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HomeMy WebLinkAboutHydrology(Apr.1999) "1 I " , I , I I I I I I I I I I I I I. RECEIVED CAMPOS VERDES MAY 51999 CITY OF TEMt\;UL/-I ENGINEERING DEPARTMENT HYDROLOGY !HYDRAULICS REpORT FOR TRACT MAP No. 28510 Prepilred For: Woodside Homes 30211 Avenida de las Banderas, Suite 130 Rancho Santa Margarita, California 92688 P'epared by: CJ{.obetf "Rei1/.. "William "RrIst t:&~iates 27555 Ynez Road, Suite 400 Temecula, California 92591 Co"tIlet: Michael Tylman Bill Keller February, 1999 Revised April, 1999 JX4l7I367 I I I I I I I I I I I I I I I I I I J I. II. III. IV. "A" "B" "A" "B" "e" "D". TABLE OF CONTENTS INTRODUCTION BACKGROUND HYDROLOGY HYDRAULICS PAGE NO. 1 2 4 5 EXHIBITS VICINITY MAP SOILS MAP PAGE NO. 1A 2A APPENDIX 100 & 10 - YEAR HYDROLOGY (RATIONAL METHOD) HYDROLOGY MAPS STORM DRAIN HYDRAULIC ANALYSIS - 100 YEAR DESIGN CALCULATIONS - ON-SITE CATCH BASINS - lOOYEAR I I I I I I I I I I I . I I I I I I I I. INTRODUCTION This report includes the hydrologic and hydraulic calculations performed in conjunction with the final development of Tract Map No. 28510 within the City of Temecula. The project is a proposed 138.5 acre residential site located between North General Kearny Road on the south, Winchester Road on the north and Margarita Road on the west. The subdivision abuts to the Meadowview and Roripaugh Hills area to the east. The primary objectives of this report are as follows: 1. Delineate the drainage areas tributary to the site for the developed condition. 2. Based on drainage patterns, ground slope, land use and soil type and, using the Riverside County Rational Method, perform hydrologic and hydraulics of off-site and on-site runoff to provide 10-year and 100-year design flows for the sizing of drainage facilities. 3. Based on the hydrology results and physical site requirements, design the catch basins and storm drain laterals to convey the computed design discharges. H:\GRP6O\PDA T A\40 1367\OFFICE\WPWIN\66rptool.wpd 1 \ I I I I I I I I I I I I I I I I I I I II. BACKGROUND Basin "A" and Basin "B" have offsite flow as follows: Basin "A": Hydrology/Hydraulic report for North General Kearny Road, Campos Verdes, dated April, 1997 by Robert Bein, Williarn Frost and Associates establishes the existing QIO= 12.3 CFS, TC = 16.05 min. and QIOO = 20.0 CFS, TC = 16.30 min. for flow down the north side of North General Kearny Road. These come from an offsite area of 10.5 acres. Drainage from Campos Verdes Middle School site to the existing catch basin at Sta. 18 +82.50, north side of North General Kearny Road, dated December 17, 1998 by Robert Bein, William Frost and Associates establishes the existing QIO = 33.1 CFS, TC = 13.10 min. and QIOO = 50.3 CFS, TC = 12.82 min. for flow off of the school site. These come from an area of 18.9 acres. The above were used to verify the existing 28 ft. wide catch basin and piping system were adequate to handle the QlO and Q100 for Basin "A". Basin "B": The area is subject to offsite flow from 46.70 acres from Tract No. 20703-2. These flows are in an existing 36" RCP coming from the aforesaid tract via a drainage easement on the north side of Lot 32, Tract No. 20703-2. Per City of Temecula, PW97-07 Drainage Study by TransPacific Consultants, dated March28, 1998, the Q,o = 59.5 CFS, TC = 16.26 min. and the Ql00 = 89.6 CFS, TC = 15.84 min. for this existing storm drain. Basin "B" in Tract No. 28510 will pick up these flows in a storm drain and take them to the existing 54" RCP storm drain in Margarita Road per City of Temecula PW 97-07. A concrete emergency overflow channel exists on the north side of previously mentioned Lot 32 for TR 20703-2. An emergency overflow concrete channel will be continued along the rear property line of TR 28510-3 and TR 28510-2 to a proposed 42"CIPP across Lot 44, TR 28510-3 which will flow to the main 54" CIPP street storm drain. The 42"ClPP is designed to take the full Q100 of 89.6 cis from TR 20703-2 as an emergency overflow if required. H:\GRP60\PDATA\40I367\OFFlCElWPWIN\66rptOO1.wpd 2 'l--' I I I I I I I I I I I I I I I I I I I Basin "C": A new 18 ft. wide catch basin and 30" RCP storm drain are to be installed in North General Kearny Road to handle the QlO and Ql00 flow from Basin "C". These are to be installed next to the existing 28 ft. wide catch basin at Sta. 18+82.50, North General Keamy Road. The flow from Basin" A" and Basin "C" will go through a proposed 48" R CP storm drain to the City of Temecula Detention Basin per PW 97-07 adjacent to Margarita Road. H:\GRP60\PDA T A \40 1361\OFFICE\WPWIN\66fptOO1.wpd 3 :3 I I I I I I I I I I I I I I I I I I I III. HYDROLOGY Hydrologic calculations were performed using the Riverside County Rational Method from RCFC & WCD Hvdrolol!V Manual, dated April 1978. The 100-year design discharge was computed by generating a hydrologic "link-node" model which divides the area into drainage subareas, each tributary to a concentration point or hydrologic "node" point determined by the proposed layout. The computer results are included in Appendix "A." The following assumptions/guidelines were applied for use of the Rational Method: 1. The soils map from the Riverside County Hvdrolol!V Manual indicates that the study area is primarily Group "B" soils. Soils ratings are based on a scale of A through D, where D is the least pervious, providing the greatest storm runoff. The soils map, excerpted from the Hydrolol!V Manual, is included as Exhibit "B." 2. The runoff coefficients specified are V. acre residential to describe the proposed development characteristics. 3. Initial subareas were drawn to be less than 10-acres in size and less than 1,000 feet in length, per County guidelines. 4. Pipe travel times were computed based on preliminary estimated pipe sizes. A minimum pipe size of 18inches was specified, and 95 percent of the actual pipe slope was assumed available for the pipe friction losses. 5. Standard intensity-duration curve data was taken from the County Hvdrolol!V Manual (values apply for Murrieta- Temecula and Rancho California areas), which was used for the on-site developed and ultimate off-site developed. For the 100-year analysis, the data specifies a 100-year, lO-minute rainfall intensity of3.48 inches/hour and 100-year, 60-minute rainfall intensity of 1.30 inches/hour. For the lO-year analysis, the data specifies aID-year, 10-minute rainfall intensity of 2.36 inches/hour and a lO-year, 60 minute rainfall intensity of 0.88 inches/bour. The resulting 10-year and 100-year discharges at proposed locations are flagged on the Rational Method computer summaries, Appendix "A," and are on the Hydrology Map, Appendix "B." H:\GRP60\PDA T A \401367\OffiCE\WPWIN\66rptOO1.wpd 4 A. I I I I I I I I I I I I I I I I I I I IV. HYDRAULICS Based upon the results form the Rational Method Hydrology, a steady state hydraulic analysis of the storm drain system under the predicted 100-year flow was prepared. The computer program, Haested Methods, Los Angeles County Flood Control District Water Surface and Pressure Gradient Hydraulic Analvsis ProlITam No. F0515P (WSPG ), was used to analyze the system. The computer exhibits and in-put listing for the hydraulic analyses are included in Appendix "C." On site, Catch Basins were sized based upon 100-year design discharge, using Advanced Enpneering SoftwareHELE 1: Hvdraulic Elements 1. Calculations for on-site Catch Basins may be found in Appendix "D." H:\GRP6O\PDATA\401367\OFFICE\WPWIN\66rptOOl.wpd 5 5 I I I I PROJECT SITE I I ~ ~ I ~ RIlII ~ ~ ~ Nllll!\ ~ ... I i '" I ~'<' ~ I ~ I I = ~ 4' i ~1l\1\fll\ iii: I \ I TDSNlnlHlI VICINITY MAP I NOT TO SCALE I e.)< I.l\ e. \'1" "A..." I I I ,P>- c.:. c 0 I c _ ;.,~, , .!~ ~~' I I I 0 I I 0 c I I I I I (~ ~n-- I I I " ! I I c B I LEGEND ~ HYDROLOGIC SOILS GROUP MAP I SOILS GROUP BOUNDARY FOR A SOILS GROUP DESIGNATION RCFCaWCD MJRRIETA I HYDRDI DGY l'lIAi'lUAL ~-.-."""""ll l5Y~bf:> " e::." 1 0 fEET 5000 PLATE C-1.52 ~A I I I I I I I I I I I I I I I I I I I .~ ....__W I **************************************************************************** I I I I RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) ~978 HYDROLOGY MANUAL (c) Copyright ~982-96 Advanced Engineering Software (aes) Ver. ~.5A Release Date: 0~/0~/96 License ID ~264 Analysis prepared by: ~ u.: -r o - ROBERT BEIN, WILLIAM FROST & ASSOCIATES 27555 YNEZ ROAD SUITE 400 TEMECULA, CA 9259~-4679 (909) 676-8042 (909) 676-7240 , - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -,D~~ ~ I FILE NAME: 367B-~0.DAT ~~..~. ~~~I~"c::.-" TIME/DATE OF STUDY: ~6:27 ~/29/~999 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - I-~~~~-~~~~~~~~~-~~~~~~~=-~-~~~~~-~~~~~-~~~~~~~~~~----------------- USER SPECIFIED STORM EVENT (YEAR) = ~O.OO I SPECIFIED MINIMUM PIPE SIZE(INCH) = ~8.00 SPECIFIED PERCENT OF GRADIENTS (DECIMAL) TO USE ~O-YEAR STORM ~O-MlNUTE INTENSITY (INCH/HOUR) = ~O-YEAR STORM 60-MlNUTE INTENSITY (INCH/HOUR) = I ~OO-YEAR STORM ~O-MlNUTE INTENSITY(INCH/HOUR) ~OO-YEAR STORM 60-MlNUTE INTENSITY (INCH/HOUR) SLOPE OF ~O-YEAR INTENSITY-DURATION CURVE = I SLOPE OF ~OO-YEAR INTENSITY-DURATION CURVE = COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = ~O.OO ~-HOUR INTENSITY(INCH/HOUR) = .8888 SLOPE OF INTENSITY DURATION CURVE = .5506 I RCFC&WCD HYDROLOGY MANUAL "C" - VALUES USED NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES I FOR FRICTION 2.360 .880 = 3.480 = 1.300 .5505732 .5495536 SLOPE = .95 **************************************************************************** I FLOW PROCESS FROM NODE ~6. ~O TO NODE ~6. ~O IS CODE = 7 ~ ~~~'"'\ - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -~- ~~ ~.C~;:..:..~; 12-0. >>>>>USERSPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ~r~'~ \~I =======================================================================~==== I USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = ~6.85 RAIN INTENSITY(INCH/HOUR) = ~.79 TOTAL AREA(ACRES) = ~0.50 TOTAL RUNOFF(CFS) = ~2.30 I **************************************************************************** I FLOW PROCESS FROM NODE ~6. ~O TO NODE ~6. ~O IS CODE = 8 p...'-B - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ I ~O YEAR RAINFALL INTENSITY (INCH/HOUR) = ~.788 SOIL CLASSIFICATION IS "B" SINGLE-FAMILY(~/2 ACRE LOT) RUNOFF COEFFICIENT = .7005 I SUBAREA AREA (ACRES) = L 20 SUBAREA RUNOFF (CFS) = TOTAL AREA (ACRES) = ~~.70 TOTAL RUNOFF(CFS) = TC(MIN) = ~6.85 I L50 B.80 q I **************************************************************************** I-~~~~-~~~~~~~-~~~~-~~~~---_:~::~-=~-~~~~---_:~:~~-~~-~~~~_:_--~-----~-~~~-- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< I=~~~~:~~~~~~~~~::==~~~~~~~===~~;~~~:~~~~~~~~;:::~=~;;;~;~========= STREET HALFWIDTH(FEET) = 34.00 1 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK INTERIOR STREET CROSSFALL(DEClMAL) = .020 I OUTSIDE STREET CROSSFALL(DEClMAL) .080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 32.00 I I **TRAVELTlME COMPUTED USING MEAN FLOW(CFS) STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .59 HALFSTREET FLOODWIDTH(FEET) = 21.50 AVERAGE FLOW VELOCITY(FEET/SEC.) = PRODUCT OF DEPTH&VELOCITY = 1.76 I STREETFLOW TRAVELTIME (MIN) = 2.54 TC(MIN) = 19.39 10 YEAR RAINFALL INTENSITY (INCH/HOUR) = 1.655 SOIL CLASSIFICATION IS "B" I SINGLE-FAMILY (1/2 ACRE LOT) RUNOFF COEFFICIENT = .6907 SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF (CFS) = 1.14 SUMMED AREA(ACRES) = 12.70 TOTAL RUNOFF(CFS) = 14.95 I END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .59 HALFSTREET FLOODWIDTH(FEET) = 21.50 FLOW VELOCITY(FEET/SEC.) = 3.11 DEPTH*VELOCITY = 1.83 14.38 2.99 IL************************************************************************** FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 IS CODE = 10 1- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- '*************************************************************************** 1-~~~~~~;~~~~~~~~~~~~~~~:~~~~~~~yS~~~~~~~~-~~~~_:_-~:----~~~---- ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY(1/2 ACRE) TC = K*[(LENGTH**3)/(ELEVATION CHANGE)I**.2 1 INITIAL SUBAREA FLOW-LENGTH = 235.00 UPSTREAM ELEVATION = 1157.70 DOWNSTREAM ELEVATION = 1154.51 ELEVATION DIFFERENCE = 3.19 1 TC = .422*[( 235.00**3)/( 3.19)]**.2 = 8.857 10 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.548 SOIL CLASSIFICATION IS "B" I SINGLE-FAMILY(1/2 ACRE LOT) RUNOFF COEFFICIENT = .7427 SUBAREA RUNOFF (CFS) = 1.14 TOTAL AREA(ACRES) = .60 TOTAL RUNOFF(CFS) = 1 1.14 \p I **************************************************************************** I-~~~~-~~~~~~~-~~~~-~~~~-----~=~~-=~-~~~~-----~:~~-~~-~~~~-:_--~-----~-~~-- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< l=~~~~:~~~~~~~~~::==~~~~~~~===~~~~~~~~~~~~~~;:::~=~~~~~~;========= STREET HALFWIDTH(FEET) = 20.00 I I SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 I I I I I DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK = INTERIOR STREET CROSSFALL(DEClMAL) = .017 OUTSIDE STREET CROSSFALL(DEClMAL) = .080 18.00 **TRAVELTlME COMPUTED USING MEAN FLOW(CFS) STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .38 HALFSTREET FLOODWIDTH(FEET) = 12.69 AVERAGE FLOW VELOCITY(FEET/SEC.) = PRODUCT OF DEPTH&VELOCITY = .88 STREETFLOW TRAVELTIME (MIN) = 6.46 TC(MIN) = 3.59 2.32 15.31 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.885 SOIL CLASSIFICATION IS "B" SINGLE-FAMILY(1/2 ACRE LOT) RUNOFF COEFFICIENT = .7071 SUBAREA AREA(ACRES) = 3.60 SUBAREA RUNOFF (CFS) = SUMMED AREA(ACRES) = 4.20 TOTAL RUNOFF(CFS) = END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .42 HALFSTREET FLOODWIDTH(FEET) = 14.94 FLOW VELOCITY(FEET/SEC.) = 2.86 DEPTH*VELOCITY = 1.19 4.80 5.93 11*************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 6 p._:> 1--------------------------------------------------------------------------- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< ============================================================================ I UPSTREAM ELEVATION = STREET LENGTH(FEET) = STREET HALFWIDTH(FEET) I I I 1 I I 1144 . 13 580.00 = 20.00 DOWNSTREAM ELEVATION = CURB HEIGHT(INCHES) = 6. 1114.96 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = INTERIOR STREET CROSSFALL(DEClMAL) = .017 OUTSIDE STREET CROSSFALL(DEClMAL) = .080 18.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTlME COMPUTED USING MEAN FLOW(CFS) = STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .36 HALFSTREET FLOODWIDTH(FEET) = 11.56 AVERAGE FLOW VELOCITY(FEET/SEC.) = PRODUCT OF DEPTH&VELOCITY = 1.98 STREETFLOW TRAVELTIME (MIN) = 1.75 TC(MIN) = 7.24 5.51 17.07 10 YEAR RAINFALL INTENSITY (INCH/HOUR) = 1.776 SOIL CLASSIFICATION IS "B" SINGLE-FAMILY(1/2 ACRE LOT) RUNOFF COEFFICIENT = .6996 I SUBAREA AREA(ACRES) = 2.10 SUBAREA RUNOFF(CFS) = 2.61 SUMMED AREA(ACRES) = 6.30 TOTAL RUNOFF(CFS) = 8.54 lEND OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .38 HALFSTREET FLOODWIDTH(FEET) = 12.69 FLOW VELOCITY(FEET/SEC.) = 5.53 DEPTH*VELOCITY = 2.09 1*************************************************************************** FLOW PROCES-S. FROM NODE 4.00 TO NODE 4.00 IS CODE = 1 I_ - - - - - - - - c - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ~;========================================================================== I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT TIME OF CONCENTRATION(MIN.) = 17.07 RAINFALL INTENSITY(INCH/HR) = 1.78 I TOTAL STREAM AREA(ACRES) = 6.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = STREAM 1 ARE: 8.54 1*************************************************************************** FLOW PROCESS FROM NODE 6.00 TO NODE 7.00 IS CODE = 21 (:1-5 1--------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM 1 DEVELOPMENT IS SINGLE FAMILY(l/2 ACRE) TC = K*[(LENGTH**3)/(ELEVATION CHANGE)J**.2 INITIAL SUBAREA FLOW-LENGTH = 200.00 I UPSTREAM ELEVATION = 1121.20 DOWNSTREAM ELEVATION = 1118.35 ELEVATION DIFFERENCE = 2.85 1 TC = .422*[( 200.00**3)/( 2.85)1**.2 8.224 10 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.655 SOIL CLASSIFICATION IS "B" SINGLE-FAMILY(l/2 ACRE LOT) RUNOFF COEFFICIENT = .7472 1 SUBAREA RUNOFF (CFS) = .79 TOTAL AREA(ACRES) = .40 TOTAL RUNOFF(CFS) = .79 1*************************************************************************** FLOW PROCESS FROM NODE 7 . 00 TO NODE 4 . 00 IS CODE = 6,a-4 I~:::::~~~~~~~~~~~~~~~:~~~~~~~~~~~~~~~~~~~:::::~~~~~~~~~~~~~~~~~~~~~~ UPSTREAM ELEVATION = 1118.35 DOWNSTREAM ELEVATION = 1114.96 1 STREET LENGTH(FEET) = 350.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 20.00 1 1 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 1 1 DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK = INTERIOR STREET CROSSFALL(DECIMAL) = .017 OUTSIDE STREET CROSSFALL(DECIMAL) = .080 18.00 1 **TRAVELTIME COMPUTED USING MEAN STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .32 HALFSTREET FLOODWIDTH(FEET) = AVERAGE FLOW VELOCITY(FEET/SEC.) = FLOW(CFS) = 1. 70 9.31 1.86 \\ II 1 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.222 SOIL CLASSIFICATION IS "B" 1 SINGLE-FAMILY(1/2 ACRE LOT) RUNOFF COEFFICIENT = .7270 SUBAREA AREA(ACRES) = 1.10 SUBAREA RUNOFF (CFS) = SUMMED AREA(ACRES) = 1.50 TOTAL RUNOFF (CFS) = END OF SUBA:REA STREETFLOW HYDRAULICS: 1 DEPTH (FEET) = .34 HALFSTREET FLOODWIDTH(FEET) = 10.44 FLOW VELOCITY(FEET/SEC.) = 2.33 DEPTH*VELOCITY = .79 PRODUCT OF DEPTH&VELOCITY = STREETFLOW TRAVELTIME(MIN) = 3.14 .60 TC(MIN) = 11. 36 1. 78 2.57 1*************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE = 1 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ 1 TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT TIME OF CONCENTRATION(MIN.) = 11.36 1 RAINFALL INTENSITY (INCH/HR) = 2 .22 TOTAL STREAM AREA (ACRES) = 1.50 PEAK FLOW RATE (CFS) AT CONFLUENCE = 1 I STREAM 2 ARE: 2.57 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 8.54 2 2.57 Tc (MIN.) 17.07 11.36 INTENSITY (INCH/HOUR) 1.776 2.222 AREA (ACRE) 6.30 1.50 I*********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. 1************************************************************************** RAI~'FALL INTENSITY AND TIME OF CONCENTRATION RATIO 1 CONFLUENCE FORMULA USED FOR 2 STREAMS. 1 1 1 ** PEAK STREAM NUMBER 1 2 FLOW RATE RUNOFF (CFS) 8.26 10.60 TABLE * * Tc (MIN.) 11.36 17.07 INTENSITY ( INCH/HOUR) 2.222 1. 776 COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) TOTAL AREA(ACRES) = ESTIMATES ARE = 10.60 7.80 AS FOLLOWS: Tc (MIN.) = 17.07 **************************************************************************** Il-~~~~-~~~?~~~-~~~~-~~~~-----~:~~_:~-~~~~----_::~~_:~-?~~~_:__:~------------ >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< I >>>>>TRAVELTIME THRU SUBAREA<<<<< =========================================================================== UPSTREAM NODE ELEVATION = 1114.96 1 DOWNSTREAM NODE ELEVATION = 1114.76 \0 I CHANNEL LENGTH THRU SUBAREA (FEET) = 40.00 CHANNEL SLOPE = .0050 I CHANNEL BASE(FEET) = .00 "Z" FACTOR = 38.460 MANNING'S FACTOR = .015 MAXIMUM DEPTH(FEET) = 1.00 CHANNEL FLOW THRU SUBAREA (CFS) = 10.60 1 FLOW VELOCITY (FEET/SEC) = 2.20 FLOW DEPTH(FEET) = TRAVEL TIME (MIN.) = .30 TC(MIN.) = 17.37 .35 1*************************************************************************** FLOW PROCESS FROM NODE 5.00 TO NODE 5.00 IS CODE = 1 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< =========================================================================== TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: I TIME OF CONCENTRATION (MIN.) = 17 . 37 RAINFALL INTENSITY(INCH/HR) = 1.76 TOTAL STREAM AREA(ACRES) = 7.80 I PEAK FLOW RATE (CFS) AT CONFLUENCE = 10.60 1*************************************************************************** FLOW PROCESS FROM NODE 8.00 TO NODE 7.00 IS CODE = 21 P:>-lo - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< It========~;~;=~;~;~~=;;;;;;~=;;~;~;;==================================== DEVELOPMENT IS SINGLE FAMILY(l/2 ACRE) I TC = K*[(LENGTH**3)/(ELEVATION CHANGE)] **.2 INITIAL SUBAREA FLOW-LENGTH = 150.00 UPSTREAM ELEVATION = 1121.40 DOWNSTREAM ELEVATION = 1118.35 I ELEVATION DIFFERENCE = 3.05 TC = .422*[( 150.00**3)/( 3.05)]**.2 = 6.827 10 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.941 I SOIL CLASSIFICATION IS "B" SINGLE-FAMILY(l/2 ACRE LOT) RUNOFF COEFFICIENT = .7582 SUBAREA RUNOFF(CFS) = .67 I TOTAL AREA(ACRES) = .30 TOTAL RUNOFF(CFS) = .67 **************************************************************************** I_:~~~_~~~~~~~_:~~~-~~~~----_?:~~-=~-~~~~----_::~~-~~-~~~~_:_--~--~~~------ >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< It=;;;;;;~=i~;;~;~~;=:===~~~~~;~===;~;;;;;;~=;~i;~;~~;=:===~~~~~;~========= STREET LENGTH(FEET) = 350.00 CURB HEIGHT(INCHES) = 6. I STREET HALFWIDTH(FEET) = 20.00 I I 1 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = INTERIOR STREET CROSSFALL(DEClMAL) = .017 OUTSIDE STREET CROSSFALL(DEClMAL) = .080 18.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTlME COMPUTED USING MEAN STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = FLOW (CFS) = 1. 76 .32 ~ I HALFSTREET FLOODWIDTH(FEET) = AVERAGE FLOW VELOCITY(FEET/SEC.) I PRODUCT OF DEPTH&VELOCITY = .62 STREETFLOW TRAVELTIME (MIN) = 3.03 TC(MIN) = I I I 9.31. 1.. 92 9.86 1.0 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.402 SOIL CLASSIFICATION IS "B" SINGLE-FAMILY(1./2 ACRE LOT) RUNOFF COEFFICIENT = .7360 SUBAREA AREA(ACRES) = 1..20 SUBAREA RUNOFF(CFS) = SUMMED AREA(ACRES) = 1..50 TOTAL RUNOFF(CFS) END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .36 HALFSTREET FLOODWIDTH(FEET) = 1.1..56 FLOW VELOCITY(FEET/SEC.) = 2.1.3 DEPTH*VELOCITY = .76 2.1.2 2.79 **************************************************************************** I_~~~~_=~~~~~~-~~~~-~~~~----_::~~-=~-~~~~----_::~~-~~-~~~~-~---~----------_. >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< I >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< =========================================================================== TOTAL NUMBER OF STREAMS = 2 I CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 9.86 RAINFALL INTENSITY(INCH/HR) = 2.40 TOTAL STREAM AREA(ACRES) = 1..50 I PEAK FLOW RATE (CFS) AT CONFLUENCE = I 2.79 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN. ) (INCH/HOUR) (ACRE) 1. 1.0.60 1.7.37 1..759 7.80 I 2 2.79 9.86 2.402 1..50 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED I ON THE RCFC&WCD FORMULA OF PLATE D-1. AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** I RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. I I I ** PEAK STREAM NUMBER 1. 2 FLOW RATE RUNOFF (CFS) 8.81. 1.2.64 TABLE ** Tc (MIN.) 9.86 1.7.37 INTENSITY (INCH/HOUR) 2.402 1.. 759 COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA (ACRES) = ESTIMATES ARE = 1.2.64 9.30 AS FOLLOWS: Tc (MIN.) = 1.7.37 11*************************************************************************** FLOW PROCESS FROM NODE 5.00 TO NODE 9.00 IS CODE = 6 ~_q I.~~~~~;~~~~~-~~~~;~~~~-~~~;~~-;~;-~~~~:::::----------.----------- ============================================================================ I UPSTREAM ELEVATION = 1.1.1.4.76 DOWNSTREAM ELEVATION = 1.1.1.0.49 \A... I STREET'LENGTH(FEET) = 190.00 STREET HALFWIDTH(FEET) = 20.00 I DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK = INTERIOR STREET CROSSFALL(DECIMAL) = .017 I OUTSIDE STREET CROSSFALL(DECIMAL) = .080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF I I I I I CURB HEIGHT(INCHES) = 6. 18.00 1 **TRAVELTIME COMPUTED USING MEAN FLOW (CFS) = STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .47 HALFSTREET FLOODWIDTH(FEET) = 18.31 AVERAGE FLOW VELOCITY(FEET/SEC.) = PRODUCT OF DEPTH&VELOCITY = 2.00 STREETFLOW TRAVELTIME (MIN) = .75 TC(MIN) = 12.76 4.22 18.12 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.718 SOIL CLASSIFICATION IS liB" SINGLE-FAMILY(1/2 ACRE LOT) RUNOFF COEFFICIENT = .6955 SUBAREA AREA(ACRES) = .20 SUBAREA RUNOFF(CFS) = SUMMED AREA(ACRES) = 9.50 TOTAL RUNOFF(CFS) = END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .47 HALFSTREET FLOODWIDTH(FEET) = 18.31 FLOW VELOCITY(FEET/SEC.) = 4.25 DEPTH*VELOCITY = 2.01 .24 12.88 1*************************************************************************** FLOW PROCESS FROM NODE 9.00 TO NODE 9.00 IS CODE = 10 1- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< ============================================================================ 1*************************************************************************** 1_ ~~~~~:~~;~~ ~::;~~~~~;~:: ~~:~~:~~~~;~:::~~ - ~~~~ - ~ - - ~~ - - - ~-_I_C:_ - -- ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K*[(LENGTH**3)/(ELEVATION CHANGE)] **.2 I INITIAL SUBAREA FLOW-LENGTH = 200.00 UPSTREAM ELEVATION = 1148.60 DOWNSTREAM ELEVATION = 1144.13 ELEVATION DIFFERENCE = 4.47 I TC = .393*[( 200.00**3)/( 4.47)]**.2 = 6.990 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.903 SOIL CLASSIFICATION IS "B" I SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .7807 SUBAREA RUNOFF (CFS) = 1.13 TOTAL AREA(ACRES) = .50 TOTAL RUNOFF(CFS) = 1.13 1*************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 6 ~-\\ 1______--------------------------------------------------------------------- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< ============================================================================ 1 UPSTREAM ELEVATION = 1144.13 DOWNSTREAM ELEVATION = 1111.47 \-{ I I STREET LENGTH (FEET) = 680.00 STREET HALFWIDTH(FEET) = 20.00 I I I I I I I CURB HEIGHT(INCHES) = 6. DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK = INTERIOR STREET CROSSFALL(DEClMAL) = .017 OUTSIDE STREET CROSSFALL(DEClMAL) = .080 18.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTlME COMPUTED USING MEAN FLOW (CFS) = STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .30 HALFSTREET FLOODWIDTH(FEET) = 8.19 AVERAGE FLOW VELOCITY(FEET/SEC.) = PRODUCT OF DEPTH&VELOCITY = 1.13 STREETFLOW TRAVELTlME(MIN) = 3.02 TC(MIN) = 2.80 3.76 10.01 10 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.383 SOIL CLASSIFICATION IS "B" SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .7626 SUBAREA AREA(ACRES) = 1.80 SUBAREA RUNOFF(CFS) = SUMMED AREA (ACRES) = 2.30 TOTAL RUNOFF (CFS) = END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .32 HALFSTREET FLOODWIDTH(FEET) = 9.31 FLOW VELOCITY(FEET/SEC.) = 4.82 DEPTH*VELOCITY = 1.54 3.27 4.40 1*************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = . 1 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< =========================================================================== TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: I TIME OF CONCENTRATION (MIN.) = 10.01 RAINFALL INTENSITY (INCH/HR) = 2.38 TOTAL STREAM AREA(ACRES) = 2.30 I pEAk FLOW RATE (CFS) AT CONFLUENCE = 4.40 r*************************************************************************** FLOW PROCESS FROM NODE 13 . 00 TO NODE 14 . 00 IS CODE = 21 A- \ '2... \ - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< It========~;~;=;~;;;~=;;;~;~=~;;~;;==================================== DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) I TC = K*[(LENGTH**3)/(ELEVATION CHANGE)I**.2 INITIAL SUBAREA FLOW-LENGTH = 100.00 UPSTREAM ELEVATION = 1146.24 DOWNSTREAM ELEVATION = 1143.62 I ELEVATION DIFFERENCE = 2.62 TC = .393*[( 100.00**3)/( 2.62)]**.2 = 5.132 10 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.441 I SOIL CLASSIFICATION IS "B" SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .7950 SUBAREA RUNOFF (CFS) = .27 I TOTAL AREA(ACRES) = .10 TOTAL RUNOFF(CFS) = .27 \fo IL*~****~******************************************************************* FLOW PROCESS FROM NODE 14.00 TO NODE 15.00 IS CODE = 6 A-\~ 1- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< ============================================================================ UPSTREAM ELEVATION = 1143.62 I STREET LENGTH (FEET) = 320.00 STREET HALFWIDTH(FEET) = 20.00 DOWNSTREAM ELEVATION = 1125.13 CURB HEIGHT(INCHES) = 6. I DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK INTERIOR STREET CROSSFALL(DEClMAL) = .017 OUTSIDE STREET CROSSFALL(DEClMAL) = .080 I SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = **TRAVELTlME COMPUTED USING MEAN FLOW(CFS) STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .22 HALFSTREET FLOODWIDTH(FEET) = 3.69 AVERAGE FLOW VELOCITY(FEET/SEC.) = PRODUCT OF DEPTH&VELOCITY = .96 STREETFLOW TRAVELTIME (MIN) = 1.25 TC(MIN) = 18.00 1 I I I 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.051 SOIL CLASSIFICATION IS "B" SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .7850 I SUBAREA AREA(ACRES) = .80 SUBAREA RUNOFF (CFS) = SUMMED AREA (ACRES) = .90 TOTAL RUNOFF(CFS) = END OF SUBAREA STREETFLOW HYDRAULICS: I DEPTH(FEET) = .26 HALFSTREET FLOODWIDTH(FEET) = 5.94 FLOW VELOCITY(FEET/SEC.) = 4.60 DEPTH*VELOCITY = 1.21 1.24 4.25 6.39 1.92 2.19 1*************************************************************************** FLOW PROCESS FROM NODE 15 . 00 TO NODE 12 . 00 IS CODE = 6 p._ \;. I >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< =========================================================================== UPSTREAM ELEVATION = 1125.13 DOWNSTREAM ELEVATION = 1111.47 I STREET LENGTH(FEET) = 710.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK I INTERIOR STREET CROSSFALL(DECIMAL) = .017 OUTSIDE STREET CROSSFALL(DEClMAL) = .080 I I I I I 18.