. v 21.417 73.9486 48.27 Q. v 21.433 74.0141 47.52 Q. v 21.450 74.0785 46.80 Q. __ v 21.467 74.1420 46.09 Q. v 21.483 74.2045 45.39 Q. v 21.500 74.2661 44.72 Q v 21.517 74.3268 44.06 Q v 21.533 74.3867 43.42 Q v 21.550 74.4456 42.80 Q v 21.567 74.5037 42.19 Q v Page 82 21.583 74.5610 41.60 Q v 21.600 74.6175 41.02 Q v 21.617 74.6732 40.45 Q v 21.633 74.7282 39.90 Q v 21.650 74.7824 39.37 Q v 21.667 74.8359 38.84 Q v 21.683 74.8887 38.33 Q v 21.700 74.9408 37.84 Q v 21.717 74.9923 37.35 Q v 21.733 75.0431 36.88 Q v 21.750 75.0932 36.41 Q v 21.767 75.1428 35.96 Q v 21.783 75.1917 35.52 Q v 21.800 75.2400 35.09 Q v 21.817 75.2878 34.67 Q v 21.833 75.3350 34.26 Q v 21.850 75.3816 33.86 Q v 21.867 75.4277 33.47 Q v 21.883 75.4733 33.09 Q v 21.900 75.5184 32.72 Q v 21.917 75.5629 32.35 Q v 21.933 75.6070 32.00 Q v 21.950 75.6506 31.65 Q v 21.967 75.6937 31.31 Q v 21.983 75.7364 30.98 Q v 22.000 75.7786 30.66 Q v 22.017 75.8204 30.35 Q v 22.033 75.8618 30.04 Q v 22.050 75.9028 29.74 Q v 22.067 75.9433 29.44 Q v 22.083 75.9835 29.15 Q v 22.100 76.0232 28.87 Q v 22.117 76.0626 28.60 Q v 22.133 76.1017 28.33 Q v 22.150 76.1403 28.07 Q v 22.167 76.1786 27.81 Q v 22.183 76.2166 27.56 Q v 22.200 76.2542 27.31 Q v 22.217 76.2915 27.07 Q v 22.233 76.3284 26.84 Q v . 22.250 76.3651 26.60 Q v . 22.267 76.4014 26.38 Q v . 22.283 76.4375 26.16 Q v . 22.300 76.4732 25.94 Q v . 22.317 76.5086 25.73 Q v . 22.333 76.5438 25.53 Q v . 22.350 76.5787 25.32 Q v . 22.367 76.6133 25.13 Q v . 22.383 76.6476 24.93 Q v . 22.400 76.6817 24.74 Q v . 22.417 76.7155 24.56 Q v . 22.433 76.7491 24.37 Q v . 22.450 76.7824 24.19 Q v . 22.467 76.8155 24.02 Q v . 22.483 76.8484 23.85 Q v . 22.500 76.8810 23.68 Q v . 22.517 76.9134 23.51 Q v . 22.533 76.9455 23.35 Q v . 22.550 76.9775 23.19 Q v . 22.567 77.0092 23.04 Q v . 22.583 77.0407 22.88 Q v . 22.600 77.0720 22.74 Q v , 22.617 77.1031 22.59 Q v , 22.633 77.1341 22.44 Q v , 22.650 77.1648 22.30 Q v . Page 83 22.667 77.1953 22.16 Q V . 22.683 77.2257 22.03 Q v . 22.700 77.2558 21.89 Q v . 22.717 77.2858 21.76 Q v . 22.733 77.3156 21.63 Q v . 22.750 77.3452 21.51 Q V . 22.767 77.3747 21.38 Q v . 22.783 77.4040 21.26 Q V . 22.800 77.4331 21.14 Q V . 22.817 77.4620 21.02 Q V . 22.833 77.4908 20.91 Q v . 22.850 77.5195 20.79 Q V . 22.867 77.5480 20.68 Q V . 22.883 77.5763 20.57 Q v . 22.900 77.6045 20.46 Q v . 22.917 77.6325 20.35 Q V . 22.933 77.6604 20.25 Q v . 22.950 77.6882 20.15 Q v . 22.967 77.7158 20.04 Q V . 22.983 77.7432 19.94 Q V . 23.000 77.7706 19.85 Q v . 23.017 77.7978 19.75 Q V . 23.033 77.8248 19.65 Q v . 23.050 77.8518 19.56 Q v . 23.067 77.8786 19.47 Q v . 23.083 77.9053 19.37 Q v . 23.100 77.9318 19.28 Q v . 23.117 77.9583 19.20 Q v . 23.133 77.9846 19.11 Q V . 23.150 78.0108 19.02 Q v . 23.167 78.0369 18.94 Q v . 23.183 78.0629 18.85 Q v . 23.200 78.0887 18.77 Q v . 23.217 78.1145 18.69 Q V . 23.233 78.1401 18.61 Q V . 23.250 78.1656 18.53 Q v . 23.267 78.1910 18.45 Q V . 23.283 78.2163 18.37 Q V . 23.300 78.2415 18.30 Q V . 23.317 78.2666 18.22 Q V . 23.333 78.2916 18.15 Q v . 23.350 78.3165 18.08 Q V . 23.367 78.3413 18.00 Q V. 23.383 78.3660 17.93 Q V. 23.400 78.3906 17.86 Q V. 23.417 78.4151 17.79 Q V. 23.433 78.4396 17.72 Q V. 23.450 78.4639 17.65 Q V. 23.467 78.4881 17.59 Q V. 23.483 78.5122 17.52 Q V. 23.500 78.5363 17.45 Q V. 23.517 78.5602 17.39 Q V. 23.533 78.5841 17.32 Q V. 23.550 78.6078 17.26 Q V. 23.567 78.6315 17.20 Q V. 23.583 78.6551 17.13 Q V. 23.600 78.6786 17.07 Q V. 23.617 78.7021 17.01 Q V• 23.633 78.7254 16.95 Q V. 23.650 78.7487 16.89 Q V. 23.667 78.7719 16.83 Q V. 23.683 78.7950 16.77 Q V. 23.700 78.8180 16.71 Q V. 23.717 78.8409 16.66 Q V. 23.733 78.8638 16.60 Q V. Page 84 23.750 78.8866 16.54 Q V. 23.767 78.9093 16.49 Q V. 23.783 78.9319 16.43 Q V. 23.800 78.9545 16.38 Q V. 23.817 78.9770 16.32 Q V. 23.833 78.9994 16.27 Q V. 23.850 79.0217 16.21 Q V. 23.867 79.0440 16.16 Q V. 23.883 79.0662 16.11 Q V. 23.900 79.0883 16.06 Q V. 23.917 79.1103 16.00 Q V. 23.933 79.1323 15.95 Q V. 23.950 79.1542 15.90 Q V. 23.967 79.1760 15.85 Q V. 23.983 79.1978 15.80 Q V. 24.000 79.2195 15.75 Q -------------------------- V. END OF FLOODSCx ROUTING ANALYSIS Page 85 Technical Appendix K 00 -Year Hydraulic Analysis LICENSEE: WILLIAMSON & SCHMID F0515P PAGE 1 WATER SURFACE PROFILE LISTING SIERRA BUSINESS PARK DETENTION BASIN BLEEDER LINE 100 -YEAR HYDRAULIC ANALYSIS STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR 3010.04 28.68 5.620 34.300 107.2 6.74 0.705 35.005 0.00 3.046 4.50 0.00 0.00 0 0.00 6.50 0.00154 .002972 0.02 4.500 0.00 3016.54 28.69 5.629 34.319 107.2 6.74 0.705 35.024 0.00 3.046 4.50 0.00 0.00 0 0.00 73.52 0.00150 .002972 0.22 4.500 0.00 3090.06 28.80 5.738 34.538 107.2 6.74 0.705 35.243 0.00 3.046 4.50 0.00 0.00 0 0.00 31.92 0.00157 .002972 0.09 4.500 0.00 3121.98 28.85 5.877 34.727 107.2 6.74 0.705 35.432 0.00 3.046 4.50 0.00 0.00 0 0.0c 747.39 0.00150 .002972 2.22 4.500 0.00 3869.37 29.97 7.013 36.983 107.2 6.74 0.705 37.688 0.00 3.046 4.50 0.00 0.00 0 0.0c 35.34 0.00170 .002972 0.11 4.500 0.00 3904.71 30.03 7.199 37.229 107.2 6.74 0.705 37.934 0.00 3.046 4.50 0.00 0.00 0 0.0c TRANS STR 0.00120 .004336 0.11 0.00 3929.71 30.06 7.186 37.246 107.2 7.27 0.820 38.066 0.00 2.427 3.00 5.00 0.00 0 0.0c 16.55 0.00181 .005226 0.09 3.000 0.00 3946.26 30.09 7.242 37.332 107.2 7.27 0.820 38.152 0.00 2.427 3.00 5.00 0.00 0 a.OC F 0 5 1 5 P PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV 3010.04 28.68 54 34.30 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 3016.54 28.69 54 0.013 0.00 0.00 0.00 0 ELEMENT NO 3 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 3090.06 28.80 54 0.013 0.00 0.00 0.00 0 ELEMENT NO 4 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 3121.98 28.85 54 0.013 0.00 40.00 0.00 0 ELEMENT NO 5 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 3869.37 29.97 54 0.013 0.00 0.00 0.00 1 ELEMENT NO 6 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 3904.71 30.03 54 0.013 0.00 90.00 0.00 0 ELEMENT NO 7 IS A TRANSITION U/S DATA STATION INVERT SECT N 3929.71 30.06 53 0.014 ELEMENT NO 8 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 3946.26 30.09 53 0.014 0.00 0.00 0.00 0 ELEMENT NO 9 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 3946.26 30.09 53 0.00 NO EDIT ERRORS ENCOUNTERED -COMPUTATION IS NOW BEGINNING ** WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC 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 ------------------------------------------------------------------------------ NOUE 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(FT) = 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-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 = .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> ****************************************************************************** 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 FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) .000 6.475 15.914 10.410 27519.51 .268 6.516 15.832 10.411 27521.19 1.083 6.557 15.753 10.413 27526.21 2.455 6.598 15.675 10.416 27534.56 4.399 6.639 15.600 10.420 27546.22 6.924 6.680 15.528 10.426 27561.17 Page 4 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 PRESSURE 483.840 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 = CC 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-Ql*V1*COS(DELTAI)-Q3*V3*COS(DELTA3)- Q4*V4*COS(DELTA4))/((Al+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-Q1*Vl*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 CRITICAL DEPTH(FT) (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=== 3.992 15.714 LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Q1*V1*COS(DELTAl)-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(DELTA4))/((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(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 = .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 = (( 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 UPSTREAM NODE 4724.46 ELEVATION = 1060.37 (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 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*co5(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: FLOW PROCESS FROM NODE 5219.37 TO NODE 5227.28 IS CODE = 5 PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY LOSSES: (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))/((Al+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 = 54.00 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))/((A1+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(DELTAl)-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 * STORM DRAIN LINE A n * 100 -YEAR HYDRAULIC ANALYSIS **ic it*ir*:r*ir*ic:c it �•:c is it is it �•ic ir'r it ir*:t it ir*:r*:r it ir',c it A'.r**ic it ir:r*:cir**'k*it*ir'r*:r it �r it :'r*ir it ir's it it*ic it it ------------------------------------------------------------------------------ FILE NAME: SBPLINEA.HGL TIME/DATE OF STUDY: 9:18 7/15/2004 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) .00- 11.80* 21042.26 4.61 Dc 9707.63 1 FRICTION 17.49- 11.86* 21145.41 4.61 Dc 9707.63 } FRICTION 51.95- 11.97* 21347.81 4.61 Dc 9707.63 1 FRICTION+BEND 146.24- 12.56* 22387.85 3.65 10436.57 1 FRICTION 166.52- 12.62* 22495.43 3.55 10626.88 1 FRICTION+BEND 195.97- 12.95* 23073.72 3.40 10942.00 } FRICTION 226.24- 13.05* 23242.73 3.27 11288.68 } FRICTION+BEND 1101.35- 12.37* 22039.25 3.57 10576.65 } FRICTION 1887.40- 8.03* 14394.99 3.07 11914.05 1 FRICTION+BEND 1958.09- 6.79* 12203.65 3.36 11038.91 1 FRICTION 1987.87- 6.10* 10992.77 3.60 10524.81 1 JUNCTION 1996.03- 5.45 10264.20 3.81* 10305.36 } FRICTION 2345.29- 4.61 Dc 9801.28 3.93* 10157.14 1 JUNCTION 2345.29- 4.99 9815.69 3.83* 10173.97 1 FRICTION 2489.38- 4.60 Dc 9715.70 3.90* 10087.78 } MANHOLE 2494.54- 4.97 9802.73 3.79* 10228.51 } FRICTION 2679.01- 4.60 Dc 9715.70 3.81* 10200.39 Page 1 } JUNCTION 2679.01- 4.75 9730.89 3.79* 10219.45 } FRICTION 2966.03- 4.60 DC 9715.70 3.67* 10397.04 } TRANSITION 2971.61- 4.56*DC 10344.96 4.56*DC 10344.96 } FRICTION 3203.94- 4.57*DC 10344.98 4.56*DC 10344.96 } JUNCTION 3211.10- 6.30* 9488.90 3.53 7848.82 } FRICTION 3272.58- 5.91* 9015.88 3.87 7595.16 } JUNCTION 3277.74- 5.91* 9012.46 3.80 7629.77 1 FRICTION 3764.00- 5.29* 8253.78 4.22 DC 7513.93 } JUNCTION 3769.16- 5.59* 6515.49 3.09 5355.04 } FRICTION 3833.29- 5.34* 6262.57 3.14 5319.05 } JUNCTION 3833.29- 5.34* 6269.31 3.12 5331.79 1 FRICTION 4034.03- 4.61* 5537.23 3.72 DC 5112.42 1 JUNCTION 4041.19- 5.30* 4804.56 3.24 DC 3407.24 } FRICTION 4045.48- 5.30* 4800.88 3.23 DC 3407.25 1 JUNCTION 4045.48- 5.30* 4804.62 3.24 DC 3407.24 } FRICTION 4402.92- 5.03* 4535.48 3.24 DC 3407.24 1 FRICTION+BEND 4473.70- 5.20* 4705.16 3.24 DC 3407.24 1 FRICTION 4535.03- 5.15* 4656.93 3.24 DC 3407.24 1 MANHOLE 4540.19- 5.18* 4681.52 3.24 DC 3407.24 1 FRICTION 5035.03- 4.80* 4311.64 3.24 DC 3407.24 1 MANHOLE 5040.19- 4.83* 4336.34 3.24 DC 3407.24 } FRICTION 5535.03- 4.44* 3953.10 3.24 DC 3407.24 } MANHOLE 5540.19- 4.46* 3977.93 3.24 DC 3407.24 } FRICTION 5542.24- 4.46* 3974.93 3.24 DC 3407.24 } FRICTION+BEND 5577.58- ------------------------------------------------------------------------------ 4.42* 3936.83 3.24 DC 3407.24 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 = .00 FLOWLINE ELEVATION = 1039.90 PIPE FLOW = 283.70 CFS PIPE DIAMETER = 72.