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTlME COMPUTED USING MEAN FLOW(CFS) = STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .36 HALFSTREET FLOODWIDTH(FEET) = 11.56 AVERAGE FLOW VELOCITY(FEET/SEC.) = PRODUCT OF DEPTH&VELOCITY = 1.22 STREETFLOW TRAVELTIME(MIN) = 3.47 TC(MIN) = 4.48 3.41 9.86 10 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.403 SOIL CLASSIFICATION IS "B" SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .7634 SUBAREA AREA(ACRES) = 2.50 SUBAREA RUNOFF(CFS) = 4.59 \~ I SUMMED AREA(ACRES) = 3.40 TOTAL RUNOFF(CFS) = END OF SUBAREA STREETFLOW HYDRAULICS: 1 DEPTH(FEET) = .40 HALFSTREET FLOODWIDTH(FEET) = ~3.8~ FLOW VELOCITY(FEET/SEC.) = 3.77 DEPTH*VELOCITY = ~.50 6.78 1*************************************************************************** FLOW PROCESS FROM NODE ~2.00 TO NODE ~2.00 IS CODE = ~ - - - - - - - - - - - - -'- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 1 TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT TIME OF CONCENTRATION(MIN.) = 9.86 1 RAINFALL INTENSITY (INCH/HR) = 2.40 TOTAL STREAM AREA(ACRES) = 3.40 PEAK FLOW RATE (CFS) AT CONFLUENCE = I I STREAM 2 ARE: 6.78 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) ~ 4.40 2 6.78 Tc (MIN.) ~O.O~ 9.86 INTENSITY (INCH/HOUR) 2.383 2.403 AREA (ACRE) 2.30 3.40 *********************************WARNING********************************** 1 IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-~ AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. 1************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO I CONFLUENCE FORMULA USED FOR 2 STREAMS. 1 I I ** PEAK STREAM NUMBER ~ 2 FLOW RATE RUNOFF (CFS) ~~.~~ ~1. ~2 TABLE ** Tc (MIN.) 9.86 ~O.O~ INTENSITY (INCH/HOUR) 2.403 2.383 COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) TOTAL AREA (ACRES) = ESTIMATES ARE = ~1. 11 5.70 AS FOLLOWS: Tc (MIN.) = 9.86 **************************************************************************** 1 FLOW PROCESS FROM NODE ~2.00 TO NODE 9.00 IS CODE = 5~ - - - - - - - - - - -"- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< I >>>>>TRAVELTIME THRU SUBAREA<<<<< =========================================================================== UPSTREAM NODE ELEVATION = ~~~~.47 I DOWNSTREAM NODE ELEVATION = ~~~0.49 CHANNEL LENGTH THRU SUBAREA (FEET) = 40.00 CHANNEL SLOPE = .0245 CHANNEL BASE (FEET) = .00 "Z" FACTOR = 38.460 I MANNING'S FACTOR = .0~5 MAXIMUM DEPTH(FEET) = ~.OO CHANNEL FLOW THRU SUBAREA(CFS) = ~~.~~ FLOW VELOCITY (FEET/SEC) = 3.97 FLOW DEPTH(FEET) = .27 I TRAVEL TIME (MIN.) = . ~ 7 TC (MIN.) = ~O. 02 \CC> II 1*************************************************************************** FLOW PROCESS FROM NODE 9.00 TO NODE 9.00 IS CODE = ~~ - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - I >>>>>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY<<<<< =========================================================================== ** MAIN STREAM CONFLUENCE DATA ** I STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) ~ ~~.~~ ~0.02 2.380 1 1 AREA (ACRE) 5.70 ** MEMORY STREAM NUMBER ~ BANK # RUNOFF (CFS) ~2.88 2 CONFLUENCE DATA ** Tc INTENSITY (MIN.) (INCH/HOUR) ~8.~2 1.718 AREA (ACRE) 9.50 *********************************WARNING********************************** . IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D- ~ AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. 1************************************************************************** ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc 1 NUMBER (CFS) (MIN. ) ~ ~8.24 ~0.02 2 20.90 ~8.~2 I I INTENSITY (INCH/HOUR) 2.380 1. 718 COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) TOTAL AREA (ACRES) = ESTIMATES ARE = 20.90 ~5.20 AS FOLLOWS: Tc (MIN.) = ~8.~2 **************************************************************************** Il-~~~~-=~~~~~~-~~~~-~~~~-----~:~~-=~-~~~~----~~:~~-~~-~~~~-~---~----~~~----- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< It=;;;;;i~=i~;;~;;~;=:===~~~;~~;===;~;;;;;i~=i~;;~;;~;=:===~;~;~~~========= STREET LENGTH(FEET) = 570.00 CURB HEIGHT(INCHES) = 6. I STREET HALFWIDTH(FEET) = 20.00 I 1 1 I I DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK = INTERIOR STREET CROSSFALL(DECIMAL) = .0~7 OUTSIDE STREET CROSS FALL (DECIMAL) = .080 ~8.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = ~ **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = ***STREETFLOW SPLITS OVER STREET-CROWN*** FULL DEPTH(FEET) = .50 FLOODWIDTH(FEET) = FULL HALF-STREET VELOCITY(FEET/SEC.) = 5.88 SPLIT DEPTH(FEET) = .~6 SPLIT FLOODWIDTH(FEET) = SPLIT FLOW (CFS) = .39 SPLIT VELOCITY(FEET/SEC.) = STREETFLOW MODEL RESULTS: NOTE: STREETFLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREETFLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. 2~.44 20.00 1.56 2.64 'f\ I THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., STREET FLOWDEPTH(FEET} = .50 I HALFSTREET FLOODWIDTH(FEET) = 20.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = PRODUCT OF DEPTH&VELOCITY = 2.96 I STREETFLOW TRAVELTIME (MIN) = 1.61 TC(MIN) = I I IS NEGLECTED. 5.88 19.74 10 YEAR RAINFALL INTENSITY(INCH/HOUR} = 1.639 SOIL CLASSI'FlCATION IS liB" SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .7245 SUBAREA AREA (ACRES) = . 90 SUBAREA RUNOFF (CFS) = SUMMED AREA(ACRES} = 16.10 TOTAL RUNOFF(CFS) = END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .50 HALFSTREET FLOODWIDTH(FEET} = 20.00 FLOW VELOCITY(FEET/SEC.} = 5.88 DEPTH*VELOCITY = 2.96 1.07 21.97 1*************************************************************************** FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 IS CODE = 11 1- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ** MAIN STREAM 1 NUMB~R 1 STREAM CONFLUENCE DATA ** RUNOFF Tc INTENSITY (CFS) (MIN.) (INCH/HOUR) 21.97 19.74 1.639 AREA (ACRE) 16.10 ** MEMORY STREAM NUMBER 1 BANK # RUNOFF (CFS) 14.95 1 CONFLUENCE DATA ** Tc INTENSITY (MIN.) (INCH/HOUR) 19.39 1.655 AREA (ACRE) 12.70 I*********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-l AS DEFAULT VALUE. THIS FORMULA I WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** I ** PEAK STREAM NUMBER I ; I FLOW RATE RUNOFF (CFS) 36.53 36.77 TABLE ** Tc (MIN.) 19.39 19.74 INTENSITY (INCH/HOUR) 1.655 1.639 COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) TOTAL AREA (ACRES) = ESTIMATES ARE 36.77 28.80 AS FOLLOWS: Tc (MIN.) = 19.74 1*************************************************************************** FLOW PROCESS FROM NODE 16.00 TO NODE 18.00 IS CODE = 51 I-:::::~~~~~~~~g~~~~~~~~~~~~~~~~-------------------------------- ============================================================================ I UPSTREAM NODE ELEVATION = 1089.81 DOWNSTREAM NODE ELEVATION = 1089.19 CHANNEL LENGTH THRU SUBAREA(FEET} = 40.00 I CHANNEL SLOPE = .0155 ",Q I CHANNEL BASE (FEET) = .00 "Z" FACTOR = 38.460 MANNING'S FACTOR = .0~5 MAXIMUM DEPTH(FEET) = ~.OO I CHANNEL FLOW THRU SUBAREA (CFS) = 36 . 77 FLOW VELOCITY (FEET/SEC) = 4.62 FLOW DEPTH(FEET) = TRAVEL TlME(MIN.) = .~4 TC(MIN.) = ~9.88 .45 IL************************************************************************** FLOW PROCESS. FROM NODE ~8.00 TO NODE ~8.00 IS CODE = ~ 1- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT TIME OF CONCENTRATION(MIN.) = ~9.88 I RAINFALL INTENSITY(INCH/HR) = ~.63 TOTAL STREAM AREA(ACRES) = 28.80 PEAK FLOW RATE (CFS) AT CONFLUENCE = STREAM ~ ARE: 36.77 1*************************************************************************** FLOW PROCESS FROM NODE ~ 7.00 TO NODE ~ 7. ~O IS CODE = 2~ p,- \4 1- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM I DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH**3)/(ELEVATION CHANGE)] **.2 INITIAL SUBAREA FLOW-LENGTH = 480.00 1 UPSTREAM ELEVATION = ~~2~.49 DOWNSTREAM ELEVATION = ~~~~.3~ ELEVATION DIFFERENCE = ~0.~8 1 TC = .303*[( 480.00**3)/( ~0.~8)]**.2 = 7.74~ ~O YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.745 SOIL CLASSIFICATION IS "B" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .875~ I SUBAREA RUNOFF (CFS) = .96 TOTAL AREA(ACRES) = .40 TOTAL RUNOFF(CFS) .96 1*************************************************************************** FLOW PROCESS FROM NODE ~ 7. ~O TO NODE ~8. 00 IS CODE = 6 A- \<; I-~~~~~~;~~~-~;~~~;~~;~-~~~;~~-~~-~~~~:::::---------------------- -=========================================================================== UPSTREAM ELEVATION = ~~~~.3~ DOWNSTREAM ELEVATION = ~089.~9 1 STREET LENGTH(FEET) = 620.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 20.00 I I SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = ~ 1 I DISTANCE FROM CROWN TO CROSSFALL GRADE BREAK = INTERIOR STREET CROSSFALL(DECIMAL) = .0~7 OUTSIDE STREET CROSSFALL(DEClMAL) .080 ~8.00 **TRAVELTIME COMPUTED USING MEAN STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .26 HALFSTREET FLOODWIDTH(FEET) = AVERAGE FLOW VELOCITY(FEET!SEC.) = FLOW (CFS) L46 5.94 3.06 1,.\ I I 10 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.248 SOIL CLASSIFICATION IS "B" I COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = . 8714 SUBAREA AREA(ACRES) = .50 SUBAREA RUNOFF(CFS) = SUMMED AREA(ACRES) = .90 TOTAL RUNOFF(CFS) = END OF SUBAREA STREETFLOW HYDRAULICS: I DEPTH (FEET) = .28 HALFSTREET FLOODWIDTH(FEET) = FLOW VELOCITY(FEET/SEC.) = 3.23 DEPTH*VELOCITY = PRODUCT OF DEPTH&VELOCITY = STREETFLOW TRAVELTIME (MIN) = 3.38 .80 TC(MIN) = 11.12 .98 1.94 7.06 .91 IJ*************************************************************************** FLOW PROCESS FROM NODE 18.00 TO NODE 18.00 IS CODE = 1 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT TIME OF CONCENTRATION(MIN.) = 11.12 I RAINFALL INTENSITY (INCH/HR) = 2 .25 TOTAL STREAM AREA (ACRES) = .90 PEAK FLOW RATE (CFS) AT CONFLUENCE = I 1 STREAM 2 ARE: 1.94 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 36.77 2 1.94 Tc (MIN.) 19.88 11.12 INTENSITY ( INCH/HOUR) 1.633 2.248 AREA (ACRE) 28.80 .90 *********************************WARNING********************************** I IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-l AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. 1************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO I CONFLUENCE FORMULA USED FOR 2 STREAMS. I 1 I ** PEAK STREAM NUMBER 1 2 FLOW RATE RUNOFF (CFS) 22.51 38.18 TABLE ** Tc (MIN.) 11.12 19.88 INTENSITY (INCH/HOUR) 2.248 1.633 COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA (ACRES) = ESTIMATES ARE = 38.18 29.70 AS FOLLOWS: Tc (MIN.) = 19.88 **************************************************************************** IL.~~~~-~~~~~~~-~~~~-~~~~----~~:~~-=~-~~~~----~~:~~-~~-~~~~-~---~---~~~~---- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< It=;;;;;~=i~i;~;~;;=:===~;;;~~;===;;;;;;;i~=i~i;~;~;;=:===~;;;~~;========= STREET LENGTH(FEET) = 800.00 CURB HEIGHT(INCHES) = 8. I STREET HALFWIDTH (FEET) = 34.00 ?)/' I DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = I INTERIOR STREET CROSSFALL(DEClMAL) = .020 OUTSIDE STREET CROSSFALL(DEClMAL) = .080 I I I I I I I 32.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTlME COMPUTED USING MEAN FLOW(CFS) = STREETFLOW MODEL RESULTS: NOTE: STREETFLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREETFLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOWDEPTH(FEET) = .73 HALFSTREET FLOODWIDTH(FEET) = 28.50 AVERAGE FLOW VELOCITY(FEET/SEC.) = PRODUCT OF DEPTH&VELOCITY = 3.43 STREETFLOW TRAVELTlME(MIN) = 2.83 TC(MIN) = 22.71 39.10 4.70 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.517 SOIL CLASSIFICATION IS liB" MOBILE HOME PARK DEVELOPMENT RUNOFF COEFFICIENT = .8081 SUBAREA AREA(ACRES) = 1.50 SUBAREA RUNOFF(CFS) SUMMED AREA(ACRES) = 31.20 TOTAL RUNOFF (CFS) = END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .75 HALFSTREET FLOODWIDTH(FEET) = 29.50 FLOW VELOCITY(FEET/SEC.) = 4.50 DEPTH*VELOCITY = 3.37 1. 84 40.02 1*************************************************************************** FLOW PROCESS FROM NODE 18.10 TO NODE 18.10 IS CODE = 12 >>>>>CLEAR MEMORY BANK # 1 <<<<< 1=========================================================================== 1*************************************************************************** FLOW PROCESS FROM NODE 18.10 TO NODE 18.10 IS CODE = 1 I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< =========================================================================== TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: I TIME OF CONCENTRATION(MIN.) = 22.71 RAINFALL INTENSITY (INCH/HR) = 1.52 TOTAL STREAM AREA (ACRES) = 31.20 I PEAK FLOW RATE (CFS) AT CONFLUENCE = 40.02 i*************************************************************************** FLOW PROCESS FROM NODE 18.10 TO NODE 18.10 IS CODE = 7 F~~~"w~ - - - - - - - - - - - - - - - - -. - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - "f>xL~"" >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< u~~ ~~ 1=================================================================~=~~=== . USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 13.10 RAIN INTENSITY (INCH/HOUR) = 2.05 I TOTAL AREA (ACRES) = 18.90 TOTAL RUNOFF(CFS) = 33.10 i*************************************************************************** ~ I FLOW PROCESS FROM NODE 18.10 TO NODE 18.10 IS CODE = 1 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 I CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 13.10 RAINFALL INTENSITY (INCH/HR) = 2.05 I TOTAL STREAM AREA(ACRES) = 18.90 PEAK FLOW RATE (CFS) AT CONFLUENCE = I I 33.10 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 40.02 2 33.10 Tc (MIN.) 22.71 13 .10 INTENSITY (INCH/HOUR) 1. 517 2.054 AREA (ACRE) 31.20 18.90 *********************************WARNING********************************** I IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. 1*::::::::*:::::::::*:::*::::*::*:::::::::::::*:::::*********************** CONFLUENCE FORMULA USED FOR 2 STREAMS. I I I I **************************************************************************** ** PEAK STREAM NUMBER 1 2 FLOW RATE RUNOFF (CFS) 56.18 64.47 TABLE ** Tc (MIN.) 13 .10 22.71 . INTENS ITY (INCH/HOUR) 2.054 1. 517 COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) TOTAL AREA (ACRES) = ESTIMATES ARE 64.47 50.10 AS FOLLOWS: Tc (MIN.) = 22.71 I FLOW PROCESS FROM NODE 18.10 TO NODE 18.20 IS CODE = 4 - - - - - - - - - - ~ - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< I=;i;~=;;=;~;;=i;==~;~;=i;~~=;i;i=i;==;~~~=i;~~i;========================== PIPEFLOW VELOCITY(FEET/SEC.) = 11.1 I UPSTREAM NODE ELEVATION = 1069.46 DOWNSTREAM NODE ELEVATION = 1068.78 FLOWLENGTH(FEET) = 64.00 MANNING'S N = .013 1 GIVEN PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 64.47 TRAVEL TIME (MIN.) = .10 TC(MIN.) = 22.81 1 1*************************************************************************** FLOW PROCESS FROM NODE 18.20 TO NODE 18.20 IS CODE = 10 1--.------------------------------------------------------------------------ >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ I zA. I **************************************************************************** I-~~~~-:~~:~~~-~~~~-~~~~----~~:~~-=~-~~~~----~~:~~-~~-:~~~-~--~~----~-~~---- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< II========~~~~~~;~~:~~~~~;;~==================================== TC = K*[(LBNGTH**3)/(ELEVATION CHANGE)I**.2 I INITIAL SUBAREA FLOW-LENGTH = 500.00 UPSTREAM ELEVATION = 1092.88 DOWNSTREAM ELEVATION = 1089.08 I ELEVATION DIFFERENCE = 3 . 80 TC = .303*[( 500.00**3)/( 3.80)J**.2 9.661 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.429 SOIL CLASSIFICATION IS liB" 1 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8729 SUBAREA RUNOFF(CFS) = 1.06 TOTAL AREA(ACRES) = .50 TOTAL RUNOFF(CFS) = 1.06 I **************************************************************************** I-~~~~-:~~:~~~-~~~~-~~~~----~~:~~-=~-~~~~----~~::~-~~-:~~~-~---~---~~~:_--- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< ============================================================================ I UPSTREAM ELEVATION = STREET LENGTH(FEET) = STREET HALFWIDTH(FEET) I I 1 I I I 1 1089.08 830.00 = 34.00 DOWNSTREAM ELEVATION = CURB HEIGHT(INCHES) = 8. 1080.14 DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK = INTERIOR STREET CROSSFALL(DEClMAL) .020 OUTSIDE STREET CROSSFALL(DEClMAL) = .080 32.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTlME COMPUTED USING MEAN FLOW (CFS) STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .31 HALFSTREET FLOODWIDTH(FEET) = 7.75 AVERAGE FLOW VELOCITY(FEET/SEC.) = PRODUCT OF DEPTH&VELOCITY = .67 STREETFLOW TRAVELTlME(MIN) = 6.46 TC(MIN) = 1. 69 2.14 16.12 10 YEAR RAINFALL INTENSITY (INCH/HOUR) = 1.833 SOIL CLASSIFICATION IS liB" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8673 SUBAREA AREA(ACRES) = .80 SUBAREA RUNOFF (CFS) = SUMMED AREA(ACRES) = 1.30 TOTAL RUNOFF(CFS) = END OF SUBAREA STREETFLOW'HYDRAULICS: DEPTH (FEET) = .35 HALFSTREET FLOODWIDTH(FEET) = FLOW VELOCITY(FEET/SEC.) = 2.14 DEPTH*VELOCITY = 1.27 2.33 9.50 .74 11*************************************************************************** FLOW PROCESS FROM NODE 18.20 TO NODE 18.20 IS CODE = 8 ~-,-~ 1--------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.833 1h I SOIL CLASSIFICATION IS COMMERCIAL DEVELOPMENT I SUBAREA AREA (ACRES) = TOTAL AREA(ACRES) = TC(MIN) = 16.12 liB" RUNOFF .40 1. 70 COEFFICIENT = .8673 SUBAREA RUNOFF (CFS) = TOTAL RUNOFF(CFS) = .64 2.97 Il*************************************************************************** FLOW PROCESS FROM NODE 18.20 TO NODE 18.20 IS CODE = 11 1-- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ** MAIN STREAM NUMBER I 1 I STREAM CONFLUENCE DATA ** RUNOFF Tc INTENSITY (CFS) (MIN.) (INCH/HOUR) 2.97 16.12 1.833 AREA (ACRE) 1. 70 ** MEMORY STREAM NUMBER 1 BANK # RUNOFF (CFS) 64.47 1 CONFLUENCE DATA ** Tc INTENSITY (MIN.) (INCH/HOUR) 22.81 1.514 AREA (ACRE) 50.10 I*********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-l AS DEFAULT VALUE. THIS FORMULA I WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ***************************-*********************************************** I ** PEAK STREAM NUMBER I ; I FLOW RATE RUNOFF (CFS) 48.52 66.92 TABLE * * Tc (MIN.) 16.12 22.81 INTENSITY (INCH/HOUR) 1.833 1.514 COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) TOTAL AREA (ACRES) = ESTIMATES ARE = 66.92 51.80 AS FOLLOWS: Tc (MIN.) = 22.81 ~*************************************************************************** FLOW PROCESS FROM NODE 18.20 TO NODE 18.30 IS CODE = 4 I--~~~~~g~~g;~~~~~~~~g~~~~~~i~~~~~~~~~~~~~~~------------------------ ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I I I DEPTH OF FLOW IN 42.0 INCH PIPE IS 25.5 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 11.0 UPSTREAM NODE ELEVATION = 1068.73 DOWNSTREAM NODE ELEVATION = 1068.30 FLOWLENGTH(FEET) = 43.00 MANNING'S N = GIVEN PIPE DIAMETER (INCH) = 42.00 NUMBER PIPEFLOW THRU SUBAREA(CFS) = 66.92 TRAVEL TIME (MIN.) = .07 TC(MIN.) = 22.88 .013 OF PIPES = 1 (*************************************************************************** FLOW PROCESS FROM NODE 18.30 TO NODE 18.30 IS CODE = 12 I >>>>>CLEAR MEMORY BANK # 1 <<<<< 1J; I. . =========================================================================== 1*************************************************************************** FLOW PROCESS FROM NODE 18.30 TO NODE 18.30 IS CODE = 10 I~:::::~~~:~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~:::::~~~~~~~~~~~~~~~~~ 1*************************************************************************** FLOW PROCESS FROM NODE 28.20 TO NODE 31.00 IS CODE = 21 c:-\ 1- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM I DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K*[(LENGTH**3)/(ELEVATION CHANGE) 1**.2 INITIAL SUBAREA FLOW-LENGTH = 710.00 I UPSTREAM ELEVATION = 1104.73 DOWNSTREAM ELEVATION = 1095.83 ELEVATION DIFFERENCE = 8.90 I TC = .393*[( 710.00**3)/( 8.90)]**.2 = 13.026 10 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.061 SOIL CLASSIFICATION IS "B" SINGLE-FAMILY(l/4 ACRE LOT) RUNOFF COEFFICIENT = .7483 I SUBAREA RUNOFF(CFS) = 2.78 TOTAL AREA(ACRES) = 1.80 TOTAL RUNOFF(CFS) = 2.78 1*************************************************************************** FLOW PROCESS FROM NODE 31.00 TO NODE 31.00 IS CODE = 1 I~:::::~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~:::::~~~~~~~~~~~~~~~~~~~~~ TOTAL NUMBER OF STREAMS = 2 I CONFLUENCE VALUES USED FOR INDEPENDENT STREk~ 1 ARE: TIME OF CONCENTRATION(MIN.) = 13.03 RAINFALL INTENSITY(INCH/HR) = 2.06 I TOTAL STREAM AREA (ACRES) = 1. 80 PEAK FLOW RATE (CFS) AT CONFLUENCE = 2.78 1*************************************************************************** FLOW PROCESS FROM NODE 32.00 TO NODE 33.00 IS CODE = 21 C-,- I >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< =========================================================================== ASSUMED INITIAL SUBAREA UNIFORM I DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 200.00 UPSTREAM ELEVATION = 1105.10 I DOWNSTREAM ELEVATION = 1102.53 ELEVATION DIFFERENCE = 2.57 TC = .393*[( 200.00**3)/( 2.57)]**.2 = 7.809 I 10 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.731 SOIL CLASSIFICATION IS "B" SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .7752 I SUBAREA RUNOFF (CFS) = .42 1--V I TOTAL AREA (ACRES) = .20 TOTAL RUNOFF(CFS) = .42 1***********************************.******.***.**************************** FLOW PROCESS FROM NODE 33 . 00 TO NODE 31. 00 IS CODE = 6 C - 0\ I~:::::~~~~~~~~~~~~~~:~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~ UPSTREAM EbEVATION = 1102.53 DOWNSTREAM ELEVATION = 1095.83 I STREET LENGTH(FEET) = 590.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 20.00 I I SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 I I I I I DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK = INTERIOR STREET CROSSFALL(DEClMAL) = .017 OUTSIDE STREET CROSSFALL(DEClMAL) = .080 18.00 **TRAVELTlME COMPUTED USING MEAN FLOW(CFS) = STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .30 HALFSTREET FLOODWIDTH(FEET) = 8.19 AVERAGE FLOW VELOCITY(FEET/SEC.) = PRODUCT OF DEPTH&VELOCITY = .66 STREETFLOW TRAVELTIME (MIN) = 4.52 TC(MIN) = 1.62 2.18 12.33 10 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.124 SOIL CLASSIFICATION IS "Bn SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .7514 SUBAREA AREA(ACRES) = 1.50 SUBAREA RUNOFF (CFS) = SUMMED AREA(ACRES) = 1.70 TOTAL RUNOFF(CFS) = END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .34 HALFSTREET FLOODWIDTH(FEET) = 10.44 FLOW VELOCITY(FEET/SEC.) = 2.56 DEPTH*VELOCITY = .87 2.39 2.82 1*************************************************************************** FLOW PROCESS FROM NODE 31.00 TO NODE 31.00 IS CODE = 1 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 I CONFLUENCE VALUES USED FOR INDEPENDENT TIME OF CONCENTRATION(MIN.) = 12.33 RAINFALL INTENSITY (INCH/HR) = 2.12 I TOTAL STREAM AREA(ACRES) = 1.70 PEAK FLOW RATE (CFS) AT CONFLUENCE = I I STREAM 2 ARE: 2.82 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 2.78 2 2.82 Tc (MIN. ) 13.03 12.33 INTENSITY (INCH/HOUR) 2.061 2.124 AREA (ACRE) 1.80 1. 70 *********************************WARNING********************************** I IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. I ************************************************************************** ~ I RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO I CONFLUENCE FORMULA USED FOR 2 STREAMS. I I I ** PEAK STREAM NUMBER 2 2 FLOW RATE RUNOFF (CFS) 5.44 5.52 TABLE ** Tc (MIN.) 22.33 J..3 . 03 INTENSITY (INCH/HOUR) 2.224 2.062 COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) TOTAL AREA (ACRES) = ESTIMATES ARE = 5..44 3.50 AS FOLLOWS: Tc (MIN.) = 22.33 **************************************************************************** I FLOW PROCESS FROM NODE 32.00 TO NODE 34.00 IS CODE = 52 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< I >>>>>TRAVELTlME THRU SUBAREA<<<<< =========================================================================== UPSTREAM NODE ELEVATION = 2095.83 I DOWNSTREAM NODE ELEVATION = 2095.03 CHANNEL LENGTH THRU SUBAREA (FEET) = 40.00 CHANNEL SLOPE = .0200 CHANNEL BASE (FEET) = .00 "Z" FACTOR = 38.460 I MANNING'S FACTOR = .025 MAXIMUM DEPTH (FEET) = 2.00 CHANNEL FLOW THRU SUBAREA(CFS) = 5.44 FLOW VELOCITY(FEET/SEC) = 3.29 FLOW DEPTH (FEET) = .22 I TRAVEL TIME (MIN.) = .22 TC (MIN.) = 22.54 1*************************************************************************** FLOW PROCESS FROM NODE 34.00 TO NODE 34.00 IS CODE = 2 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< II=;;;~=~;;=;;=;;;;~=:==;============================================== CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: I TIME OF CONCENTRATION (MIN.) = 22.54 RAINFALL INTENSITY (INCH/HR) = 2.20 TOTAL STREAM AREA(ACRES) = 3.50 I PEAK FLOW RATE (CFS) AT CONFLUENCE = 5.44 **************************************************************************** I_:~~~_=~~~~~~_:~~~_~~~~____:::~~_=~_~~~~____:::~~_~~_~~~~_~__~~___5:~?_____ >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< Ir========~;;;;;=~;~;~~=~~~~=~~;;;;==================================== DEVELOPMENT IS SINGLE FAMILY (2/4 ACRE) I TC = K*[(LENGTH**3)/(ELEVATION CHANGE)] **.2 INITIAL SUBAREA FLOW-LENGTH = 270.00 UPSTREAM ELEVATION = ~204.70 DOWNSTREAM ELEVATION = 2202.53 I ELEVATION DIFFERENCE = 2 . 27 TC = .393*[( 270.00**3)/( 2.27)]**.2 = 7.327 20 YEAR RAINFALL INTENSITY(INCH/HOUR) 2.829 I SOIL CLASSIFICATION IS "B" 1/0... I SINGLE-FAMILY(1/4 ACRE SUBAREA RUNOFF (CFS) 1 TOTAL AREA (ACRES) = LOT) RUNOFF COEFFICIENT = .7784 .44 .20 TOTAL RUNOFF(CFS) = .44 **************************************************************************** I_:~~~_~~~~~~~_:~~~-~~~~----~~:~~-=~-~~~~----~~:~~_:~-~~~~-~---~----~-~~---- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< I=;;;;;~=;~;;~;i~;=:===~~;;~~;===;~;;;;;;~=;~;;~;i~;=:===~;;~~;;========= STREET LENGTH(FEET) = 650.00 CURB HEIGHT(INCHES) = 6. 1 STREET HALFWIDTH(FEET) = 20.00 1 I I I I 1 I DISTANCE FROM CROWN TO CROSSFALL GRADE BREAK = INTERIOR STREET CROSSFALL(DEClMAL) = .017 OUTSIDE STREET CROSSFALL(DECIMAL) = .080 18.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTlME COMPUTED USING MEAN FLOW(CFS) = STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .34 HALFSTREET FLOODWIDTH(FEET) = 10.44 AVERAGE FLOW VELOCITY(FEET/SEC.) = PRODUCT OF DEPTH&VELOCITY = .74 STREETFLOW TRAVELTIME (MIN) = 4.99 TC(MIN) = 2.39 2.17 12.32 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.125 SOIL CLASSIFICATION IS "B" SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .7514 SUBAREA AREA(ACRES) = 2.40 SUBAREA RUNOFF(CFS) = SUMMED AREA(ACRES) = 2.60 TOTAL RUNOFF(CFS) = END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .38 HALFSTREET FLOODWIDTH(FEET) = 12.69 FLOW VELOCITY(FEET/SEC.) = 2.77 DEPTH*VELOCITY = 1.05 3.83 4.27 **************************************************************************** I-:~~~-~~~~~~~_:~~~-~~~~----~~:~~-=~-~~~~----~~:~~.:~-~~~~-~---~------------ >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< It=;~;~~i;:;;~~;ii~:::~;~~~~~:~~=::~~~=~~~::::::=================== CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: 1 TIME OF CONCENTRATION(MIN.) = 12.32 RAINFALL INTENSITY (INCH/HR) = 2.13 TOTAL STREAM AREA(ACRES) = 2.60 I PEAK FLOW RATE (CFS) AT CONFLUENCE = 1 4.27 1P I INTERIOR STREET CROSSFALL(DECIMAL) = OUTSIDE STREET CROSSFALL(DECIMAL) = I I I I I I .017 .080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTlME COMPUTED USING MEAN FLOW (CFS) = STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .45 HALFS.TREET FLOODWIDTH(FEET) = 17.19 AVERAGE FLOW VELOCITY(FEET/SEC.) = PRODUCT OF DEPTH&VELOCITY = 1.93 STREETFLOW TRAVELTlME(MIN) = 1.84 TC(MIN) = 11. 44 4.26 15.14 10 YEAR RAINFALL INTENSITY (INCH/HOUR) = 1.897 SOIL CLASSIFICATION IS "B" SINGLE-FAMILY(l/4 ACRE LOT) RUNOFF COEFFICIENT = .7399 SUBAREA AREA(ACRES) = 2.10 SUBAREA RUNOFF (CFS) = SUMMED AREA(ACRES) = 8.40 TOTAL RUNOFF(CFS) = END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .47 HALFSTREET FLOODWIDTH(FEET) = 18.31 FLOW VELOCITY(FEET/SEC.) = 4.27 DEPTH*VELOCITY = 2.02 2.95 12.93 1*************************************************************************** FLOW PROCESS FROM NODE 41.00 TO NODE 41.00 IS CODE = 1 I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< =========================================================================== TOTAL NUMBER OF STREAMS = 2 1 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) 15.14 RAINFALL INTENSITY(INCH/HR) = 1.90 1 TOTAL STREAM AREA (ACRES) = 8.40 PEAK FLOW RATE (CFS) AT CONFLUENCE = 12.93 1*************************************************************************** FLOW PROCESS FROM NODE 37.00 TO NODE 38.00 IS CODE = 21 C-l I >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< =========================================================================== ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) I TC = K*[(LENGTH**3)/(ELEVATION CHANGE)] **.2 INITIAL SUBAREA FLOW-LENGTH = 490.00 UPSTREAM ELEVATION = 1103.71 I DOWNSTREAM ELEVATION = 1098.87 ELEVATION DIFFERENCE = 4.84 TC = .393*[( 490.00**3)/( 4.84)1**.2 = 11.779 1 10 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.178 SOIL CLASSIFICATION IS liB" SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .7539 1 SUBAREA RUNOFF (CFS) = 3.28 TOTAL AREA(ACRES) = 2.00 TOTAL RUNOFF(CFS) = 3.28 1*************************************************************************** FLOW PROCESS FROM NODE 38.00 TO NODE 39.00 IS CODE = 6 C-~ I >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< ~ I WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** I RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. I ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) I 1 9.62 12.32 2.125 2 9.68 12.54 2.104 I COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 9.68 Tc (MIN. ) = 12.54 TOTAL AREA(ACRES) = 6.10 1*************************************************************************** FLOW PROCESS FROM NODE 34.00 TO NODE 36.00 IS CODE = 6 C-r.. I-~~~~~~~~~~-~;;~~;~~~~-;~~~;~~-~~-~~~~:::::---------------------- ============================================================================ I UPSTREAM ELEVATION = STREET LENGTH(FEET) = STREET HALFWIDTH(FEET) I I I I I I I 1095.03 190.00 = 20.00 DOWNSTREAM ELEVATION = CURB HEIGHT(INCHES) = 6. 1091.07 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = INTERIOR STREET CROSSFALL(DECIMAL) = .017 OUTSIDE STREET CROSSFALL(DECIMAL) = .080 18.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 1 **TRAVELTIME COMPUTED USING MEAN FLOW (CFS) STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .44 HALFSTREET FLOODWIDTH(FEET) = 16.06 AVERAGE FLOW VELOCITY(FEET/SEC.) = PRODUCT OF DEPTH&VELOCITY = 1.81 STREETFLOW TRAVELTIME (MIN) = .76 TC(MIN) = 9.83 4.15 13.30 10 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.037 SOIL CLASSIFICATION IS "B" SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .7472 SUBAREA AREA(ACRES) = .20 SUBAREA RUNOFF(CFS) = SUMMED AREA(ACRES) = 6.30 TOTAL RUNOFF(CFS) = END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .44 HALFSTREET FLOODWIDTH(FEET) = 16.06 FLOW VELOCITY(FEET/SEC.) = 4.21 DEPTH*VELOCITY = 1.83 .30 9.98 11*************************************************************************** FLOW PROCESS FROM NODE 36.00 TO NODE 41.00 IS CODE = 6 C-~ - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - I >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< =========================================================================== UPSTREAM ELEVATION = I STREET LENGTH(FEET) = STREET HALFWIDTH(FEET) I 1091. 07 470.00 = 20.00 DOWNSTREAM ELEVATION = CURB HEIGHT(INCHES) = 6. 1081. 90 DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK = 18.00 11-' Il~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~ I I I SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF I I I I I UPSTREAM ELEVATION ~ 1098.87 STREET LENGTH(FEET) ~ 460.00 STREET HALFWIDTH(FEET) ~ 20.00 DOWNSTREAM ELEVATION ~ CURB HEIGHT(INCHES) ~ 6. 1090.24 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK ~ INTERIOR STREET CROSSFALL(DEClMAL) ~ .017 OUTSIDE STREET CROSSFALL(DEClMAL) ~ .080 18.00 1 **TRAVELTlME COMPUTED USING MEAN FLOW (CFS) STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) ~ .36 HALFSTREET FLOODWIDTH(FEET) ~ 11.56 AVERAGE FLOW VELOCITY(FEET/SEC.) ~ PRODUCT OF DEPTH&VELOCITY ~ 1.20 STREETFLOW TRAVELTIME (MIN) ~ 2.29 TC(MIN) ~ 4.39 3.34 14.07 10 YEAR RAINFALL INTENSITY (INCH/HOUR) ~ 1.975 SOIL CLASSIFICATION IS "B" SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT ~ .7440 SUBAREA AREA(ACRES) ~ 1.50 SUBAREA RUNOFF (CFS) ~ SUMMED AREA(ACRES) ~ 3.50 TOTAL RUNOFF(CFS) ~ END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) ~ .38 HALFSTREET FLOODWIDTH(FEET) ~ 12.69 FLOW VELOCITY(FEET/SEC.) ~ 3.55 DEPTH*VELOCITY ~ 1.34 2.20 5.49 1*************************************************************************** FLOW PROCESS FROM NODE 39.00 TO NODE 40.00 IS CODE ~ 6 C _ \,\ - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK ~ INTERIOR STREET CROSSFALL(DEClMAL) ~ .017 OUTSIDE STREET CROSSFALL(DEClMAL) .080 18.00 **TRAVELTlME COMPUTED USING MEAN FLOW(CFS) STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) ~ .40 HALFSTREET FLOODWIDTH(FEET) ~ 13.81 AVERAGE FLOW VELOCITY(FEET/SEC.) ~ PRODUCT OF DEPTH&VELOCITY ~ 1.44 STREETFLOW TRAVELTIME (MIN) ~ 1.93 TC(MIN) ~ 6.51 3.62 16.01 10 YEAR RAINFALL INTENSITY(INCH/HOUR) ~ 1.840 SOIL CLASSIFICATION IS "B" SINGLE-FAMILY(l/4 ACRE LOT) RUNOFF COEFFICIENT ~ .7367 SUBAREA AREA(ACRES) ~ 1.50 SUBAREA RUNOFF (CFS) ~ SUMMED AREA (ACRES) ~ 5.00 TOTAL RUNOFF(CFS) ~ END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) ~ .42 HALFSTREET FLOODWIDTH(FEET) ~ 14.94 FLOW VELOCITY(FEET/SEC.) ~ 3.63 DEPTH*VELOCITY ~ 1.51 2.03 7.52 ~ I I **************************************************************************** I-~~~~-~~~~~~~-~~~~-~~~~---_:~=~~-=~-~~~~---_:~=~~_:~-~~~~-~-_:~------------ >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< Ir~;;;;~=;;;i=i~;;~;~;;=:===~;~;~~;======================================= DOWNSTREAM NODE ELEVATION = 1081.90 I CHANNEL LENGTH THRU SUBAREA (FEET) = CHANNEL SLOPE = .0072 CHANNEL BASE (FEET) = .00 "Z" FACTOR = 38.460 MANNING'S FACTOR = .015 MAXIMUM DEPTH(FEET) = 1.00 I CHANNEL FLOW THRU SUBAREA (CFS) = 7.52 FLOW VELOCITY (FEET/SEC) = 2.37 FLOW DEPTH(FEET) = TRAVEL TIME(MIN.) = .28 TC(MIN.) = 16.29 I 40.00 .29 **************************************************************************** I-~~~~-~~~~~~~-~~~~-~~~~---_:~=~~-=~-~~~~---_:~=~~-~~-~~~~-~---~------------ >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< I=;~;~~;;:;;~;~~:::~;:~~~:~~=:~~~=~~~:~~~~~=================== CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: I TIME OF CONCENTRATION(MIN.) 16.29 RAINFALL INTENSITY (INCH/HR) = 1.82 TOTAL STR~~ AREA(ACRES) = 5.00 I PEAK FLOW RATE (CFS) AT CONFLUENCE = I 7.52 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 12.93 15.14 1.897 8.40 2 7.52 16.29 1.822 5.00 I*********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA I WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** I RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. I I I ** PEAK STREAM NUMBER 1 2 INTENSITY (INCH/HOUR) 1.897 1. 822 COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) TOTAL AREA(ACRES) = ESTIMATES ARE = 19.92 13.40 AS FOLLOWS: Tc (MIN.) = 15.14 1*************************************************************************** ~ FLOW PROCESS FROM NODE 41.00 TO NODE 18.11 IS CODE = 6 ~~ III _ ~ _ _ _ : - - - - _ _ _ _ _ _ - - - - - - - - - - - - - - - - - - c - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< II=;;~;;;~=;~~~;~~;=:===~;~~~~;===~~;;~;;~=;~~~;~~;=:===~;~;~~;========= STREET LENGTH(FEET) = 250.00 CURB HEIGHT(INCHES) = 6. I STREET HALFWIDTH (FEET) = 34.00 III I I I I III III I DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK INTERIOR STREET CROSSFALL(DEClMAL) = .020 OUTSIDE STREET CROSSFALL(DEClMAL) = .080 32.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTlME COMPUTED USING MEAN FLOW (CFS) STREETFLOW MODEL RESULTS: NOTE: STREETFLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREETFLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOWDEPTH(FEET) = .65 HALFSTREET FLOODWIDTH(FEET) = 24.50 AVERAGE FLOW VELOCITY(FEET/SEC.) = PRODUCT OF DEPTH&VELOCITY = 2.13 STREETFLOW TRAVELTIME (MIN) = 1.27 TC(MIN) = 16.41 20.32 3.29 10 YEAR RAINFALL INTENSITY (INCH/HOUR) = 1.815 SOIL CLASSIFICATION IS "B" SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .7353 SUBAREA AREA(ACRES) = .60 SUBAREA RUNOFF(CFS) = SUMMED AREA(ACRES) = 14.00 TOTAL RUNOFF(CFS) = END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .65 HALFSTREET FLOODWIDTH(FEET) = 24.50 FLOW VELOCITY(FEET/SEC.) = 3.36 DEPTH*VELOCITY = 2.17 .80 20.72 **************************************************************************** Il-~~~~-~~~~~~~-~~~~-~~~~----~~:~~-=~-~~~~----~~::~_:~-~~~~_:_-_:_----------- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< I >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< =========================================================================== DEPTH OF FLOW IN 24.0 INCH PIPE IS 18.1 INCHES I PIPEFLOW VELOCITY(FEET/SEC.) = 8.1 UPSTREAM NODE ELEVATION = 1069.46 DOWNSTREAM NODE ELEVATION = 1068.30 FLOWLENGTH(FEET) = 111.00 MANNING'S N = .013 I ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 20.72 TRAVEL TIME (MIN.) = .23 TC(MIN.) = 16.63 1 I w*************************************************************************** FLOW PROCESS FROM NODE 18.30 TO NODE 18.30 IS CODE = 11 It-~~~~~;~~;~~~;~-~~~RY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ I ** MAIN STREAM I NUMBER STREAM CONFLUENCE DATA ** RUNOFF Tc INTENSITY (CFS) (MIN.) (INCH/HOUR) AREA (ACRE) ~. I I ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 66.92 22.88 1.511 51.80 I*********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED I ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** 1 20.72 16.63 1. 801 14.00 I I I COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE (CFS) = 84.30 Tc(MIN.) = 22.88 TOTAL AREA(ACRES) = 65.80 1r=;;;=;;=~;;;~=~~~7=================================================~=== PEAK FLOW RATE (CFS) = 84.30 Tc(MIN.) = 22.88 It=;;;~;~~~i~;~:;;;~;;=~~;~~~=========================================== ** PEAK STREAM NUMBER 1 2 FLOW RATE RUNOFF (CFS) 69.38 84.30 TABLE ** Tc (MIN.) 16.63 22.88 INTENSITY (INCH/HOUR) 1.801 1. 511 I I I I I I I I I I ~ I **************************************************************************** I I I I RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) ~978 HYDROLOGY MANUAL (c) Copyright ~982-96 Advanced Engineering Software (aes) Ver. ~.5A Release Date: 0~/0~/96 License ID ~264 Analysis prepared by: ROBERT BEIN, WILLIAM FROST & ASSOCIATES 27555 YNEZ ROAD SUITE 400 TEMECULA, CA 9259~-4679 (909) 676-8042 (909) 676-7240 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - I FILE NAME: 367A-~0.DAT Y':>1oC~\"'" "~.. TIME/DATE OF STUDY: ~0:30 ~/22/~999 - - - - - - - - - - - - - - - --- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -- I USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - USER SPECIFIED STORM EVENT (YEAR) = ~O.OO SPECIFIED MINIMUM PIPE SIZE (INCH) = ~8.00 I SPECIFIED PERCENT OF GRADIENTS (DECIMAL) TO USE ~O-YEAR STORM ~O-MlNUTE INTENSITY (INCH/HOUR) = ~O-YEAR STORM 60-MlNUTE INTENSITY (INCH/HOUR) = I ~OO-YEAR STORM ~O-MlNUTE INTENSITY (INCH/HOUR) = ~OO-YEAR STORM 60-MlNUTE INTENSITY (INCH/HOUR) SLOPE OF ~O-YEAR INTENSITY-DURATION CURVE = I SLOPE OF ~OO-YEAR INT3NSITY-DURATION CURVE = COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = ~O.OO ~-HOUR INTENSITY(INCH/HOUR) = .8888 SLOPE OF INTENSITY DURATION CURVE = .5506 I RCFC&WCD HYDROLOGY MANUAL "C" - VALUES USED NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES I FOR FRICTION 2.360 .880 3.480 1. 300 .5505732 .5495536 SLOPE = .95 **************************************************************************** I-~~~~-~~~~~~~-~~~~-~~~~----~~:~~-=~-~~~~----~~:~~-~~-~~~~-~--~~----_?:~~--- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< I========~~~~~~;~~:~~~~~~~;~~:=::::~============================ TC = K*[(LENGTH**3)/(ELEVATION CHANGE)] **.2 I INITIAL SUBAREA FLOW-LENGTH = 280.00 UPSTREAM ELEVATION = ~~5~.74 DOWNSTREAM ELEVATION = ~~43.24 ELEVATION DIFFERENCE = 8.50 I TC = .393*[( 280.00**3)/( 8.50)]**.2 7.522 ~O YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.788 SOIL CLASSIFICATION IS "B" I SINGLE-FAMILY(~/4 ACRE LOT) RUNOFF COEFFICIENT = .777~ SUBAREA RUNOFF(CFS) = ~.95 TOTAL AREA(ACRES) = .90 TOTAL RUNOFF(CFS) = ~.95 11*************************************************************************** I FLOW PROCESS FROM NODE 40.00 TO NODE 4~.00 IS CODE = 2~ e,-,-- '71 11I- - ~ - - - - ~ - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< 1II========~~~;=i~i;i~=~;;~i~=~i;~;;==================================== DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) I TC = K*[(LENGTH**3)/(ELEVATION CHANGE)] **.2 INITIAL SUBAREA FLOW-LENGTH = 260.00 UPSTREAM ELEVATION = 1151.79 DOWNSTREAM ~LEVATION = 1143.27 1 ELEVATION DIFFERENCE = 8.52 TC = .393*[( 260.00**3)/( 8.52)]**.2 = 7.192 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.858 III SOIL CLASSIFICATION IS "B" SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .7793 SUBAREA RUNOFF (CFS) 2.00 TOTAL AREA(ACRES) = .90 TOTAL RUNOFF(CFS) = 2.00 III ~~~~ **************************************************************************** III_~~~~_=~~~~~~_~~~~_~~~~____~~:~~_=~_~~~~____~~:~~_~~_~~~~_:___?__~~~;c~~J >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ~~~~-~~ 1=;~i;:~;i~i;ii;=;~~~=~i=~=;~~~~;~7===================================== TC(MIN) = 16.26 RAIN INTENSITY (INCH/HOUR) = 1.82 III TOTAL AREA (ACRES) = 46.70 TOTAL RUNOFF (CFS) = 59.50 **************************************************************************** I-~~~~-=~~~~~~-~~~~-~~~~----~~:~~-=~-~~~~----~~:~~-~~-~~~~_:_--=------------ >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< I >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< =========================================================================== DEPTH OF FLOW IN 39 . 0 INCH PIPE IS 27 . 9 INCHES . PIPEFLOW VELOCITY(FEET/SEC.) = 9.4 III UPSTREAM NODE ELEVATION = 1104.87 DOWNSTREAM NODE ELEVATION = 1102.00 FLOWLENGTH(FEET) = 390.00 MANNING'S N = .013 I ESTIMATED PIPE DIAMETER (INCH) 39.00 NUMBER OF PIPES PIPEFLOW THRU SUBAREA(CFS) = 59.50 TRAVEL TIME (MIN.) = .69 TC(MIN.) = 16.95 1 Il*************************************************************************** FLOW PROCESS FROM NODE 21.20 TO NODE 21.20 IS CODE = 10 1_- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- Il*************************************************************************** I-~~~~-=~~~~~~-~~~~-~~~~-----~:~~-=~-~~~~-----~:~~-~~-~~~~_:_-~~----~~---- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ III ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY(1/2 ACRE) TC = K*[(LENGTH**3)/(ELEVATION CHANGE)I**.2 III INITIAL SUBAREA FLOW-LENGTH = 270.00 lJ> I UPSTREAM ELEVATION = 1157.50 DOWNSTREAM ELEVATION = 1154.51 I ELEVATION DIFFERENCE = 2.99 TC = .422*[( 270.00**3)/( 2.99)1**.2 9.752 10 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.417 SOIL CLASSIFICATION IS "B" I SINGLE-FAMILY(1/2 ACRE LOT) RUNOFF COEFFICIENT = .7367 SUBAREA RUNOFF(CFS) = .89 TOTAL AREA(ACRES) = .50 TOTAL RUNOFF(CFS) = .89 I **************************************************************************** I FLOW PROCESS FROM NODE 2.00 TO NODE 19.00 IS CODE = 6 e,- 4 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I UPSTREAM ELEVATION = STREET LENGTH(FEET) = STREET HALFWIDTH(FEET) I I I I I I I 1154.51 845.00 = 20.00 DOWNSTREAM ELEVATION = CURB HEIGHT(INCHES) = 6. 1143.66 DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK = INTERIOR STREET CROSSFALL(DEClMAL) = .017 OUTSIDE STREET CROSSFALL(DEClMAL) = .065 18.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTlME COMPUTED USING MEAN FLOW (CFS) = STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .33 HALFSTREET FLOODWIDTH(FEET) = 10.44 AVERAGE FLOW VELOCITY(FEET/SEC.) = PRODUCT OF DEPTH&VELOCITY = .80 STREETFLOW TRAVELTIME (MIN) = 5.88 TC(MIN) = 2.61 2.40 15.63 10 YEAR RAINFALL INTENSITY (INCH/HOUR) = 1.864 SOIL CLASSIFICATION IS "B" SINGLE-FAMILY(l/4 ACRE LOT) RUNOFF COEFFICIENT = .7381 SUBAREA AREA(ACRES) = 2.50 SUBAREA RUNOFF (CFS) = SUMMED AREA(ACRES) = 3.00 TOTAL RUNOFF(CFS) = END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .37 HALFSTREET FLOODWIDTH(FEET) = 12.69 FLOW VELOCITY(FEET/SEC.) = 2.83 DEPTH*VELOCITY = 1.05 3.44 4.33 IL*************************************************************************** FLOW PROCESS FROM NODE 19.00 TO NODE 20.00 IS CODE = 6 ~-S I--~~~~~~;~~~-~;~~~;~~;~-;~;~~;~~-;~~;-~~~~~:::::---------------------- ============================================================================ UPSTREAM ELEVATION = I STREET LENGTH(FEET) = STREET HALFWIDTH(FEET) I I I 1143.66 400.00 = 20.00 DOWNSTREAM ELEVATION = CURB HEIGHT(INCHES) = 6. 1125.13 DISTANCE FROM CROWN TO CROSS FALL GRADE BREAK = INTERIOR STREET CROSSFALL(DEClMAL) = .017 OUTSIDE STREET CROSSFALL(DEClMAL) = .065 18.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTlME COMPUTED USING MEAN FLOW (CFS) = 5.44 ~ I I STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .33 HALFSTREET FLOODWIDTH(FEET) = 10.44 AVERAGE FLOW VELOCITY(FEET/SEC.) = I PRODUCT OF DEPTH&VELOCITY = 1.66 STREETFLOW TRAVELTIME (MIN) = 1.33 TC(MIN) = I I I 4.99 16.97 10 YEAR RAINFALL INTENSITY (INCH/HOUR) = 1.782 SOIL CLASSIFICATION IS "B" SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .7334 SUBAREA AREA(ACRES) = 1.70 SUBAREA RUNOFF(CFS) = SUMMED AREA(ACRES) = 4.70 TOTAL RUNOFF(CFS) = END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .35 HALFSTREET FLOODWIDTH(FEET) = 11.56 FLOW VELOCITY(FEET/SEC.) = 5.04 DEPTH*VELOCITY = 1.77 2.22 6.55 1*************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 21. 00 IS CODE = 6 P.:>-lo - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - I >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< =========================================================================== UPSTREAM ELEVATION = 1125.13 DOWNSTREAM ELEVATION = 1115.15 STREET LENGTH(FEET) = 580.00 CURB HEIGHT(INCHES) = 6. I STREET HALFWIDTH(FEET) = 20.00 I I SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 1 I I I 1 DISTANCE FROM CROWN TO CROSS FALL GRADE BREAK = INTERIOR STREET CROSSFALL(DEClMAL) = .017 OUTSIDE STREET CROSSFALL(DEClMAL) = .065 18.00 1 **TRAVELTlME COMPUTED USING MEAN FLOW (CFS) STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .41 HALFSTREET FLOODWIDTH(FEET) = 14.94 AVERAGE FLOW VELOCITY(FEET/SEC.) = PRODUCT OF DEPTH&VELOCITY = 1.48 STREETFLOW TRAVELTIME (MIN) = 2.67 TC(MIN) = 7.45 3.61 19.64 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.644 SOIL CLASSIFICATION IS "B" SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .7248 SUBAREA AREA (ACRES) = 1.50 SUBAREA RUNOFF (CFS) = SUMMED AREA(ACRES) = 6.20 TOTAL RUNOFF(CFS) = END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .43 HALFSTREET FLOODWIDTH(FEET) = 16.06 FLOW VELOCITY(FEET/SEC.) = 3.54 DEPTH*VELOCITY = 1.51 1. 79 8.34 **************************************************************************** I FLOW PROCESS FROM NODE 21.00 TO NODE 21.00 IS CODE = 1 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< 1=========================================================================== TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: I TIME OF CONCENTRATION (MIN.) = 19.64 RAINFALL INTENSITY(INCH/HR) = 1.64 TOTAL STREAM AREA (ACRES) = 6.20 Ap 1 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.34 1*************************************************************************** FLOW PROCESS FROM NODE 24.00 TO NODE 25.00 IS CODE = 21 ~_\C - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - I >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< =========================================================================== ASSUMED INITIAL SUBAREA UNIFORM I DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K*[(LENGTH**3)/(ELEVATION CHANGE)] **.2 INITIAL SUBAREA FLOW-LENGTH = 570.00 I UPSTREAM ELEVATION = 1124.69 DOWNSTREAM ELEVATION = 1120.56 ELEVATION DIFFERENCE = 4.13 TC = .393*[( 570.00**3)/( 4.13)]**.2 = 13.313 I 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.036 SOIL CLASSIFICATION IS "B" SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .7471 I SUBAREA RUNOFF(CFS) = 2.28 TOTAL AREA(ACRES) = 1.50 TOTAL RUNOFF(CFS) = 2.28 1*************************************************************************** FLOW PROCESS FROM NODE 25.00 TO NODE 21.00 IS CODE = 6 b-9 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - I >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< =========================================================================== UPSTREAM ELEVATION = 1120.56 DOWNSTREAM ELEVATION = 1115.15 I STREET LENGTH(FEET) = 550.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 20.00 I I SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 I I I I I DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK = INTERIOR STREET CROSSFALL(DEClMAL) = .017 OUTSIDE STREET CROSSFALL(DECIMAL) .065 18.00 **TRAVELTlME COMPUTED USING MEAN FLOW(CFS) = STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .37 HALFSTREET FLOODWIDTH(FEET) = 12.69 AVERAGE FLOW VELOCITY(FEET/SEC.) = PRODUCT OF DEPTH&VELOCITY = .80 STREETFLOW TRAVELTIME (MIN) = 4.24 TC(MIN) = 3.31 2.16 17.55 10 YEAR RAINFALL INTENSITY (INCH/HOUR) = 1.749 SOIL CLASSIFICATION IS "B" SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .7314 SUBAREA AREA (ACRES) = 1 . 60 SUBAREA RUNOFF (CFS) = SUMMED AREA (ACRES) = 3.10 TOTAL RUNOFF(CFS) = END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .39 HALFSTREET FLOODWIDTH(FEET) = 13.81 FLOW VELOCITY(FEET/SEC.) = 2.42 DEPTH*VELOCITY = .94 2.05 4.33 1*************************************************************************** FLOW PROCESS FROM NODE 21.00 TO NODE 21.00 IS CODE = 1 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< M\ I >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ I I I I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT TIME OF CONCENTRATION(MIN.) = 17.55 RAINFALL INTENSITY (INCH/HR) = 1.75 TOTAL STREAM AREA(ACRES) = 3.10 PEAK FLOW RATE (CFS) AT CONFLUENCE = STREAM 2 ARE: 4.33 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 8.34 2 4.33 Tc (MIN.) 19.64 17.55 INTENSITY ( INCH/HOUR) 1.644 1. 749 AREA (ACRE) 6.20 3.10 *********************************WARNING********************************** I IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. 1************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO - I CONFLUENCE FORMULA USED FOR 2 STREAMS. I I I ** PEAK STREAM NUMBER 1 2 FLOW RATE RUNOFF (CFS) 11. 78 12.41 TABLE * * Tc (MIN.) 17.55 19.64 INTENSITY (INCH/HOUR) 1. 749 1.644 COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA (ACRES) = ESTIMATES ARE 12.41 9.30 AS FOLLOWS: Tc (MIN.) = 19.64 **************************************************************************** I-~~~~-~~~~~~~-~~~~-~~~~----~~:~~_:~-~~~~----~~:~~-~~-~~~~-~---=------------ >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< I >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< =========================================================================== ESTIMATED 'PIPE DIAMETER(INCH) INCREASED TO 18.000 I DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.3 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 18.3 UPSTREAM NODE ELEVATION = 1105.15 DOWNSTREAM NODE ELEVATION = 1102.00 I FLOWLENGTH(FEET) = 26.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 12.41 I TRAVEL TIME (MIN.) = .02 TC (MIN.) = 19.66 **************************************************************************** I FLOW PROCESS FROM NODE 21.20 TO NODE 21.20 IS CODE = 11 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< 11=========================================================================== ** MAIN STREAM CONFLUENCE DATA ** I STREAM RUNOFF Tc INTENSITY AREA h{V I~ER' (CFS) (MIN.) ( INCH/HOUR) (ACRE) 1. 1.2.41. 1.9.66 1..643 9.30 I ** MEMORY BANK # 1. CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA I NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1. 59.50 1.6.95 1.. 782 46.70 ************~********************WARNING********************************** I IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1. AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. 1************************************************************************** ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc 1 NUMBER (CFS) (MIN.) 1. 70.20 1.6.95 2 67.24 1.9.66 I I INTENSITY (INCH/HOUR) 1.. 782 1.. 643 COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) TOTAL AREA(ACRES) = ESTIMATES ARE = 70.20 56.00 AS FOLLOWS: Tc (MIN.) = 1.6.95 **************************************************************************** I-~~~~-~~~~~~~-~~~~-~~~~----~~:~~-=~-~~~~----~~:~~-~~-~~~~-~---~------------ >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< I=;~;~=~;;=~;=~;;;~=:==;============================================== CONFLUENCE VALUES USED FOR INDEPENDENT STRE&~ 1. ARE: I TIME OF CONCENTRATION(MIN.) = 1.6.95 RAINFALL INTENSITY (INCH/HR) = 1..78 TOTAL STREAM AREA(ACRES) = 56.00 PEAK FLOW RATE (CFS) AT CONFLUENCE = 70.20 I **************************************************************************** I-~~~~-~~~~~~~-~~~~-~~~~----~~:~~-=~-~~~~----~?:~~-~~-~~~~-~--~~----~~~--- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< II========~~~;=~;~;~~=~~~;~=;;~;~~==================================== DEVELOPMENT IS SINGLE FAMILY (1./4 ACRE) TC = K*[(LENGTH**3)/(ELEVATION CHANGE)I**.2 INITIAL SUBAREA FLOW-LENGTH = 660.00 UPSTREAM ELEVATION = 1.1.24.54 DOWNSTREAM ELEVATION = 1.1.20.56 ELEVATION DIFFERENCE = 3.98 TC = .393*[( 660.00**3)/( 3.98)1**.2 = 1.4.645 1.0 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1..932 SOIL CLASSIFICATION IS "B" SINGLE-FAMILY(1./4 ACRE LOT) RUNOFF COEFFICIENT = .741.8 SUBAREA RUNOFF(CFS) 4.01 TOTAL AREA(ACRES) = 2.80 TOTAL RUNOFF(CFS) = 4.01. I I I I **************************************************************************** I FLOW PROCESS FROM NODE 27 . 00 TO NODE 28 . 00 IS CODE = 6 e- ,..... c(}:J 11I- - - - - - - ~ - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< 1=========================================================================== UPSTREAM ELEVATION = 1120.56 DOWNSTREAM ELEVATION = 1115.15 STREET LENGTH(FEET) = 550.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 20.00 I I I I I I I I **************************************************************************** DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK = INTERIOR STREET CROSSFALL(DECIMAL) = .017 OUTSIDE STREET CROSSFALL(DEClMAL) = .065 18.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTlME COMPUTED USING MEAN FLOW (CFS) = STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .41 HALFSTREET FLOODWIDTH(FEET) = 14.94 AVERAGE FLOW VELOCITY(FEET/SEC.) = PRODUCT OF DEPTH&VELOCITY = 1.03 STREETFLOW TRAVELTlME(MIN) = 3.63 TC(MIN) = 5.20 2.53 18.28 10 YEAR RAINFALL INTENSITY (INCH/HOUR) = 1.710 SOIL CLASSIFICATION IS "B" SINGLE-FAMILY(l/4 ACRE LOT) RUNOFF COEFFICIENT = .7291 SUBAREA AREA(ACRES) = 1.90 SUBAREA RUNOFF(CFS) = SUMMED AREA(ACRES) = 4.70 TOTAL RUNOFF(CFS) = END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .43 HALFSTREET FLOODWIDTH(FEET) = 16.06 FLOW VELOCITY(FEET/SEC.) = 2.71 DEPTH*VELOCITY = 1.16 2.37 6.38 II-:~~~-~~~~~~~_:~~~-~~~~----~~:~~-=~-~~~~----~~:~~-~~-~~~~_:_--~------------ >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< It=;~;~~;;;=;~;;=;~~;;;(~;;;)=~;;;;~;;=;;=~~~~~~========================= DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.4 INCHES I PIPEFLOW VELOCITY(FEET/SEC.) = 19.0 UPSTREAM NODE ELEVATION = 1105.15 DOWNSTREAM NODE ELEVATION = 1102.00 FLOWLENGTH(FEET) = 14.00 MANNING'S N = .013 I ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA (CFS) = 6.38 TRAVEL TIME (MIN.) = .01 TC(MIN.) = 18.29 I **************************************************************************** Il-:~~~-~~~~~~~_:~~~-~~~~----~~:~~-=~-~~~~----~~:~~-~~-~~~~_:_--~------------ >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< Ir=;~;~~i;:;;~~;;;~:::~;:~~~~:~~=:~~~=~~~~::::::=================== CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: I TIME OF CONCENTRATION(MIN.) = 18.29 RAINFALL INTENSITY(INCH/HR) = 1.71 TOTAL STREAM AREA(ACRES) = 4.70 I PEAK FLOW RATE (CFS) AT CONFLUENCE = 6.38 '*' I ** CONFLUENCE DATA ** I STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 70.20 16.95 1.782 56.00 I 2 6.38 18.29 1.710 4.70 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED I ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** I RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. I I I ** PEAK STREAM NUMBER 1 2 FLOW RATE RUNOFF (CFS) 76.11 73.71 TABLE ** Tc (MIN.) 16.95 18.29 INTENSITY (INCH/HOUR) 1. 782 1.710 COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) TOTAL AREA (ACRES) = ESTIMATES ARE = 76.11 60.70 AS FOLLOWS: Tc (MIN.) = 16.95 1*************************************************************************** FLOW PROCESS FROM NODE 21.20 TO NODE 21.21 IS CODE = 3 I-~~~~~;~~~~~-~~~~~~~~-;~;~~;~~-;~~-~~~~:::::------------------------ >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< I=;i;~=;;=;~;;=i~==~;~;=i~;;=;i;i=i~==;~~;=i~;;i~========================== PIPEFLOW VELOCITY(FEET/SEC.) = 10.0 UPSTREAM NODE ELEVATION = 1102.00 I DOWNSTREAM NODE ELEVATION = 1101.70 FLOWLENGTH(FEET) = 40.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER (INCH) = 42.00 NUMBER OF PIPES 1 I PIPEFLOW THRU SUBAREA(CFS) = 76.11 TRAVEL TIME (MIN.) = .07 TC(MIN.) = 17.02 1*************************************************************************** FLOW PROCESS FROM NODE 21.21 TO NODE 21.21 IS CODE = 8 ~_~ - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - I >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ==========================================================~================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.779 1 SOIL CLASSIFICATION IS "B" SINGLE-FAMILY(l/4 ACRE LOT) RUNOFF COEFFICIENT = .7332 SUBAREA AREA(ACRES) .80 SUBAREA RUNOFF(CFS) I TOTAL AREA(ACRES) = 61.50 TOTAL RUNOFF(CFS) = TC(MIN) = 17.02 1. 04 77.16 1*************************************************************************** FLOW PROCESS FROM NODE 21.21 TO NODE 28.10 IS CODE = 3 I >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< ~ I >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ I DEPTH OF FLOW IN 42.0 INCH PIPE IS 31.5 PIPEFLOW VELOCITY(FEET/SEC.) = 10.0 UPSTREAM NODE ELEVATION = 1101.70 I DOWNSTREAM NODE ELEVATION = 1096.80 FLOWLENGTH(FEET) = 660.00 MANNING'S N ESTIMATED PIPE DIAMETER(INCH) = 42.00 PIPEFLOW THRU SUBAREA (CFS) = 77.16 I TRAVEL TIME(MIN.) = 1.10 TC(MIN.) = INCHES = .013 NUMBER OF PIPES = 1 18.13 1*************************************************************************** FLOW PROCESS FROM NODE 28.10 TO NODE 28.10 IS CODE = 10 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< Ir========================================================================== 1*************************************************************************** FLOW PROCESS FROM NODE 28.00 TO NODE 28.30 IS CODE = 21 e,-\~ - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - I >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< =========================================================================== ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) I TC = K*[(LENGTH**3)/(ELEVATION CHANGE)] **.2 INITIAL SUBAREA FLOW-LENGTH = 260.00 UPSTREAM ELEVATION = 1115.15 I DOWNSTREAM ELEVATION = 1112.77 ELEVATION DIFFERENCE = 2.38 TC = .393*[( 260.00**3)/( 2.38)]**.2 9.282 10 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.483 I SOIL CLASSIFICATION IS "B" SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .7665 SUBAREA RUNOFF (CFS) .38 I TOTAL AREA (ACRES) = .20 TOTAL RUNOFF(CFS) = .38 1*************************************************************************** FLOW PROCESS FROM NODE 28.30 TO NODE 28.30 IS CODE = 1 - - - - - - - - - - - -'- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - I=;;;~~~ii:;;:;;~~~~=~~~~=:~~=:~~:~~~:~:::::===================== CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: I TIME OF CONCENTRATION(MIN.) = 9.28 RAINFALL INTENSITY (INCH/HR) = 2.48 TOTAL STREAM AREA (ACRES) = .20 I PEAK FLOW RATE (CFS) AT CONFLUENCE = .38 **************************************************************************** I-~~~~-~~~~~~~-~~~~-~~~~----~~:~~-=~-~~~~----~~::~-~~-~~~~-~--~~----~-~~~--- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< 1I========~~~;=i~i;i~=~~~~=~i;;~==================================== DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) I TC = K* [ (LENGTH**3) / (ELEVATION CHANGE) ] **. 