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 1051.700 ------------------------------------------------------------------------------ NODE .00 : HGL = < 1051.700>;EGL= < 1053.263>;FLOWLINE= < 1039.900> ****************************************************************************** Page 2 FLOW PROCESS FROM NODE .00 TO NODE 17.49 IS CODE = 1 --UPSTREAM-NODE 17.49 ELEVATION = 1039.92 (FLOW IS UNDER PRESSURE) ------------------------------------------------------------------- CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 283.70 CFS PIPE DIAMETER = 72.00 INCHES PIPE LENGTH = 17.49 FEET MANNING'S N = .01300 SF=(Q/K)**2 = (( 283.70)/( 4234.906))**2 = .00449 HF=L*SF = ( 17.49)*( .00449) = .078 ----------------------------------- ------------------------- NODE 17.49 : HGL = < 1051.778>;EGL= < 1053.342>;FLOWLINE= < 1039.920> FLOW PROCESS FROM NODE 17.49 TO NODE 51.95 IS CODE = 1 --UPSTREAM NODE 51.95 ELEVATION = 1039.96 (FLOW IS UNDER PRESSURE) --------------------------------------------------------------------- CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 283.70 CFS PIPE DIAMETER = 72.00 INCHES PIPE LENGTH = 34.46 FEET MANNING'S N = .01300 SF=(Q/K)**2 = (( 283.70)/( 4236.382))**2 = .00448 HF=L*SF = ( 34.46)*( .00448) = .155 -------------------------------------------- ------------------ NODE 51.95 : HGL = < 1051.933>;EGL= < 1053.496>;FLOWLINE= < 1039.960> FLOW PROCESS FROM NODE 51.95 TO NODE 146.24 IS CODE = 3 --UPSTREAM NODE 146.24 ELEVATION = 1040.07 (FLOW IS UNDER PRESSURE) ------------------------------------------------------------- CALCULATE PIPE -BEND LOSSES(OCEMA): PIPE FLOW = 283.70 CFS PIPE DIAMETER = 72.00 INCHES CENTRAL ANGLE = 45.000 DEGREES MANNING'S N = .01300 PIPE LENGTH = 94.29 FEET BEND COEFFICIENT(KB) = .17678 FLOW VELOCITY = 10.03 FEET/SEC. VELOCITY HEAD = 1.563 FEET HB=KB*(VELOCITY HEAD) = ( .177)*( 1.563) = .276 SF=(Q/K)**2 = (( 283.70)/( 4235.069))**2 = .00449 HF=L*SF = ( 94.29)*( .00449) = .423 TOTAL HEAD LOSSES = HB + HF = ( .276)+( .423) _ .699 ----------------------------------------------- ------------------ NODE 146.24 : HGL = < 1052.633>;EGL= < 1054.196>;FLOWLINE= < 1040.070> ****************************************************************************** FLOW PROCESS FROM NODE 146.24 TO NODE 166.52 IS CODE = 1 --UPSTREAM-NODE 166.52 ELEVATION = 1040.10 (FLOW IS UNDER PRESSURE) ------------------------------------------------------------- CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 283.70 CFS PIPE DIAMETER = 72.00 INCHES PIPE LENGTH = 20.28 FEET MANNING'S N = .01300 SF=(Q/K)**2 = (( 283.70)/( 4233.688))**2 = .00449 HF=L*SF = ( 20.28)*( .00449) = .091 ------------------------------------------- --------------------- NODE 166.52 : HGL = < 1052.724>;EGL= < 1054.287>;FLOWLINE= < 1040.100> ****************************************************************************** FLOW PROCESS FROM NODE 166.52 TO NODE 195.97 IS CODE = 3 UPSTREAM NODE 195.97 ELEVATION = 1040.13 (FLOW IS UNDER PRESSURE) ----------------------------------------------------------- CALCULATE PIPE -BEND LOSSES(OCEMA): PIPE FLOW = 283.70 CFS PIPE DIAMETER = 72.00 INCHES CENTRAL ANGLE = 30.000 DEGREES MANNING'S N = .01300 PIPE LENGTH = 29.45 FEET BEND COEFFICIENT(KB) = .14434 FLOW VELOCITY = 10.03 FEET/SEC. VELOCITY HEAD = 1.563 FEET HB=KB*(VELOCITY HEAD) = ( 144)*( 1.563) = .226 SF=(Q/K)**2 = (( 283.70)/( 4235.350))**2 = .00449 HF=L*SF = ( 29.45)*( .00449) = .132 TOTAL HEAD LOSSES = HB + HF = ( .226)+( .132) _ .358 Page 3 NODE 195.97 : HGL = < 1053.081>;EGL= < 1054.645>;FLOWLINE= < 1040.130> ****************************************************************************** FLOW PROCESS FROM NODE 195.97 TO NODE 226.24 IS CODE = 1 UPSTREAM NODE ------------------------------------------------------------------------------ 226.24 ELEVATION = 1040.17 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 283.70 CFS PIPE DIAMETER = 72.00 INCHES PIPE LENGTH = 30.27 FEET MANNING'S N = .01300 SF=(Q/K)**2 = (( 283.70)/( 4234.605))**2 = .00449 HF=L*SF = ( 30.27)*( .00449) = .136 NODE 226.24 : HGL = < 1053.217>;EGL= < 1054.781>;FLOWLINE= < 1040.170> FLOW PROCESS FROM NODE 226.24 TO NODE 1101.35 IS CODE = 3 UPSTREAM NODE 1101.35 ELEVATION = 1041.21 (FLOW IS UNDER PRESSURE) ------------------------------------------------------------------------------ CALCULATE PIPE -BEND LOSSES(OCEMA): PIPE FLOW = 283.70 CFS PIPE DIAMETER = 72.00 INCHES CENTRAL ANGLE = 30.000 DEGREES MANNING'S N = .01300 PIPE LENGTH = 29.45 FEET BEND COEFFICIENT(KB) = .14434 FLOW VELOCITY = 10.03 FEET/SEC. VELOCITY HEAD = 1.563 FEET HB=KB*(VELOCITY HEAD) = ( .144)*( 1.563) = .226 SF=(Q/K)**2 = (( 283.70)/( 4235.350))**2 = .00449 HF=L*SF = ( 29.45)*( .00449) = .132 TOTAL HEAD LOSSES = HB + HF = ( .226)+( .132) _ .358 ------------------------------------------------------------------------------ NODE 1101.35 : HGL = < 1053.575>;EGL= < 1055.138>;FLOWLINE= < 1041.210> FLOW PROCESS FROM NODE 1101.35 TO NODE 1887.40 IS CODE = 1 UPSTREAM NODE 1887.40 ELEVATION = 1049.07 (FLOW IS UNDER PRESSURE) ------------------------------------------------------------------------------ CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 283.70 CFS PIPE DIAMETER = 72.00 INCHES PIPE LENGTH = 786.05 FEET MANNING'S N = .01300 SF=(Q/K)**2 = (( 283.70)/( 4235.143))**2 = .00449 HF=L*SF = ( 786.05)*( .00449) = 3.527 ------------------------------------------------------------------------------ NODE 1887.40 : HGL = < 1057.102>;EGL= < 1058.666>;FLOWLINE= < 1049.070> ****************************************************************************** FLOW PROCESS FROM NODE 1887.40 TO NODE 1958.09 IS CODE = 3 UPSTREAM NODE 1958.09 ELEVATION = 1051.02 (FLOW IS UNDER PRESSURE) ------------------------------------------------------------------------------ CALCULATE PIPE -BEND LOSSES(OCEMA): PIPE FLOW = 283.70 CFS PIPE DIAMETER = 72.00 INCHES CENTRAL ANGLE = 90.000 DEGREES MANNING'S N = .01300 PIPE LENGTH = 70.69 FEET BEND COEFFICIENT(KB) = .25000 FLOW VELOCITY = 10.03 FEET/SEC. VELOCITY HEAD = 1.563 FEET HB=KB*(VELOCITY HEAD) = ( .250)*( 1.563) = .391 SF=(Q/K)**2 = (( 283.70)/( 4234.570))**2 = .00449 HF=L*SF = ( 70.69)*( .00449) = .317 TOTAL HEAD LOSSES = HB + HF = ( .391)+( .317) _ .708 ------------------------------------------------------------------------------ NODE 1958.09 : HGL = < 1057.810>;EGL= < 1059.374>;FLOWLINE= < 1051.020> FLOW PROCESS FROM NODE 1958.09 TO NODE 1987.87 IS CODE = 1 UPSTREAM NODE 1987.87 ELEVATION = 1051.84 (FLOW IS UNDER PRESSURE) ------------------------------------------------------------------------------ CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 283.70 CFS PIPE DIAMETER = 72.00 INCHES PIPE LENGTH = 29.78 FEET MANNING'S N = .01300 Page 4 SF=(Q/K)**2 = (( 283.70)/( 4236.508))•*2 = .00448 2345.29 IS CODE HF=L*SF = ( ----------------------------- 29.78)*( .00448) = .134 SUPERCRITICAL) NODE 1987.87 : HGL = < ------------------------------------- 1057.944>;EGL= < 1059.507>;FLOWLINE= < 1051.840> PIPE FLOW = 276.90 CFS FLOW PROCESS FROM NODE 1987.87 TO NODE 1996.03 IS CODE = 5 349.26 FEET UPSTREAM NODE (NOTE: POSSIBLE 1996.03 ELEVATION = 1052.07 (FLOW SEALS IN REACH) JUMP IN OR UPSTREAM OF STRUCTURE) ------------------ - 4.61 ---------------------------------------------------------------- CALCULATE JUNCTION LOSSES: ASSUMED FLOWDEPTH(FT) PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY COMPUTED 276.90 (166.00) (DEGREES)ELEVATION1052.7DEPTH(FT.) (F15.778 UPSTREAM VELOCITY SPECIFIC ------------- PRESSURE+ DOWNSTREAM 283.70 72.00 - 1051.84 4.61 10.034 LATERAL #1 6.80 24.00 60.00 1052.07 .92 2.165 LATERAL #2 .00 .00 .00 .00 .00 3.923 Q5 .00===Q5 EQUALS BASIN INPUT=== .000 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 = .00999 DOWNSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .00449 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .00724 JUNCTION LENGTH = 8.16 FEET FRICTION LOSSES = .059 FEET ENTRANCE LOSSES = .000 FEET JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( .236)+( .000) = .236 NODE 1996.03 : HGL = < 1055.878>;EGL= < 1059.743>;FLOWLINE= < 1052.070> FLOW PROCESS FROM NODE 1996.03 TO NODE 2345.29 IS CODE = 1 --UPSTREAM NODE 2345.29 ELEVATION = ------------------------------------------------------------- 1055.60 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 276.90 CFS PIPE DIAMETER = 66.00 INCHES PIPE LENGTH = -------------------------------------------- 349.26 FEET MANNING'S N = .01300 NORMAL DEPTH(FT) = 3.79 CRITICAL DEPTH(FT) ------------------ - 4.61 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 3.93 GRADUALLY VARIED ----------------------------------------------- FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC ------------- PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) .000 3.928 15.247 7.540 10157.14 6.148 3.923 15.270 7.546 10163.27 12.607 3.917 15.293 7.551 10169.46 19.406 26.575 3.912 3.906 15.316 15.340 7.557 10175.71 34.151 3.901 15.363 7.562 7.568 10182.01 10188.38 42.176 3.895 15.387 7.574 10194.81 50.699 3.890 15.410 7.579 10201.30 59.775 3.884 15.434 7.585 10207.85 69.473 3.879 15.458 7.591 10214.46 79.872 3.873 15.482 7.597 _ 10221.14 91.070 3.868 15.506 7.603 10227.87 103.186 3.862 15.530 7.609 10234.67 116.365 3.857 15.554 7.616 10241.53 130.793 3.851 15.578 7.622 10248.46 146.710 3.846 15.603 7.628 10255.44 164.428 3.840 15.627 7.634 10262.49 Page 5 184.374 3.835 15.652 7.641 10269.60 207.143 3.829 15.676 7.647 10276.78 233.609 3.824 15.701 7.654 10284.02 265.127 3.818 15.726 7.661 10291.32 303.965 3.813 15.751 7.667 10298.69 349.260 3.808 15.773 7.673 10305.36 ------------------------------------------------------------------------------ NODE 2345.29 : HGL = < 1059.528>;EGL= < 1063.140>;FLOWLINE= < 1055.600> FLOW PROCESS FROM NODE 2345.29 TO NODE 2345.29 IS CODE = 5 UPSTREAM NODE 2345.29 ELEVATION = 1055.60 (FLOW IS SUPERCRITICAL) ------------------------------------------------------------------------------ CALCULATE JUNCTION LOSSES: FLOW PROCESS FROM NODE 2345.29 TO NODE 2489.38 IS CODE = 1 UPSTREAM NODE 2489.38 ELEVATION = ------------------------------------------------------------------------------ PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY PIPE DIAMETER = 66.00 INCHES (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) UPSTREAM 275.20 66.00 .00 1055.60 4.60 15.585 DOWNSTREAM 276.90 66.00 - 1055.60 4.61 15.252 LATERAL #1 1.70 24.00 30.00 1055.60 .45 .541 LATERAL #2 .00 .00 .00 .00 .00 .000 Q5 .00===Q5 EQUALS BASIN INPUT=== 15.311 7.533 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 = .00972 DOWNSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .00921 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .00946 JUNCTION LENGTH = 1.00 FEET FRICTION LOSSES = .009 FEET ENTRANCE LOSSES = .000 FEET JUNCTION LOSSES =(DY+HV1-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( .061)+( .000) = .061 NODE 2345.29 : HGL = < 1059.429>;EGL= < 1063.201>;FLOWLINE= < 1055.600> ****************************************************************************** FLOW PROCESS FROM NODE 2345.29 TO NODE 2489.38 IS CODE = 1 UPSTREAM NODE 2489.38 ELEVATION = ------------------------------------------------------------------------------ 1057.05 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 275.20 CFS PIPE DIAMETER = 66.00 INCHES PIPE LENGTH = ------------------------------------------------------------------------------ 144.09 FEET MANNING'S N = .01300 NORMAL DEPTH(FT) = 3.78 CRITICAL DEPTH(FT) = 4.60 ------------------------------------------------------------------------------ UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 