2 ~ I INITIAL SUBAREA FLOW-LENGTH = UPSTREAM ELEVATION = ll20.30 I DOWNSTREAM ELEVATION = lll7 . 62 ELEVATION DIFFERENCE = 2.68 TC = .393*[( l20.00**3)/( 2.68)]**.2 = 5.699 lO YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.248 I SOIL CLASSIFICATION IS "B" SINGLE-FAMILY(l/4 ACRE LOT) RUNOFF COEFFICIENT = .7903 SUBAREA RUNOFF (CFS) = .26 1 TOTAL AREA (ACRES) = . lO l20.00 TOTAL RUNOFF(CFS) = .26 1*************************************************************************** FLOW PROCESS FROM NODE 28.5~ TO NODE 28.30 IS CODE = 6 e-\4- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK = INTERIOR STREET CROSSFALL(DECIMAL) = .Ol7 OUTSIDE STREET CROSS FALL (DECIMAL) = .065 l8.00 **TRAVELTIME COMPUTED USING MEAN STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .3l HALFSTREET FLOODWIDTH(FEET) = AVERAGE FLOW VELOCITY(FEET/SEC.) PRODUCT OF DEPTH&VELOCITY = .70 STREETFLOW TRAVELTIME (MIN) = 3.26 TC(MIN) = 2.03 9.31. 2.25 8.96 lO YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.532 SOIL CLASSIFICATION IS "B" SINGLE-FAMILY(l/4 ACRE LOT) RUNOFF COEFFICIENT = .7683 SUBAREA AREA(ACRES) = l.80 SUBAREA RUNOFF(CFS) = SUMMED AREA (ACRES) = l.90 TOTAL RUNOFF(CFS) = END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .37 HALFSTREET FLOODWIDTH(FEET) = l2.69 FLOW VELOCITY(FEET/SEC.) = 2.45 DEPTH*VELOCITY = .9l 3.50 3.76 **************************************************************************** IL-~~~~-~~~~~~~-~~~~-~~~~----~~:~~-=~-~~~~----~~:~~-~~-~~~~-~---~------------ >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< 1= >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< =========================================================================== TOTAL NUMBER OF STREAMS = 2 I CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 8.96 RAINFALL INTENSITY (INCH/HR) = 2.53 TOTAL STREAM AREA (ACRES) = l.90 1 PEAK FLOW RATE (CFS) AT CONFLUENCE = ** CONFLUENCE DATA ** 1 STREAM RUNOFF 3.76 Tc INTENSITY AREA A,\- INUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 .38 9.28 2.483 .20 I 2 3.76 8.96 2.532 1.90 ********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ION THE RCFC&WCD FORMULA OF PLATE D-l AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************<<************************************************************* 1 RAINFALL INTENSITY AND TIME CONFLUENCE FORMULA USED FOR OF CONCENTRATION RATIO 2 STREAMS. I ** PEAK STREAM NUMBER 1 ; I FLOW RATE RUNOFF (CFS) 4.13 4.07 TABLE ** Tc (MIN.) 8.96 9.28 INTENSITY (INCH/HOUR) 2.532 2.483 COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) TOTAL AREA (ACRES) = ESTIMATES ARE = 4.13 2.10 AS FOLLOWS: Tc (MIN.) = 8.96 1*************************************************************************** FLOW PROCESS FROM NODE 28.30 TO NODE 28.60 IS CODE = 51 I-:::::;~~~~~-;~~~~~~~~-;~~~-~~~~~~~~~-------------------------------- >>>>>TRAVELTIME THRU SUBAREA<<<<< I=~;~;;~~=~;;~=~~~;~;;;~=:===~~~;~;;======================================= DOWNSTREAM NODE ELEVATION = 1111.86 CHANNEL LENGTH THRU SUBAREA(FEET) = 40.00 I CHANNEL SLOPE = .0228 CHANNEL BASE (FEET) = .00 "Z" FACTOR = 38.460 MANNING'S FACTOR = .015 MAXIMUM DEPTH (FEET) = 1.00 I CHANNEL FLOW THRU SUBAREA(CFS) = 4.13 FLOW VELOCITY (FEET/SEC) = 3.10 FLOW DEPTH(FEET) = .19 TRAVEL TIME (MIN.) = .21 TC(MIN.) = 9.17 1***********,**************************************************************** FLOW PROCESS FROM NODE 28.60 TO NODE 28.60 IS CODE = 1 I-:::::~~S~G~~;~-~~~~~~~~-S;~~~-~~~-;~~~~~~;~:::::--------------------- ============================================================================ I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 9.17 I RAINFALL INTENSITY(INCH/HR) = 2.50 TOTAL STREAM AREA (ACRES) = 2.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.13 1*************************************************************************** FLOW PROCESS FROM NODE 28.50 TO NODE 28.51 IS CODE = 21 €>_\"\ 1-- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM ~ I I DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K*[(LENGTH**3)/(ELEVATION CHANGE)] **.2 I INITIAL SUBAREA FLOW-LENGTH = 100.00 UPSTREAM ELEVATION = 1120.30 DOWNSTREAM ELEVATION = 1117.62 ELEVATION DIFFERENCE = 2.68 'ITC = .393*[( 100.00**3)/( 2.68)]**.2 = 5.109 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.450 SOIL CLASSIFICATION IS "B" I SINGLE-FAMILY (1/4 ACRE LOT) SUBAREA RUNOFF (CFS) = TOTAL AREA(ACRES) = RUNOFF .27 .10 COEFFICIENT = .7952 TOTAL RUNOFF (CFS) = .27 Il************************************************************************** FLOW PROCESS FROM NODE 28.51 TO NODE 28.60 IS CODE = 6 \:>-\5 1-------------------------------------------------------------------------- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< ============================================================================ I UPSTREAM ELEVATION = 1117.62 STREET LENGTH(FEET) = 420.00 STREET HALFWIDTH(FEET) = 20.00 I DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 18.00 INTERIOR STREET CROSSFALL(DEClMAL) = .017 OUTSIDE STREET CROSSFALL(DECIMAL) = .065 I SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 DOWNSTREAM ELEVATION = CURB HEIGHT(INCHES) = 6. 1111. 86 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .29 HALFSTREET FLOODWIDTH(FEET) = 8.19 1 AVERAGE FLOW VELOCITY(FEET/SEC.) = PRODUCT OF DEPTH&VELOCITY = .70 STREETFLOW TRAVELTIME (MIN) = 2.96 TC(MIN) = I 10 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.683 SOIL CLASSIFICATION IS "B" I SINGLE-FAMILY (1/4 ACRE LOT) RUNOFF COEFFICIENT = .7736 SUBAREA AREA(ACRES) = 1.40 SUBAREA RUNOFF (CFS) = 2.91 SUMMED AREA(ACRES) = 1.50 TOTAL RUNOFF(CFS) = 3.18 END OF SUBAREA STREETFLOW HYDRAULICS: I DEPTH (FEET) = .35 HALFSTREET FLOODWIDTH(FEET) = 11.56 FLOW VELOCITY(FEET/SEC.) = 2.45 DEPTH*VELOCITY = .86 1.74 I 2.37 8.06 1*************************************************************************** FLOW PROCESS FROM NODE 28.60 TO NODE 28.60 IS CODE = 1 1- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 8.06 I RAINFALL INTENSITY(INCH/HR) = 2.68 TOTAL STREAM AREA(ACRES) = 1.50 PEAK FLOW RATE (CFS) AT CONFLUENCE = 3.18 I ~ I ** CONFLUENCE DATA ** STREAM RUNOFF I NUMBER (CFS) 1 4.13 2 3.18 Tc (MIN. ) 9.17 8.06 INTENSITY ( INCH/HOUR) 2.499 2.683 AREA (ACRE) 2.10 LSD I*********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFe&WCD FORMULA OF PLATE D-l AS DEFAULT VALUE. THIS FORMULA I WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** I RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS . ** PEAK FLOW RATE TABLE ** I STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 6.81 8.06 2.683 I 2 7.09 9.17 2.499 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: I PEAK FLOW RATE (CFS) = 7.09 Tc (MIN. ) = 9.17 TOTAL AREA (ACRES) = 3.60 1*************************************************************************** FLOW PROCESS FROM NODE 28.60 TO NODE 28.70 IS CODE = 6 ~-'8 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - . >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< ~=========================================================================== UPSTREAM ELEVATION = 1111.86 DOWNSTREAM ELEVATION = 1108.18 I STREET LENGTH(FEET) = 210.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 20.00 I I SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 I I 1 I I DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK = INTERIOR STREET CROSSFALL(DECIMAL) = .017 OUTSIDE STREET CROSSFALL(DECIMAL) = .065 18.00 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .41 HALFSTREET FLOODWIDTH(FEET) = 14.94 AVERAGE FLOW VELOCITY(FEET/SEC.) = PRODUCT OF DEPTH&VELOCITY = 1.44 STREETFLOW TRAVELTIME (MIN) = .99 TC(MIN) = 7.27 3.53 10.17 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.362 SOIL CLASSIFICATION IS "B" SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .7617 SUBAREA AREA(ACRES) = .20 SUBAREA RUNOFF(CFS) = SUMMED AREA(ACRES) = 3.80 TOTAL RUNOFF(CFS) = END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .41 HALFSTREET FLOODWIDTH(FEET) = 14.94 FLOW VELOCITY(FEET/SEC.) = 3.62 DEPTH*VELOCITY = 1.48 .36 7.45 1***************************************************************************;so I FLOW PROCESS FROM NODE 28.70 TO NODE 28.70 IS CODE = 1 I[:::::~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~:::::~~~~~~~~~~~~~~~~~~~~~ TOTAL NUMBER OF STREAMS = 2 I CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 10.17 RAINFALL INrENSITY(INCH/HR) = 2.36 I TOTAL STREAM AREA (ACRES) = 3.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.45 t************************************************************************** FLOW PROCESS FROM NODE 28.80 TO NODE 28.90 IS CODE = 21 @>~q - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - . >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< IF========================================================================== ASSUMED. INITIAL SUBAREA UNIFORM I DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K*[(LENGTH**3)/(ELEVATION CHANGE)] **.2 INITIAL SUBAREA FLOW-LENGTH = 180.00 UPSTREAM ELEVATION = 1115.00 I DOWNSTREAM ELEVATION = 1112.00 ELEVATION DIFFERENCE = 3.00 TC = .393*[( 180.00**3)/( 3.00)]**.2 = 7.107 I 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.877 SOIL CLASSIFICATION IS "B" SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .7799 I SUBAREA RUNOFF(CFS) = .67 TOTAL AREA(ACRES) = .30 TOTAL RUNOFF(CFS) = .67 DISTANCE FROM CROWN TO CROSS FALL GRADE BREAK = INTERIOR STREET CROSSFALL(DECIMAL) = .017 OUTSIDE STREET CROSSFALL(DEClMAL) = .065 18.00 **TRAVELTlME COMPUTED USING MEAN STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .27 HALFSTREET FLOODWIDTH(FEET) = 7.06 AVERAGE FLOW VELOCITY(FEET/SEC.) = PRODUCT OF DEPTH&VELOCITY = .69 STREETFLOW TRAVELTIME (MIN) = 1.53 TC(MIN) = 1.47 2.51 8.63 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.584 SOIL CLASSIFICATION IS "B" SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .7702 SUBAREA AREA(ACRES) = .80 SUBAREA RUNOFF(CFS) = SUMMED AREA(ACRES) = 1.10 TOTAL RUNOFF(CFS) = 1.59 2.27 lS" I END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .3~ HALFSTREET FLOODWIDTH(FEET) = I FLOW VELOCITY(FEET/SEC.) = 2.52 DEPTH*VELOCITY = 9.3~ .79 **************************************************************************** I_~~~~_~~~~~~~-~~~~-~~~~----~~:?~_:~-~~~~----~~:?~-~~-~~~~-~---~------------ >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< I >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< =========================================================================== TOTAL NUMBER OF STREAMS = 2 I CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 8.63 RAINFALL INTENSITY (INCH/HR) = 2.58 TOTAL STREAM AREA(ACRES) = ~.~O I PEAK FLOW RATE(CFS) AT CONFLUENCE = I 2.27 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) ~ 7.45 ~0.~7 2.362 3.80 I 2 2.27 8.63 2.584 ~.~o .*********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED I ON THE RCFC&WCD FORMULA OF PLATE D-~ AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** I RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. I ** PEAK FLOW.RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) I ~ 8.59 8.63 2.584 2 9.52 ~0.~7 2.362 I COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE (CFS) 9.52 Tc (MIN. ) = ~0.~7 TOTAL AREA,(ACRES) = 4.90 1*************************************************************************** FLOW PROCESS FROM NODE 28.70 TO NODE 29.20 IS CODE = 5~ I-~~~~~~~~~~~-;~~~~~;~-~~~~-~~~~:::::-------------------------------- >>>>>TRAVELTIME THRU SUBAREA<<<<< II=;;;;;;~=;~;;=;~;;~;~~;=:===~~~~~~~======================================= DOWNSTREAM NODE ELEVATION = ~~06.97 CHANNEL LENGTH THRU SUBAREA(FEET) = 40.00 I CHANNEL SLOPE = .0303 CHANNEL BASE (FEET) = .00 "Z" FACTOR = 38.460 MANNING'S FACTOR = .O~5 MAXIMUM DEPTH(FEET) = ~.OO I CHANNEL FLOW THRU SUBAREA (CFS) = 9 . 52 FLOW VELOCITY (FEET/SEC) = 4.25 FLOW DEPTH(FEET) = .24 TRAVEL TIME(MIN.) = .~6 TC(MIN.) = ~O.32 I ~ I **************************************************************************** I-~~~~-~~~~~~~-~~~~-~~~~----~::~~-=~-~~~~----~::~~-~~-~~~~-~--_:_----------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< I-=;;;~=~;~=;;=~;~~=:==;============================================== CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 10.32 I RAINFALL INTENSITY (INCH/HR) = 2.34 TOTAL STREAM AREA(ACRES) = 4.90 PEAK FLOW RATE (CFS) AT CONFLUENCE = 9.52 1*************************************************************************** FLOW PROCESS FROM NODE 29.10 TO NODE 28.90 IS CODE = 21 6-~ 1- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K*[(LENGTH**3)/(ELEVATION CHANGE)] **.2 I INITIAL SUBAREA FLOW-LENGTH = 120.00 UPSTREAM ELEVATION = 1115.00 DOWNSTREAM ELEVATION = 1112.00 ELEVATION DIFFERENCE = 3.00 I TC = .393*[( 120.00**3)/( 3.00)1**.2 = 5.572 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.289 SOIL CLASSIFICATION IS "B" I SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .7913 SUBAREA RUNOFF(CFS) = .52 TOTAL AREA(ACRES) = .20 TOTAL RUNOFF (CFS) = .52 Il*************************************************************************** FLOW PROCESS FROM NODE 28.90 TO NODE 29.20 IS CODE = 6 e:, -'2.'- I - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 1 UPSTREAM ELEVATION = STREET LENGTH(FEET) = STREET HALFWIDTH(FEET) I I I I I I 1112.00 225.00 = 20.00 DOWNSTREAM ELEVATION = CURB HEIGHT(INCHES) = 6. 1106.97 DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK = INTERIOR STREET CROSSFALL(DEClMAL) .017 OUTSIDE STREET CROSSFALL(DEClMAL) = .065 18.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTlME COMPUTED USING MEAN FLOW(CFS) STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .27 HALFSTREET FLOODWIDTH(FEET) = 7.06 AVERAGE FLOW VELOCITY(FEET/SEC.) = PRODUCT OF DEPTH&VELOCITY = .73 STREETFLOW TRAVELTIME (MIN) = 1.42 TC(MIN) = 1.55 2.64 6.99 10 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.902 SOIL CLASSIFICATION IS "B" SINGLE-FAMILY(l/4 ACRE LOT) RUNOFF COEFFICIENT = .7807 ~~ I SUBAREA AREA (ACRES) = .90 SUBAREA RUNOFF(CFS) = 2.04 SUMMED AREA (ACRES) = 1.10 TOTAL RUNOFF(CFS) = 2.56 I END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .31 HALFSTREET FLOODWIDTH(FEET) = 9.31 FLOW VELOCITY(FEET/SEC.) = 2.84 DEPTH*VELOCITY = .89 1******************************************************************'********* FLOW PROCESS_ FROM NODE 29.20 TO NODE 29.20 IS CODE = 1 I-~~~~~~~~~~~~;~-~~~~~~~~-~;~~~-~~~-~~~~~~~~~:::::--------------------- >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< I=;~;~=~;;=~;=;;;;~=:==;============================================== CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: I TIME OF CONCENTRATION(MIN.) = 6.99 RAINFALL INTENSITY (INCH/HR) = 2.90 TOTAL STREAM AREA(ACRES) = 1.10 PEAK FLOW RATE (CFS) AT CONFLUENCE = I I 2.56 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 9.52 2 2.56 Tc (MIN.) 10.32 6.99 INTENSITY (INCH/HOUR) 2.342 2.902 AREA (ACRE) 4.90 1.10 I*********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA I WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** I RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. 1 1 I ** PEAK FLOW RATE STREAM RUNOFF NUMBER (CFS) 1 9.01 2 11. 58 TABLE ** Tc (MIN.) 6.99 10.32 INTENSITY (INCH/HOUR) 2.902 2.342 COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) TOTAL AREA (ACRES) = ESTIMATES ARE = 11. 58 6.00 AS FOLLOWS: Tc (MIN.) = 10.32 1*************************************************************************** FLOW PROCESS FROM NODE 29.20 TO NODE 29.00 IS CODE = 6 6-~~ - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - I >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< ========================================;================================== UPSTREAM ELEVATION = 1106.97 DOWNSTREAM ELEVATION = 1104.68 STREET LENGTH(FEET) = 130.00 CURB HEIGHT (INCHES) = 6. I STREET HALFWIDTH (FEET) = 20.00 I I SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK = INTERIOR STREET CROSSFALL(DECIMAL) = .017 OUTSIDE STREET CROSS FALL (DECIMAL) = .065 18.00 SA.- I **TRAVELTlME COMPUTED USING MEAN FLOW(CFS} : I STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET}: .47 HALFSTREET FLOODWIDTH(FEET}: 18.31 AVERAGE FLOW VELOCITY(FEET/SEC.} : I PRODUCT OF DEPTH&VELOCITY : 1.80 STREETFLOW TRAVELTIME (MIN) : .56 TC(MIN}: I I I 11.67 3.87 10.88 10 YEAR RAINFALL INTENSITY (INCH/HOUR) : 2.275 SOIL CLASSIFICATION IS "B" SINGLE-FAMILY(1/4 ACRE LOT} RUNOFF COEFFICIENT: .7581 SUBAREA AREA(ACRES} : .10 SUBAREA RUNOFF(CFS} : SUMMED AREA(ACRES}: 6.10 TOTAL RUNOFF(CFS} : END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) : .47 HALFSTREET FLOODWIDTH(FEET) : 18.31 FLOW VELOCITY(FEET/SEC.} : 3.90 DEPTH*VELOCITY: 1.82 .17 11. 76 1*************************************************************************** FLOW PROCESS FROM NODE 29.00 TO NODE 28.10 IS CODE: 3 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - I::::::~~~~~~~;~~;~~~:~~~~:~:~~~:~~~~~~~~~:~~~~~:::::::::::::::: ESTIMATED PIPE DIAMETER(INCH} INCREASED TO 18.000 I DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.2 INCHES PIPEFLOW VELOCITY(FEET/SEC.} : 21.9 UPSTREAM NODE ELEVATION: 1099.68 I DOWNSTREAM NODE ELEVATION: 1096.80 FLOWLENGTH(FEET}: 14.00 MANNING'S N .013 ESTIMATED PIPE DIAMETER (INCH) : 18.00 NUMBER OF PIPES: 1 PIPEFLOW THRU SUBAREA(CFS} 11.76 I TRAVEL TIME (MIN.) : .01 TC(MIN.): 10.89 1*************************************************************************** FLOW PROCESS FROM NODE 28.10 TO NODE 28.10 IS CODE: 11 I >>>>>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY<<<<< =~========================================================================= I ** MAIN STREAM NUMBER 1 I I STREAM CONFLUENCE DATA ** RUNOFF Tc INTENSITY (CFS) (MIN.) (INCH/HOUR) 11.76 10.89 2.274 AREA (ACRE) 6.10 ** MEMORY STREAM NUMBER 1 BANK # RUNOFF (CFS) 77.16 2 CONFLUENCE DATA ** Tc INTENSITY (MIN.) (INCH/HOUR) 18.13 1.718 AREA (ACRE) 61. 50 *********************************WARNING********************************** I IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. 1************************************************************************** ** PEAK FLOW RATE TABLE ** I STREAM RUNOFF Tc INTENSITY f;6 I NUMBER 1 I 2 I (CFS) 58.13 86.04 (MIN.) 10.89 18.13 (INCH/HOUR) 2.274 1.718 COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) TOTAL AREA(ACRES) = ESTIMATES ARE = 86.04 67.60 AS FOLLOWS: Tc (MIN.) = 18.13 1*************************************************************************** FLOW PROCESS FROM NODE 28.10 TO NODE 28.10 IS CODE = 1 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< =========================================================================== TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: I TIME OF CONCENTRATION(MIN.) = 18.13 RAINFALL INTENSITY (INCH/HR) = 1.72 TOTAL STREAM AREA(ACRES) = 67.60 I PEAK FLOW RATE (CFS) AT CONFLUENCE = 86.04 i*************************************************************************** FLOW PROCESS FROM NODE 22.00 TO NODE 23.00 IS CODE = 21 ~-, - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< I========~~~;=~;~;~~=~;;~;~=;;~;~;;==================================== DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) I TC = K* [ (LENGTH**3) / (ELEVATION CHANGE)] **.2 INITIAL SUBAREA FLOW-LENGTH = 340.00 UPSTREAM ELEVATION = 1121.21 DOWNSTREAM ELEVATION = 1115.58 I ELEVATION DIFFERENCE = 5.63 TC = .393*[( 340.00**3)/( 5.63)1**.2 = 9.178 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.499 I SOIL CLASSIFICATION IS "Bn SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .7671 SUBAREA RUNOFF(CFS) = 2.30 I TOTAL AREA (ACRES) = 1.20 TOTAL RUNOFF(CFS) = 2.30 **************************************************************************** I_~~~~_~~~~~~~-~~~~-~~~~----~::~~-=~-~~~~----~~:~~-~~-~~~~_:_-_:_--~~~~--- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< It=;;~;;~=;~;;~;~~;=:===~~~~~~;===;~;;~;;;~=;~;;~;~~;=:===~~~~~;;========= STREET LENGTH(FEET) = 670.00 CURB HEIGHT(INCHES) = 6. I STREET HALFWIDTH(FEET) = 20.00 I I I DISTANCE FROM CROWN TO CROSS FALL GRADE BREAK = INTERIOR STREET CROSSFALL(DECIMAL) = .017 OUTSIDE STREET CROSSFALL(DEClMAL) = .065 18.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = FLOW(CFS) 3.83 .35 1Jo I HALFSTREET FLOODWIDTH(FEET) = 11.56 AVERAGE FLOW VELOCITY(FEET/SEC.) = I PRODUCT OF DEPTH&VELOCITY = 1.03 STREETFLOW TRAVELTIME (MIN) = 3.79 TC(MIN) = I I I 2.94 12.97 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.066 SOIL CLASSIFICATION IS "B" SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .7486 SUBAREA AREA(ACRES) = 2.00 SUBAREA RUNOFF(CFS) = SUMMED AREA (ACRES) = 3.20 TOTAL RUNOFF (CFS) = END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .39 HALFSTREET FLOODWIDTH(FEET) = 13.81 FLOW VELOCITY(FEET/SEC.) = 3.02 DEPTH*VELOCITY = 1.18 3.09 5.39 **************************************************************************** I-~~~~-~~~~~~~-~~~~-~~~~----~~~~~-=~-~~~~----~~~~~-~~-~~~~-~--_:_----------- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< I >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< . =========================================================================== ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 1 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.7 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 14.5 UPSTREAM NODE ELEVATION = 1100.00 DOWNSTREAM NODE ELEVATION = 1096.86 I FLOWLENGTH(FEET) = 26.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES - 1 PIPEFLOW THRU SUBAREA(CFS) 5.39 I TRAVEL TIME (MIN.) = .03 TC (MIN.) = 13.00 **************************************************************************** I_~~~~_~~~~~~~-~~~~-~~~~----~~~~~-=~-~~~~----~~~~~-~~-~~~~-~---~------------ >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< I >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< =========================================================================== TOTAL NUMBER OF STREAMS = 2 I CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) 13.00 RAINFALL INTENSITY (INCH/HR) = 2.06 TOTAL STREAM AREA (ACRES) = 3.20 I PEAK FLOW RATE (CFS) AT CONFLUENCE = I 5.39 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 86.04 18.13 1.718 67.60 I 2 5.39 13.00 2.063 3.20 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED I ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** I RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. I ~ I * * PEAK FLOW RATE STREAM RUNOFF I NUMBE1R (CFS) 67.10 2 90.53 I COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA (ACRES) = I TABLE ** Tc (MIN. ) 13.00 18.13 INTENSITY ( INCH/HOUR) 2.063 1. 718 ESTIMATES ARE = 90.53 70.80 AS FOLLOWS: Tc (MIN.) = 18.13 **************************************************************************** I-:~~~-~~~~~~~_:~~~-~~~~----~~:~~-=~-~~~~---_:~:~~-~~-~~~~-~---:------------ >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< Ir;;;;;=~;=;~~;=~;==;;~;=~;~~=;~;;=~~==;~~;=~;~~;~========================== PIPEFLOW VELOCITY(FEET/SEC.) = 18.8 I UPSTREAM NODE ELEVATION = 1096.86 DOWNSTREAM NODE ELEVATION =1076.00 FLOWLENGTH(FEET) = 570.00 MANNING'S N = .013 I ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 90.53 TRAVEL TIME (MIN.) = .50 TC(MIN.) = 18.63 1 IL************************************************************************** FLOW PROCESS FROM NODE 30. 00 TO NODE 30. 00 IS CODE = 8 1:>_ u.. I-~~~~~~;~;~;~-;~-~~~~~-;;-~~~~~~-~~-~~;~:::::----------------------- ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.692 I SOIL CLASSIFICATION IS "B" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8656 SUBAREA AREA (ACRES) . 4 0 SUBAREA RUNOFF (CFS) = I TOTAL AREA(ACRES) = 71.20 TOTAL RUNOFF(CFS) = TC(MIN) = 18.63 .59 91.12 ~************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 8 ~-~l I~:::::~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~:~~~~~~~~~~~~~~~~~~~~~~~~~~~~ 10 YEAR RAINFALL INTENSITY (INCH/HOUR) = 1.692 I SOIL CLASSIFICATION IS "B" SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .7279 SUBAREA AREA(ACRES) .70 SUBAREA RUNOFF(CFS) = .86 I=~~!~~!:::~~~:~!~=:====:~~::===:::::=::::::~:::~=:===:~~::================ END OF STUDY SUMMARY: I PEAK FLOW RATE (CFS) = TOTAL AREA (ACRES) = 91.98 71.90 Tc (MIN.) = 18.63 ============================================================================ I END OF RATIONAL METHOD ANALYSIS I ff6 I **************************************************************************** I 1 1 I RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (C) Copyright 1982-96 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/96 License ID 1264 Analysis prepared by: ROBERT BEIN, WILLIAM FROST & ASSOCIATES 27555 YNEZ ROAD SUITE 400 TEMECULA, CA 92591-4679 (909) 676-8042 (909) 676-7240 I-;~~~-~~~-~~;~=~~~~;';---------------------------------------------------- TIME/DATE OF STUDY: 8:19 2/ 1/1999 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - I-~~~~-~~~~~:~~~-~~~~~~=-~-~~~~~~-~~~~~-~~:~~=~~~~----------------- USER SPECIFIED STORM EVENT(YEAR) = 10.00 1 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED pERCENT OF GRADIENTS (DECIMAL) TO USE 10-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = .10-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 100-YEAR STORM 10-MINUTE INTENSITY (INCH/HOUR) 100-YEAR STORM 60-MINUTE INTENSITY (INCH/HOUR) SLOPE OF 10-YEAR INTENSITY-DURATION CURVE = I SLOPE OF 100-YEAR INTENSITY-DURATION CURVE = COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 10.00 1-HOUR INTENSITY (INCH/HOUR) = .8888 I SLOPE OF INTENSITY DURATION CURVE = .5506 RCFC&WCD HYDROLOGY MANUAL "C n - VALUES USED NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES 1 FOR FRICTION 2.360 .880 = 3.480 = 1. 300 .5505732 .5495536 SLOPE = .95 **************************************************************************** I-:~~~-~~~~~~~_:~~~-~~~~----~~:~~-=~-~~~~----~~~~-~~-~~~~-~--~:---~~~~--- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< Ir========~~~;=~;~;~~=~~~~~=;;~;;~==================================== DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH**3)/(ELEVATION CHANGE)I**.2 I INITIAL SUBAREA FLOW-LENGTH = 230 . 00 UPSTREAM ELEVATION = 1104.68 DOWNSTREAM ELEVATION = 1094.38 I ELEVATION DIFFERENCE = 10.30 TC = .303*[( 230.00**3)/( 10.30)1**.2 = 4.967 COMPUTED TIME OF CONCENTRATION INCREASED TO 5 MIN. I 10 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.491 SOIL CLASSIFICATION IS "B" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8792 SUBAREA RUNOFF(CFS) = .92 I TOTAL AREA (ACRES) = .30 TOTAL RUNOFF(CFS) .92 Ir**************************************************************************~ I FLOW PROCESS FROM NODE 39.20 TO NODE 39.10 IS CODE = 21 D-\ I >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< =========================================================================== ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL I TC = K*[(LENGTH**3)/(ELEVATION CHANGE)] **.2 INITIAL SUBAREA FLOW-LENGTH = 610.00 UPSTREAM ELEVATION = 1085.48 I DOWNSTREAM ELEVATION = 1078.39 ELEVATION DIFFERENCE = 7.09 TC = .303*[( 610.00**3)/( 7.09)]**.2 = 9.608 I 10 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.437 SOIL CLASSIFICATION IS "B" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8729 SUBAREA RUNOFF(CFS) = 3.83 I TOTAL AREA(ACRES) = 1.80 TOTAL RUNOFF(CFS) = 3.83 -=========================================================================== END OF STUDY SUMMARY: I PEAK FLOW RATE (CFS) = TOTAL AREA(ACRES) = 3.83 1.80 Tc (MIN.) = 9.61 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I END OF RATIONAL METHOD ANALYSIS I I I I I 1 I I I 1 I cp I **************************************************************************** I I I I RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982-96 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/96 License ID 1264 ~ Analysis prepared by: ROBERT BEIN, WILLIAM FROST & ASSOCIATES 27555 YNEZ ROAD SUITE 400 TEMECULA, CA 92591-4679 (909) 676-8042 (909) 676-7240 1- ~~~~- ~~: - ;~;~=~~~~;~;- - ~~~.::.- ~,-.;..~ -.;;l-e;,;;;;,\-~- ;--c.Z,-':: - ~ ~~-~-~~-- TIME/DATE OF STUDY: 8:16 2/ 3/1999 ~ - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - I-~~~~-~~~~:~:~~-~~~~~~=-~-~~~~:~-~~~~~_:~~~~=:~~~----------------- USER SPECIFIED STORM EVENT(YEAR) = 100.00 I SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS (DECIMAL) TO USE 10-YEAR STORM 10-MINUTE INTENSITY (INCH/HOUR) = 110-YEAR STORM 60-MINUTE INTENSITY (INCH/HOUR) = 100-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) 100-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) SLOPE OF 10-YEAR INTENSITY-DURATION CURVE = 1 SLOPE OF 100-YEAR INTENSITY-DURATION CURVE = COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1-HOUR INTENSITY(INCH/HOUR) = 1.3000 I SLOPE OF INTENSITY DURATION CURVE = .5496 RCFC&WCD HYDROLOGY MANUAL 11 C" - VALUES USED NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES I FOR FRICTION 2.360 .880 = 3.480 = 1. 