3.90 ------------------------------------------------------------------------- GRADUALLY VARIED ------------------------------------------------------------------------------ FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) .000 3.900 15.270 7.523 10087.78 6.263 3.896 15.291 7.528 10093.30 12.835 3.891 15.311 7.533 10098.87 19.746 3.886 15.332 7.538 10104.49 27.026 3.881 15.353 7.543 10110.15 34.712 3.876 15.374 7.548 10115.86 42.845 3.871 15.395 7.554 10121.61 51.473 3.866 15.416 7.559 10127.42 60.654 3.862 15.437 7.564 10133.27 70.454 3.857 15.458 7.569 10139.17 80.953 3.852 15.479 7.575 10145.12 92.247 3.847 15.500 7.580 10151.11 104.455 3.842 15.522 7.586 10157.16 117.724 3.837 15.543 7.591 10163.25 Page 6 132.237 3.833 15.565 7.597 10169.39 144_ --------- 090 3_829 15.581 7.601 10173.97 -------- --------------------------------- ------------------ NODE 2489.38 : HGL = < 1060.950>;EGL= < 1064.573>;FLOWLINE= < 1057.050> FLOW PROCESS FROM NODE 2489.38 TO NODE 2494.54 IS CODE = 2 -- - UPSTREAM NODE 2494.54 ELEVATION = 1057.11 (FLOW IS SUPERCRITICAL) ------------------------------------------------------------ CALCULATE MANHOLE LOSSES(LACFCD): PIPE FLOW = 275.20 CFS PIPE DIAMETER = 66.00 INCHES AVERAGED VELOCITY HEAD = 3.743 FEET HMN = .05*(AVERAGED VELOCITY HEAD) = .05*( 3.743) _ .187 ----------------------------------------------- ------------------ NODE 2494.54 : HGL = < 1060.898>;EGL= < 1064.761>;FLOWLINE= < 1057.110> FLOW PROCESS FROM NODE 2494.54 TO NODE 2679.01 IS CODE = 1 UPSTREAM NODE 2679.01 ELEVATION = 1058.97 (FLOW IS SUPERCRITICAL) --------------------------------------------------------------- CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 275.20 CFS PIPE DIAMETER = 66.00 INCHES PIPE LENGTH = 184.47 FEET MANNING'S N = .01300 --------------------------------------------- - ------------------- NORMAL DEPTH(FT) = 3.78 CRITICAL DEPTH(FT) 4.60 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 3.81 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: --------------------------------------------------- DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) .000 3.809 15.672 7.625 10200.39 7.031 3.807 15.678 7.626 10202.09 14.372 3.806 15.684 7.628 10203.79 22.053 3.805 15.690 7.630 10205.50 30.103 3.804 15.695 7.631 10207.21 38.559 3.802 15.701 7.633 10208.92 47.463 3.801 15.707 7.634 10210.64 56.864 3.800 15.713 7.636 10212.36 66.817 3.798 15.719 7.637 10214.08 77.391 3.797, 15.725 7.639 10215.81 88.665 3.796 15.731 7.641 10217.54 100.736 3.795 15.736 7.642 10219.27 113.723 3.793 15.742 7.644 10221.01 127.771 3.792 15.748 7.645 10222.75 143.066 3.791 15.754 7.647 10224.50 159.847 3.789 15.760 7.649 10226.24 178.426 3.788 15.766 7.650 10228.00 184_ ---------- 4703_788- 15.768 7.651 10228.51 -------- ---------------------- ------------------------- NODE 2679.01 : HGL = < 1062.779>;EGL= < 1066.595>;FLOWLINE= < 1058.970> Y*ic it it is*:cis*:c*ic:r it is i�'c is it �k is is it**:c***ic �k*ic*:c*'kms•**�•-k*ic is*ic*:t*:t;c �k �c �k-k'.•:c is ic:c***:c*'.r :t is*i: is*:c *ic :r FLOW PROCESS FROM NODE 2679.01 TO NODE 2679.01 IS CODE = 5 --UPSTREAM NODE 2679.01 ELEVATION = 1058.97 (FLOW IS SUPERCRITICAL) ---------------------------------------------------------------- CALCULATE JUNCTION LOSSES: PIPE FLOW DrAMETER ANGLE FLOWLINE CRITICAL VELOCITY UPSTREAM 275.20 (166.00) (DEGREES) ELEVATION1058.970 DEPTH(FT.) (F15.742 DOWNSTREAM 275.20 66.00 - 1058.97 4.60 15.677 LATERAL #1 .00 24.00 60.00 1058.97 .00 .000 LATERAL #2 .00 .00 .00 .00 .00 .000 Q5 .00===Q5 EQUALS BASIN INPUT=== Page 7 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 = .00996 DOWNSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .00986 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .00991 JUNCTION LENGTH = 1.00 FEET FRICTION LOSSES = .010 FEET ENTRANCE LOSSES = .000 FEET JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES ------------------------------------------------------------------------------ = ( .017)+( .000) = .017 NODE 2679.01 : HGL = < 1062.764>;EGL= < 1066.612>;FLOWLINE= < 1058.970> FLOW PROCESS FROM NODE 2679.01 TO NODE 2966.03 IS CODE = 1 UPSTREAM NODE 2966.03 ELEVATION = ------------------------------------------------------------------------------ 1061.76 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 275.20 CFS PIPE DIAMETER = 66.00 INCHES PIPE LENGTH = ------------------------------------------------------------------------------ 287.02 FEET MANNING'S N = .01300 NORMAL DEPTH(FT) = 3.83 CRITICAL DEPTH(FT) = 4.60 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 3.67 GRADUALLY VARIED ------------------------------------------------------------------------------ FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) .000 3.675 16.310 7.808 10397.04 8.443 3.681 16.279 7.799 10387.10 17.188 3.687 16.249 7.789 10377.24 26.260 3.693 16.218 7.780 10367.48 35.692 3.699 16.188 7.771 10357.80 45.518 3.706 16.158 7.762 10348.21 55.779 3.712 16.128 7.753 10338.71 66.521 3.718 16.098 7.744 10329.29 77.800 3.724 16.068 7.735 10319.96 89.680 3.730 16.038 7.727 10310.71 102.240 3.736 16.009 7.718 10301.55 115.573 3.743 15.979 7.710 10292.48 129.795 3.749 15.950 7.701 10283.48 145.047 3.755 15.921 7.693 10274.58 161.510 3.761 15.892 7.685 10265.75 179.413 3.767 15.863 7.677 10257.01 199.062 3.773 15.834 7.669 10248.35 220.868 3.780 15.805 7.661 10239.77 245.409 3.786 15.777 7.653 10231.28 273.531 3.792 15.749 7.645 10222.87 287.020 ------------------------------------------------------------------------------ 3.794 15.737 7.642 10219.45 NODE 2966.03 : HGL = < 1065.435>;EGL= < 1069.568>;FLOWLINE= < 1061.760> ****************************************************************************** FLOW PROCESS FROM NODE 2966.03 TO NODE 2971.61 IS CODE = 9 UPSTREAM NODE 2971.61 ELEVATION = 1061.81 (FLOW IS SUPERCRITICAL) -------------------------------------------------------- --------------- CALCULATE TRANSITION LOSSES(LACFCD): PIPE FLOW = 275.20 CFS TRANSITION STRUCTURE LENGTH = 5.58 FEET TOTAL -ANGLE -OF -TRANSITION = 3.000 DEGREES PIPE DIAMETER: UPSTREAM = 60.00 INCHES; DOWNSTREAM = 66.00 INCHES MANNING'S N: UPSTREAM = .01300; DOWNSTREAM = .01300 VELOCITY: UPSTREAM = 14.64 FEET/SEC.; DOWNSTREAM = 16.32 FEET/SEC. Page 8 VELOCITY HEAD: UPSTREAM = 3.328 FEET; DOWNSTREAM = 4.133 FEET HT = .1*(V2*V2-vl*Vl)/64.4 TRANSITION LOSS COEFFICIENT = .10000 TRANSITION LOSS = AVERAGE TRANSITION STRUCTURE FRICTION SLOPE ASSUMED = .081 HF= L*SF = ( 5.58)*(.01030) = .057 .01030 TOTAL LOSSES --------------------------------------------- = (HT)+(HF) = ( .081)+( .057) _ .138 NODE 2971.61 : HGL = < 1066.373>;EGL= --------------------- < 1069.702>;FLOWLINE= < 1061.810> FLOW PROCESS FROM NODE 2971.61 TO NODE 3203.94 IS CODE = 1 --UPSTREAM NODE 3203.94 ELEVATION = ------------------------------------------------------------- 1064.07 (FLOW IS SUSCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 275.20 CFS PIPE DIAMETER = 60.00 INCHES PIPE LENGTH = 232.33 FEET --------------------------------------- MANNING'S N = .01300 NORMAL DEPTH(FT) = 4.57 & ----------------------- 4.80 CRITICAL DEPTH(FT) = 4.56 NOTE: SUGGEST CONSIDERATION OF WAVE ACTION, UNCERTAINTY, ETC. DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 4.56 GRADUALLY VARIED FLOW PROFILE ------------------------------------------------ COMPUTED INFORMATION: DISTANCE FROM CONTROL(FT) FLOW DEPTH (FT) VELOCITY (FT/SEC) SPECIFIC PRESSURE+ ------------- .000 4.563 14.636 ENERGY(FT) MOMENTUM(POUNDS) 7.892 10344.96 .005 4.563 14.636 7.892 10344.96 .020 4.564 14.635 7.892 10344.96 .047 4.564 14.635 7.892 10344.96 .086 4.564 14.634 7.892 10344.96 .139 4.564 14.634 7.892 10344.96 .208 4.564 14.633 7.892 10344.96 •292 4.565 14.633 7.892 10344.96 .396 4.565 14.633 7.892 10344.96 .521 4.565 14.632 7.892 10344.96 .669 4.565 14.632 7.892 10344.96 .845 4.565 14.631 7.892 10344.96 1.051 4.566 14.631 7.892 10344.96 1.294 4.566 14.630 7.892 10344.96 1.579 4.566 14.630 7.892 10344.96 1.915 4.566 14.629 7.892 10344.96 2.312 2.785 4.566 4.567 14.629 14.629 7.892 7.892 10344.97 3.354 4.567 14.628 7.892 10344.97 10344.97 4.049 4.567 14.628 7.892 10344.97 4.916 4.567 14.627 7.892 10344.97 6.031 4.567 14.627 7.892 10344.97 7.543 4.568 14.626 7.892 10344.97 9.776 13.783 4.568 4.568 14.626 14.626 7.892 7.892 10344.98 3304_568 232_ ---------- -------- -------------------------------- 14.625 7.892 10344.98 10344.98 NODE 3203.94 : HGL = < 1068.638>;EGL= < ------------------ 1071.961>;FLOWLINE= < 1064.070> FLOW PROCESS FROM NODE 3203.94 TO NODE 3211.10 IS CODE = 5 --UPSTREAM NODE 3211.10 ELEVATION = 1064.17 (FLOW IS AT CRITICAL ------------------------------------------------------------- DEPTH) CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER (160.00) ANGLE (DEGREES) FLOWLINE CRITICAL VELOCITY E1064.17N UPSTREAM 221.30 DEP4.22T.) (F11.270 DOWNSTREAM 275.20 60.00 - 1064.07 4.56 14.630 LATERAL #1 1.60 30.00 45.00 1064.17 .41 .326 Page 9 LATERAL #2 52.30 24.00 60.00 1064.17 1.98 16.648 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 = .00722 DOWNSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .00973 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .00847 JUNCTION LENGTH = 7.16 FEET FRICTION LOSSES = .061 FEET ENTRANCE LOSSES = .000 FEET JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( .481)+( .000) = .481 ------------------------------------------------------------------------------ NODE 3211.10 : HGL = < 1070.470>;EGL= < 1072.442>;FLOWLINE= < 1064.170> FLOW PROCESS FROM NODE 3211.10 TO NODE 3272.58 IS CODE = 1 UPSTREAM NODE 3272.58 ELEVATION = 1065.00 (FLOW IS UNDER PRESSURE) ------------------------------------------------------------------------------ CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 221.30 CFS PIPE DIAMETER = 60.00 INCHES PIPE LENGTH = 61.48 FEET MANNING'S N = .01300 SF=(Q/K)**2 = (( 221.30)/( 2604.184))**2 = .00722 HF=L*SF = ( 61.48)*( .00722) = .444 ------------------------------------------------------------------------------ NODE 3272.58 : HGL = < 1070.914>;EGL= < 1072.886>;FLOWLINE= < 1065.000> ****************************************************************************** FLOW PROCESS FROM NODE 3272.58 TO NODE 3277.74 IS CODE = 5 UPSTREAM NODE 3277.74 ELEVATION = 1065.04 (FLOW IS UNDER PRESSURE) ------------------------------------------------------------------------------ CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) UPSTREAM 221.30 60.00 .00 1065.04 4.22 11.271 DOWNSTREAM 221.30 60.00 - 1065.00 4.22 11.271 LATERAL #1 .00 24.00 60.00 1065.04 .