300 .5505732 .5495536 SLOPE = .95 ~"::>IU\\(;:,.'\ **************************************************************************** I-~~~~-~~~~~~~-~~~~-~~~~----~~:~~-=~-~~~~----~~:~~_:~-~~~~-~---~~-~~~~~ w.. ,--,-'e>-> . \~~..... ~ >>>>>USERSPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ~ ~ \~~~ (=================================================================~=b===== USER-SPECIFIED VALUES ARE AS FOLLOWS: . TC(MIN) = 16.30 RAIN INTENSITY(INCH/HOUR) = 2.66 TOTAL AREA(ACRES) = 10.50 TOTAL RUNOFF (CFS) = I 20.00 **************************************************************************** Il-~~~~-~~~~~~~-~~~~-~~~~----~~:~~-=~-~~~~----~~:~~_:~-~~~~-~---~----~~~-- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< I==:~~~=~~:~~~~~:i~;~~~;;(i~~;/;~~)=:==;~~~~========================== SINGLE-FAMILY(1/2 ACRE LOT) RUNOFF COEFFICIENT = .7474 I SUBAREA AREA(ACRES) = 1.20 SUBAREA RUNOFF(CFS) 2.39 TOTAL AREA(ACRES) = 11.70 TOTAL RUNOFF(CFS) = 22.39 TC(MIN) = 16.30 I ~ I **************************************************************************** Il~~~~-~~~~~~~-~~~~-~~~~---_:~::~-=~-~~~~---_:~:~~-~~-~~~~-~---~----~~~-~--- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< Ir~;;;;~~=~~~;~;~~;=:===~;;;~~~===;~;;;;;~~=~~~;~;~~;=:===~;~;~~~========= STREET LENGTH(FEET) = 455.00 CURB HEIGHT(INCHES) = 8. STREET HALFWIDTH(FEET) = 34.00 I DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK = 32.00 INTERIOR STREET CROSSFALL(DEClMAL) = .020 I OUTSIDE STREET CROSSFALL(DEClMAL) = .080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 I **TRAVELTlME COMPUTED USING MEAN FLOW(CFS) = STREETFLOW MODEL RESULTS: NOTE: STREETFLOW EXCEEDS TOP OF CURB. I THE FOLLOWING STREETFLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. I STREET FLOWDEPTH (FEET) = .69 HALFSTREET FLOODWIDTH(FEET) = 26.50 AVERAGE FLOW VELOCITY(FEET/SEC.) = PRODUCT OF DEPTH&VELOCITY = 2.22 I STREETFLOW TRAVELTIME (MIN) = 2.35 TC(MIN) = 18.65 I I I 23.30 3.23 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.471 SOIL CLASSIFICATION IS "B" SINGLE-FAMILY(1/2 ACRE LOT) RUNOFF COEFFICIENT = .7392 SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF (CFS) = SUMMED AREA (ACRES) = 12.70 TOTAL RUNOFF(CFS) = END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .69 HALFSTREET FLOODWIDTH(FEET) = 26.50 FLOW VELOCITY(FEET/SEC.) = 3.36 DEPTH*VELOCITY = 2.31 1. 83 24.21 **************************************************************************** I-~~~~-~~~~~~~-~~~~-~~~~---_:~:~~-=~-~~~~---_:~:~~-~~-~~~~-~-_:~------------ >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< 1=========================================================================== **************************************************************************** I-~~~~-~~~~~~~-~~~~-~~~~----_::~~-=~-~~~~-----~:~~-~~-~~~~-~--~:_---~-~~---- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< I========~;~;=~;~;~~=;;;~~~=;;~;~~==================================== DEVELOPMENT IS SINGLE FAMILY(1/2 ACRE) I TC = K*[(LENGTH**3)/(ELEVATION CHANGE)] **.2 INITIAL SUBAREA FLOW-LENGTH = 235.00 UPSTREAM ELEVATION = 1157.70 DOWNSTREAM ELEVATION = 1154.51 I ELEVATION DIFFERENCE = 3.19 TC = .422*[( 235.00**3)/( 3.19)]**.2 8.857 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.720 I SOIL CLASSIFICATION IS "B" C,l/ I SINGLE-FAMILY(1/2 ACRE SUBAREA RUNOFF (CFS) = I TOTAL AREA (ACRES) = LOT) RUNOFF COEFFICIENT = .7813 1.74 .60 TOTAL RUNOFF (CFS) = 1.74 j*************************************************************************** . FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 6 (\.--z... ---------------------------------------------------------------------------- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< I=;;~;;~=;~;;~;i;~=:===~~~~~~~===;;;;~;;~=;~;;~;i;~=:===~~~~~~;========= STREET LENGTH (FEET) = 900.00 CURB HEIGHT(INCHES) = 6. I STREET HALFWIDTH(FEET) = 20.00 I I I I I I I DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK = INTERIOR STREET CROSSFALL(DEClMAL) = .017 OUTSIDE STREET CROSSFALL(DEClMAL) = .080 18.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 1 **TRAVELTlME COMPUTED USING MEAN FLOW(CFS) = STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .42 HALFSTREET FLOODWIDTH(FEET) = 14.94 AVERAGE FLOW VELOCITY(FEET/SEC.) = PRODUCT OF DEPTH&VELOCITY = 1.14 STREETFLOW TRAVELTIME (MIN) = 5.46 TC{MIN) = 5.69 2.74 14.32 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.857 SOIL CLASSIFICATION IS "B" SINGLE-FAMILY(1/2 ACRE LOT) RUNOFF COEFFICIENT = .7551 SUBAREA AREA(ACRES) = 3.60 SUBAREA RUNOFF(CFS) = SUMMED AREA(ACRES) = 4.20 TOTAL RUNOFF(CFS) = END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .47 HALFSTREET FLOODWIDTH(FEET) = 18.31 FLOW VELOCITY(FEET/SEC.) = 3.14 DEPTH*VELOCITY = 1.49 7.77 9.51 **************************************************************************** I-~~~~-=~~~~::_~~~~-~~~~----_::~~-=~-~~~~-----~:~~-~:-~~~~-~---~----~-~~--- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< (=========================================================================== UPSTREAM ELEVATION = 1144.13 DOWNSTREAM ELEVATION = 1114.96 STREET LENGTH(FEET) = 580.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 20.00 I I I I I DISTANCE FROM CROWN TO CROSS FALL GRADE BREAK = INTERIOR STREET CROSSFALL{DEClMAL) = .017 OUTSIDE STREET CROSSFALL(DEClMAL) = .080 18.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 1 **TRAVELTlME COMPUTED USING MEAN FLOW{CFS) = STREETFLOW MODEL RESULTS: STREET FLOWDEPTH{FEET) = .42 HALFSTREET FLOODWIDTH(FEET) = 14.94 AVE~GE FLOW VELOCITY(FEET/SEC.) = PRODUCT OF DEPTH&VELOCITY = 2.33 STREETFLOW TRAVELTIME (MIN) = 1.72 TC(MIN) = 11.62 5.61 16 .05 cP I 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.684 I SOIL CLASSIFICATION IS "B" SINGLE-FAMILY(1/2 ACRE LOT) RUNOFF COEFFICIENT = .7484 SUBAREA AREA(ACRES) = 2.10 SUBAREA RUNOFF(CFS) = 4.22 SUMMED AREA (ACRES) = 6.30 TOTAL RUNOFF(CFS) = 13.73 I END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .44 HALFSTREET FLOODWIDTH{FEET) = 16.06 FLOW VELOCxTY(FEET/SEC.) = 5.79 DEPTH*VELOCITY = 2.52 1 **************************************************************************** I-~~~~-:~~~~~~-~~~~-~~~~----_::~~_:~-~~~~----_::~~-~~-~~~~-~---:------------ >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< I-=;;;~=~i~=;;=;;;~=:==;============================================== CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 16.05 I RAINFALL INTENSITY (INCH/HR) = 2.68 TOTAL STREAM AREA(ACRES) = 6.30 PEAK FLOW RATE (CFS) AT CONFLUENCE = 13.73 l*************************************************************************** FLOW PROCESS FROM NODE 6.00 TO NODE 7.00 IS CODE = 21 ~-S 1--------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY(l/2 ACRE) TC = K*[(LENGTH**3)/(ELEVATION CHANGE)] **.2 I INITIAL SUBAREA FLOW-LENGTH = 200.00 UPSTREAM ELEVATION = 1121.20 DOWNSTREAM ELEVATION = 1118.35 ELEVATION DIFFERENCE = 2.85 I TC = .422*[( 200.00**3)/( 2.85)]**.2 8.224 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.875 SOIL CLASSIFICATION IS liB" I SINGLE-FAMILY(1/2 ACRE LOT) RUNOFF COEFFICIENT = .7851 SUBAREA RUNOFF(CFS) = 1.22 TOTAL AREA(ACRES) = .40 TOTAL RUNOFF(CFS) = 1.22 11*************************************************************************** FLOW PROCESS FROM NODE 7 . 00 TO NODE 4 . 00 IS CODE = 6 p> ~4 1_-------------------------------------------------------------------------- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< ============================================================================ I UPSTREAM ELEVATION = STREET LENGTH(FEET) = STREET HALFWIDTH(FEET) I I I 1118.35 350.00 = 20.00 DOWNSTREAM ELEVATION = CURB HEIGHT(INCHES) = 6. 1114.96 DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK INTERIOR STREET CROSSFALL(DEClMAL) = .017 OUTSIDE STREET CROSSFALL(DEClMAL) = .080 18.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTlME COMPUTED USING MEAN FLOW(CFS) = 2.63 ~~ I I I 1 I STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .34 HALFSTREET FLOODWIDTH(FEET) = 10.44 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.38 PRODUCT OF DEPTH&VELOCITY = .81 STREETFLOW TRAVELTlME(MIN) = 2.45 TC(MIN) = 10.67 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.358 SOIL CLASSI'F.ICATION IS "B" SINGLE-FAMILY(1/2 ACRE LOT) RUNOFF COEFFICIENT = .7716 SUBAREA AREA(ACRES) = 1.10 SUBAREA RUNOFF(CFS) = 2.85 SUMMED AREA(ACRES) = 1.50 TOTAL RUNOFF(CFS) = 4.07 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .40 HALFSTREET FLOODWIDTH(FEET) = 13.81 FLOW VELOCITY(FEET/SEC.) = 2.26 DEPTH*VELOCITY = .90 1*************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE , 4.00 IS CODE = 1 I-~~~~~~~~~~~~;~-~~~~~~~~-~~~-;;~-~;~;~~~~~~~~~~--------------------- >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< I=;;;~=~i;=;;=;;;~=:==;==~=========================================== CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: I TIME OF CONCENTRATION(MIN.) = 10.67 RAINFALL INTENSITY(INCH/HR) = 3.36 TOTAL STREAM AREA(ACRES) = 1.50 PEAK FLOW RATE (CFS) AT CONFLUENCE = I I 4.07 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 13 . 73 2 4.07 Tc (MIN. ) 16.05 10.67 INTENSITY (INCH/HOUR) 2.684 3.358 AREA (ACRE) 6.30 1. 50 I*********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-l AS DEFAULT VALUE. THIS FORMULA I WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** I RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. I I I ** PEAK STREAM NUMBER 1 2 FLOW RATE RUNOFF (CFS) 13.20 16.98 TABLE ** Tc (MIN.) 10.67 16.05 INTENSITY ( INCH/HOUR) 3.358 2.684 COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) TOTAL AREA (ACRES) = ESTIMATES ARE = 16.98 7.80 AS FOLLOWS: Tc (MIN.) = 16.05 1*************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 51 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - .t" I >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< . ~ I >>>>>TRAVELTlME THRU SUBAREA<<<<< ============================================================================ I I I UPSTREAM NODE ELEVATION = 1114.96 DOWNSTREAM NODE ELEVATION = 1114.76 CHANNEL LENGTH THRU SUBAREA(FEET) = CHANNEL SLOPE = .0050 CHANNEL BASE (FEET) = .00 "Z" FACTOR = 38.460 MANNING'S FACTOR = .015 MAXIMUM DEPTH (FEET) = 1.00 CHANNEL FLOW THRU SUBAREA(CFS) = 16.98 FLOW VELOCITY (FEET/SEC) = 2.47 FLOW DEPTH (FEET) = TRAVEL TlME(MIN.) = .27 TC(MIN.) = 16.32 40.00 .42 11*************************************************************************** FLOW PROCESS FROM NODE 5.00 TO NODE 5.00 IS CODE = 1 II-~~~~~~~~~~~~;~-~~~~~~~~-~;~~-~;~-~;~~~~~~~:::::--------------------- ============================================================================ TOTAL NUMBER OF STREAMS = 2 I CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 16.32 RAINFALL INTENSITY(INCH/HR) = 2.66 I TOTAL STREAM AREA(ACRES) = 7.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 16.98 1*************************************************************************** FLOW PROCESS FROM NODE 8.00 TO NODE 7.00 IS CODE = 21 ;:::,. -lo - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - I >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< =========================================================================== ASSUMED INITIAL SUBAREA UNIFORM I DEVELOPMENT IS SINGLE FAMILY(1/2 ACRE) TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 150.00 UPSTREAM ELEVATION = 1121.40 I DOWNSTREAM ELEVATION = 1118.35 ELEVATION DIFFERENCE = 3.05 TC = .422*[( 150.00**3)/( 3.05)1**.2 6.827 I 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 4.292 SOIL CLASSIFICATION IS "B" SINGLE-FAMILY(1/2 ACRE LOT) RUNOFF COEFFICIENT = .7941 I SUBAREA RUNOFF(CFS) = 1.02 TOTAL AREA (ACRES) = .30 TOTAL RUNOFF(CFS) = 1.02 t*************************************************************************** FLOW PROCESS FROM NODE 7. 00 TO NODE 5 . 00 IS CODE = 6 A. - ~ - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - . >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< ~=========================================================================== UPSTREAM ELEVATION = 1118.35 DOWNSTREAM ELEVATION = 1114.76 I STREET LENGTH(FEET) = 350.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 20.00 I I SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = INTERIOR STREET CROSSFALL(DEClMAL) = .017 OUTSIDE STREET CROSSFALL(DEClMAL) = .080 18.00 cJo I **TRAVELTlME COMPUTED USING MEAN FLOW(CFS) I STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .36 HALFSTREET FLOODWIDTH(FEET) = 11.56 AVERAGE FLOW VELOCITY(FEET/SEC.) = I PRODUCT OF DEPTH&VELOCITY = .74 STREETFLOW TRAVELTIME (MIN) = 2.82 TC(MIN) = I I I 2.71 2.07 9.65 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.549 SOIL CLASSIFICATION IS "B" SINGLE-FAMILY(1/2 ACRE LOT) RUNOFF COEFFICIENT = .7769 SUBAREA AREA(ACRES) = 1.20 SUBAREA RUNOFF(CFS) = SUMMED AREA(ACRES) = 1.50 TOTAL RUNOFF (CFS) END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .40 HALFSTREET FLOODWIDTH(FEET) 13.81 FLOW VELOCITY(FEET/SEC.) = 2.41 DEPTH*VELOCITY = .96 3.31 4.33 1*************************************************************************** FLOW PROCESS FROM NODE 5.00 TO NODE 5.00 IS CODE = 1 ---------------------------------------------------------------------------- I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 I CONFLUENCE VALUES USED FOR INDEPENDENT TIME OF CONCENTRATION(MIN.) = 9.65 RAINFALL INTENSITY (INCH/HR) =. 3.55 I TOTAL STREAM AREA(ACRES) = 1.50 PEAK FLOW RATE (CFS) AT CONFLUENCE = I I STREAM 2 ARE: 4.33 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 16.98 2 4.33 Tc (MIN.) 16.32 9.65 INTENSITY (INCH/HOUR) 2.659 3.549 AREA (ACRE) 7.80 1.50 *********************************WARNING********************************** I IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. 1************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. I ** PEAK STREAM I NUMB~R 2 I I FLOW RATE RUNOFF (CFS) 14.37 20.22 TABLE ** Tc (MIN.) 9.65 16.32 INTENSITY (INCH/HOUR) 3.549 2.659 COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) TOTAL AREA (ACRES) = ESTIMATES ARE 20.22 9.30 AS FOLLOWS: Tc (MIN.) = 16.32 I FLOW PROCESS FROM NODE **************************************************************************** ~V 5.00 TO NODE 9.00 IS CODE = 6 ~-~ I__________________________________c__________________---------------------- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< 1I=;;;ii~=i~;;~;i;;=:===~~~~~;~===;;;;;;;~=i~i;~;i;;=:===~~~;~~;========= STREET LENGTH(FEET) = 190.00 CURB HEIGHT(INCHES) = 6. I STREET HALFWIDTH(FEET) = 20.00 I I I I I I I I I DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = INTERIOR STREET CROSSFALL(DEClMAL) = .017 OUTSIDE STREET CROSSFALL(DEClMAL) = .080 18.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTlME COMPUTED USING MEAN FLOW(CFS) = ***STREETFLOW SPLITS OVER STREET-CROWN*** FULL DEPTH(FEET) = .50 FLOODWIDTH(FEET) = FULL HALF-STREET VELOCITY(FEET/SEC.) = 4.63 SPLIT DEPTH(FEET) = .34 SPLIT FLOODWIDTH(FEET) = SPLIT FLOW(CFS) = 3.85 SPLIT VELOCITY(FEET/SEC.) = STREETFLOW MODEL RESULTS: NOTE: STREETFLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREETFLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOWDEPTH(FEET) = .50 HALFSTREET FLOODWIDTH(FEET) = 20.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = PRODUCT OF DEPTH&VELOCITY = 2.33 STREETFLOW TRAVELTIME (MIN) = .68 TC(MIN) = 17.00 20.42 20.00 10.44 3.49 4.63 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.600 SOIL CLASSIFICATION IS "B" SINGLE-FAMILY(1/2 ACRE LOT) RUNOFF COEFFICIENT = .7449 SUBAREA AREA(ACRES) = .20 SUBAREA RUNOFF (CFS) = SUMMED AREA (ACRES) = 9.50 TOTAL RUNOFF(CFS) = END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .50 HALFSTREET FLOODWIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 4.63 DEPTH*VELOCITY = 2.33 .39 20.61 11*************************************************************************** FLOW PROCESS FROM NODE 9.00 TO NODE 9.00 IS CODE = 10 I - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< ============================================================================ 11*************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 21 ~-lC I - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM I DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K*[(LENGTH**3)/(ELEVATION CHANGE)] **.2 INITIAL SUBAREA FLOW-LENGTH = 200.00 I UPSTREAM ELEVATION = 1148.60 DOWNSTREAM ELEVATION = 1144.13 ELEVATION DIFFERENCE = 4.47 I TC = .393*[( 200.00**3)/( 4.47)1**.2 = 6.990 (p~ I 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 4 .237 SOIL CLASSIFICATION IS "B" I SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = SUBAREA RUNOFF (CFS) = 1. 72 TOTAL AREA(ACRES) = .50 .8108 TOTAL RUNOFF (CFS) = 1.72 1*************************************************************************** I-~~~~~~;~~-~;~:~;;~~~-;~~~~~~-~~-~~~~~~~~~~~~~-~---~----~:~~--- ============================================================================ I UPSTREAM ELEVATION = STREET LENGTH(FEET) = STREET HALFWIDTH(FEET) I I 1 I I I I 1144 . 13 680.00 = 20.00 DOWNSTREAM ELEVATION = CURB HEIGHT (INCHES) = 6. 1111.47 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK INTERIOR STREET CROSSFALL(DEClMAL) = .017 OUTSIDE STREET CROSSFALL(DEClMAL) = .080 18.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW (CFS) = STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .32 HALFSTREET FLOODWIDTH(FEET) = AVERAGE FLOW VELOCITY(FEET/SEC.) PRODUCT OF DEPTH&VELOCITY = 1.50 STREETFLOW TRAVELTIME (MIN) = 2.42 TC(MIN) = 4.27 9.31 4.68 9.41 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.598 SOIL CLASSIFICATION IS "B" SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .7985 SUBAREA AREA(ACRES) = 1.80 SUBAREA RUNOFF (CFS) = SUMMED AREA(ACRES) = 2.30 TOTAL RUNOFF(CFS) END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .36 HALFSTREET FLOODWIDTH(FEET) 11.56 FLOW VELOCITY(FEET/SEC.) = 5.25 DEPTH*VELOCITY = 1.88 5.17 6.89 11*************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 1 I[-:::::~~~~;~;~-~~~;~~~~-~;~~~-;;~-~;~;~~~~~~~~~~--------------------- -=========================================================================== TOTAL NUMBER OF STREAMS = 2 I CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 9.41 RAINFALL INTENSITY (INCH/HR) = 3.60 I TOTAL STREA..M AREA (ACRES) = 2 . 30 PEAK FLOW RATE (CFS) AT CONFLUENCE = 6.89 t*************************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 14.00 IS CODE = 21 ~-\~.\ - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - I >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< =========================================================================== ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) I cpl\ I TC = K*[(LENGTH**3}/(ELEVATION CHANGE}] **.2 INITIAL SUBAREA FLOW-LENGTH = 100.00 1 UPSTREAM ELEVATION = 1146.24 DOWNSTREAM ELEVATION = 1143.62 ELEVATION DIFFERENCE = 2.62 I TC = .393*[( 100.00**3}/( 2.62}]**.2 _ 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = SOIL CLASSIFICATION IS "B" 1 SINGLE-FAMTLY(1/4 ACRE LOT) SUBAREA RUNOFF(CFS} = TOTAL AREA (ACRES) = = 5.132 5.021 RUNOFF .41 .10 COEFFICIENT = .8223 TOTAL RUNOFF(CFS) = .41 1*************************************************************************** FLOW PROCESS FROM NODE 14.00 TO NODE 15.00 IS CODE = 6 p,.- \"2... 1--------------------------------------------------------------------------- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< ~=========================================================================== UPSTREAM ELEVATION = 1143.62 1 STREET LENGTH(FEET} = 320.00 STREET HALFWIDTH(FEET) = 20.00 I DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = INTERIOR STREET CROSSFALL(DECIMAL} = .017 OUTSIDE STREET CROSSFALL(DEClMAL} .080 DOWNSTREAM ELEVATION = 1125.13 CURB HEIGHT(INCHES} = 6. 18.00 1 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 1 I I 1 1 **TRAVELTlME COMPUTED USING MEAN FLOW(CFS} STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .26 HALFSTREET FLOODWIDTH(FEET) = 5.94 AVERAGE FLOW VELOCITY(FEET/SEC.} = PRODUCT OF DEPTH&VELOCITY = 1.03 STREETFLOW TRAVELTIME (MIN) = 1.36 TC(MIN} = 1.87 3.92 6.49 100 YEAR RAINFALL INTENSITY(INCH/HOUR} = 4.412 SOIL CLASSIFICATION IS "B" SINGLE-FAMILY(1/4 ACRE LOT} RUNOFF COEFFICIENT = .8137 SUBAREA AREA(ACRES) = .80 SUBAREA RUNOFF (CFS) = SUMMED AREA(ACRES) = .90 TOTAL RUNOFF(CFS) = END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .30 HALFSTREET FLOODWIDTH(FEET) = 8.19 FLOW VELOCITY(FEET/SEC.} = 4.40 DEPTH*VELOCITY = 1.33 2.87 3.28 1*************************************************************************** FLOW PROCESS FROM NODE 15.00 TO NODE 12.00 IS CODE = 6.P. _\ ~ - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 1 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< =========================================================================== UPSTREAM ELEVATION = 1125.13 DOWNSTREAM ELEVATION = 1111.47 I STREET LENGTH(FEET) = 710.00 CURB HEIGHT(INCHES} = 6. STREET HALFWIDTH(FEET) = 20.00 1 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = INTERIOR STREET CROSSFALL(DEClMAL) = .017 OUTSIDE STREET CROSSFALL(DECIMAL} = .080 I 18.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 10 I **TRAVELTlME COMPUTED USING MEAN FLOW{CFS) = I STREETFLOW MODEL RESULTS: STREET FLOWDEPTH{FEET) = .40 HALFSTREET FLOODWIDTH{FEET) = 13.81 I AVERAGE FLOW VELOCITY{FEET/SEC.) = PRODUCT OF DEPTH&VELOCITY = 1.51 STREETFLOW TRAVELTIME (MIN) = 3.12 TC(MIN) = I I I 6.83 3.80 9.61 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.557 SOIL CLASSIFICATION IS "B" SINGLE-FAMILY{l/4 ACRE LOT) RUNOFF COEFFICIENT = .7976 SUBAREA AREA(ACRES) = 2.50 SUBAREA RUNOFF (CFS) = SUMMED AREA(ACRES) = 3.40 TOTAL RUNOFF{CFS) = END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .45 HALFSTREET FLOODWIDTH{FEET) = 17.19 FLOW VELOCITY{FEET/SEC.) = 3.86 DEPTH*VELOCITY = 1.75 7.09 10.38 1*************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 1 ---------------------------------------------------------------------------- I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 I CONFLUENCE VALUES USED FOR INDEPENDENT TIME OF CONCENTRATION{MIN.) = 9.61 RAINFALL INTENSITY (INCH/HR) =. 3.56 1 TOTAL STREAM AREA (ACRES) = 3 .40 PEAK FLOW RATE (CFS) AT CONFLUENCE = I I STREAM 2 ARE: 10.38 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 6.89 2 10.38 Tc (MIN.) 9.41 9.61 INTENSITY (INCH/HOUR) 3.598 3.557 AREA (ACRE) 2.30 3.40 *********************************WARNING********************************** I IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-l AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. 1************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO I CONFLUENCE FORMULA USED FOR 2 STREAMS. 1 I I ** PEAK STREAM NUMBER 1 2 FLOW RATE RUNOFF (CFS) 17.05 17.19 TABLE * * Tc (MIN.) 9.41 9.61 INTENSITY ( INCH/HOUR) 3.598 3.557 COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) TOTAL AREA{ACRES) = ESTIMATES ARE = -17.19 5.70 AS FOLLOWS: Tc (MIN.) = 9.61 I FLOW PROCESS FROM NODE **************************************************************************** '\\ 12.00 TO NODE 9.00 IS CODE = 51 1- _ _ - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -.- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< I >>>>>TRAVELTIME THRU SUBAREA<<<<< =========================================================================== UPSTREAM NODE ELEVATION = llll.47 I DOWNSTREAM NODE ELEVATION = lllO.49 CHANNEL LENGTH THRU SUBAREA(FEET) = 40.00 CHANNEL SLOPE = .0245 CHANNEL BASE(FEET) = .00 "Z" FACTOR = 38.460 I MANNING'S FACTOR = .Ol5 MAXIMUM DEPTH(FEET) = l.OO CHANNEL FLOW THRU SUBAREA (CFS) = l7 . 19 FLOW VELOCITY(FEET/SEC) = 4.49 FLOW DEPTH (FEET) = .32 I TRAVEL TIME(MIN.) = .l5 TC(MIN.) = 9.76 i*************************************************************************** FLOW PROCESS FROM NODE 9.00 TO NODE 9.00 IS CODE = II ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY<<<<< 1=========================================================================== 1 I 1 ** MAIN STREAM NUMBER l STREAM CONFLUENCE DATA ** RUNOFF Tc INTENSITY (CFS) (MIN.) (INCH/HOUR) l7.l9 9.76 3.527 AREA (ACRE) 5.70 ** MEMORY STREAM NUMBER l BANK # RUNOFF (CFS) 20.6l 2 CONFLUENCE DATA ** Tc INTENSITY (MIN.) (INCH/HOUR) D.OO 2.600 AREA (ACRE) 9.50 *********************************WARNING********************************** I IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-l AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** I I I I ** PEAK STREAM NUMBER l 2 FLOW RATE RUNOFF (CFS) 29.02 33.28 TABLE ** Tc (MIN.) 9.76 l7.00 INTENSITY ( INCH/HOUR) 3.527 2.600 COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) TOTAL AREA(ACRES) = ESTIMATES ARE = 33.28 l5.20 AS FOLLOWS: Tc (MIN.) = l7.00 **************************************************************************** 1 FLOW PROCESS FROM NODE 9.00 TO NODE l6. 00 IS CODE = 6 ~-1 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< 1_=========================================================================== UPSTREAM ELEVATION = lllO.49 DOWNSTREAM ELEVATION = l089.8l STREET LENGTH(FEET) = 570.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH (FEET) = 20. 00 I DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK = INTERIOR STREET CROSSFALL(DECIMAL) = .Ol7 I OUTSIDE STREET CROSSFALL(DECIMAL) = .080 l8.00 1V I I **TRAVELTlME COMPUTED USING MEAN FLOW{CFS) = ***STREETFLOW SPLITS OVER STREET-CROWN*** I FULL DEPTH{FEET) = .50 FLOODWIDTH(FEET) = FULL HALF-STREET VELOCITY{FEET/SEC.) = 5.88 SPLIT DEPTH{FEET) = .44 SPLIT FLOODWIDTH(FEET) = SPLIT FLOW.(CFS) = 13.09 SPLIT VELOCITY (FEET/SEC.) = I STREETFLOW MODEL RESULTS: NOTE: STREETFLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREETFLOW RESULTS ARE BASED ON THE ASSUMPTION I THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOWDEPTH{FEET) = .50 I HALFSTREET FLOODWIDTH(FEET) = 20.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = PRODUCT OF DEPTH&VELOCITY = 2.96 STREETFLOW TRAVELTIME (MIN) = 1.61 TC{MIN) = 18.61 I I I SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 34.13 20.00 16.06 5.52 5.88 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.473 SOIL CLASSIFICATION IS "B" SINGLE-FAMILY{l/4 ACRE LOT) RUNOFF COEFFICIENT = .7661 SUBAREA AREA(ACRES) = .90 SUBAREA RUNOFF(CFS) = SUMMED AREA(ACRES) = 16.10 TOTAL RUNOFF (CFS) = END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .50 HALFSTREET FLOODWIDTH(FEET) 20.00 FLOW VELOCITY(FEET/SEC.) = 5.88 DEPTH*VELOCITY = 2.96 1. 71 34.98 1*************************************************************************** FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 IS CODE = 11 1- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ** MAIN STREAM NUMBER I 1 I STREAM CONFLUENCE DATA ** RUNOFF Tc INTENSITY (CFS) (MIN.) (INCH/HOUR) 34.98 18.61 2.473 AREA (ACRE) 16.10 ** MEMORY STREAM NUMBER 1 BANK # RUNOFF (CFS) 24.21 1 CONFLUENCE DATA ** Tc INTENSITY (MIN.) (INCH/HOUR) 18.65 2.471 AREA (ACRE) 12.70 I*********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA I WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** I ** PEAK STREAM NUMBER 1 I 2 I FLOW RATE RUNOFF (CFS) 59.15 59.16 TABLE ** Tc (MIN.) 18.61 18.65 INTENSITY (INCH/HOUR) 2.473 2.471 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE (CFS) = 59.15 Tc(MIN.) = 18.61 10 I TOTAL AREA(ACRES) = 28.80 1*************************************************************************** FLOW PROCESS FROM NODE 16.00 TO NODE 18.00 IS CODE = 51 I-:::::~;~;;~-;~~~;~;~-~~~-;~;~:::::-------------------------------- >>>>>TRAVELTlME THRU SUBAREA<<<<< i=g~~~~~O~~::~~~~i~~:~=:=~;~~:~~::===================================== CHANNEL LENGTH THRU SUBAREA(FEET) = 40.00 I CHANNEL SLOPE = .0155 CHANNEL BASE (FEET) = .00 "Z" FACTOR = 38.460 MANNING'S FACTOR = .015 MAXIMUM DEPTH(FEET) = 1.00 CHANNEL FLOW THRU SUBAREA (CFS) = 59 . 15 I FLOW VELOCITY (FEET/SEC) = 5.19 FLOW DEPTH(FEET) = .54 TRAVEL TlME(MIN.) = .13 TC(MIN.) = 18.74 1*************************************************************************** FLOW PROCESS FROM NODE 18.00 TO NODE 18.00 IS CODE = 1 1- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 I CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 18.74 RAINFALL INTENSITY(INCH/HR) = 2.46 I TOTAL STREAM AREA(ACRES) = 28.80 PEAK FLOW RATE (CFS) AT CONFLUENCE = 59.15 1*************************************************************************** FLOW PROCESS FROM NODE 17. 00 TO NODE 17 . 1'0 IS CODE = 21 0 - \ 4- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - I >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< =========================================================================== ASSUMED INITIAL SUBAREA UNIFORM 1 DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH**3)/(ELEVATION CHANGE)] **.2 INITIAL SUBAREA FLOW-LENGTH = 480.00 UPSTREAM ELEVATION = 1121.49 I DOWNSTREAM ELEVATION = 1111.31 ELEVATION DIFFERENCE = 10.18 TC = .303*[( 480.00**3)/( 10.18)]**.2 = 7.741 1 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 4.006 SOIL CLASSIFICATION IS "B" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8813 1 SUBAREA RUNOFF(CFS) = 1.41 TOTAL AREA(ACRES) = .40 TOTAL RUNOFF(CFS) = 1.41 1*************************************************************************** FLOW PROCESS FROM NODE 17.10 TO NODE 18.00 IS CODE = 6 ~-~S - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - I >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< =========================================================================== UPSTREAM ELEVATION = 1111.31 DOWNSTREAM ELEVATION = 1089.19 I STREET LENGTH (FEET) = 620.00 CURB HEIGHT (INCHES) = 6. lk~ I STREET HALFWIDTH (FEET) = 20.00 I I I I I I I DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK = INTERIOR STREET CROSSFALL(DECIMAL) = .0~7 OUTSIDE STREET CROSSFALL(DECIMAL) = .080 ~8.