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 = .00722 DOWNSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .00722 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .00722 JUNCTION LENGTH = 5.16 FEET FRICTION LOSSES = .037 FEET ENTRANCE LOSSES = .000 FEET JUNCTION LOSSES =(DY+HV1-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( .037)+( .000) = .037 NODE 3277.74 : HGL = < 1070.951>;EGL= < 1072.923>;FLOWLINE= < 1065.040> ****************************************************************************** FLOW PROCESS FROM NODE 3277.74 TO NODE 3764.00 IS CODE = 1 UPSTREAM NODE 3764.00 ELEVATION = 1069.17 (FLOW IS UNDER PRESSURE) -------------------------------------------_----_------------------------------- CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 221.30 CFS PIPE DIAMETER = 60.00 INCHES PIPE LENGTH = 486.26 FEET MANNING'S N = .01300 SF=(Q/K)**2 = (( 221.30)/( 2604.451))**2 = .00722 HF=L*SF = ( 486.26)*( .00722) = 3.511 ------------------------------------------------------------------------------ NODE 3764.00 : HGL = < 1074.462>;EGL= < 1076.434>;FLOWLINE= < 1069.170> Page 10 FLOW PROCESS FROM NODE 3764.00 TO NODE 3769.16 IS CODE = 5 --UPSTREAM-NODE 3769.16 ELEVATION = 1069.23 (FLOW IS UNDER PRESSURE) ----------------------------------------------------------------- CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY UPSTREAM 162.00 (154.00) (DEGREES) E1069.23N DEP3.72T.) (F10.186 DOWNSTREAM 221.30 60.00 - 1069.17 4.22 11.271 LATERAL #1 59.30 24.00 45.00 1069.23 1.99 18.876 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 = .00679 DOWNSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .00722 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .00700 JUNCTION LENGTH = 5.16 FEET FRICTION LOSSES = .036 FEET ENTRANCE LOSSES = .000 FEET ** CAUTION: TOTAL ENERGY LOSS COMPUTED USING (PRESSURE+MOMENTUM) IS NEGATIVE. --** ----------COMPUTER CHOOSES ZERO ENERGY LOSS FOR TOTAL JUNCTION LOSS. ------------------- ------------------------ ------------------ ODE 3769.16 : HGL = < 1074.823>;EGL= < 1076.434>;FLOWLINE= < 1069.230> FLOW PROCESS FROM NODE 3769.16 TO NODE 3833.29 IS CODE = 1 --UPSTREAM NODE 3833.29 ELEVATION = 1069.92 (FLOW IS UNDER PRESSURE) ------------------------------------------------------------------ CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 162.00 CFS PIPE DIAMETER = 54.00 INCHES PIPE LENGTH = 64.13 FEET MANNING'S N = .01300 SF=(Q/K)**2 = (( 162.00)/( 1966.576))**2 = .00679 HF=L*SF = ( 64.13)*( .00679) = .435 ----------- --------------------------------- ---------------------- NODE 3833.29 : HGL = < 1075.258>;EGL= < 1076.869>;FLOWLINE= < 1069.920> `'.0 7'i �f iC �f iC X' SY �'1C X�C :C 1Y 'N �C :f X' SY iC:C �C 1C:t''K �t X`'.f:t7'fi't:f*:C'IC it i'C it �C 'X *�f :C :C �f {t �f X' *�fn"�C �t S'f�fiC�f{f iC iC*iC'X'iC�.[*'i(�i *7't :t `•t �.t �.t :f �t 'X �! FLOW PROCESS FROM NODE 38.33.29 TO NODE 3833.29 IS CODE = 5 --UPSTREAM NODE 3833.29 ELEVATION = 1069.92 (FLOW IS UNDER PRESSURE) ---------------------------------------------------------------- CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY UPSTREAM 162500 (154.00) (DEGREES) E1069.92N DEP3.72T.) (F10.186 DOWNSTREAM 162.00 54.00 - 1069.92 3.72 10.186 LATERAL #1 .00 24.00 45.00 1069.92 .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 = .00679 DOWNSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .00679 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .00679 JUNCTION LENGTH = 1.00 FEET FRICTION LOSSES = .007 FEET ENTRANCE LOSSES = .000 FEET JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( .007)+( .000) = .007 ------------------------------ ------------- NODE 3833.29 HGL - ------------------------- - < 1075.265>;EGL= < 1076.876>;FLOWLINE= < 1069.920> Page 11 FLOW PROCESS FROM NODE 3833.29 TO NODE 4034.03 IS CODE = 1 UPSTREAM NODE 4034.03 ELEVATION = 1072.02 (FLOW IS UNDER PRESSURE) -- -- -------------------------------------------------------------- CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 162.00 CFS PIPE DIAMETER = 54.00 INCHES PIPE LENGTH = 200.74 FEET MANNING'S N = .01300 SF=(Q/K)**2 = (( 162.00)/( 1966.504))**2 = .00679 HF=L*SF = ( 200.74)*( .00679) = 1.362 ------------------------------------------------------------------------------ NODE 4034.03 : HGL = < 1076.627>;EGL= < 1078.238>;FLOWLINE= < 1072.020> FLOW PROCESS FROM NODE 4034.03 TO NODE 4041.19 IS CODE = 5 UPSTREAM NODE 4041.19 ELEVATION = 1072.05 (FLOW IS UNDER PRESSURE) ------------------------------------------------------------------------------ CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) UPSTREAM 120.80 54.00 .00 1072.05 3.24 7.596 DOWNSTREAM 162.00 54.00 - 1072.02 3.72 10.186 LATERAL #1 41.20 24.00 45.00 1072.05 1.96 13.114 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(DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES UPSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .00377 DOWNSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .00679 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .00528 JUNCTION LENGTH = 7.16 FEET FRICTION LOSSES = .038 FEET ENTRANCE LOSSES = .000 FEET JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( .007)+( .000) = .007 ------------------------------------------------------------------------------ NODE 4041.19 : HGL = < 1077.350>;EGL= < 1078.245>;FLOWLINE= < 1072.050> ****************************************************************************** FLOW PROCESS FROM NODE 4041.19 TO NODE 4045.48 IS CODE = 1 UPSTREAM NODE 4045.48 ELEVATION = 1072.07 (FLOW IS UNDER PRESSURE) ------------------------------------------------------------------------------ CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 120.80 CFS PIPE DIAMETER = 54.00 INCHES PIPE LENGTH = 4.29 FEET MANNING'S N = .01300 SF=(Q/K)**2 = (( 120.80)/( 1971.077))**2 = .00376 HF=L*SF = ( 4.29)*( .00376) = .016 ------------------------------------------------------------------------------ NODE 4045.48 : HGL = < 1077.366>;EGL= < 1078.262>;FLOWLINE= < 1072.070> ****************************************************************************** FLOW PROCESS FROM NODE 4045.48 TO NODE 4045.48 IS CODE = 5 UPSTREAM NODE 4045.48 ELEVATION = 1072.07 (FLOW IS UNDER PRESSURE) ------------------------------------------------------------------------------ CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) UPSTREAM 120.80 54.00 .00 1072.07 3.24 7.595 DOWNSTREAM 120.80 54.00 - 1072.07 3.24 7.595 LATERAL #1 .00 24.00 45.00 1072.07 .00 .000 LATERAL #2 .00 .00 .00 .00 .00 .000 Q5 .00===Q5 EQUALS BASIN INPUT=== LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: Page 12 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 = .00377 DOWNSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .00377 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .00377 JUNCTION LENGTH = 1.00 FEET FRICTION LOSSES = .004 FEET ENTRANCE LOSSES = .000 FEET JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( .004)+( .000) = .004 ------------------------ ------------------------ _________ -------- NODE 4045.48 : HGL - - < 1077.370>;EGL= < 1078.265>;FLOWLINE= < 1072.070> FLOW PROCESS FROM NODE 4045.48 TO NODE 4402.92 IS CODE = 1 --UPSTREAM NODE 4402.92 ELEVATION = 1073.69 (FLOW IS UNDER PRESSURE) ---------------------------------------------------------------- CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 120.80 CFS PIPE DIAMETER = 54.00 INCHES PIPE LENGTH = 357.44 FEET MANNING'S N = .01300 SF=(Q/K)**2 = (( 120.80)/( 1966.448))**2 = .00377 HF=L*SF = ( 357.44)*( .00377) = 1.349 --------------------------- ----------------- --------------------- NODE 4402.92 : HGL = < 1078.718>;EGL= < 1079.614>;FLOWLINE= < 1073.690> ****************************************************************************** FLOW PROCESS FROM NODE 4402.92 TO NODE 4473.70 IS CODE = 3 --UPSTREAM NODE 4473.70 ELEVATION = 1074.01 (FLOW IS UNDER PRESSURE) ---------------------------------------------------------------- CALCULATE PIPE -BEND LOSSES(OCEMA): PIPE FLOW = 120.80 CFS PIPE DIAMETER = 54.00 INCHES CENTRAL ANGLE = 90.000 DEGREES MANNING'S N = .01300 PIPE LENGTH = 70.78 FEET BEND COEFFICIENT(KB) = .25000 FLOW VELOCITY = 7.60 FEET/SEC. VELOCITY HEAD = .896 FEET SF=(Q/K)**2CIT((120.80)/( HEAD501966.723))**2 = .00377 HF=L*SF = ( 70.78)*( .00377) = .267 --- --TOTAL HEAD LOSSES = HB + HF = ( .224)+( .267) _ .491 ------------------------------ ---------------- ------------------- ODE 4473.70 : HGL = < 1079.209>;EGL= < 1080.105>;FLOWLINE= < 1074.010> FLOW PROCESS FROM NODE 4473.70 TO NODE 4535.03 IS CODE = 1 --UPSTREAM NODE 4535.03 ELEVATION = 1074.29 (FLOW IS UNDER PRESSURE) -------------- ----------------------------------------------------- CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 120.80 CFS PIPE DIAMETER = 54.00 INCHES PIPE LENGTH = 61.33 FEET MANNING'S N = .01300 SF=(Q/K)**2 = (( 120.80)/( 1966.433))**2 = .00377 HF=L*SF = ( 61.33)*( .00377) = .231 --------------------- ----------------------------- NODE 4535.03 HGL - -------------'-- < 1079.441>;EGL= < 1080.337>;FLOWLINE= < 1074.290> FLOW PROCESS FROM NODE 4535.03 TO NODE 4540.19 IS CODE = 2 --UPSTREAM-NODE- 4540.19 ELEVATION = 1074.31 (FLOW IS UNDER PRESSURE) -------------------------------------------------------------- CALCULATE MANHOLE LOSSES(LACFCD): PIPE FLOW = 120.80 CFS PIPE DIAMETER = 54.00 INCHES FLOW VELOCITY = 7.60 FEET/SEC. VELOCITY HEAD = .896 FEET HMN = .05*(VELOCITY HEAD) = .05*( .896) = .045 --------------------------- _ ____ -------------------- NODE 4540.19 : HGL = < 1079.486>;EGL= < 1080.381>;FLOWLINE= < 1074.310> FLOW PROCESS FROM NODE 4540.19 TO NODE 5035.03 IS CODE = 1 Page 13 --UPSTREAM NODE 5035.03 ELEVATION = 1076.55 (FLOW IS UNDER PRESSURE) --------------------------------------------------------------------- CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 120.80 CFS PIPE DIAMETER = 54.00 INCHES PIPE LENGTH = 494.84 FEET MANNING'S N = .01300 SF=(Q/K)**2 = (( 120.80)/( 1966.487))**2 = .00377 HF=L*SF = ( 494.84)*( .00377) = 1.867 ---------------------------------------- ------------------------- NODE 5035.03 : HGL = < 1081.353>;EGL= < 1082.249>;FLOWLINE= < 1076.550> FLOW PROCESS FROM NODE 5035.03 TO NODE 5040.19 IS CODE = 2 UPSTREAM NODE 5040.19 ELEVATION = 1076.57 (FLOW IS UNDER PRESSURE) -- --------------------------------------------------------------------- CALCULATE MANHOLE LOSSES(LACFCD): PIPE FLOW = 120.80 CFS PIPE DIAMETER = 54.00 INCHES FLOW VELOCITY = 7.60 FEET/SEC. VELOCITY HEAD = .896 FEET HMN = .05*(VELOCITY HEAD) _ .05*( .896) _ .045 ------------------------------------------------------------------------- NODE 5040.19 : HGL = < 1081.398>;EGL= < 1082.294>;FLOWLINE= < 1076.570> FLOW PROCESS FROM NODE 5040.19 TO NODE 5535.03 IS CODE = 1 UPSTREAM NODE 5535.03 ELEVATION = 1078.81 (FLOW SEALS IN REACH) ----------------------------------------------------------------------------- CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 120.80 CFS PIPE DIAMETER = 54.00 INCHES PIPE LENGTH = 494.84 FEET MANNING'S N = .01300 DOWNSTREAM CONTROL ASSUMED PRESSURE HEAD(FT) = 4.83 PRESSURE FLOW PROFILE COMPUTED INFORMATION: ---------------------------------------------------------------------------- DISTANCE FROM PRESSURE VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) HEAD(FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) .000 4.828 7.595 5.724 4336.34 435.068 4.500 7.595 5.396 4011.03 ------------------------------------------------------------------------------ NORMAL DEPTH(FT) = 3.38 CRITICAL DEPTH(FT) = 3.24 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) 435.068 4.500 7.593 5.396 4011.03 479.983 4.455 7.606 5.354 3969.54 494.840 4.436 7.615 5.337 3953.10 ------------------------------------------------------------------------------ NODE 5535.03 : HGL = < 1083.246>;EGL= < 1084.147>;FLOWLINE= < 1078.810> ****************************************************************************** FLOW PROCESS FROM NODE 5535.03 TO NODE 5540.19 IS CODE = 2 UPSTREAM NODE 5540.19 ELEVATION = 1078.83 (FLOW IS SUBCRITICAL) ------------------------------------------------------------------------------ CALCULATE MANHOLE LOSSES(LACFCD): PIPE FLOW = 120.80 CFS PIPE DIAMETER = 54.00 INCHES AVERAGED VELOCITY HEAD = .899 FEET HMN = .05*(AVERAGED VELOCITY HEAD) _ .05*( .899) _ .045 ------------------------------------------------------------------------------ NODE 5540.19 : HGL = < 1083.294>;EGL= < 1084.192>;FLOWLINE= < 1078.830> ****************************************************************************** FLOW PROCESS FROM NODE 5540.19 TO NODE 5542.24 IS CODE = 1 Page 14 --UPSTREAM NODE 5542.24 ELEVATION = 1078.84 (FLOW IS SUBCRITICAL) --------------------------------------------------------------- CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 120.80 CFS PIPE DIAMETER = 54.00 INCHES PIPE LENGTH = 2.05 FEET MANNING'S N = .01300 ---------------------------------- - ----------------------------- NORMAL DEPTH(FT) = 3.27 CRITICAL DEPTH(FT) 3.24 DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 4.46 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: --------- --------------------- ------- ----------------- DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) .000 4.465 7.602 5.362 3977.93 2_ ---- -- -0504_461 7.603 5.359 3974.93 -------- - ----------------------------------------- NODE 5542.24 : HGL = < 1083.301>;EGL= < 1084.199>;FLOWLINE= < 1078.840> .... �• is is is it is it i� i.