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = ~ **TR;VELTIME COMPUTED USING MEAN FLOW(CFS) = STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .28 HALFSTREET FLOODWIDTH(FEET) = 7.06 AVERAGE FLOW VELOCITY(FEET/SEC.) = PRODUCT OF DEPTH&VELOCITY = ~.O~ STREETFLOW TRAVELTIME (MIN) = 2.87 TC(MIN) = 2.~6 3.59 ~0.62 ~OO YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.368 SOIL CLASSIFICATION IS "B" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8786 SUBAREA AREA(ACRES) = .50 SUBAREA RUNOFF (CFS) = SUMMED AREA(ACRES) = .90 TOTAL RUNOFF(CFS) = END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .30 HALFSTREET FLOODWIDTH(FEET) = FLOW VELOCITY(FEET/SEC.) = 3.87 DEPTH*VELOCITY = 1.48 2.89 8.~9 1.~7 1*************************************************************************** FLOW PROCESS FROM NODE ~8.00 TO NODE ~8.00 IS CODE = ~ I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 I CONFLUENCE VALUES USED FOR INDEPENDENT TIME OF CONCENTRATION(MIN.) ~0.62 RAINFALL INTENSITY(INCH/HR) = 3.37 I TOTAL STREAM AREA(ACRES) = .90 PEAK FLOW RATE (CFS) AT CONFLUENCE = 1 I STREAM 2 ARE: 2.89 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) ~ 59.~5 2 2.89 Tc (MIN.) ~8.74 ~0.62 INTENSITY ( INCH/HOUR) 2.464 3.368 AREA (ACRE) 28.80 .90 *********************************WARNING********************************** I IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-~ AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. 1************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. I ** PEAK STREAM I NUMB~R 2 I FLOW RATE RUNOFF (CFS) 36.40 61.27 TABLE ** Tc (MIN.) ~0.62 ~8.74 INTENSITY ( INCH/HOUR) 3.368 2.464 1-G I COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) I TOTAL AREA(ACRES) = ,..., ~~....C~ ~~~ro:vo-...\O;;' 1*************************************************************************** __:~~~_~~~~~~~_:~~~_~~~~____:~:~~_=~_~~~~____:~:~~_~~_~~~~_:___?~~~~~~~o; >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< = S~ "" '*.., ~========================================================================== USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 18.74 RAIN INTENSITY(INCH/HOUR) = 2.46 I TOTAL AREA(ACRES) = 29.70 TOTAL RUNOFF (CFS) = ESTIMATES ARE = 61.27 29.70 AS FOLLOWS: Tc (MIN.) = 18.74 53.60 r************************************************************************** FLOW PROCESS FROM NODE 18.00 TO NODE 18.10 IS CODE = 6 ~-\I I=>>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< ========================================================================== UPSTREAM ELEVATION = 1089.19 DOWNSTREAM ELEVATION = 1080.13 STREET LENGTH(FEET) = 800.00 CURB HEIGHT(INCHES) = 8. I STREET HALFWIDTH (FEET) = 34.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 32.00 1 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .080 . SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 I **TRAVELTlME COMPUTED USING MEAN FLOW(CFS) = STREETFLOW MODEL RESULTS: NOTE: STREETFLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREETFLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOWDEPTH(FEET) = .81 HALFSTREET FLOODWIDTH(FEET) = 32.50 1 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.12 PRODUCT OF DEPTH&VELOCITY = 4.14 STREETFLOWTRAVELTlME(MIN) = 2.61 TC(MIN) = 21.35 55.03 I I I 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.294 SOIL CLASSIFICATION IS "B" MOBILE HOME PARK DEVELOPMENT RUNOFF COEFFICIENT = .8295 I SUBAREA AREA(ACRES) = 1.50 SUBAREA RUNOFF(CFS) = 2.85 SUMMED AREA(ACRES) = 31.20 TOTAL RUNOFF(CFS) 56.45 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .83 HALFSTREET FLOODWIDTH(FEET) = 33.50 I FLOW VELOCITY(FEET/SEC.) = 4.95 DEPTH*VELOCITY = 4.10 r************************************************************************** FLOW PROCESS FROM NODE 18.10 TO NODE 18.10 IS CODE = 12 >>>>>CLEAR MEMORY BANK # 1 <<<<< IF========================================================================== 1<0 It************************************************************************** I FLOW PROCESS FROM NODE 18.10 TO NODE 18.10 IS CODE = 1 1- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 I CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 21.35 RAINFALL INTENSITY(INCH/HR) = 2.29 I TOTAL STREAM AREA(ACRES) = 31.20 PEAK FLOW RATE (CFS) AT CONFLUENCE = 56.45 1*************************************************************************** FLOW PROCESS FROM NODE 18.10 TO NODE 18.10 IS CODE = 7 Ffi2.<o-- *'c~c..r:c...i - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -~~ -~ l>>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ~~.~~ooeo -========================================================================== USER-SPECIFIED VALUES ARE AS FOLLOWS: I TC(MIN) = 12.82 RAIN INTENSITY(INCH/HOUR) = 3.04 TOTAL AREA(ACRES) = 18.90 TOTAL RUNOFF(CFS) = 50.30 1*************************************************************************** FLOW PROCESS FROM NODE 18.10 TO NODE 18.10 IS CODE = 1 I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) 12.82 RAINFALL INTENSITY (INCH/HR) = 3.04 I TOTAL STREAM AREA(ACRES) = 18.90 PEAK FLOW RATE (CFS) AT CONFLUENCE = 50.30 I ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 1 56.45 2 50.30 Tc (MIN.) 21. 35 12.82 INTENSITY (INCH/HOUR) 2.294 3.036 AREA (ACRE) 31.20 18.90 *********************************WARNING********************************** I IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-l AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. Ir************************************************************************* RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO I CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY I NUMBER (CFS) (MIN.) (INCH/HOUR) 1 84.21 12.82 3.036 2 94.46 21.35 2.294 1 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 94.46 Tc(MIN.) = 21.35 I TOTAL AREA(ACRES) = 50.10 11 I f*************************************************************************** FLOW PROCESS FROM NODE 18.10 TO NODE 18.20 IS CODE = 4 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - >>>>>COMPUTE PIPE FLOW TRAVELTIME THRU SUBAREA<<<<< I >>>>>USING USER-SPECIFIED PIPESIZE<<<<< =========================================================================== DEPTH OF FLOW IN 42.0 INCH PIPE IS 32.2 INCHES I PIPE FLOW VELOCITY (FEET / SEC.) = 11. 9 UPSTREAM NODE ELEVATION = 1069.46 DOWNSTREAM NODE ELEVATION = 1068.78 I FLOWLENGTH(FEET) = 64.00 MANNING'S N = .013 GIVEN PIPE DIAMETER (INCH) = 42.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA (CFS) = 94.46 TRAVEL TIME(MIN.) = .09 TC(MIN.) = 21.43 I 1 **************************************************************************** I FLOW PROCESS FROM NODE 18.20 TO NODE 18.20 IS CODE = 10 --------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< 1(=========================================================================== ~--::'lC>E ~~ (,.~~ ~N"{ ~ **************************************************************************** Il-~~~~-~~~~~~~-~~~~-~~~~----~~:~~-=~-~~~~----~~::~_:~-~~~~-~--~~----~~~~--- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< Ir========~;~;=~;~;~~=;~;;;~=~~;;;;==================================== DEVELOPMENT IS COMMERCIAL I TC = K*[(LENGTH**3l/(ELEVATION CHANGElJ**.2 INITIAL SUBAREA FLOW-LENGTH = 500.00 UPSTREAM ELEVATION = 1092.88 DOWNSTREAM ELEVATION = 1089.08 I ELEVATION DIFFERENCE = 3.80 TC = .303*[( 500.00**3l/( 3.80lJ**.2 = 9.661 100 YEAR RAINFALL INTENSITY(INCH/HOURl = 3.547 1 SOIL CLASSIFICATION IS "B" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8795 SUBAREA RUNOFF (CFSl = 1.56 TOTAL AREA(ACRES) = .50 TOTAL RUNOFF(CFS) = 1.56 I **************************************************************************** ~-~~~~-~~~~~~~-~~~~-~~~~----~~::~-=~-~~~~----~~::~_:~-~~~~-~---~------------ >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< r-=;;;~=~;~=;;=;;~;~=:==;============================================== CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) 9.66 I RAINFALL INTENSITY (INCH/HRl = 3.55 TOTAL STREAM AREA(ACRESl = .50 PEAK FLOW RATE (CFS) AT CONFLUENCE = 1.56 I . ~~ **************************************************************************** ~ FLOW PROCESS FROM NODE 16.30 TO NODE 16.30 IS CODE = 7 ~LL' ~~~ to III- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -~ .;:~~ I >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ============================================================================ I USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = ~8.74 RAIN INTENSITY(INCH/HOUR) = 2.46 TOTAL AREA(ACRES) = .00 TOTAL RUNOFF(CFS) = 7.70 IL************************************************************************** FLOW PROCESS, FROM NODE ~6.30 TO NODE ~6.30 IS CODE = ~ It~~~~~~~~~~~~~~-~~~~~~~~-~~~~-~;~-~;~~~~~~~~~~~~--------------------- >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< Ir;;;~=~;;=;;=~;;~=:==;============================================== CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: I TIME OF CONCENTRATION(MIN.) = ~8.74 RAINFALL INTENSITY (INCH/HR) = 2.46 TOTAL STREAM AREA(ACRES) = .00 PEAK FLOW RATE (CFS) AT CONFLUENCE = I ** CONFLUENCE DATA ** STREAM RUNOFF I NUMBER (CFS) ~ L56 2 7.70 7.70 Tc (MIN.) 9.66 ~8.74 INTENSITY (INCH/HOUR) 3.547 2.464 AREA (ACRE) .50 .00 t********************************WARNING******~*************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-~ AS DEFAULT VALUE. THIS FORMULA I WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME I CONFLUENCE FORMULA USED FOR ** PEAK FLOW RATE TABLE ** I STREAM RUNOFF Tc NUMBER (CFS) (MIN.) ~ 5.53 9.66 2 8.78 ~8.74 OF CONCENTRATION RATIO 2 STREAMS. 1 COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) I TOTAL AREA (ACRES) = INTENSITY (INCH/HOUR) 3.547 2.464 ESTIMATES ARE = 8.78 .50 AS FOLLOWS: Tc (MIN.) = ~8.74 1*************************************************************************** FLOW PROCESS FROM NODE ~6.30 TO NODE ~8.20 IS CODE = 6 ~-\~ - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - I >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< ==========================================================================~ UPSTREAM ELEVATION = ~089.08 DOWNSTREAM ELEVATION = ~080.~4 I STREET LENGTH(FEET) = 830.00 CURB HEIGHT(INCHES) = 8. STREET HALFWIDTH(FEET) = 34.00 I I SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = ~ DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK = INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .080 32.00 1ft I **TRAVELTlME COMPUTED USING MEAN FLOW(CFS) = I STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .49 HALFSTREET FLOODWIDTH(FEET) = 16.50 I AVERAGE FLOW VELOCITY(FEET/SEC.) = PRODUCT OF DEPTH&VELOCITY = 1.60 STREETFLOW TRAVELTIME (MIN) = 4.21 TC(MIN) = I I I 9.56 3.28 22.95 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.204 SOIL CLASSIFICATION IS "B" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8710 SUBAREA AREA(ACRES) = .80 SUBAREA RUNOFF(CFS) = SUMMED AREA(ACRES) = 1.30 TOTAL RUNOFF(CFS) = END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .51 HALFSTREET FLOODWIDTH(FEET) = 17.50 FLOW VELOCITY(FEET/SEC.) = 3.17 DEPTH*VELOCITY = 1.61 1.54 10.32 1*************************************************************************** FLOW PROCESS FROM NODE 18.20 TO NODE 18.20 IS CODE = 8 ~-?.3 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - ~~- - - - - -- I >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< . =========================================================================== 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.204 I SOIL CLASSIFICATION IS "B" COMMERCIAL DEVELOPMENT RUNOFF SUBAREA AREA(ACRES) = .40 TOTAL AREA(ACRES) = 1.70 I TC(MIN) = 22.95 COEFFICIENT = .8710 SUBAREA RUNOFF (CFS) = . TOTAL RUNOFF (CFS) = .77 11.09 1*************************************************************************** FLOW PROCESS FROM NODE 18.20 TO NODE 18.20 IS CODE = 11 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< It=========================================================================== ** MAIN STREAM CONFLUENCE DATA ** I STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 11.09 22.95 2.204 I I AREA (ACRE) 1. 70 ** MEMORY STREAM NUMBER 1 BANK # RUNOFF (CFS) 94.46 1 CONFLUENCE DATA ** Tc INTENSITY (MIN.) (INCH/HOUR) 21.43 2.289 AREA (ACRE) 50.10 *********************************WARNING********************************** I IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** I ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc I NUMBER (CFS) (MIN.) 1 l04.82 21.43 2 102.06 22.95 I INTENSITY (INCH/HOUR) 2.289 2.204 9P I COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) I TOTAL AREA (ACRES) = ESTIMATES ARE = 104.82 51. 80 AS FOLLOWS: Tc (MIN.) = 21. 43 **************************************************************************** I FLOW PROCESS FROM NODE 18.20 TO NODE 18.30 IS CODE = 4 - ; - - -'- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< I >>>>>USING USER-SPECIFIED PIPESIZE<<<<< =========================================================================== PIPEFLOW VELOCITY(FEET/SEC.) = 10.9 II UPSTREAM NODE ELEVATION = 1068.73 II DOWNSTREAM NODE ELEVATION = 1068.30 FLOWLENGTH(FEET) = 43.00 MANNING'S N = .013 GIVEN PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 II PIPEFLOW THRU SUBAREA(CFS) 104.82 II TRAVEL TIME (MIN.) = .07 TC(MIN.) = 21.50 ~*************************************************************************** FLOW PROCESS FROM NODE 18.30 TO NODE 18.30 IS CODE = 12 If - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - >>>>>CLEAR MEMORY BANK # 1 <<<<< ============================================================================ IL*************************************************************************** FLOW PROCESS FROM NODE 18.30 TO NODE 18.30 IS CODE = 10 It-~~~~~~~~=~;~~-~;~~-~;~~~;-;~;-~~;~~-;~~-#-~-:::::----------------- ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- It \\ ~"';:,\~ "G ***********~************************************************************** FLOW PROCESS FROM NODE 28 .20 TO NODE 31. 00 IS CODE = 21 C _ \ I - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ II ASSUMED INITIAL SUBAREA UNIFORM II DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K*[{LENGTH**3)/(ELEVATION CHANGE)] **.2 . INITIAL SUBAREA FLOW-LENGTH = 710.00 UPSTREAM ELEVATION = 1104.73 DOWNSTREAM ELEVATION = 1095.83 ELEVATION DIFFERENCE = 8.90 II TC = .393*[( 710.00**3)/( 8.90)]**.2 = 13.026 II 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.009 SOIL CLASSIFICATION IS nB" m SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .7838 II SUBAREA RUNOFF (CFS) = 4.25 TOTAL AREA(ACRES) = 1.80 TOTAL RUNOFF(CFS) = 4.25 IL*************************************************************************** FLOW PROCESS FROM NODE 31.00 TO NODE 31.00 IS CODE = 1 Ir-~~~~~;~~~~~~;~-~~~;~~~-~;~~~-~~~-~~~~~~~~~:::::--------------------- ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I TOTAL NUMBER OF STREAMS = 2 ~'-- 1 CONFLUENCE VALUES USED FOR INDEPENDENT TIME OF CONCENTRATION(MIN.) = l3.03 1 RAINFALL INTENSITY (INCH/HR) = 3.0l TOTAL STREAM AREA(ACRES) = l.80 PEAK FLOW RATE (CFS) AT CONFLUENCE = STREAM l ARE: 4.25 1*************************************************************************** FLOW PROCESS FROM NODE 32.00 TO NODE 33.00 IS CODE = 2l C-'""2. 1- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ 1 ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (l/4 ACRE) TC = K*[(LENGTH**3)/(ELEVATION CHANGE)] **.2 I INITIAL SUBAREA FLOW-LENGTH = 200.00 UPSTREAM ELEVATION = ll05.l0 DOWNSTREAM ELEVATION = ll02.53 ELEVATION DIFFERENCE = 2.57 I TC = .393*[( 200.00**3)/( 2.57)]**.2 7.809 lOO YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.987 SOIL CLASSIFICATION IS "B" I SINGLE-FAMILY(l/4 ACRE LOT) RUNOFF COEFFICIENT = .8064 SUBAREA RUNOFF (CFS) = .64 TOTAL AREA(ACRES) = .20 TOTAL RUNOFF(CFS) = .64 1*************************************************************************** FLOW PROCESS FROM NODE 33 .00 TO NODE 3l. 00 IS CODE = 6 C - 6, 1- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< ============================================================================ 1 UPSTREAM ELEVATION = STREET LENGTH(FEET) = STREET HALFWIDTH(FEET) 1 I 1 1 1 1 1 I ll02.53 590.00 = 20.00 DOWNSTREAM ELEVATION = CURB HEIGHT(INCHES) = 6. l095.83 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = INTERIOR STREET CROSSFALL(DECIMAL) = .Ol7 OUTSIDE STREET CROSSFALL(DEClMAL) = .080 l8.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = l **TRAVELTlME COMPUTED USING MEAN FLOW(CFS) = STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .34 HALFSTREET FLOODWIDTH(FEET) = lO.44 AVERAGE FLOW VELOCITY(FEET/SEC.) = PRODUCT OF DEPTH&VELOCITY = .77 STREETFLOW TRAVELTIME (MIN) = 4.34 TC(MIN) = 2.50 2.27 l2.15 lOO YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.l27 SOIL CLASSIFICATION IS "B" SINGLE-FAMILY(l/4 ACRE LOT) RUNOFF COEFFICIENT = .787l SUBAREA AREA(ACRES) = l.50 SUBAREA RUNOFF(CFS) = SUMMED AREA(ACRES) = l.70 TOTAL RUNOFF(CFS) ~ END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .40 HALFSTREET FLOODWIDTH(FEET) = l3.8l FLOW VELOCITY(FEET/SEC.) = 2.4l DEPTH*VELOCITY = .96 3.69 4.33 ~~ IL*****'********************************************************************* FLOW PROCESS FROM NODE 3l.00 TO NODE 3l.00 IS CODE = l I-~~~~~~~~~~~~;~-~~~~~~~~-~~~~-;;;-~;~;~~~~~~~~~~--------------------- >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< Ir;;;~=~i;=;;=~;;~=:==;============================================== CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = l2.lS I RAINFALL INTENSITY (INCH/HR) = 3.l3 TOTAL STREAM AREA(ACRES) = l.70 PEAK FLOW RATE (CFS) AT CONFLUENCE = I 4.33 ** CONFLUENCE DATA ** STREAM RUNOFF 1 NUMBER (CFS) l 4.2S 2 4.33 Tc (MIN.) B.03 l2.lS. INTENSITY (INCH/HOUR) 3.009 3.l27 AREA (ACRE) L80 L70 I*********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-l AS DEFAULT VALUE. THIS FORMULA I WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** I RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** I STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) l 8.29 l2.lS 3.l27 I 2 8.42 B.03 3.009 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE (CFS) = 8.29 Tc (MIN. ) = l2.lS 1 TOTAL AREA(ACRES) = 3.S0 1*************************************************************************** FLOW PROCESS FROM NODE 3l.00 TO NODE 34.00 IS CODE = Sl - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 1 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM NODE ELEVATION = l09S.83 I DOWNSTREAM NODE ELEVATION = l09S.03 CHANNEL LENGTH THRU SUBAREA (FEET) = 40.00 CHANNEL SLOPE = .0200 I CHANNEL BASE (FEET) = .00 "Z" FACTOR = 38.460 MANNING'S FACTOR = .0lS MAXIMUM DEPTH(FEET) = l.OO CHANNEL FLOW THRU SUBAREA(CFS) = 8.29 I FLOW VELOCITY (FEET/SEC) = 3.48 FLOW DEPTH(FEET) = TRAVEL TIME (MIN.) = .l9 TC(MIN.) = l2.34 .2S 1*************************************************************************** FLOW PROCESS FROM NODE 34.00 TO NODE 34.00 IS CODE = l I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ~ I I=;~;~=~i;=~;=~;;~=:==;============================================== CONFLUENCE VALUES USED FOR INDEPENDENT STREAM l ARE: I TIME OF CONCENTRATION(MIN.) = l2.34 RAINFALL INTENSITY(INCH/HR) = 3.l0 TOTAL STREAM AREA(ACRES) = 3.50 I PEAK FLOW RATE (CFS) AT CONFLUENCE = 8.29 **************************************************************************** I-~~~~-=~~~~~~-~~~~-~~~~----==:~~-=~-~~~~----==:~~-~~-~~~~-~--~~--~~~----- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< I========~~~;=i;i;i~=~~~i~=~i;;~==================================== DEVELOPMENT IS SINGLE FAMILY (l/4 ACRE) I TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = l70.00 UPSTREAM ELEVATION = ll04.70 DOWNSTREAM ELEVATION = ll02.53 I ELEVATION DIFFERENCE = 2 . l7 TC = .393*[( l70.00**3)/( 2.l7)]**.2 = 7.327 lOO YEAR RAINFALL INTENSITY (INCH/HOUR) = 4.l29 SOIL CLASSIFICATION IS nBn I SINGLE-FAMILY(l/4 ACRE LOT) RUNOFF COEFFICIENT = .8089 SUBAREA RUNOFF(CFS) = .67 I TOTAL AREA(ACRES) = .20 TOTAL RUNOFF(CFS) = .67 **************************************************************************** I-~~~~-=~~~~~~-~~~~-~~~~----==:~~-=~-~~~~----=~:~~-~~-~~~~-~---~---~-~----- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< If=~;~;;i~=i~i;~;i;;=:===~~;;~~;===;;;;~;;i~=i~i;~;i;;=:===~;;~~;;========= STREET LENGTH(FEET) = 650.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 20.00 I I I I I 1 1 DISTANCE FROM CROWN TO CROSSFALL GRADE BREAK = INTERIOR STREET CROSSFALL(DEClMAL) = .Ol7 OUTSIDE STREET CROSSFALL(DEClMAL) = .080 l8.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = l **TRAVELTlME COMPUTED USING MEAN FLOW(CFS) = STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .38 HALFSTREET FLOODWIDTH(FEET) = l2.69 AVERAGE FLOW VELOCITY(FEET/SEC.) = PRODUCT OF DEPTH&VELOCITY = .9l STREETFLOW TRAVELTIME (MIN) = 4.50 TC(MIN) = 3.72 2.4l lL82 lOO YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.l74 SOIL CLASSIFICATION IS "Bn SINGLE-FAMILY(l/4 ACRE LOT) RUNOFF COEFFICIENT = .7883 SUBAREA AREA(ACRES) = 2.40 SUBAREA RUNOFF (CFS) = SUMMED AREA(ACRES) = 2.60 TOTAL RUNOFF(CFS) = END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .44 HALFSTREET FLOODWIDTH(FEET) = l6.06 FLOW VELOCITY(FEET/SEC.) = 2.82 DEPTH*VELOCITY = l.23 6.0l 6.67 ~ I 1*************************************************************************** FLOW PROCESS FROM NODE 34.00 TO NODE 34.00 IS CODE = 1 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< -=========================================================================== TOTAL NUMBER OF STREAMS = 2 I CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 11.82 RAINFALL INTENSITY (INCH/HR) = 3.17 I TOTAL STREAM AREA(ACRES) = 2.60 PEAK FLOW RATE (CFS) AT CONFLUENCE = I I 6.67 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 8.29 2 6.67 Tc (MIN.) 12.34 11. 82 INTENSITY (INCH/HOUR) 3.100 3.174 AREA (ACRE) 3.50 2.60 *********************************WARNING********************************** I IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. 1*::::::::*:::::::::*:;:*::::*::*:::::::::::::*:::::*********************** CONFLUENCE-FORMULA USED FOR 2_ STREAMS. I 1 I 1 **************************************************************************** I_~~~~_~~~~~~~_~~~~_~~~~____:~:~~_=~_~~~~____:~:~~_~~_~~~~_~___~____f_~____ >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< ** PEAK STREAM NUMBER 1 2 FLOW RATE RUNOFF (CFS) 14.62 14.81 TABLE ** Tc (MIN.) 11.82 12.34 INTENSITY (INCH/HOUR) 3.174 3.100 COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) TOTAL AREA(ACRES) = ESTIMATES ARE 14.81 6.10 AS FOLLOWS: Tc (MIN.) = 12.34 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I UPSTREAM ELEVATION = STREET LENGTH(FEET) = STREET HALFWIDTH(FEET) I I I I 1095.03 190.00 = 20.00 DOWNSTREAM ELEVATION = CURB HEIGHT(INCHES) = 6. 1091. 07 DISTANCE FROM CROWN TO CROSS FALL GRADE BREAK = INTERIOR STREET CROSSFALL(DECIMAL) = .017 OUTSIDE STREET CROSSFALL(DECIMAL) = .080 18.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 1 **TRAVELTIME COMPUTED USING MEAN STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .49 HALFSTREET FLOODWIDTH(FEET) = FLOW (CFS) = 15.05 19.44 ~ I AVERAGE FLOW VELOCITY(FEET/SEC.) = PRODUCT OF DEPTH&VELOCITY = 2.19 1 STREETFLOW TRAVELTIME (MIN) = .71 TC(MIN) = I I 4.44 13.05 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.006 SOIL CLASSIFICATION IS "B" SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .7837 SUBAREA AREA (ACRES) = .20 SUBAREA RUNOFF (CFS) = SUMMED AREA(ACRES) = 6.30 TOTAL RUNOFF(CFS) = END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .49 HALFSTREET FLOODWIDTH(FEET) = 19.44 FLOW VELOCITY(FEET/SEC.) = 4.51 DEPTH*VELOCITY = 2.22 .47 15.28 '*************************************************************************** FLOW PROCESS FROM NODE 36.00 TO NODE 4LOO IS CODE = 6 c-'1 1- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< ============================================================================ I UPSTREAM ELEVATION = STREET LENGTH(FEET) = STREET HALFWIDTH(FEET) I I I I I 1 I I I I 1091.07 470.00 = 20.00 DOWNSTREAM ELEVATION = CURB HEIGHT{INCHES) = 6. 1081.90 DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK = INTERIOR STREET CROSSFALL(DEClMAL) = .017 OUTSIDE STREET CROSS FALL (DECIMAL) = .080 18.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTlME COMPUTED USING MEAN FLOW{CFS) = ***STREETFLOW SPLITS OVER STREET-CROWN*** FULL DEPTH{FEET) = .50 FLOODWIDTH(FEET) = FULL HALF-STREET VELOCITY(FEET/SEC.) = 4.31 SPLIT DEPTH(FEET) = .30 SPLIT FLOODWIDTH(FEET) = SPLIT FLOW(CFS) = 2.14 SPLIT VELOCITY(FEET/SEC.) = STREETFLOW MODEL RESULTS: NOTE: STREETFLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREETFLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOWDEPTH(FEET) = .50 HALFSTREET FLOODWIDTH(FEET) = 20.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = PRODUCT OF DEPTH&VELOCITY = 2.17 STREETFLOW TRAVELTlME(MIN) = 1.82 TC(MIN) = 14.87 17.57 20.00 8.19 2.86 4.31 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.799 SOIL CLASSIFICATION IS "B" SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .7774 SUBAREA AREA{ACRES) = 2.10 SUBAREA RUNOFF(CFS) = SUMMED AREA (ACRES) = 8.40 TOTAL RUNOFF(CFS) = END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .50 HALFSTREET FLOODWIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 4.31 DEPTH*VELOCITY = 2.17 4.57 19.85 1*************************************************************************** FLOW PROCESS FROM NODE 41.00 TO NODE 41.00 IS CODE = 1 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ~. Il======~==================================================================== I I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT TIME OF CONCENTRATION(MIN.) = 14.87 RAINFALL INTENSITY(INCH/HR) = 2.80 TOTAL STREAM AREA(ACRES) = 8.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = STREAM 1 ARE: 19.85 1*************************************************************************** FLOW PROCESS FROM NODE 37.00 TO NODE 38.00 IS CODE = 21 C-I - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - I >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< =========================================================================== ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) I TC = K* [ (LENGTH**3) / (ELEVATION CHANGE)] **.2 INITIAL SUBAREA FLOW-LENGTH = 490.00 UPSTREAM ELEVATION = 1103.71 I DOWNSTREAM ELEVATION = 1098.87 ELEVATION DIFFERENCE = 4.84 TC = .393*[( 490.00**3)/( 4.84)]**.2 = 11.779 I 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.181 SOIL CLASSIFICATION IS "B" SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .7885 SUBAREA RUNOFF (CFS) 5.02 I TOTAL AREA(ACRES) = 2.00 TOTAL RUNOFF (CFS) = 5.02 1*************************************************************************** FLOW PROCESS FROM NODE 38.00 TO NODE 39.00 IS CODE = 6 C-B - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK INTERIOR STREET CROSSFALL(DEClMAL) = .017 OUTSIDE STREET CROSSFALL(DEClMAL) .080 18.00 **TRAVELTlME COMPUTED USING MEAN FLOW(CFS) STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .40 HALFSTREET FLOODWIDTH(FEET) = 13.81 AVERAGE FLOW VELOCITY(FEET/SEC.) = PRODUCT OF DEPTH&VELOCITY = 1.48 STREETFLOW TRAVELTIME (MIN) = 2.06 TC(MIN) = 6.70 3.73 13.84 100 YEAR RAINFALL INTENSITY(INCH/ROUR) = 2.911 SOIL CLASSIFICATION IS "B" SINGLE-FAMILY(l/4 ACRE LOT) RUNOFF COEFFICIENT = .7809 SUBAREA AREA(ACRES) = 1.50 SUBAREA RUNOFF(CFS) = SUMMED AREA (ACRES) = 3.50 TOTAL RUNOFF (CFS) = END OF SUBAREA STREETFLOW HYDRAULICS: DEPTR(FEET) = .44 HALFSTREET FLOODWIDTH(FEET) = 16.06 FLOW VELOCITY(FEET/SEC.) = 3.56 DEPTH*VELOCITY = 1.55 3.41 8.43 ~ I r************************************************************************** FLOW PROCESS FROM NODE 39.00 TO NODE 40.00 IS CODE = 6 C-\l ---------------------------------------------------------------------------- I=>>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< ========================================================================== UPSTREAM ELEVATION = 1090.24 DOWNSTREAM ELEVATION = 1082.19 STREET LENGTH(FEET) = 420.00 CURB HEIGHT (INCHES) = 6. I STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 18.00 I INTERIOR STREET CROSSFALL(DEClMAL) = .017 OUTSIDE STREET CROSSFALL(DEClMAL) = .080 I SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTlME COMPUTED USING MEAN FLOW (CFS) 10.01 STREETFLOW MODEL RESULTS: I STREET FLOWDEPTH(FEET) = .45 HALFSTREET FLOODWIDTH(FEET) = 17.19 AVERAGE FLOW VELOCITY(FEET/SEC.) = I PRODUCT OF DEPTH&VELOCITY = 1.69 STREETFLOW TRAVELTIME (MIN) = 1.88 TC(MIN) = 15.72 1 I I 3.72 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.714 SOIL CLASSIFICATION IS "B" SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .7747 SUBAREA AREA(ACRES) = 1.50 SUBAREA RUNOFF (CFS) = SUMMED AREA(ACRES) = 5.00 TOTAL RUNOFF(CFS) = END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .47 HALFSTREET FLOODWIDTH(FEET) = 18.31 FLOW VELOCITY(FEET/SEC.) = 3.83 DEPTH*VELOCITY = 1.81 3.15 11. 