• it i; i< i; � is •k �• is i.• � it i� is i; it is � i� ic'� # it i� is it i.• is i.• is � � it �k i.• is i.• it is it is i; is x i� it is it is is sY is ir'� is is is it is � '< is is is it is i; FLOW PROCESS FROM NODE 5542.24 TO NODE 5577.58 IS CODE = 3 UPSTREAM NODE 5577.58 ELEVATION = 1079.00 (FLOW IS SUBCRITICAL) --------------------------------------------------------------- CALCULATE PIPE -BEND LOSSES(OCEMA): PIPE FLOW = 120.80 CFS PIPE DIAMETER = 54.00 INCHES CENTRAL ANGLE = 90.000 DEGREES MANNING'S N = .01300 PIPE LENGTH = 35.34 FEET ---------------------------------- - ----------------------------- NORMAL DEPTH(FT) = 3.38 CRITICAL DEPTH(FT) 3.24 DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 4.46 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: ---------------------------------------- ----------------------- DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) .000 4.461 7.603 5.359 3974.93 35.137 4.418 7.625 5.321 3937.07 35_ ---------- 3404.418 7.625 5.321 3936.83 --------- ------------------------ ---------------------------- NODE 5577.58 : HGL = < 1083.418>;EGL= < 1084.321>;FLOWLINE= < 1079.000> UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 5577.58 FLOWLINE ELEVATION = 1079.00 ASSUMED UPSTREAM CONTROL HGL = 1082.24 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS Page 15 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 * STORM DRAIN LINE H * 100 -YEAR HYDRAULIC ANALYSIS ------------------------------------------------------------------------------ FILE NAME: SBPLINEH.HGL TIME/DATE OF STUDY: 9:21 7/15/2004 ****************************************************************************** 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) .00- 11.80* 10497.88 2.12 2617.90 } FRICTION 72.77- 11.18* 9880.11 2.12 2617.22 } FRICTION+BEND 166.05- 10.47* 9178.27 2.12 2615.28 } FRICTION 175.31- 10.39* 9098.94 2.12 2614.65 } FRICTION+BEND 210.65- 10.17* 8881.30 2.12 2617.92 } FRICTION 243.90- 9.88* 8595.48 2.12 2615.76 } FRICTION+BEND 261.57- 9.81* 8518.45 2.12 2614.93 } FRICTION } HYDRAULIC JUMP 1063.20- 2.81 Dc 2348.72 2.21* 2543.90 } FRICTION+BEND 1133.89- 2.81 Dc 2348.72 2.33* 2467.39 } FRICTION 1186.66- 2.81*Dc 2348.72 2.81*DC 2348.72 } JUNCTION 1186.66- 3.62* 2022.77 2.25 1661.15 } FRICTION } HYDRAULIC JUMP 1733.59- 2.49 Dc 1638.00 2.38* 1643.01 } FRICTION+BEND 1804.29- 2.49 Dc 1638.00 2.39* 1642.17 } FRICTION . 1980.58- 2.49*Dc 1638.00 2.49*Dc 1638.00 } JUNCTION 1980.58- 3.15* 1699.43 2.50 Dc 1567.93 } FRICTION 2112.44- 2.94* 1632.16 2.50 Dc 1567.93 } JUNCTION 2112.44- 3.57* 1737.31 2.36 Dc 1345.80 Page 1 } FRICTION 2312.44- JUNCTION 3.05* 1488.22 2.36 DC 1345.80 } 2312.44- FRICTION 3.53* 1566.75 2.15 1129.48 } 2512.44- JUNCTION 2.85* 1248.01 2.20 DC 1128.68 } 2512.44- FRICTION 3.12* 1205.93 2.12 DC 965.02 } 2712.44- JUNCTION 2.88* 1109.01 2.12 DC 965.02 } 2712.44- FRICTION 3.37* 1161.82 1.92 DC 746.31 } 2912.44- JUNCTION 2.91* 960.33 1.92 DC 746.31 } 2912.44- FRICTION 3.29* 995.88 1.64 541.00 } 3112.44- JUNCTION 2.56* 700.75 1.69 DC 540.29 } 3112.44- FRICTION 2.91* 726.70 1.35 348.42 } 3312.44- CATCH BASIN 1.97* 414.87 1.42 DC 347.03 } 3312.44- 2.26* 312.04 1.42 DC 122.55 -------------------------------- -------------------------------- 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 = .00 FLOWLINE ELEVATION = 1039.50 PIPE FLOW = 91.50 CFS PIPE DIAMETER = 54.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 1051.300 ------------------------------------- ----------------- NODE .00 : HGL = < 1051.300>;EGL= < 1051.814>;FLOWLINE= < 1039.500> FLOW PROCESS FROM NODE .00 TO NODE 72.77 IS CODE = 1 --UPSTREAM-NODE 72.77 ELEVATION = 1040.28 (FLOW IS UNDER PRESSURE) --------------------------------------------------------------- CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 91.50 CFS PIPE DIAMETER = 54.00 INCHES PIPE LENGTH = 72.77 FEET MANNING'S N = .01300 SF=(Q/K)**2 = CC 91.50)/( 1966.207))**2 = .00217 HF=L*SF = ( 72.77)*( .00217) = .158 --------------------------- ____ ---------------------------- NODE 72.77 : HGL = < 1051.458>;EGL= < 1051.972>;FLOWLINE= < 1040.280> ****************************************************************************** FLOW PROCESS FROM NODE 72.77 TO NODE 166.05 IS CODE = 3 --UPSTREAM NODE 166.05 ELEVATION = 1041.28 (FLOW IS UNDER PRESSURE) ---------------------------------------------------------------- CALCULATE PIPE -BEND LOSSES(OCEMA): PIPE FLOW = 91.50 CFS PIPE DIAMETER = 54.00 INCHES CENTRAL ANGLE = 45.000 DEGREES MANNING'S N = .01300 PIPE LENGTH = 93.28 FEET BEND COEFFICIENT(KB) = .17678 FLOW VELOCITY 5.75 FEET/SEC. VELOCITY HEAD = .514 FEET HB=KB*(VELOCITY HEAD) = ( .177)*( .514) = .091 SF=(Q/K)**2 = CC 91.50)/( 1966.368))**2 = .00217 HF=L*SF = ( 93.28)*( .00217) = .202 TOTAL HEAD LOSSES = HB + HF = ( .091)+( .202) _ .293 -- ---------------------------- ----------------- ------------------ NODE 166.05 : HGL = < 1051.750>;EGL= < 1052.264>;FLOWLINE= < 1041.280> Page 2 FLOW PROCESS FROM NODE 166.05 TO NODE 175.31 IS CODE = 1 -- -- UPSTREAM NODE 175.31 ELEVATION = 1041.38 (FLOW IS UNDER PRESSURE) ------------------------------------------------------------- CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 91.50 CFS PIPE DIAMETER = 54.00 INCHES PIPE LENGTH = 9.26 FEET MANNING'S N = .01300 SF=(Q/K)**2 = (( 91.50)/( 1967.885))**2 = .00216 HF=L*SF = ( 9.26)*( .00216) = .020 --------------------------------------- ------------------------- NODE 175.31 : HGL = < 1051.771>;EGL= < 1052.284>;FLOWLINE= < 1041.380> FLOW PROCESS FROM NODE 175.31 TO NODE 210.65 IS CODE = 3 UPSTREAM NODE 210.65 ELEVATION = 1041.75 (FLOW IS UNDER PRESSURE) ------------------------------------------------------------ CALCULATE PIPE -BEND LOSSES(OCEMA): PIPE FLOW = 91.50 CFS PIPE DIAMETER = 54.00 INCHES CENTRAL ANGLE = 30.000 DEGREES MANNING'S N = .01300 PIPE LENGTH = 35.34 FEET BEND COEFFICIENT(KB) = .14434 FLOW VELOCITY = 5.75 FEET/SEC. VELOCITY HEAD = .514 FEET HB=KB*(VELOCITY HEAD) = ( 144)*( .514) = .074 SF=(Q/K)**2 = (( 91.50)/( 1967.182))**2 = .00216 HF=L*SF = ( 35.34)*( .00216) = .076 TOTAL HEAD LOSSES = HB + HF = ( .074)+( .076) _ .151 -------------------------------- ----------------------------------- NODE 210.65 : HGL = < 1051.921>;EGL= < 1052.435>;FLOWLINE= < 1041.750> ****************************************************************************** FLOW PROCESS FROM NODE 210.65 TO NODE 243.90 IS CODE = 1 --UPSTREAM NODE 243.90 ELEVATION = 1042.11 (FLOW IS UNDER PRESSURE) ------------------------------------------------------------- CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 91.50 CFS PIPE DIAMETER = 54.00 INCHES PIPE LENGTH = 33.25 FEET MANNING'S N = .01300 SF=(Q/K)**2 = (( 91.50)/( 1966.011))**2 = .00217 HF=L*SF = ( 33.25)*( .00217) = .072 ----------------------------------------------- ------------------ NODE 243.90 : HGL = < 1051.993>;EGL= < 1052.507>;FLOWLINE= < 1042.110> ****************************************************************************** FLOW PROCESS FROM NODE 243.90 TO NODE 261.57 IS CODE = 3 UPSTREAM NODE 261.57 ELEVATION = 1042.30 (FLOW IS UNDER PRESSURE) -------------------------------------------------------------------- CALCULATE PIPE -BEND LOSSES(OCEMA): PIPE FLOW = 91.50 CFS PIPE DIAMETER = 54.00 INCHES CENTRAL ANGLE = 30.000 DEGREES MANNING'S N = .01300 PIPE LENGTH = 17.67 FEET BEND COEFFICIENT(KB) = .14434 FLOW VELOCITY = 5.75 FEET/SEC. VELOCITY HEAD = .514 FEET HB=KB*(VELOCITY HEAD) = ( .144)*( .514) = .074 SF=(Q/K)**2 = (( 91.50)/( 1966.651))**2 = .00216 HF=L*SF = ( 17.67)*( .00216) = .038 TOTAL HEAD LOSSES = HB + HF = ( .074)+( .038) _ .112 --------------------------------------------------------- NODE 261.57 : HGL = < 1052.106>;EGL= < 1052.620>;FLOWLINE= < 1042.300> ****************************************************************************** FLOW PROCESS FROM NODE 261.57 TO NODE 1063.20 IS CODE = 1 UPSTREAM NODE 1063.20 ELEVATION = 1050.88 (HYDRAULIC JUMP OCCURS) ------------------------------------------------------------------------- CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 91.50 CFS PIPE DIAMETER = 54.00 INCHES PIPE LENGTH = 801.63 FEET MANNING'S N = .01300 Page 3 --HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS ---------------- NORMAL DEPTH(FT) ------------------- = 2,12 _________-----2. CRITICAL DEPTH(FT) 2,81 - UPSTREAM CONTROL _______________________________________________________ ASSUMED FLOWDEPTH(FT) 2,21 --- --GRADUALLY VARIED ------------ FLOW PROFILE COMPUTED INFORMATION DISTANCE FROM CONTROL(FT) FLOW DEPTH (FT) ----------------- VELOCITY (FT/SEC) -------------------- SPECIFIC ______ PRESSURE+ .000 2.207 11.789 ENERGY(FT) 4.367 MOMENTUM(POUNDS) 3.874 7.940 2.203 11.815 4.372 2543.90 2546.58 12.214 2.200 2.196 11.840 11.865 4.378 4.383 2549.28 16.717 21.469 2.192 11.890 4.389 2552.00 2554.74 26.498 2.189 2.185 11.916 11.941 4.395 4.401 2557.51 31.833 37.509 2.181 11.967 4.407 2560.30 2563.11 43.567 2.178 2.174 11.993 12.019 4.413 4.419 2565.94 50.057 57.039 2.170 12.045 4.425 2568.80 2571.69 64.585 2.167 2.163 12.071 12.097 4.431 4.437 2574.59 72.787 81.757 2.159 12.124 4.443 2577.52 2580.47 91.644 2.156 2.152 12.150 12.177 4.450 4.456 2583.45 102.640 115.008 2.148 12.203 4.462 2586.45 2589.48 129.114 2.145 2.141 12.230 12.257 4.469 4.476 2592.53 145.498 164.992 2.138 12.284 4.482 2595.60 2598.70 188.994 2.134 2.130 12.311 12.339 4.489 4.496 2601.82 220.125 264.269 2.127 12.366 4.503 2604.97 2608.14 340.318 2.123 2.119 12.394 12.421 4.510 4.517 2611.34 -------- -801.630 ---------- 2.119 ---------------------------------------------------- 12.425 4.517 2614.56 2614.93 HYDRAULIC JUMP: UPSTREAM RUN ANALYSIS RESULTS DOWNSTREAM CONTROL ASSUMED PRESSURE HEAD(FT) 9,81 PRESSURE FLOW PROFILE COMPUTED -------------------------- INFORMATION: DISTANCE FROM CONTROL(FT) PRESSURE HEAD(FT) ----------------------------------- VELOCITY (FT/SEC) SPECIFIC ______ PRESSURE+ .000 9.806 5.753 ENERGY(FT) 10.319 MOMENTUM(POUNDS) 621.389 4.500 5.753 5.014 8518.45 3253.10 ASSUMED DOWNSTREAM ---------- PRESSURE HEAD(FT) = 4.50 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: -- -------------- DISTANCE FROM CONTROL(FT) ------------------------------- FLOW DEPTH (FT) VELOCITY (FT/SEC) _______ SPECIFIC PRESSURE+ 621.389 4.500 5.751 ENERGY(FT) 5.014 MOMENTUM(POUNDS) 628.849 635.898 4.432 5.769 4.949 3253.10 3189.12 642.706 4.364 4.297 5.802 5.845 4.888 3128.11 649.322 655.769 4.229 5.897 4.828 4.769 3069.30 3012.51 662.063 4.161 4.093 5.955 6.021 4.712 2957.66 668.209 4.026 6.094 4.657 4.603 2904.75 674.210 680.066 3.958 6.173 4.550 2853.78 2804.79 685.773 3.890 3.822 6.260 6.352 4.499 2757.82 4.449 2712.94 Page 4 691.325 3.755 6.452 4.401 2670.19 696.713 3.687 6.559 4.355 2629.66 701.928 3.619 6.673 4.311 2591.42 706.954 3.551 6.795 4.269 2555.55 711.775 3.483 6.924 4.228 2522.13 716.370 3.416 7.062 4.191 2491.27 720.716 3.348 7.209 4.155 2463.07 724.780 3.280 7.365 4.123 2437.64 728.529 3.212 7.530 4.093 2415.10 731.918 3.145 7.707 4.067 2395.57 734.892 3.077 7.894 4.045 2379.21 737.387 3.009 8.093 4.027 2366.17 739.318 2.941 8.306 4.013 2356.61 740.581 2.874 8.531 4.004 2350.73 741.039 2.806 8.772 4.001 2348.72 801.630 2.806 8.772 4.001 2348.72 -----END OF HYDRAULIC JUMP ANALYSIS------------------------ PRESSURE+MOMENTUM BALANCE OCCURS AT 702.33 FEET UPSTREAM OF NODE 261.57 DOWNSTREAM DEPTH = 3.614 ------- ---------------------------------------------- FEET, UPSTREAM CONJUGATE DEPTH = 2.150 FEET NODE 1063.20 : ---------------------- HGL = < 1053.087>;EGL= < 1055.247>;FLOWLINE= < 1050.880> FLOW PROCESS FROM NODE 1063.20 TO NODE 1133.89 IS CODE = 3 --UPSTREAM NODE 1133.89 ------------------------------------------------------------- ELEVATION = 1051.64 (FLOW IS SUPERCRITICAL) CALCULATE PIPE -BEND LOSSES(OCEMA): PIPE FLOW = 91.50 CFS PIPE DIAMETER = 54.00 INCHES CENTRAL ANGLE = 90.000 DEGREES MANNING'S N = .01300 PIPE LENGTH = 70.69 FEET ---------------------------------- NORMAL DEPTH(FT) -------------------------------------------------------- = 2.11 CRITICAL ------------- ----------------------------- DEPTH(FT) - 2.81 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = _____________________________ 2.33 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: -------------------------------------------------- DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ ---------- CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) .000 2.328 11.016 4.214 2467.39 3.050 2.319 11.068 4.223 2472.09 6.291 2.311 11.120 4.232 2476.91 9.739 2.302 11.172 4.242 2481.83 13.414 2.294 11.225 4.252 2486.86 17.338 2.285 11.279 4.262 2492.00 21.537 2.276 11.333 4.272 2497.26 26.041 2.268 11.388 4.283 2502.63 30.884 2.259 11.443 4.294 2508.11 36.109 2.251 11.499 4.305 2513.71 41.765 2.242 11.555 4.317 2519.43 47.912 2.233 11.612 4.328 2525.27 54.622 2.225 11.669 4.341 2531.23 61.987 2.216 11.727 4.353 2537.31 70.120 2.208 11.786 4.366 2543.51 70.690 ----------------------------------------------------- 2.207 11.789 4.367 2543.90 NODE 1133.89 : HGL = < 1053.968>;EGL= < 1055.854>;FLOWLINE= < ------------- 1051.640> FLOW PROCESS FROM NODE 1133.89 TO NODE 1186.66 IS CODE = 1 UPSTREAM NODE 1186.66 ---------------------------------------------------------------------------- ELEVATION = 1052.20 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 91.50 CFS PIPE DIAMETER = 54.00 INCHES PIPE LENGTH = 52.77 FEET MANNING'S N = .01300 Page 5 ------------------------------------------------------------------------------ NORMAL DEPTH(FT) = 2.12 FROM NODE CRITICAL DEPTH(FT) = 2.81 ------------------------------------------------------------------------- UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 2.81 ELEVATION = 1052.20 (FLOW ------------------------------------------------------------------------ GRADUALLY VARIED ------------------------------------------------------------------------------ FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) .000 2.806 8.772 4.001 2348.72 .084 2.778 8.874 4.002 2349.05 .344 2.751 8.979 4.004 2350.08 .799 2.724 9.086 4.006 2351.80 1.468 2.696 9.196 4.010 2354.25 2.371 2.669 9.309 4.015 2357.43 3.535 2.641 9.426 4.022 2361.37 4.989 2.614 9.545 4.030 2366.09 6.768 2.587 9.668 4.039 2371.60 8.913 2.559 9.794 4.050 2377.94 11.474 2.532 9.924 4.062 2385.11 14.508 2.504 10.058 4.076 2393.15 18.090 2.477 10.195 4.092 2402.08 22.308 2.450 10.337 4.110 2411.93 27.277 2.422 10.482 4.129 2422.72 33.143 2.395 10.632 4.151 2434.48 40.099 2.367 10.786 4.175 2447.25 48.405 2.340 10.945 4.201 2461.05 52.770 2.328 11.016 4.214 2467.39 ------------------------------------------------------------------------------ NODE 1186.66 : HGL = < 1055.006>;EGL= < 1056.201>;FLOWLINE= < 1052.200> 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 = .00195 DOWNSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .00427 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .00311 JUNCTION LENGTH = 1.00 FEET FRICTION LOSSES = .003 FEET ENTRANCE LOSSES = .000 FEET JUNCTION LOSSES =(DY+HV1-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( .120)+( .000) = .120 NODE 1186.66 : HGL = < 1055.823>;EGL= < 1056.321>;FLOWLINE= < 1052.200> ****************************************************************************** FLOW PROCESS FROM NODE 1186.66 TO NODE 1733.59 IS CODE = 1 UPSTREAM NODE 1733.59 ELEVATION = 1055.50 (HYDRAULIC JUMP OCCURS) ------------------------------------------------------------------------------ CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 67.80 CFS PIPE DIAMETER = 48.00 INCHES PIPE LENGTH = 546.93 FEET MANNING'S N = .01300 ------------------------------------------------------------------------------ Page 6 FLOW PROCESS FROM NODE 1186.66 TO NODE 1186.66 IS CODE = 5 UPSTREAM NODE ------------------------------------------------------------------------------ 1186.66 ELEVATION = 1052.20 (FLOW IS AT CRITICAL DEPTH) CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) UPSTREAM 67.80 48.00 .00 1052.20 2.49 5.665 DOWNSTREAM 91.50 54.00 - 1052.20 2.81 8.775 LATERAL #1 23.70 24.00 45.00 1052.20 1.73 7.544 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 = .00195 DOWNSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .00427 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .00311 JUNCTION LENGTH = 1.00 FEET FRICTION LOSSES = .003 FEET ENTRANCE LOSSES = .000 FEET JUNCTION LOSSES =(DY+HV1-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( .120)+( .000) = .120 NODE 1186.66 : HGL = < 1055.823>;EGL= < 1056.321>;FLOWLINE= < 1052.200> ****************************************************************************** FLOW PROCESS FROM NODE 1186.66 TO NODE 1733.59 IS CODE = 1 UPSTREAM NODE 1733.59 ELEVATION = 1055.50 (HYDRAULIC JUMP OCCURS) ------------------------------------------------------------------------------ CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 67.80 CFS PIPE DIAMETER = 48.00 INCHES PIPE LENGTH = 546.93 FEET MANNING'S N = .01300 ------------------------------------------------------------------------------ Page 6 HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS ------------------------------------------------------------------------------ NORMAL DEPTH(FT) = 2.25 CRITICAL DEPTH(FT) = 2.49 ------------------------------------------------------------------------------ UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 2.38 -------------------------------------------------- GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: ------------------------------------------------------------------------------ DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) .000 2.377 8.711 3.556 1643.01 1.056 2.372 8.733 3.557 1643.49 2.207 2.367 8.755 3.558 1643.99 3.460 2.362 8.778 3.559 1644.51 4.826 2.357 8.800 3.560 1645.05 6.315 2.351 8.823 3.561 1645.62 7.939 2.346 8.846 3.562 1646.21 9.714 2.341 8.869 3.564 1646.82 11.658 2.336 8.892 3.565 1647.46 13.789 2.331 8.915 3.566 1648.12 16.133 2.326 8.939 3.568 1648.81 18.719 2.321 8.962 3.569 1649.51 21.582 2.316 8.986 3.571 1650.25 24.769 2.311 9.009 3.572 1651.00 28.333 2.306 9.033 3.574 1651.78 32.349 2.301 9.057 3.576 1652.58 36.912 2.296 9.081 3.578 1653.41 42.149 2.291 9.106 3.579 1654.26 48.243 2.286 9.130 3.581 1655.14 55.458 2.281 9.155 3.583 1656.04 64.205 2.276 9.180 3.585 1656.97 75.171 2.271 9.204 3.587 1657.92 89.648 2.266 9.229 3.589 1658.90 110.533 2.261 9.255 3.592 1659.90 147.128 2.256 9.280 3.594 1660.93 546.930 2.255 9.285 3.594 1661.15 ------------------------------------------------------------------------------ HYDRAULIC JUMP: UPSTREAM RUN ANALYSIS RESULTS ------------------------------------------------------------------------------ DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 3.62 ---------------------------------- GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: ------------------------------------------------------------------------------ DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) .000 3.623 5.664 4.121 2022.77 8.897 3.578 5.716 4.085 1995.84 17.664 3.532 5.772 4.050 1969.69 26.308 3.487 5.831 4.015 1944.34 34.831 3.441 5.894 3.981 1919.81 43.234 3.396 5.960 3.948 1896.11 51.517 3.350 6.030 3.915 1873.26 59.677 3.305 6.104 3.884 1851.28 67.713 3.260 6.181 3.853 1830.20 75.617 3.214 6.263 3.824 1810.03 83.385 3.169 6.349 3.795 1790.81 91.005 3.123 6.438 3.767 1772.56 98.469 3.078 6.533 3.741 1755.30 105.761 3.032 6.631 3.716 1739.07 112.864 2.987 6.735 3.692 1723.90 119.759 2.941 6.843 3.669 1709.82 126.418 2.896 6.956 3.648 1696.86 132.809 2.851 7.075 3.628 1685.07 138.892 2.805 7.199 3.610 1674.49 144.615 2.760 7.330 3.594 1665.14 Page 7 149.912 2.714 7.466 3.580 1657.09 154.694 2.669 7.609 3.568 1650.38 158.841 2.623 7.759 3.559 1645.06 162.186 2.578 7.916 3.552 1641.18 164.488 2.533 8.080 3.547 1638.80 165.372 2.487 8.253 3.546 1638.00 546.930 2.487 8.253 3.546 1638.00 ------------------------END OF HYDRAULIC JUMP ANALYSIS------------------------ PRESSURE+MOMENTUM BALANCE OCCURS AT 147.30 FEET UPSTREAM OF NODE 1186.66 DOWNSTREAM ------------------------------------------------------------------------------ DEPTH = 2.737 FEET, UPSTREAM CONJUGATE DEPTH = 2.255 FEET NODE 1733.59 : HGL = < 1057.877>;EGL= < 1059.056>;FLOWLINE= < 1055.500> FLOW PROCESS FROM NODE 1733.59 TO NODE 1804.29 IS CODE = 3 UPSTREAM NODE ------------------------------------------------------------------------------ 1804.29 ELEVATION = 1055.86 (FLOW IS SUPERCRITICAL) CALCULATE PIPE -BEND LOSSES(OCEMA): PIPE FLOW = 67.80 CFS PIPE DIAMETER = 48.00 INCHES CENTRAL ANGLE = 90.000 DEGREES MANNING'S N = .01300 PIPE LENGTH = 70.70 FEET ------------------------------------------------------------------------------ NORMAL DEPTH(FT) = 2.38 CRITICAL DEPTH(FT) = 2.49 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) 2.39 --------------------------------------------------------------------------- GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: ------------------------------------------------------------------------------ DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) .000 2.386 8.670 3.554 1642.17 1.079 2.386 8.671 3.554 1642.21 2.209 2.385 8.673 3.554 1642.24 3.393 2.385 8.675 3.554 1642.28 4.638 2.384 8.677 3.554 1642.31 5.948 2.384 8.679 3.554 1642.35 7.332 2.384 8.680 3.554 1642.39 8.796 2.383 8.682 3.554 1642.42 10.350 2.383 8.684 3.555 1642.46 12.004 2.382 8.686 3.555 1642.49 13.773 2.382 8.688 3.555 1642.53 15.671 2.382 8.689 3.555 1642.57 17.717 2.381 8.691 3.555 1642.60 19.937 2.381 8.693 3.555 1642.64 22.358 2.380 8.695 3.555 1642.67 25.022 2.380 8.697 3.555 1642.71 27.977 2.380 8.698 3.555 1642.75 31.293 2.379 8.700 3.555 1642.79 35.068 2.379 8.702 3.555 1642.82 39.441 2.378 8.704 3.555 1642.86 44.634 2.378 8.706 3.555 1642.90 51.015 2.377 8.707 3.556 1642.94 59.273 2.377 8.709 3.556 1642.97 70.700 ------------------------------------------------------------------------------ 2.377 8.711 3.556 1643.01 NODE 1804.29 : HGL = < 1058.246>;EGL= < 