58 **************************************************************************** I-~~~~-~~~~~~~-~~~~-~~~~----~~=~~-=~-~~~~----~:=~~-~~-~~~~_:_-~:_----------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< I >>>>>TRAVELTlME THRU SUBAREA<<<<< =========================================================================== UPSTREAM NODE ELEVATION = 1082.19 I DOWNSTREAM NODE ELEVATION = 1081.90 CHANNEL LENGTH THRU SUBAREA (FEET) = 40.00 CHANNEL SLOPE = .0072 CHANNEL BASE (FEET) = .00 "Z" FACTOR = 38.460 I MANNING'S FACTOR = .015 MAXIMUM DEPTH(FEET) = CHANNEL FLOW THRU SUBAREA(CFS) = 11.58 FLOW VELOCITY (FEET/SEC) = 2.60 FLOW DEPTH(FEET) 1 TRAVEL TIME (MIN.) = .26 TC(MIN.) = 15.97 1. 00 .34 **************************************************************************** I_=~~~_~~~~~~~-~~~~-~~~~----~~=~~-=~-~~~~----~~=~~-~~-~~~~_:_--~------------ >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< 1 >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< =========================================================================== TOTAL NUMBER OF STREAMS = 2 I CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: ~ .'TlME- OF CONCENTRATION(MIN.) = 15;97 RAINFALL INTENSITY (INCH/HR) = 2.69 TOTAL STREAM AREA(ACRES) = 5.00 PEAK FLOW RATE (CFS) AT CONFLUENCE = I I I *********************************WARNING********************************** I IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** I RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. I I I I **************************************************************************** 11. 58 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 .19.85 2 11. 58 Tc (MIN.) 14.87 15.97 INTENSITY (INCH/HOUR) 2.799 2.690 AREA (ACRE) 8.40 5.00 ** PEAK STREAM NUMBER 1 2 FLOW RATE RUNOFF (CFS) 30.63 30.67 TABLE ** Tc (MIN.) 14.87 15.97 INTENSITY (INCH/HOUR) 2.799 2.690 COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) TOTAL AREA (ACRES) = ESTIMATES ARE = 30.63 13 .40 AS FOLLOWS: Tc (MIN.) = 14.87 FLOW PROCESS FROM NODE 41.00 TO NODE 18.11 IS CODE = 6 C-~D 1- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -- - - - - - - - >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< ============================================================================ I UPSTREAM ELEVATION = STREET LENGTH(FEET) = STREET HALFWIDTH(FEET) I I I I I I I 1081.90 250.00 = 34.00 DOWNSTREAM ELEVATION = CURB HEIGHT(INCHES) = 6. 1080.13 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) .080 32.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = STREETFLOW MODEL RESULTS: NOTE: STREETFLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREETFLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOWDEPTH(FEET) = .73 HALFSTREET FLOODWIDTH(FEET) = 28.50 AVERAGE FLOW VELOCITY(FEET/SEC.) = PRODUCT OF DEPTH&VELOCITY = 2.74 STREETFLOW TRAVELTIME (MIN) = 1.11 TC(MIN) = 15.97 31.26 3.77 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = SOIL CLASSIFICATION IS "B" 2.690 ~ .. 1 SINGLE-FAMILY (1/4 ACRE LOT) RUNOFF COEFFICIENT = .7739 SUBAREA AREA(ACRES) = .60 SUBAREA RUNOFF(CFS) 1.25 SUMMED AREA(ACRES) = 14.00 TOTAL RUNOFF(CFS) = 31.88 lEND OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .75 HALFSTREET FLOODWIDTH(FEET) = 29.50 FLOW VELOCITY(FEET/SEC.) = 3.59 DEPTH*VELOCITY = 2.68 IL************************************************************************** FLOW PROCESS FROM NODE 18.11 TO NODE 18.30 IS CODE = 3 I-~~~~~~;~;;~-~~~~~~;~-~~~~~~~-~~~-;~~~:::::-------_..-------....--- >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< Ir;i;~=~;=;~~;=i;==;;~;=i;~~=;i;i=i;==~;~;=i;~~i;========================== PIPEFLOW VELOCITY(FEET/SEC.) = 9.2 UPSTREAM NODE ELEVATION = 1069.46 I DOWNSTREAM NODE ELEVATION = 1068.30 FLOWLENGTH(FEET) = 111.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) 30.00 NUMBER OF PIPES 1 1 PIPEFLOW THRU SUBAREA(CFS) = 31.88 TRAVEL TIME(MIN.) = .20 TC(MIN.) = 16.17 Ir************************************************************************** FLOW PROCESS FROM NODE 18.30 TO NODE 18.30 IS CODE = 11. - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - l>>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< -==========================.================================================ I ** MAIN STREAM NUMBER 1 I ** MEMORY STREAM 1 NUMB~R STREAM CONFLUENCE DATA ** RUNOFF Tc INTENSITY (CFS) (MIN.) (INCH/HOUR) 31.88 16.17 2.672 AREA (ACRE) 14.00 BANK # RUNOFF (CFS) 104.82 1 CONFLUENCE DATA ** Tc INTENSITY (MIN.) (INCH/HOUR) 21.50 2.285 AREA (ACRE) 51.80 I*********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. 1************************************************************************** ** PEAK FLOW RATE TABLE ** 1 STREAM RUNOFF Tc NUMBER (CFS) (MIN. ) 1 110.73 16.17 1 2 132.08 21.50 I INTENSITY (INCH/HOUR) 2.672 2.285 COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) TOTAL AREA (ACRES) = ESTIMATES ARE = 132.08 65.80 AS FOLLOWS: Tc (MIN.) = 21.50 q,o 1*************************************************************************** FLOW PROCESS FROM NODE 18.30 TO NODE 18.40 IS CODE = 3 ---------------------------------------------------------------------------- 1 >>>>~COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< 1I;;;~=~;=;~~;=i;==~~~;=i;~;=;i;;=i~==;~~;=i;~;;~========================== PIPEFLOW VELOCITY(FEET/SEC.) = 12.3 UPSTREAM NODE ELEVATION = 1068.30 I DOWNSTREAM NODE ELEVATION = 1062.20 FLOWLENGTH(FEET) = 690.00 MANNING'S N = .013 ESTIMATED P~PE DIAMETER(INCH) = 51.00 NUMBER OF PIPES = 1 I PIPEFLOW THRU SUBAREA(CFS) = 132.08 TRAVEL TIME (MIN.) = .94 TC(MIN.) = 22.44 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I END OF STUDY SUMMARY: PEAK FLOW RATE (CFS) = 132.08 TOTAL AREA(ACRES) = 65.80 I=i~=;;=;;;;;;~=;;;~;;=~~;~;~=========================================== Tc (MIN.) = 22.44 I I I I 1 I I I I 1 1 I 1 CVt I. **************************************************************************** I I I I RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (e) Copyright 1982-96 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/96 License ID 1264 Analysis prepared by: ROBERT BEIN, WILLIAM FROST & ASSOCIATES 27555 YNEZ ROAD SUITE 400 TEMECULA, CA 92591-4679 (909) 676-8042 (909) 676-7240 I-~~~~'~~~-;~;~~~~~~~~~----~~~~~;~;'----------------------------------- TIME/DATE OF STUDY: 10:29 1/22/1999 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - I-~~~~-~~~:~~~~~-~~~~~~=-~-~~~~:_~~~~~-~~~~~=~~~~----------------- USER SPECIFIED STORM EVENT{YEAR) = 100.00 I SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS (DECIMAL) TO USE 10-YEAR STORM 10-MlNUTE INTENSITY (INCH/HOUR) = I 10-YEAR STORM 60-MlNUTE INTENSITY (INCH/HOUR) = 100-YEAR STORM 10-MlNUTE INTENSITY (INCH/HOUR) 100-YEAR STORM 60-MlNUTE INTENSITY (INCH/HOUR) SLOPE OF 10-YEAR INTENSITY-DURATION CURVE = I SLOPE OF 100-YEAR INTENSITY-DURATION CURVE = COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1-HOUR INTENSITY (INCH/HOUR) = 1.3000 I SLOPE OF INTENSITY DURATION CURVE = .5496 RCFC&WCD HYDROLOGY MANUAL "C" - VALUES USED NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY.MANUAL I AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES FOR FRICTION 2.360 .880 = 3.480 = 1.300 .5505732 .5495536 SLOPE .95 **************************************************************************** I-~~~~-~~~:~~~-~~~~-~~~~----~~:~~-=~-~~~~----~~:~~-~~-:~~~-~--~~---~~~----- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< I========;;~~~=~;~;~~=~~;;;~=~~;;~==================================== DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) 1 TC = K*[(LENGTH**3)/(ELEVATION CHANGE)] **.2 INITIAL SUBAREA FLOW-LENGTH = 280.00 UPSTREAM ELEVATION = 1151.74 DOWNSTREAM ELEVATION = 1143.24 1 ELEVATION DIFFERENCE = 8.50 TC = .3~3*[( 280.00**3)/{ 8.50)]**.2 = 7.522 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 4.069 SOIL CLASSIFICATION IS "B" I SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8079 SUBAREA RUNOFF{CFS) 2.96 TOTAL AREA(ACRES) = .90 TOTAL RUNOFF(CFS) = 2.96 I **************************************************************************** I FLOW PROCESS FROM NODE 40.00 TO NODE 41.00 IS CODE = 21 ~-"L ~ 1_, _ _ _ _ ~ _ _ _ _ _ _ _ _ _ - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< It=======~~~;=i~i;i~=~~~~=~i;;~==================================== DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) I TC = K*[(LENGTH**3)/(ELEVATION CHANGE)] **.2 INITIAL SUBAREA FLOW-LENGTH = 260.00 UPSTREAM ELEVATION = 1151.79 DOWNSTREAM ELEVATION = 1143.27 I ELEVATION DIFFERENCE = 8.52 TC = .393*[( 260.00**3)/( 8.52)]**.2 = 7.192 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 4.171 I SOIL CLASSIFICATION IS liB" SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8097 SUBAREA RUNOFF(CFS) 3.04 I TOTAL AREA (ACRES) = .90 TOTAL RUNOFF(CFS) = 3.04 **************************************************************************** I FLOW PROCESS FROM NODE 21.10 TO NODE 21.10 IS CODE = 7 E"'~, ~ - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - _\~ ~~ ~ - >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ~~~~~ r===========================================================~=========== ~ USER-SPECIFIED VALUES ARE AS FOLLOWS: ~C- TC(MIN) = 15.84 RAIN INTENSITY(INCH/HOUR) = 2.70 O~ ~-'2.S-~~ I TOTAL AREA (ACRES) = 46.70 TOTAL RUNOFF(CFS) = 89.60 **************************************************************************** I-~~~~-~~~~~~~-~~~~-~~~~----~~:~~-=~-~~~~----~~:~~-~~-~~~~_:_-_:_----------- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< I >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< =========================================================================== DEPTH OF FLOW IN 42.0 INCH PIPE IS 32.2 INCHES I PIPEFLOW VELOCITY(FEET/SEC.) = 11.3 UPSTREAM NODE ELEVATION = 1104.87 DOWNSTREAM NODE ELEVATION = 1102.00 FLOWLENGTH(FEET) = 300.00 MANNING'S N = .013 I ESTIMATED PIPE DIAMETER(INCH) 42.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA (CFS) = 89.60 TRAVEL TlME'(MIN.) = .44 TC(MIN.) = 16.28 1 1*************************************************************************** FLOW PROCESS FROM NODE 21.20 TO NODE 21.20 IS CODE = 10 1- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - ~ - - - >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I **************************************************************************** I-~~~~~~~~~~~~-~~~~-~~~~-----~:~~-=~-~~~~-----~~~~-~~-~~~~_:_-~~---~~\_---- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY(1/2 ACRE) TC = K*[(LENGTH**3)/(ELEVATION CHANGE)] **.2 I INITIAL SUBAREA FLOW-LENGTH = 270.00 ~ I'UPSTREAM ELEVATION = 1157.50 DOWNSTREAM ELEVATION = 1154.51 I ELEVATION DIFFERENCE = 2.99 TC = .422*[( 270.00**3)/( 2.99)]**.2 9.752 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.528 I SOIL CLASSIFICATION IS "B" SINGLE-FAMILY(1/2 ACRE LOT) RUNOFF COEFFICIENT = .7764 SUBAREA RUNOFF(CFS) = 1.37 TOTAL AREA(ACRES) = .50 TOTAL RUNOFF(CFS) = 1.37 I **************************************************************************** I-~~~~-~~~~~~~-~~~~-~~~~-----~:~~-=~-~~~~----~~:~~-~~-~~~~-~---~----~~~--- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< I=~~~~~~:~~~~~~~~~::==~~~~~~~===~~~~~~~~~~~~f;:::~=~~;;~~~========= STREET HALFWIDTH(FEET) = 20.00 1 DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK = 18.00 INTERIOR STREET CROSS FALL (DECIMAL) = .017 I OUTSIDE STREET CROSSFALL(DECIMAL) = .065 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 I **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) ~ .37 I HALFSTREET FLOODWIDTH(FEET) = 12.69 AVERAGE FLOW VELOCITY(FEET/SEC.) = PRODUCT OF DEPTH&VELOCITY = .99 1 STREETFLOW TRAVELTIME (MIN) = 5.29 TC(MIN) = 1 I 4.07 2.66 15.05 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.780 SOIL CLASSIFICATION IS "B" SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .7768 SUBAREA AREA(ACRES) = 2.50 SUBAREA RUNOFF(CFS) = SUMMED AREA(ACRES) = 3.00 TOTAL RUNOFF(CFS) = END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .43 HALFSTREET FLOODWIDTH(FEET) = 16.06 FLOW VELOCITY(FEET/SEC.) = 2.87 DEPTH*VELOCITY = 1.23 5.40 6.77 1*************************************************************************** FLOW PROCESS FROM NODE 19.00 TO NODE 20.00 IS CODE = 6 ~_C; 1- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< ============================================================================ 1 UPSTREAM ELEVATION = STREET LENGTH(FEET) = STREET HALFWIDTH(FEET) 1 I I 1143.66 400.00 = 20.00 DOWNSTREAM ELEVATION = CURB HEIGHT(INCHES) = 6. 1125.13 DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK INTERIOR STREET CROSSFALL(DEClMAL) = .017 OUTSIDE STREET CROSSFALL(DEClMAL) = .065 18.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTlME COMPUTED USING MEAN FLOW (CFS) = 8.51 Of\, I. I I I I STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .37 HALFSTREET FLOODWIDTH(FEET) = 12.69 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.56 PRODUCT OF DEPTH&VELOCITY = 2.06 STREETFLOW TRAVELTIME (MIN) = 1.20 TC(MIN) = 16.25 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.665 SOIL CLASSI-FICATION IS "B" SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .7730 SUBAREA AREA(ACRES) = 1.70 SUBAREA RUNOFF(CFS) = 3.50 SUMMED AREA(ACRES) = 4.70 TOTAL RUNOFF(CFS) = 10.27 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .39 HALFSTREET FLOODWIDTH(FEET) = 13.81 FLOW VELOCITY(FEET/SEC.) = 5.75 DEPTH*VELOCITY = 2.24 1*************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 21.00 IS CODE = 6 fu-b I-~~~~~~;~~~-~~~~~~;~;~-~~~~~~~-~~~-~~~~~~~~~---------------------- ============================================================================ I UPSTREAM ELEVATION = STREET LENGTH(FEET) = STREET HALFWIDTH(FEET) I I I I I I I 1125.13 580.00 = 20.00 DOWNSTREAM ELEVATION = CURB HEIGHT(INCHES) = 6. 1115.15 DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK = INTERIOR STREET CROSSFALL(DECIMAL) = .017 OUTSIDE STREET CROSSFALL(DECIMAL) = .065 18.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .47 HALFSTREET FLOODWIDTH(FEET) = 18.31 AVERAGE FLOW VELOCITY(FEET/SEC.) = PRODUCT OF DEPTH&VELOCITY = 1.81 STREETFLOW TRAVELTIME (MIN) = 2.49 TC(MIN) = 11.69 3.88 18.74 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.464 SOIL CLASSIFICATION IS "B" SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .7658 SUBAREA AREA(ACRES) = 1.50 SUBAREA RUNOFF(CFS) = SUMMED AREA (ACRES) = 6.20 TOTAL RUNOFF(CFS) = END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .49 HALFSTREET FLOODWIDTH(FEET) = 19.44 FLOW VELOCITY(FEET/SEC.) = 3.88 DEPTH*VELOCITY = 1.88 2.83 13 .10 1*************************************************************************** FLOW PROCESS FROM NODE 21.00 TO NODE 21.00 IS CODE = 1 I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< =========================================================================== TOTAL NUMBER OF STREAMS = 2 I CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) 18.74 RAINFALL INTENSITY(INCH/HR) = 2.46 I TOTAL STREAM AREA(ACRES) = 6.20 qtr I'PEAK'FLOW RATE(CFS) AT CONFLUENCE = 13.10 .~************************************************************************** --~~~~-~~~~~~~-~~~~-~~~~----~~:~~_:~-~~~~----~::~~-~~-~~~~-~--~~---~~~?_---- l>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< --========================================================================== ASSUMED INITIAL SUBAREA UNIFORM I DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K*[(LENGTH**3)/(ELEVATION CHANGE)] **.2 INITIAL SUBAREA FLOW-LENGTH = 570.00 I UPSTREAM ELEVATION = 1124.69 DOWNSTREAM ELEVATION = 1120.56 ELEVATION DIFFERENCE = 4.13 TC = .393*[( 570.00**3)/( 4.13)]**.2 = 13.313 1 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.974 SOIL CLASSIFICATION IS "B" SINGLE-FAMILY(l/4 ACRE LOT) RUNOFF COEFFICIENT = .7828 I SUBAREA RUNOFF (CFS) = 3.49 TOTAL AREA (ACRES) = 1.50 TOTAL RUNOFF(CFS) = 3.49 ~************************************************************************** FLOW PROCESS FROM NODE 25.00 TO NODE 21.00 IS CODE = 6 ~-9 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - l>>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< -========================================================================== UPSTREAM ELEVATION = 1120.56 DOWNSTREAM ELEVATION = 1115.15 1 STREET LENGTH(FEET) = 550.00. CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 20.00 I DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK = INTERIOR STREET CROSSFALL(DECIMAL) = .017 OUTSIDE STREET CROSSFALL(DECIMAL) = .065 18.00 I SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF I I I I I 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .41 HALFSTREET FLOODWIDTH(FEET) = 14.94 AVERAGE FLOW VELOCITY(FEET/SEC.) = PRODUCT OF DEPTH&VELOCITY = 1.01 STREETFLOW TRAVELTIME (MIN) = 3.70 TC(MIN) = 5.10 2.48 17.01 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.599 SOIL CLASSIFICATION IS "B" SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .7707 SUBAREA AREA(ACRES) = 1.60 SUBAREA RUNOFF(CFS) = SUMMED AREA(ACRES) = 3.10 TOTAL RUNOFF(CFS) = END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .43 HALFSTREET FLOODWIDTH(FEET) 16.06 FLOW VELOCITY(FEET/SEC.) = 2.84 DEPTH*VELOCITY = 1.22 3.20 6.70 1*************************************************************************** FLOW PROCESS FROM NODE 21.00 TO NODE 21.00 IS CODE = 1 I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ~ I>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 17.01 I RAINFALL INTENSITY(INCH/HR) = 2.60 TOTAL STREAM AREA(ACRES) = 3.10 PEAK FLOW RATE (CFS) AT CONFLUENCE = 6.70 I ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 1 13.10 2 6.70 Tc (MIN.) 18.74 17.01 INTENSITY (INCH/HOUR) 2.464 2.599 AREA (ACRE) 6.20 3.10 I*********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. 1************************************************************************** RAINFALL INTENSITY AND TIME I CONFLUENCE FORMULA USED FOR ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc I NUMBER (CFS) (MIN. ) 1 18.59 17.01 2 19.45 18.74 OF CONCENTRATION RATIO 2 STREAMS. INTENSITY (INCH/HOUR) 2.599 2.464 I COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) 1 TOTAL AREA (ACRES) = ESTIMATES ARE = 19.45 9.30 AS FOLLOWS: Tc (MIN.) = 18.74 **************************************************************************** I FLOW PROCESS FROM NODE 21.00 TO NODE 21.20 IS CODE = 3 - - - - - - - - - - - - - - - - - - - - - - - - - ~ - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< I >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< =========================================================================== ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 I DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.5 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 20.6 UPSTREAM NODE ELEVATION = 1105.15 1 DOWNSTREAM NODE ELEVATION = 1102.00 FLOWLENGTH(FEET) = 26.00 MANNING'S N ESTIMATED PIPE DIAMETER(INCH) = 18.00 PIPEFLOW THRU SUBAREA(CFS) = 19.45 I TRAVEL TIME (MIN.) = .02 TC (MIN.) = 18.76 .013 NUMBER OF PIPES = 1 i*************************************************************************** FLOW PROCESS FROM NODE 21.20 TO NODE 21.20 IS CODE = 11 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< 1=========================================================================== ** MAIN 1 STREAM STREAM CONFLUENCE DATA ** RUNOFF Tc INTENSITY AREA q,1r 1 NUMBER I ** ~ORY 1 STREAM NUMBER 1 (CFS) 19.45 (MIN.) 18.76 (INCH/HOUR) 2.463 (ACRE) 9.30 BANK # RUNOFF (CFS) 89.60 1 CONFLUENCE DATA ** Tc INTENSITY (MIN.) (INCH/HOUR) 16.28 2.662 AREA (ACRE) 46.70 r********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-l AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. 1************************************************************************** ** PEAK I STREAM NUMBER 1 2 FLOW RATE RUNOFF (CFS) 106.48 102.34 TABLE ** Tc (MIN.) 16.28 18.76 INTENSITY (INCH/HOUR) 2.662 2.463 1 ESTIMATES ARE = 106.48 56.00 AS FOLLOWS: Tc (MIN.) = 16.28 COMPUTED CONFLUENCE I PEAK FLOW RATE (CFS) TOTAL AREA (ACRES) = I******~******************************************************************** FLOW PROCESS FROM NODE 21.20 TO NODE 21.20 IS CODE = 1 I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< =========================================================================== TOTAL NUMBER OF STREAMS = 2 . 1 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 16.28 RAINFALL INTENSITY(INCH/HR) = 2.66 TOTAL STREAM AREA (ACRES) = 56.00 I PEAK FLOW RATE (CFS) AT CONFLUENCE = 106.48 1*************************************************************************** FLOW PROCESS FROM NODE 26.00 TO NODE 27.00 IS CODE = 21 ~_\\ - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< I========~~~~=~;~;~~=~~;;;~=~~;~;;==================================== DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) I TC = K*[(LENGTH**3)/(ELEVATION CHANGE)] **.2 INITIAL SUBAREA FLOW-LENGTH = 660.00 UPSTREAM ELEVATION = 1124.54 DOWNSTREAM ELEVATION = 1120.56 I ELEVATION DIFFERENCE = 3.98 TC = .393*[( 660.00**3)/( 3.98)]**.2 = 14.645 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.822 I SOIL CLASSIFICATION IS "B" SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .7782 SUBAREA RUNOFF(CFS) 6.15 I TOTAL AREA(ACRES) = 2.80 TOTAL RUNOFF(CFS) = 6.15 ****************************************************************************0b I FLOW PROCESS FROM NODE 27.00 TO NODE 28.00 IS CODE = 6 ~- \"l.- to' I~ - - - - ~ - - - - - - - - - - - - - - - - - - - - - - - - - - - - " - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< I=;;~;;;~=;~;;~;i;;=:===~~;;~~~===;;;;~;~;~=;~;;~;i;;=:===~~~~~~~========= STREET LENGTH(FEET) = 550.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 20.00 I DISTANCE FROM CROWN TO CROSSFALL GRADE BREAK = 18.00 INTERIOR STREET CROSSFALL(DECIMAL) = .017 OUTSIDE STREET CROSSFALL(DECIMAL) .065 I 1 I I I I 1 ' **************************************************************************** SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .45 HALFSTREET FLOODWIDTH(FEET) = 17.19 AVERAGE FLOW VELOCITY(FEET/SEC.) = PRODUCT OF DEPTH&VELOCITY = 1.33 STREETFLOW TRAVELTIME(MIN) = 3.07 TC(MIN) = 7.99 2.99 17.72 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.542 SOIL CLASSIFICATION IS "B" SINGLE-FAMILY(l/4 ACRE LOT) RUNOFF COEFFICIENT = .7687 SUBAREA AREA(ACRES) = 1.90 SUBAREA RUNOFF (CFS) = SUMMED AREA (ACRES) = 4.70 TOTAL RUNOFF(CFS) = END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .49 HALFSTREET FLOODWIDTH(FEET) = 19.44 FLOW VELOCITY(FEET/SEC.) = 2.92 DEPTH*VELOCITY = 1.42 3.71 9.86 I-~~~~-~~~~~~~-~~~~-~~~~----~~:~~_:~-~~~~----~~:~~-~~-~~~~-~---=------------ >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< I=;~;~;;;=;i;;=;i~;;~(i;~~)=i;~~;~;;=;;=~;~;;;========================= DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.5 INCHES I PIPEFLOW VELOCITY(FEET/SEC.) = 21.6 UPSTREAM NODE ELEVATION = 1105.15 DOWNSTREAM NODE ELEVATION = 1102.00 1 FLOWLENGTH (FEET) = 14.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER (INCH) = 18.00 NUMBER OF PIPES PIPEFLOW THRU SUBAREA(CFS) = 9.86 TRAVEL TIME (MIN.) = .01 TC(MIN.) = 17.73 1 1 *******************"********************************************************* 1 FLOW PROCESS FROM NODE 21.20 TO NODE 21.20 IS CODE = 1 - - - - - - - - - - - - - - - - - - - - - - - - - - -.- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< It=;~;~~;;:~~~;;;~:::~;~~~~~:~~=:~~~~=~~~::::::=================== CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: I TIME OF CONCENTRATION (MIN.) = 17.73 RAINFALL INTENSITY(INCH/HR) = 2.54 TOTAL STREAM AREA(ACRES) = 4.70 I PEAK FLOW RATE (CFS) AT CONFLUENCE = 9.86 Dfv 1 ** CONFLUENCE DATA ** I STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 106.48 16.28 2.662 56.00 1 2 9.86 17.73 2.541 4.70 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED I ON THE RCFC&WCD FORMULA OF PLATE D-l AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. *********************************************~**************************** 1 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. I I I ** PEAK STREAM NUMBER 1 2 FLOW RATE RUNOFF (CFS) 115.54 111. 48 TABLE ** Tc (MIN.) 16.28 17.73 INTENSITY (INCH/HOUR) 2.662 2.541 COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) TOTAL AREA(ACRES) = ESTIMATES ARE = 115.54 60.70 AS FOLLOWS: Tc (MIN.) = 16.28 1*************************************************************************** FLOW PROCESS FROM NODE 21.20 TO NODE 21.21 IS CODE = 3 I-~~:::~;~~~-~~~~~~;~-~~~~;~~-~~-~~~~~~~~~------------------------ >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< I=;i;~=~;=;~~;=i;==~;~;=i;~~=;i;i=i;==;;~~=i;~~i;========================== PIPEFLOW VELOCITY(FEET/SEC.) = 11.0 UPSTREAM NODE ELEVATION = 1102.00 I DOWNSTREAM NODE ELEVATION = 1101.70 FLOWLENGTH(FEET) = 40.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 1 PIPEFLOW THRU SUBAREA (CFS) = 115.54 TRAVEL TIME(MIN.) = .06 TC(MIN.) = 16.34 1*************************************************************************** FLOW PROCESS FROM NODE 21. 21 TO NODE 2:L. 21 IS CODE = 8 ~ - e - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - I >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< =========================================================================== 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.657 I SOIL CLASSIFICATION IS "B" SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .7727 SUBAREA AREA(ACRES) .80 SUBAREA RUNOFF (CFS) = 1.64 I TOTAL AREA(ACRES) = 61.50 TOTAL RUNOFF(CFS) = 117.18 TC(MIN) = 16.34 1*************************************************************************** FLOW PROCESS FROM NODE 21.21 TO NODE 28.10 IS CODE = 3 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - I >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< ~ I>>>>;USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ~=========================================================================== I DEPTH OF FLOW IN 48.0 INCH PIPE IS 38.2 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 10.9 UPSTREAM NODE ELEVATION = 1101.70 DOWNSTREAM NODE ELEVATION = 1096.80 1 FLOWLENGTH(FEET) = 660.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES 1 PIPEFLOW THRU SUBAREA(CFS) = 117.18 I TRAVEL TIME (MIN.) = 1;01 TC(MIN.) = 17.35 1*************************************************************************** FLOW PROCESS FROM NODE 28.10 TO NODE 28.10 IS CODE = 10 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< 1=========================================================================== 1*************************************************************************** FLOW PROCESS FROM NODE 28.00 TO NODE 28.30 IS CODE = 21 f-,-t3 ---------------------------------------------------------------------------- 1 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< =========================================================================== ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) 1 TC = K*[(LENGTH**3)/(ELEVATION CHANGE)] **.2 INITIAL SUBAREA FLOW-LENGTH = 260.00 UPSTREAM ELEVATION = 1115.15. 1 DOWNSTREAM ELEVATION = 1112.77 ELEVATION DIFFERENCE = 2.38 TC = .393*[( -260.00**3)/( 2.38)]**.2 = 9.282 I 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.626 SOIL CLASSIFICATION IS "B" SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .7991 SUBAREA RUNOFF (CFS) = .58 I TOTAL AREA (ACRES) = .20 TOTAL RUNOFF(CFS) = .58 1*************************************************************************** FLOW PROCESS FROM NODE 28.30 TO NODE 28.30 IS CODE = 1 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - II=:::::~~::~~~:~=:~~:~~~~=::~~~=~~~=:~~~~~:~:::::===================== TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: 1 TIME OF CONCENTRATION (MIN.) = 9 .28 RAINFALL INTENSITY (INCH/HR) = 3.63 TOTAL STREAM AREA(ACRES) = .20 1 PEAK FLOW RATE (CFS) AT CONFLUENCE = .58 **************************************************************************** I_~~~~_~~~~~~~-~~~~-~~~~----~~:~~-=~-~~~~----~~:~!_~~-~~~~-~--~~----~~~~--- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< It========~~~;=~;~;~~=~;;~;~=;;~;;;;==================================== DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) 1 TC = K* [ (LENGTH** 3) / (ELEVATION CHANGE)] ** .2 v}.t I INITIAL SUBAREA FLOW-LENGTH = UPSTREAM ELEVATION = 1120.30 I DOWNSTREAM ELEVATION = 1117.62 ELEVATION DIFFERENCE = 2.68 TC = .393*[( 120.00**3)/( 2.68)]**.2 = 5.699 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 4.740 I SOIL CLASSIFICATION IS "B" SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8185 SUBAREA RUNOpF(CFS) = .39 1 TOTAL AREA(ACRES) = .10 120.00 TOTAL RUNOFF(CFS) = .39 1*************************************************************************** FLOW PROCESS FROM NODE 28. 