1059.414>;FLOWLINE= < 1055.860> FLOW PROCESS FROM•NODE 1804.29 TO NODE 1980.58 IS CODE = 1 UPSTREAM NODE 1980.58 ELEVATION = 1056.75 (FLOW IS SUPERCRITICAL) ------------------------------------------------------------------------------ CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 67.80 CFS PIPE DIAMETER = 48.00 INCHES PIPE LENGTH = 176.29 FEET MANNING'S N = .01300 ------------------------------------------------------------------------------ Page 8 NORMAL DEPTH(FT) = 2.38 CRITICAL DEPTH(FT) = 2.49 ---------------------------------------------------------------- UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 2.49 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: ------------------------------------------------------------------------------ DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) .000 2.487 8.253 3.546 1638.00 .023 2.483 8.270 3.546 1638.00 .093 2.479 8.286 3.546 1638.02 .216 2.475 8.303 3.546 1638.06 .395 2.470 8.319 3.546 1638.11 .637 2.466 8.336 3.546 1638.17 .948 2.462 8.353 3.546 1638.25 1.335 2.458 8.370 3.546 1638.34 1.807 2.454 8.386 3.546 1638.45 2.374 2.449 8.403 3.547 1638.57 3.049 2.445 8.420 3.547 1638.70 3.847 2.441 8.438 3.547 1638.85 4.786 2.437 8.455 3.548 1639.01 5.888 2.433 8.472 3.548 1639.19 7.182 2.428 8.489 3.548 1639.38 8.704 2.424 8.507 3.549 1639.59 10.503 2.420 8.524 3.549 1639.81 12.644 2.416 8.542 3.550 1640.05 15.218 2.412 8.560 3.550 1640.30 18.360 2.408 8.577 3.551 1640.57 22.277 2.403 8.595 3.551 1640.85 27.319 2.399 8.613 3.552 1641.15 34.137 2.395 8.631 3.552 1641.46 44.201 2.391 8.649 3.553 1641.79 62.219 2.387 8.668 3.554 1642.14 176.290 2.386 8.670 3.554 1642.17 ------------------------------------------------------------------------------ NODE 1980.58 : HGL = < 1059.237>;EGL= < 1060.296>;FLOWLINE= < 1056.750> ****************************************************************************** FLOW PROCESS FROM NODE 1980.58 TO NODE 1980.58 IS CODE = 5 UPSTREAM NODE 1980.58 ELEVATION = 1056.75 (FLOW IS AT CRITICAL DEPTH) ------------------------------------------------------------------------------ CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) UPSTREAM 63.40 42.00 .00 1056.75 2.50 6.949 DOWNSTREAM 67.80 48.00 - 10S6.75 2.49 8.256 LATERAL #1 .00 .00 .00 .00 .00 .000 LATERAL #2 .00 .00 .00 .00 .00 .000 QS 4.40===Q5 EQUALS BASIN INPUT=== LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Ql*V1*COS(DELTAI)-Q3*V3*COS(DELTA3)- Q4*V4*COS(DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES UPSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .00349 DOWNSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .00443 AVERAGED FRICTIONSLOPE IN JUNCTION ASSUMED AS .00396 JUNCTION LENGTH =1.00 FEET FRICTION LOSSES =.004 FEET ENTRANCE LOSSES = .212 FEET JUNCTION LOSSES =(DY+HV1-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( .144)+( .212) = .356 NODE 1980.58 : HGL = < 1059.901>;EGL= < 1060.651>;FLOWLINE= < 1056.750> ****************************************************************************** FLOW PROCESS FROM NODE 1980.58 TO NODE 2112.44 IS CODE = 1 Page 9 UPSTREAM NODE 2112.44 ELEVATION = 1057.35 (FLOW IS SUBCRITICAL) ------------------------------------------------------------------------------ CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 63.40 CFS PIPE DIAMETER = 42.00 INCHES PIPE LENGTH = 131.86 FEET MANNING'S N = .01300 ------------------------------------------------------------------------------ NORMAL DEPTH(FT) ------------------------------------------------------------------------------ = 2.68 CRITICAL DEPTH(FT) = 2.50 ------------------------------------------------------------------------------ DOWNSTREAM CONTROL ------------------------------------------------------------------------------ ASSUMED FLOWDEPTH(FT) = 3.15 ------------------------------------------------------------------------------ GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: ------------------------------------------------------------------------------ DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) .000 3.151 6.947 3.901 1699.43 11.649 3.132 6.978 3.889 1692.51 23.277 3.114 7.009 3.877 1685.75 34.906 3.095 7.042 3.865 1679.16 46.555 3.076 7.075 3.854 1672.74 58.246 3.057 7.110 3.843 1666.48 70.001 3.038 7.145 3.832 1660.40 81.845 3.020 7.181 3.821 1654.49 93.805 3.001 7.219 3.811 1648.76 105.911 2.982 7.257 3.800 1643.20 118.199 2.963 7.296 3.790 1637.82 130.708 2.945 7.336 3.781 1632.62 131.860 2.943 7.340 3.780 1632.16 ------------------------------------------------------------------------------ NODE 2112.44 : HGL = < 1060.293>;EGL= < 1061.130>;FLOWLINE= < 1057.350> FLOW PROCESS FROM NODE 2112.44 TO NODE 2112.44 IS CODE = 5 UPSTREAM NODE ------------------------------------------------------------------------------ 2112.44 ELEVATION = 1057.35 (FLOW UNSEALS IN REACH) CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) UPSTREAM 56.60 42.00 .00 1057.35 2.36 5.883 DOWNSTREAM 63.40 42.00 - 1057.35 2.50 7.342 LATERAL #1 .00 .00 .00 .00 .00 .000 LATERAL #2 .00 .00 .00 .00 .00 .000 Q5 6.80===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 = .00316 DOWNSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .00380 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .00348 JUNCTION LENGTH =1.00 FEET FRICTION LOSSES =.003 FEET ENTRANCE LOSSES = .167 FEET JUNCTION LOSSES =(DY+HV1-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( .159)+( .167) = .327 NODE 2112.44 : HGL = < 1060.919>;EGL= < 1061.456>;FLOWLINE= < 1057.350> ****************************************************************************** FLOW PROCESS FROM NODE 2112.44 TO NODE 2312.44 IS CODE = 1 UPSTREAM NODE 2312.44 ELEVATION = 1058.35 (FLOW SEALS IN REACH) ------------------------------------------------------------------------------ CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 56.60 CFS PIPE DIAMETER = 42.00 INCHES PIPE LENGTH = 200.00 FEET MANNING'S N = .01300 DOWNSTREAM CONTROL ASSUMED PRESSURE HEAD(FT) 3.57 Page 10 ------------------------------------------ PRESSURE FLOW PROFILE COMPUTED INFORMATION: ------------------------------------------------------------------------------ DISTANCE FROM PRESSURE VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) HEAD(FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) .000 3.569 5.883 4.106 1737.31 37.595 3.500 5.883 4.037 1695.89 ------------------------------------------------------------------------------ NORMAL DEPTH(FT) = 2.36 CRITICAL DEPTH(FT) = 2.36 --------------------------------------------------------------- ASSUMED DOWNSTREAM PRESSURE HEAD(FT) = 3.50 ----------------------------------------------- GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: ------------------------------------------------------------------------------ DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 37.595 3.500 5.881 4.037 1695.89 58.987 3.454 5.896 3.994 1670.13 77.813 3.409 5.923 3.954 1645.83 95.430 3.363 5.958 3.915 1622.57 112.226 3.317 6.001 3.877 1600.23 128.411 3.272 6.049 3.840 1578.75 144.117 3.226 6.103 3.805 1558.12 159.433 3.180 6.162 3.770 1538.32 174.428 3.135 6.226 3.737 1519.35 189.151 3.089 6.296 3.705 1501.23 200.000 3.055 6.351 3.682 1488.22 ------------------------------------------------------------------------------ NODE 2312.44 : HGL = < 1061.405>;EGL= < 1062.032>;FLOWLINE= < 1058.350> FLOW PROCESS FROM NODE 2312.44 TO NODE 2312.44 IS CODE = 5 UPSTREAM NODE 2312.44 ELEVATION = 1058.35 (FLOW UNSEALS IN REACH) ------------------------------------------------------------------------------ CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) UPSTREAM 49.60 42.00 .00 1058.35 2.20 5.155 DOWNSTREAM 56.60 42.00 - 1058.35 2.36 6.353 LATERAL #1 .00 .00 .00 .00 .00 .000 LATERAL #2 .00 .00 .00 .00 .00 .000 Q5 7.00===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 = .00243 DOWNSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .00288 AVERAGED FRICTIONSLOPE IN JUNCTION ASSUMED AS .00265 JUNCTION LENGTH =1.00 FEET FRICTION LOSSES =.003 FEET ENTRANCE LOSSES = .125 FEET JUNCTION LOSSES =(DY+HV1-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( .140)+( .125) = .265 NODE 2312.44 : HGL = < 1061.884>;EGL= < 1062.297>;FLOWLINE= < 1058.350> FLOW PROCESS FROM NODE 2312.44 TO NODE 2512.44 IS CODE = 1 UPSTREAM NODE 2512.44 ELEVATION = 1059.35 (FLOW SEALS IN REACH) ------------------------------------------------------------------------------ CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 49.60 CFS PIPE DIAMETER = 42.00 INCHES PIPE LENGTH = 200.00 FEET MANNING'S N = .01300 --------------------- DOWNSTREAM CONTROL ASSUMED PRESSURE HEAD(FT) = 3.53 Page 11 ------------------------------------------------------------------------ PRESSURE FLOW PROFILE COMPUTED ------------------------------------------------------------------------------ INFORMATION: DIAMETER DISTANCE FROM PRESSURE VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) HEAD(FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) .000 3.534 5.155 3.947 1566.75 13.350 3.500 5.155 3.913 1546.15 ------------------------------------------------------------------------------ NORMAL DEPTH(FT) ------------------------------------------------------------------------------ = 2.15 CRITICAL DEPTH(FT) = 2.20 ------------------------------------------------------------------------------ ASSUMED DOWNSTREAM PRESSURE HEAD(FT) = ------------------------------------------------------------------------------ 3.50 .00 ------------------------------------------------------------------------------ GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: .00 ------------------------------------------------------------------------------ DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 13.350 3.500 5.154 3.913 1546.15 31.597 3.448 5.170 3.863 1516.50 48.310 3.396 5.198 3.816 1488.26 64.259 3.344 5.236 3.770 1461.05 79.671 3.292 5.281 3.725 1434.79 94.671 3.240 5.333 3.682 1409.44 109.340 3.188 5.391 3.640 1384.99 123.730 3.136 5.454 3.598 1361.45 137.881 3.084 5.524 3.558 1338.83 151.822 3.032 5.599 3.519 1317.15 165.574 2.980 5.680 3.482 1296.44 179.151 2.928 5.768 3.445 1276.72 192.564 2.876 5.861 3.410 1258.03 200.000 2.847 5.916 3.391 1248.01 ------------------------------------------------------------------------------ NODE 2512.44 : HGL = < 1062.197>;EGL= < 1062.741>;FLOWLINE= < 1059.350> ****************************************************************************** FLOW PROCESS FROM NODE 2512.44 TO NODE 2512.44 IS CODE = 5 UPSTREAM NODE 2512.44 ------------------------------------------------------------------------------ ELEVATION = 1059.35 (FLOW UNSEALS IN REACH) CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) UPSTREAM 42.40 36.00 .00 1059.35 2.12 5.998 DOWNSTREAM 49.60 42.00 - 1059.35 2.20 5.918 LATERAL #1 .00 .00 .00 .00 .00 .000 LATERAL #2 .00 .00 .00 .00 .00 .000 Q5 7.20===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 = .00404 DOWNSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .00246 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .00325 JUNCTION LENGTH =1.00 FEET FRICTION LOSSES =.003 FEET ENTRANCE LOSSES = .109 FEET JUNCTION LOSSES =(DY+HV1-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( .176)+( .109) = .284 ------------------------------------------------------------------------------ NODE 2512.44 HGL = < 1062.467>;EGL= < 1063.025>;FLOWLINE= < 1059.350> ****************************************************************************** FLOW PROCESS FROM NODE 2512.44 TO NODE 2712.44 IS CODE = 1 UPSTREAM NODE 2712.44 ELEVATION = 1060.35 (FLOW SEALS IN REACH) ------------------------------------------------------------------------------ CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 42.40 CFS PIPE DIAMETER = 36.00 INCHES Page 12 PIPE LENGTH = 200.00 FEET MANNING'S N = .01300 ------------------------------------------------------------------------------ DOWNSTREAM CONTROL ASSUMED PRESSURE HEAD(FT) = 3.12 -------------------------- PRESSURE FLOW PROFILE COMPUTED INFORMATION: ------------------------------------------------------------------------------ DISTANCE FROM PRESSURE VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) HEAD(FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) .000 3.117 5.998 3.675 1205.93 121.636 3.000 5.998 3.559 1154.48 ------------------------------------------------------------------------------ NORMAL DEPTH(FT) = 2.22 CRITICAL DEPTH(FT) = 2.12 ------------------------------------------------------------------------------ ASSUMED DOWNSTREAM PRESSURE HEAD(FT) = 3.00 ----------------------------------------- GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: ------------------------------------------------------------------------------ DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 121.636 3.000 5.997 3.559 1154.48 146.828 2.969 6.007 3.530 1141.67 167.310 2.938 6.027 3.502 1129.61 185.850 2.907 6.052 3.476 1118.09 200.000 2.881 6.077 3.455 1109.01 ------------------------------------------------------------------------------ NODE 2712.44 : HGL = < 1063.231>;EGL= < 1063.805>;FLOWLINE= < 1060.350> ****************************************************************************** FLOW PROCESS FROM NODE 2712.44 TO NODE 2712.44 IS CODE = 5 UPSTREAM NODE 2712.44 ELEVATION = 1060.35 (FLOW UNSEALS IN REACH) ------------------------------------------------------------------------------ CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) UPSTREAM 35.00 36.00 .00 1060.35 1.92 4.951 DOWNSTREAM 42.40 36.00 - 1060.35 2.12 6.079 LATERAL #1 .00 .00 .00 .00 .00 .000 LATERAL #2 .00 .00 .00 .00 .00 .000 Q5 7.40===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(DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES UPSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .00275 DOWNSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .00352 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .00314 JUNCTION LENGTH = 1.00 FEET FRICTION LOSSES =.003 FEET ENTRANCE LOSSES = .115 FEET JUNCTION LOSSES =(DY+HV1-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( .183)+( .115) = .298 NODE 2712.44 : HGL = < 1063.723>;EGL= < 1064.103>;FLOWLINE= < 1060.350> ****************************************************************************** FLOW PROCESS FROM NODE 2712.44 TO NODE 2912.44 IS CODE = 1 UPSTREAM NODE 2912.44 ELEVATION = 1061.35 (FLOW SEALS IN REACH) ------------------------------------------------------------------------------ CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 35.00 CFS PIPE DIAMETER= 36.00 INCHES PIPE LENGTH = 200.00 FEET MANNING'S N = .01300 DOWNSTREAM CONTROL ASSUMED PRESSURE HEAD(FT) = 3.37 ------------------------------------------- PRESSURE FLOW PROFILE COMPUTED INFORMATION: ------------------------------------------------------- Page 13 DISTANCE FROM PRESSURE VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) HEAD(FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) .000 3.373 4.951 3.753 1161.82 165.881 3.000 4.951 3.381 997.46 ------------------------------------------------------------------------------ NORMAL DEPTH(FT) = 1.92 CRITICAL DEPTH(FT) = 1.92 ------------------------------------------------------------------------------ ASSUMED DOWNSTREAM PRESSURE HEAD(FT) = 3.00 NORMAL DEPTH(FT) = --------------------------------------------------------------------- GRADUALLY VARIED ------------------------------------------------------------------------------ FLOW PROFILE COMPUTED INFORMATION: = 1.69 DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 165.881 3.000 4.950 3.381 997.46 182.861 2.957 4.964 3.340 979.48 198.200 2.914 4.991 3.301 962.39 200.000 2.909 4.995 3.296 960.33 ------------------------------------------------------------------------------ NODE 2912.44 : HGL = < 1064.259>;EGL= < 1064.646>;FLOWLINE= < 1061.350> ****************************************************************************** FLOW PROCESS FROM NODE 2912.44 TO NODE 2912.44 IS CODE = 5 UPSTREAM NODE ------------------------------------------------------------------------------ 2912.44 ELEVATION = 1061.35 (FLOW UNSEALS IN REACH) CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) UPSTREAM 27.40 36.00 .00 1061.35 1.69 3.877 DOWNSTREAM 35.00 36.00 - 1061.35 1.92 4.997 LATERAL #1 .00 .00 .00 .00 .00 .000 LATERAL #2 .00 .00 .00 .00 .00 .000 Q5 7.60===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 = .00169 DOWNSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .00242 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .00206 JUNCTION LENGTH =1.00 FEET FRICTION LOSSES =.002 FEET ENTRANCE LOSSES = .078 FEET JUNCTION LOSSES =(DY+HV1-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( .151)+( .078) = .228 NODE 2912.44 : HGL = < 1064.641>;EGL= < 1064.875>;FLOWLINE= < 1061.350> ****************************************************************************** FLOW PROCESS FROM NODE 2912.44 TO NODE 3112.44 IS CODE = 1 UPSTREAM NODE 3112.44 ELEVATION = 1062.35 (FLOW SEALS IN REACH) ------------------------------------------------------------------------------ CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 27.40 CFS PIPE DIAMETER = 36.00 INCHES PIPE LENGTH = 200.00 FEET MANNING'S N = .01300 DOWNSTREAM CONTROL ASSUMED PRESSURE HEAD(FT) = 3.29 - -------------------------------------------- PRESSURE FLOW PROFILE COMPUTED INFORMATION: ------------------------------------------------------- DISTANCE FROM PRESSURE VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) HEAD(FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) .000 3.291 3.876 3.525 995.88 87.907 ------------------------------------------------------------------------------ 3.000 3.876 3.233 867.44 NORMAL DEPTH(FT) = 1.64 CRITICAL DEPTH(FT) = 1.69 Page 14 ASSUMED DOWNSTREAM PRESSURE HEAD(FT) = 3.00 VELOCITY ---------------------------- GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: CONTROL(FT) ------------------------------------------------------------------------------ DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 87.907 3.000 3.875 3.233 867.44 102.684 2.948 3.890 3.183 845.21 116.654 2.895 3.918 3.134 823.77 130.210 2.843 3.954 3.086 802.97 143.473 2.791 3.997 3.039 782.78 156.509 2.738 4.047 2.993 763.19 169.359 2.686 4.103 2.948 744.22 182.053 2.634 4.165 2.903 725.88 194.609 2.581 4.234 2.860 708.21 200.000 2.559 4.265 2.841 700.75 ------------------------------------------------------------------------------ NODE 3112.44 : HGL = < 1064.909>;EGL= < 1065.191>;FLOWLINE= < 1062.350> ****************************************************************************** FLOW PROCESS FROM NODE 3112.44 TO NODE 3112.44 IS CODE = 5 UPSTREAM NODE 3112.44 ELEVATION = 1062.35 (FLOW IS SUBCRITICAL) ------------------------------------------------------------------------------ CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) UPSTREAM 19.50 36.00 .00 1062.35 1.42 2.784 DOWNSTREAM 27.40 36.00 - 1062.35 1.69 4.267 LATERAL #1 .00 .00 .00 .00 .00 .000 LATERAL #2 .00 .00 .00 .00 .00 .000 Q5 7.90===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 = .00075 DOWNSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .00158 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .00117 JUNCTION LENGTH = 1.00 FEET FRICTION LOSSES = .001 FEET ENTRANCE LOSSES = .057 FEET JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( .131)+( .057) = .188 NODE 3112.44 : HGL = < 1065.259>;EGL= < 1065.379>;FLOWLINE= < 1062.350> ****************************************************************************** FLOW PROCESS FROM NODE 3112.44 TO NODE 3312.44 IS CODE = 1 UPSTREAM NODE 3312.44 ELEVATION = 1063.35 (FLOW IS SUBCRITICAL) ------------------------------------------------------------------------------ CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 19.50 CFS PIPE DIAMETER = 36.00 INCHES PIPE LENGTH = 200.00 FEET MANNING'S N = .01300 ------------------------------------------------------------------------------ NORMAL DEPTH(FT) = 1.34 CRITICAL DEPTH(FT) = 1.42 ------------------------------------------------- DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 2.91 -------------------------------------------------- GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) .000 2.909 2.783 3.029 726.70 13.456 2.849 2.811 2.972 701.79 26.748 2.789 2.846 2.915 677.43 39.915 2.730 2.887 2.859 653.63 Page 15 52.979 2.670 2.933 2.804 630.44 65.956 2.610 2.986 2.749 607.87 78.854 2.551 3.044 2.694 585.96 91.682 2.491 3.107 2.641 564.75 104.442 2.431 3.177 2.588 544.26 117.137 2.371 3.253 2.536 524.53 129.766 2.312 3.335 2.485 505.60 142.328 2.252 3.425 2.434 487.49 154.817 2.192 3.522 2.385 470.25 167.228 2.133 3.627 2.337 453.91 179.552 2.073 3.742 2.290 438.50 191.774 2.013 3.865 2.245 424.09 200.000 1.973 3.956 2.216 414.87 ------------------------------------------------------------------------------ NODE 3312.44 : HGL = < 1065.323>;EGL= < 1065.566>;FLOWLINE= < 1063.350> FLOW PROCESS FROM NODE 3312.44 TO NODE 3312.44 IS CODE = 8 UPSTREAM NODE 3312.44 ELEVATION = 1063.35 (FLOW IS SUBCRITICAL) ------------------------------------------------------------------------------ CALCULATE CATCH BASIN ENTRANCE LOSSES(LACFCD): PIPE FLOW = 19.50 CFS PIPE DIAMETER = 36.00 INCHES FLOW VELOCITY = 3.96 FEET/SEC. VELOCITY HEAD = .243 FEET CATCH BASIN ENERGY LOSS = .2*(VELOCITY HEAD) = .2*( .243) = .049 NODE 3312.44 : HGL = < 1065.614>;EGL= < 1065.614>;FLOWLINE= < 1063.350> UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 3312.44 FLOWLINE ELEVATION = 1063.35 ASSUMED UPSTREAM CONTROL HGL = 1064.77 FOR DOWNSTREAM RUN ANALYSIS ---------------------------------------------------------------------------- END OF GRADUALLY VARIED FLOW ANALYSIS Page 16 Technical Appendix L 25 -Year Hydraulic Analysis 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(DELTAl)-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*Vl*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 LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Ql*V1*COS(DELTAI)-Q3v3*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 (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=== .00 .00 LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Ql*V1*COS(DELTAI)-Q3v3*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-Ql*V1*COS(DELTAI)-Q3*V3*COS(DELTA3)- Q4*V4*COS(DELTA4))/((A1+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(DELTA4))/((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> LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Q1*V1*COS(DELTAl)-Q3*V3*COS(DELTA3)- Q4*V4*COS(DELTA4))/((A1+A2)*lb.l)+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 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(DELTA4))/((A1+A2)*lb.l)+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(LACFCD): 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(DELTA3)- Q4*V4*COS(DELTA4))/((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-Ql*V1*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