5~ TO NODE 28.30 IS CODE = 6 f-,- \ 4- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< I=~;~;;~=;~;;~;~;;=:===~~~;~~;===;;;;~;;~=;~;;~;~;;=:===~~~;~;;========= STREET LENGTH(FEET) = 440.00 CURB HEIGHT(INCHES) = 6. I STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK = 18.00 I INTERIOR STREET CROSSFALL(DECIMAL) = .017 OUTSIDE STREET CROSSFALL(DECIMAL) = .065 1 I I I I 1 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) ~ .35 HALFSTREET FLOODWIDTH(FEET) = 11.56 AVERAGE FLOW VELOCITY(FEET/SEC.) = PRODUCT OF DEPTH&VELOCITY = .84 STREETFLOW TRAVELTIME (MIN) = 3.06 TC(MIN) = 3.12 2.40 8.76 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.744 SOIL CLASSIFICATION IS "B" SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8016 SUBAREA AREA(ACRES) = 1.80 SUBAREA RUNOFF (CFS) = SUMMED AREA(ACRES) = 1.90 TOTAL RUNOFF(CFS) = END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEE~) = .41 HALFSTREET FLOODWIDTH(FEET) = 14.94 FLOW VELOCITY(FEET/SEC.) = 2.81 DEPTH*VELOCITY = 1.15 5.40 5.79 **************************************************************************** I-~~~~-~~~~~~~-~~~~-~~~~----~~::~_:~-~~~~----~~::~-~~-~~~~-~---~------------ >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< I >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< =========================================================================== TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: 1 TIME OF CONCENTRATION (MIN.) = 8.76 RAINFALL INTENSITY (INCH/HR) = 3.74 TOTAL STREAM AREA (ACRES) = 1.90 I PEAK FLOW RATE (CFS) AT CONFLUENCE = ** CONFLUENCE DATA ** I STREAM RUNOFF 5.79 Tc INTENSITY AREA \f:>er. INUMBER 1 2 (CFS) .58 5.79 (MIN.) 9.28 8.76 (INCH/HOUR) 3.626 3.744 (ACRE) .20 1.90 III *********************************WARNING********************************** III IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALU.E USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** 1 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. III ** PEAK STREAM III NUMBr FLOW RATE RUNOFF (CFS) 6.34 6.19 TABLE ** Tc (MIN.) 8.76 9.28 INTENSITY (INCH/HOUR) 3.744 3.626 1 COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) TOTAL AREA(ACRES) = ESTIMATES ARE 6.34 2.10 AS FOLLOWS: Tc (MIN.) = 8.76 '*************************************************************************** I-~~~~~~~~~~-;~~;~~~~-~~~:;~;~::~~~-~~:~~-~~-~~~~-~-_:~------------ >>>>>TRAVELTIME THRU SUBAREA<<<<< I=;;;;;;~=;;;;=;~;;~;i;;=:===~~~;~;;======================================= DOWNSTREAM NODE ELEVATION = 1111.86 CHANNEL LENGTH THRU SUBAREA(FEET) = CHANNEL SLOPE = .0228 CHANNEL BASE (FEET) = .00 "Z" FACTOR = 38.460 MANNING'S FACTOR = .015 MAXIMUM DEPTH(FEET) = 1.00 CHANNEL FLOW THRU SUBAREA (CFS) = 6 . 34 FLOW VELOCITY (FEET/SEC) = 3.45 FLOW DEPTH(FEET) TRAVEL TIME (MIN.) = .19 TC(MIN.) = 8.95 40.00 1 III III **************************************************************************** FLOW PROCESS FROM NODE 28.60 TO NODE 28.60 IS CODE = 1 III- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< .22 ============================================================================ 1 TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 8.95 I RAINFALL INTENSITY (INCH/HR) = 3 . 70 TOTAL STREAM AREA(ACRES) = 2.10 PEAK FLOW RATE (CFS) AT CONFLUENCE = 6.34 1*************************************************************************** FLOW PROCESS FROM NODE 28.50 TO NODE 28.51 IS CODE = 21 B-\I I-~~~~~~~~;~~-~~~;;-~~~~~~-~~~~-~~~~~~~~~~~------------------------ I========~~~;=~;~;~~=~;;~;~=;;~;;~====================================\~ I DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K*[(LENGTH**3)/(ELEVATION CHANGE)] **.2 1 INITIAL SUBAREA FLOW-LENGTH = 100.00 UPSTREAM ELEVATION = 1120.30 DOWNSTREAM ELEVATION = 1117.62 ELEVATION DIFFERENCE = 2.68 I TC = .393*[( 100.00**3)/( 2.68)]**.2 5.109 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.034 SOIL CLASSIFICATION IS "B" I SINGLE-FAMILY(l/4 ACRE LOT) SUBAREA RUNOFF (CFS) = TOTAL AREA (ACRES) = RUNOFF .41 .10 COEFFICIENT = .8225 TOTAL RUNOFF(CFS) = .41 '*************************************************************************** 1-~~~~~~~~~;;~-~;~~~~~~~~-;~~~;~~-~~:;-~~~1:~~~~~~~~-~-__~__5~?~:?_____ ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I UPSTREAM ELEVATION = 1117.62 STREET LENGTH(FEET) = 420.00 STREET HALFWIDTH(FEET) = 20.00 1 DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK = INTERIOR STREET CROSSFALL(DECIMAL) = .017 OUTSIDE STREET CROSSFALL(DECIMAL) = .065 I SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 I I I 1 DOWNSTREAM ELEVATION = CURB HEIGHT(INCHES) = 6. 1111.86 18.00 1 **TRAVELTIME COMPUTED USING MEAN FLOW (CFS) = STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .33 HALFSTREET FLOODWIDTH(FEET) = 10.44 AVERAGE FLOW VELOCITY(FEET/SEC.) = PRODUCT OF DEPTH&VELOCITY = .81 STREETFLOW TRAVELTIME (MIN) = 2.87 TC(MIN) = 2.66 2.44 7.98 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.939 SOIL CLASSIFICATION IS "B" SINGLE-FAMILY(l/4 ACRE LOT) RUNOFF COEFFICIENT = .8055 SUBAREA AREA(ACRES) = 1.40 SUBAREA RUNOFF(CFS) = SUMMED AREA(ACRES) = 1.50 TOTAL RUNOFF(CFS) = END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .39 HALFSTREET FLOODWIDTH(FEET) = 13.81 FLOW VELOCITY(FEET/SEC.) = 2.72 DEPTH*VELOCITY = 1.06 4.44 4.86 1*************************************************************************** FLOW PROCESS FROM NODE 28.60 TO NODE 28.60 IS CODE = 1 I-~~~~~~~~~~~~~~-~~~~~~~~-~~~~~-;;~-~;~;~~~~~~~~~~--------------------- >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< I=~g~~~~;~~~:~;~~~:~:=~::::::::::=::::::==:=:::~===================== TIME OF CONCENTRATION(MIN.) = 7.98 I RAINFALL INTENSITY (INCH/HR) = 3.94 TOTAL STREAM AREA (ACRES) = 1.50 PEAK FLOW RATE (CFS) AT CONFLUENCE = 4.86 1 \f:>b(r I ** CONFLUENCE DATA ** STREAM RUNOFF I NUMBER (CFS) 1 6.34 2 4.86 Tc (MIN.) 8.95 7.98 INTENSITY (INCH/HOUR) 3.699 3.939 AREA (ACRE) 2.10 1.50 I*********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC~WCD FORMULA OF PLATE D-l AS DEFAULT VALUE. THIS FORMULA I WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** 1 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. I I 1 ** PEAK STREAM NUMBER 1 2 FLOW RATE RUNOFF (CFS) 10.51 10.90 TABLE ** Tc (MIN.) 7.98 8.95 INTENSITY (INCH/HOUR) 3.939 3.699 COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA (ACRES) = ESTIMATES ARE = 10.90 3.60 AS FOLLOWS: Tc (MIN.) = 8.95 1*************************************************************************** FLOW PROCESS FROM NODE 28.60 TO NODE 28.70 IS CODE = 6 ~- \ l?, - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - DISTANCE FROM CROWN TO CROSSFALL GRADE BREAK = INTERIOR STREET CROSSFALL(DECIMAL) = .017 OUTSIDE STREET CROSSFALL(DECIMAL) = .065 18.00 **TRAVELTIME COMPUTED USING MEAN STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .47 HALFSTREET FLOODWIDTH(FEET) = 18.31 AVERAGE FLOW VELOCITY(FEET/SEC.) = PRODUCT OF DEPTH&VELOCITY = 1.73 STREETFLOW TRAVELTIME (MIN) = .94 TC(MIN) = 3.71 9.89 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.501 SOIL CLASSIFICATION IS liB" SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .7964 SUBAREA AREA(ACRES) = .20 SUBAREA RUNOFF (CFS) = SUMMED AREA(ACRES) = 3.80 TOTAL RUNOFF(CFS) = END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH.(FEET) = .47 HALFSTREET FLOODWIDTH(FEET) = 18.31 FLOW VELOCITY(FEET/SEC.) = 3.80 DEPTH*VELOCITY = 1.77 .56 11.45 If**************************************************************************\~ I FLOW PROCESS FROM NODE 28.70 TO NODE 28.70 IS CODE = 1 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< =========================================================================== TOTAL NUMBER OF STREAMS = 2 I CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 9.89 RAINFALL INTENSITY (INCH/HR) = 3.50 TOTAL STREAM. AREA(ACRES) = 3.80 I PEAK FLOW RATE (CFS) AT CONFLUENCE = 11. 45 1*************************************************************************** FLOW PROCESS FROM NODE 28.80 TO NODE 28.90 IS CODE = 21 flJ - \ "\ - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< I========~~~;=i~i;i~=~;;~;~=;;i;~;;==================================== DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) 1 TC = K*[(LENGTH**3)/(ELEVATION CHANGE)] **.2 INITIAL SUBAREA FLOW-LENGTH = 180.00 UPSTREAM ELEVATION = 1115.00 I DOWNSTREAM ELEVATION = 1112.00 ELEVATION DIFFERENCE = 3.00 TC = .393*[( 180.00**3)/( 3.00)]**.2 = 7.107 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 4.198 I SOIL CLASSIFICATION IS "B" SINGLE-FAMILY(l/4 ACRE LOT) RUNOFF COEFFICIENT = .8101 SUBAREA RUNOFF(CFS) = 1.02 1 TOTAL AREA (ACRES) = .30 TOTAL RUNOFF (CFS) = 1. 02 i*************************************************************************** FLOW PROCESS FROM NODE 28.90 TO NODE 28.70 IS CODE = 6 f':>-7.A - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< I=;;~;;;~=;~;;~;i~~=:===~~~;~;;===;~;;~;;;~=;~;;~;i~;=:===~~;;~~;========= STREET LENGTH(FEET) = 230.00 CURB HEIGHT(INCHES) = 6. 1 STREET HALFWIDTH(FEET) = 20.00 I I I I I 1 DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK = INTERIOR STREET CROSSFALL(DECIMAL) = .017 OUTSIDE STREET CROSS FALL (DECIMAL) .065 18.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW (CFS) = STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .31 HALFSTREET FLOODWIDTH(FEET) = 9.31 AVERAGE FLOW VELOCITY(FEET/SEC.) = PRODUCT OF DEPTH&VELOCITY = .78 STREETFLOW TRAVELTIME (MIN) = 1.54 TC(MIN) = 2.24 2.48 8.65 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.769 SOIL CLASSIFICATION IS "B" SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8021 SUBAREA AREA (ACRES) = .80 SUBAREA RUNOFF (CFS) SUMMED AREA(ACRES) = 1.10 TOTAL RUNOFF (CFS) = 2.42 3.44 \~ I END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .35 HALFSTREET FLOODWIDTH(FEET) = 11.56 1 FLOW VELOCITY(FEET/SEC.) = 2.65 DEPTH*VELOCITY = .93 1*************************************************************************** FLOW PROCESS FROM NODE 28.70 TO NODE 28.70 IS CODE = 1 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< l>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ========================================================================== TOTAL NUMBER OF STREAMS = 2 I CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 8.65 RAINFALL INTENSITY (INCH/HR) = 3.77 TOTAL STREAM AREA(ACRES) = 1.10 I PEAK FLOW RATE (CFS) AT CONFLUENCE = 3.44 ** CONFLUENCE DATA ** 1 STREAM RUNOFF Tc . INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 11.45 9.89 3.501 3.80 1 2 3.44 8.65 3.769 1.10 *********************************WARNING********************************** I IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-l AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** I RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. I I I ** PEAK STREAM NUMBER 1 2 FLOW RATE RUNOFF (CFS) 13.45 14.65 TABLE ** Tc (MIN.) 8.65 9.89 INTENSITY ( INCH/HOUR) 3.769 3.501 COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) TOTAL AREA"(ACRES) = ESTIMATES ARE = 14 . 65 4.90 AS FOLLOWS: Tc (MIN.) = 9.89 1*************************************************************************** FLOW PROCESS FROM NODE 28.70 TO NODE 29.20 IS CODE = 51 I-~~~~~~;~~~-~~~~~;~;~-~~~-;~;~~~~~~-------------------------------- >>>>>TRAVELTIME THRU SUBAREA<<<<< I=~;~;;~=~;;;=;~;;~;~;~=:===~~;;~~;======================================= DOWNSTREAM NODE ELEVATION = 1106.97 CHANNEL LENGTH THRU SUBAREA (FEET) = 40.00 1 CHANNEL SLOPE = .0303 CHANNEL BASE (FEET) = .00 "Z" FACTOR = 38.460 MANNING'S FACTOR = .015 MAXIMUM DEPTH (FEET) = 1.00 1 CHANNEL FLOW THRU SUBAREA(CFS) = 14.65 FLOW VELOCITY (FEET/SEC) = 4.68 FLOW DEPTH (FEET) = .29 TRAVEL TIME (MIN.) = .14 TC(MIN.) = 10.03 I \~ I. 1************************************************************************** FLOW PROCESS FROM NODE 29.20 TO NODE 29.20 IS CODE = 1 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - I>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ========================================================================== TOTAL NUMBER OF STREAMS = 2 I CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 10.03 RAINFALL INTENSITY (INCH/HR) = 3.47 TOTAL STREAM AREA(ACRES) = 4.90 I PEAK FLOW RATE (CFS) AT CONFLUENCE = 14.65 (************************************************************************** FLOW PROCESS FROM NODE 29.10 TO NODE 28.90 IS CODE = 21 f.> - ~ ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< Ir=======~~~;=~;~;~~=~;;~i;=;;~;;~==================================== DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) ITC = K*[(LENGTH**3)/(ELEVATION CHANGE)] **.2 INITIAL SUBAREA FLOW-LENGTH = 120.00 UPSTREAM ELEVATION = 1115.00 DOWNSTREAM ELEVATION = 1112.00 I ELEVATION DIFFERENCE = 3.00 TC = .393*[( 120.00**3)/( 3.00)]**.2 = 5.572 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 4.799 I SOIL CLASSIFICATION IS "B" SINGLE-FAMILY(l/4 ACRE LOT) RUNOFF COEFFICIENT = .8194 SUBAREA RUNOFF (CFS) = .79 I TOTAL AREA (ACRES) = .20 TOTAL RUNOFF (CFS) = .79 **************************************************************************** I_~~~~_~~~~~~~-~~~~-~~~~----~~:~~_:~-~~~~----~::~~-~~-~~~~-~---~---~~~~--- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< It;;~~=i~;;;;~;;=:~==~~~;~;;===;;;;~;~i~=i~i;;;~;;=:===~~;~~;;========= STREET LENGTH(FEET) = 225.00 CURB HEIGHT(INCHES) = 6. I STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK = 18.00 I INTERIOR STREET CROSSFALL(DECIMAL) = .017 OUTSIDE STREET CROSSFALL(DECIMAL) = .065 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .29 HALFSTREET FLOODWIDTH(FEET) = AVERAGE FLOW VELOCITY(FEET/SEC.) PRODUCT OF DEPTH&VELOCITY = .94 1 STREETFLOW TRAVELTIME (MIN) = 1.17 TC(MIN) = 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.321 I SOIL CLASSIFICATION IS "B" SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = 1 I 2.35 8.19 3.20 6.74 \~ .8122 1 SUBAREA AREA(ACRES) = .90 SUBAREA RUNOFF(CFS) = SUMMED AREA(ACRES) = 1.10 TOTAL RUNOFF (CFS) = I END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .35 HALFSTREET FLOODWIDTH(FEET} = 11.56 FLOW VELOCITY(FEET/SEC.} = 3.03 DEPTH*VELOCITY = 1.07 3.16 3.94 1*************************************************************************** FLOW PROCESS FROM NODE 29.20 TO NODE 29.20 IS CODE = 1 I-~~~~~~~~~~~~~~-~~~~~~~~-~~~~~-;;~-~;~;~~~~~~~~~~--------------.------ >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< II=;~;~=~;;=~;=~;;;~=:==;============================================== CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 6.74 I RAINFALL INTENSITY (INCH/HR) = 4.32 TOTAL STREAM AREA(ACRES) = 1.10 PEAK FLOW RATE (CFS) AT CONFLUENCE = I 1 3.94 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 14.65 2 3.94 Tc (MIN.) 10.03 6.74 INTENSITY ( INCH/HOUR) 3.473 4.321 AREA (ACRE) 4.90 1.10 I*********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-l AS DEFAULT VALUE. THIS FORMULA 1 WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** I RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** I STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) ( INCH/HOUR) 1 13.79 6.74 4.321 I 2 17.82 10.03 3.473 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE (CFS) 17.82 Tc (MIN.) = 10.03 1 TOTAL AREA (ACRES) = 6.00 1*************************************************************************** FLOW PROCESS FROM NODE 29.20 TO NODE 29.00 IS CODE = 6 e::, "Z.~ >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< 1I=~;~;;~=;~;;~;i~;=:===~~;~~;;===;~;;~;;;~=;~;;~;i~;=:===~~;~~~~========= STREET LENGTH(FEET) = 130.00 CURB HEIGHT(INCHES) = 6. I STREET HALFWIDTH(FEET) = 20.00 I I SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK INTERIOR STREET CROSSFALL(DECIMAL) = .017 OUTSIDE STREET CROSS FALL (DECIMAL) = .065 18.00 1 'Po.... 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = I***STREETFLOW SPLITS OVER STREET-CROWN*** FULL DEPTH(FEET) = .49 FLOODWIDTH(FEET) = FULL HALF-STREET VELOCITY(FEET/SEC.) = 4.09 SPLIT DEPTH(FEET) = .33 SPLIT FLOODWIDTH(FEET) = SPLIT FLOW(CFS) = 3.38 SPLIT VELOCITY(FEET/SEC.) STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .49 HALFSTREET FLOODWIDTH(FEET) = 20.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = PRODUCT OF DEPTH&VELOCITY = 2.02 ISTREETFLOW TRAVELTIME (MIN) = .53 TC(MIN) = 10.56 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.377 SOIL CLASSIFICATION IS "B" I SINGLE-FAMILY (1/4 ACRE LOT) RUNOFF COEFFICIENT = .7934 SUBAREA AREA (ACRES) = . 1 0 SUBAREA RUNOFF (CFS) = .27 SUMMED AREA(ACRES) = 6.10 TOTAL RUNOFF(CFS) = 18.09 lEND OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .49 HALFSTREET FLOODWIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 4.09 DEPTH*VELOCITY = 2.02 17 .95 20.00 I 1 10.44 3.10 4.09 Il************************************************************************** FLOW PROCESS FROM NODE 29.00 TO NODE 28.10 IS CODE = 3 It~~~~~~;~~~-~~~~;~;~-~~~~~~~-~~~-~~~~~~~~~------------------------ >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< Ir;~;~;;;=;~;;=;~~;;;{~;~~)=~;~;;~;;=;;=~~~;;;========================= DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.8 INCHES I PIPEFLOW VELOCITY(FEET/SEC.) = 24.6 UPSTREAM NODE ELEVATION = 1099.68 DOWNSTREAM NODE ELEVATION = 1096.80 FLOWLENGTH(FEET) = 14.00 MANNING'S N I ESTIMATED PIPE DIAMETER (INCH) = 18.00 PIPEFLOW THRU SUBAREA (CFS) = 18.09 TRAVEL TIME (MIN.) = .01 TC(MIN.) = 10.57 .013 NUMBER OF PIPES = 1 '*************************************************************************** FLOW PROCESS FROM NODE 28.10 TO NODE 28.10 IS CODE = 11 I-~~~~~~;~;~~~~~~-~;~~-~~~-#-;-~~~~-~~~-~~~=~~~~~-~~;~~~~~~~---------- ============================================================================ I ** MAIN STREAM I NUMB~R STREAM CONFLUENCE DATA ** RUNOFF Tc INTENSITY (CFS) (MIN.) (INCH/HOUR) 18.09 10.57 3.375 AREA (ACRE) 6.10 ** MEMORY BANK # 2 CONFLUENCE DATA ** I STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) "(INCH/HOUR) (ACRE) 1 117.18 17.35 2.571 61.50 I*********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED I ON THE RCFC&WCD FORMULA OF PLATE D-l AS DEFAULT VALUE. THIS FORMULA \\0 I'WILL'NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** I ** PEAK STREAM NUMBER I ~ FLOW RATE RUNOFF (CFS) 89.51 130.96 TABLE ** Tc (MIN.) 10.57 17 .35 INTENSITY (INCH/HOUR) 3.375 2.571 I COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) TOTAL AREA (ACRES) = ESTIMATES ARE = 130.96 67.60 AS FOLLOWS: Tc (MIN.) = 17.35 1*************************************************************************** FLOW PROCESS FROM NODE 28.10 TO NODE 28.10 IS CODE = 1 1- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 17.35 RAINFALL INTENSITY(INCH/HR) = 2.57 I TOTAL STREAM AREA(ACRES) = 67.60 PEAK FLOW RATE (CFS) AT CONFLUENCE = 130.96 1*************************************************************************** FLOW PROCESS FROM NODE 22.00 TO NODE 23.00 IS CODE = 21 ~-I 1- - - - - - - - - - - - - - - - - - - - - -. - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM 1 DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K*[(LENGTH**3)/(ELEVATION CHANGE)] **.2 INITIAL SUBAREA FLOW-LENGTH = 340.00 1 UPSTREAM ELEVATION = 1121.21 DOWNSTREAM ELEVATION = 1115.58 ELEVATION DIFFERENCE = 5.63 I TC = .393*[( 340.00**3)/( 5.63)]**.2 9.178 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.648 SOIL CLASSIFICATION IS "B" 1 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .7996 SUBAREA RUNOFF(CFS) = 3.50 TOTAL AREA (ACRES) = 1.20 TOTAL RUNOFF(CFS) = 3.50 1*************************************************************************** FLOW PROCESS FROM NODE 23 . 00 TO NODE 28 .20 IS CODE = 6 (b - 'tA' 1- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - c - - - - >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< -=========================================================================== UPSTREAM ELEVATION = 1115.58 DOWNSTREAM ELEVATION = 1104.73 1 STREET LENGTH(FEET) = 670.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 20.00 I I DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK = INTERIOR STREET CROSSFALL(DECIMAL) = .017 OUTSIDE STREET CROSSFALL(DECIMAL) .065 18.00 ~ I 'SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 1 I I 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.070 SOIL CLASSIFICATION IS "B" 1 SINGLE-FAMILY(l/4 ACRE LOT) RUNOFF COEFFICIENT = .7855 SUBAREA AREA(ACRES) = 2.00 SUBAREA RUNOFF (CFS) = SUMMED AREA(ACRES) = 3.20 TOTAL RUNOFF(CFS) = END OF SUBAREA STREETFLOW HYDRAULICS: 1 DEPTH (FEET) = .43 HALFSTREET FLOODWIDTH(FEET) = 16.06 FLOW VELOCITY(FEET/SEC.) = 3.53 DEPTH*VELOCITY = 1.51 **TRAVELTIME COMPUTED USING MEAN FLOW (CFS) = STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .39 HALFSTREET FLOODWIDTH(FEET) = 13.81 AVERAGE FLOW VELOCITY(FEET/SEC.) = PRODUCT OF DEPTH&VELOCITY = 1.29 STREETFLOW'TRAVELTIME(MIN) = 3.39 TC(MIN) = 5.89 3.30 12.56 4.82 8.32 1*************************************************************************** FLOW PROCESS FROM NODE 28.20 TO NODE 28.10 IS CODE = 3 1-------------------------------....-----------...-.------..-----.--.------- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER. ESTIMATED PIPESIZE (NON.PRESSURE FLOW)<<<<< ============================================================================ I ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.9 INCHES PIPEFLOW VELOCITY(FEET/SEC.)= 16.4 1 UPSTREAM NODE ELEVATION = noo. 00 DOWNSTREAM NODE ELEVATION = l096.86 FLOWLENGTH(FEET) = 26.00 MANNING'S N = .013 I ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA (CFS) = 8.32 TRAVEL TIME (MIN.) = .03 TC (MIN.) 12.59 1 11*****************************************************************.********** FLOW PROCESS FROM NODE 28.10 TO NODE 28.10 IS CODE = 1 1______--------------------------.--..-------------.-.---------...--------.. >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< J(=~g~~~~;~~~:~;~~~:~:=~::::::::::=::::::==:=:::~===================== TIME OF CONCENTRATION(MIN.) = 12.59 I RAINFALL INTENSITY (INCH/HR) = 3.07 TOTAL STREAM AREA(ACRES) = 3.20 PEAK FLOW RATE (CFS) AT CONFLUENCE = 1 I 8.32 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 130.96 2 8.32 Tc (MIN.) 17.35 12.59 INTENSITY ( INCH/HOUR) 2.571 3.066 AREA (ACRE) 67.60 3.20 I*********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-l AS DEFAULT VALUE. THIS FORMULA I WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. \r Il***:********************************************************************* 1 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK I STREAM NUMBER 1 2 I FLOW RATE RUNOFF (CFS) 3..03.36 13 7.94 TABLE ** Tc (MIN. ) 12.59 17.35 INTENSITY ( INCH/HOUR) 3.066 2.571 COMPUTED CONFLUENCE I PEAK FLOW RATE (CFS) TOTAL AREA(ACRES) = ESTIMATES ARE = 137.94 70.80 AS FOLLOWS: Tc (MIN.) = 17.35 1*************************************************************************** FLOW PROCESS FROM NODE 28.10 TO NODE 30.00 IS CODE = 3 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - I >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ I DEPTH OF FLOW IN 39.0 INCH PIPE IS 28.8 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 21.0 UPSTREAM NODE ELEVATION = 1096.86 DOWNSTREAM NODE ELEVATION = 1076.00 I FLOWLENGTH(FEET) = 570.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 137.94 I TRAVEL TIME (MIN.) = .45 TC (MIN. ) 1 17.80 1*************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 8 ~~ - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< I==~;;=;;~=~~;;~~=~;;;;~~;;(~;~;/;;;;)=:==;~;;;========================== SOIL CLASSIFICATION IS "B" I COMMERCIAL DEVELOPMENT RUNOFF SUBAREA AREA(ACRES) = .40 TOTAL AREA(ACRES) = 71.20 I TC(MIN) = 17.80 COEFFICIENT = .8737 SUBAREA RUNOFF (CFS) TOTAL RUNOFF(CFS) = .89 138.82 **************************************************************************** I-~~~~-~~~~~~~-~~~~-~~~~----~~:~~_:~-~~~~----~~:~~-~~-~~~~-~---~---~!~---- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< I==~;;=;;~=~~;;~~=~;;;;~~;;(~;~;/;;;;)=:==;~;;;========================== SOIL CLASSIFICATION IS "B" 1 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .7684 SUBAREA AREA(ACRES) = .70 SUBAREA RUNOFF (CFS) = 1.36 TOTAL AREA (ACRES) = 71.90 TOTAL RUNOFF(CFS) = 140.19 TC(MIN) = 17.80 I=;;;=;;=~~;=~~;~===================================================== PEAK FLOW RATE (CFS) 140.19 Tc(MIN.) = 17.80 I TOTAL AREA(ACRES) = 71.90 \i'fO 1=========================================================================== END OF RATIONAL METHOD ANALYSIS I 1 I 1 I I I I I 1 I I 1 1 I I 1 I ~ I **************************************************************************** I I I I RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (C) Copyright-1982-96 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/96 License ID 1264 Analysis prepared by: ROBERT BEIN, WILLIAM FROST & ASSOCIATES 27555 YNEZ ROAD SUITE 400 TEMECULA, CA 92591-4679 (909) 676-8042 (909) 676-7240 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - I FILE NAME: 367D-l00.DAT TIME/DATE OF STUDY: 8:14 2/ 1/1999 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - Il-~~~~-~~~~~~~~~-~~~~~~=-~-~~~~~-~~~~~-~~~~~:~~~~----------------- USER SPECIFIED STORM EVENT (YEAR) = 100.00 I SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS (DECIMAL) TO USE 10-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 10-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = I 100-YEAR STORM 10-MINUTE INTENSITY (INCH/HOUR) = 100-YEAR STORM 60-MINUTE INTENSITY (INCH/HOUR) SLOPE OF 10-YEAR INTENSITY-DURATION CURVE = I SLOPE OF 100-YEAR INTENSITY-DURATION CURVE = COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1-HOUR INTENSITY(INCH/HOUR) = 1.3000 SLOPE OF INTENSITY DURATION CURVE = .5496 I RCFC&WCD HYDROLOGY MANUAL "C" - VALUES USED NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES I FOR FRICTION 2.360 .880 3.480 1. 300 .5505732 .5495536 SLOPE = .95 **************************************************************************** 1- ~~~~ - ~~~~~~~ - ~~~~ - ~~~~ - - - - ~~: ~~ -:~ - ~~~~ - - - - ~~: ~~ - ~~ - ~~~~ - ~ - - ~~ - - - - -~: -~?-- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< Ir========~~~;=~;~;~~=~;;~~=;;~;~~==================================== DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH**3)/(ELEVATION CHANGE)] **.2 1 INITIAL SUBAREA FLOW-LENGTH = 230.00 UPSTREAM ELEVATION = 1104.68 DOWNSTREAM ELEVATION = 1094.38 1 ELEVATION DIFFERENCE = 10.30 TC = .303*[( 230.00**3)/( 10.30)]**.2 4.967 COMPUTED TIME OF CONCENTRATION INCREASED TO 5 MIN. I 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 5.093 SOIL CLASSIFICATION IS "B" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8846 SUBAREA RUNOFF(CFS) = 1.35 I TOTAL AREA (ACRES) = .30 TOTAL RUNOFF(CFS) = 1.35 If**************************************************************************~ I FLOW PROCESS FROM NODE 39.20 TO NODE 39.10 IS CODE = 21 D~\ - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - I >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< =========================================================================== ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL I TC = K*[(LENGTH**3)/(ELEVATION CHANGE)] **.2 INITIAL SUBAREA FLOW-LENGTH = 610.00 UPSTREAM ELEVATION = 1085.48 I DOWNSTREAM ELEVATION = 1078.39 ELEVATION DIFFERENCE = 7.09 TC = .303*[( 610.00**3)/( 7.09)]**.2 = 9.608 I 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.557 SOIL CLASSIFICATION IS "B" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8795 SUBAREA RUNOFF(CFS) = 5.63 I TOTAL AREA(ACRES) = 1.80 TOTAL RUNOFF(CFS) = 5.63 -=========================================================================== END OF STUDY SUMMARY: I PEAK FLOW RATE (CFS) = TOTAL AREA (ACRES) = 5.63 1.80 Tc (MIN.) = 9.61 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 1 END OF RATIONAL METHOD ANALYSIS 1 I I I I 1 1 1 1 I I \{#' I 1 I I 1 I I . 1 1 1 I I I 1 I . I I . I I ~\\; I I I I I I I I 1 I I I I 1 I I I I I \ I- I HEADING LINE NO 1 IS - 1 IIADING LINE NO 2 IS - IIADING LINE NO 3 IS . I I 1 I I 1 I 1 I I I I I I F 0 5 1 5 P PAGE NO 3 WATER SURFACE PROFILE . TITLE CARD LISTING STORM DRAIN LINE IIAII- TRACT MAP 28510 "':>:0.06 ~ c.l>-~ \"'> ~~ \",PG CAMPOS VERDES FILE:1367A QFILE:1367AQ \\'0 IE: TIME: I 41 6/1999 9: 1 WATER SURFACE PROFILE F0515P CHAHNEL DEFINITION LISTING PAGE F~ SECT CHN NO OF AVE PIER HEIGHT 1 BASE NO TYPE PIERS WIDTH DIAMETER WIDTH ZL ZR INV DROP Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) I 1 4 1.00 2 4 1.25 3 4 1.50 CD 4 4 2.00 I 5 4 2.50 6 4 3.00 CD 7 4 3.50 - 8 4 4.00 9 4 4.50 10 4 5.00 ~ " 4 5.50 12 4 6.00 13 3 1 1.67 5.00 15.67 0.00 0.00 0.00 CD 14 1 0 0.00 3.90 14.00 1.50 1.50 0.00 r 15 3 0 0.00 4.67 3.00 0.00 0.00 0.00 I I I 1 I I 1 1 1 I I \\1\ I F 0 5 1 5 P PAGE NO 2 I ~ATER SURFACE PROFILE - ELEMENT CARO LISTING , I P.....:,c\I-O' "'2.1..+00 ~. '5<>," ~ ,-\..~0 ~ ~ "" ELEMENT NO IS A SYSTEM OUTLET * * * 1 U/S DATA STATION INVERT SECT ~ S ELEV \"'C,,- ~'-" 462.21 1073.31 9 1076.80 - f'~ . fu.)~'t-<>., ILEMENT NO 2 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 462.22 1073.31 9 0.013 0.00 11.92 0.00 0 3",*~1''''0 - <=-.<. '5.0..., ~ ' ' ~~ ~'-"'''\I-o-'' _ LA~t {:::::.. ILEMENT NO 3 IS A REACH ~ * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 879.81 1075.40 9 0.013 0.00 88.56 0.00 0 ILEMENT NO ~D..I, ~".\Ia-~'3.0.." ~- l..\.....,;e \ 0-i .p~ f'--o'> '=\.'t-.uJ 4 1 S A REACH--- * * * U/S OATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 949.371075.74 9 0.013 0.00 0.00 0.00 0 ILEMENT NO 5 IS A JUNCTION L~- j:>.-\ ....~"" ~-~* @ * * * U/S DATA STATION INVERT SECT LAT-1 LAT-2 N Q3 04 INVERT-3 INVERT-4 PHI 3 PHI 4 I 981.62 1075.91 9 3 3 0.013 0.9 1.4 10n.41 10n.41 45.00 54.58 :,\ +~"1:t'1 - pP;;:j,' l2<:.R - ~..sc. \ \C>.' fu.lL ~I...;,~'t...(,)'" ELEMENT NO 6 IS A REACH -::: ~C~....... I U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1000.00 1076.00 9 0.013 0.00 0.00 0.00 0 ELEMENT NO 7 IS A TRANSITION 1';,'E6..~ '"" U..;rE- '~\ -~ ~'OSlc- \ I U/S DATA STATION INVERT SECT N 1004.00 1076.14 8 0.015 ILEMENT NO 8 IS A REACH 4-';>'\ 4,,* &... * * U/S DATA STATION INVERT SECT N RAD IUS ANGLE ANG PT MAN H 1020.76 1076.75 8 0.015 0.00 0.00 0.00 0 ILEMENT NO 9 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1020.n 1076.78 8 0.015 0.00 33.62 0.00 0 ILEMENT NO 10 IS A REACH f \l.c.. * * * U/S DATA STATION INVERT SECr N RADIUS ANGLE ANG PT MAN H I 1341.16 1088.25 8 0.015 0.00 91. 11 0.00 0 ELEMENT NO 11 IS A REACH Ce.- * * * I U/S OATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1412.72 1090.82 8 0.015 0.00 0.00 0.00 0 ELEMENT NO 12 IS A JUNCTION u:i:". po - ~ * * * * * * I U/S DATA STATION INVERT SECT LAT-1 LAT-2 N Q3 04 INVERT-3 INVERT-4 PHI 3 PHI 4 1465.34 1092.09 8 3 0 0.015 4.0 0.0 1093.34 0.00 45.00 0.00 I I I \.1fJ I ELEMENT NO 13 IS A REACH f.)c:. U/S OATA I I ILEMENT ILEMENT ILEMENT ILEMENT I NO 14 NO 15 F 0 5 1 5 P ~ATER SURFACE PROFILE - ELEMENT CARD LISTING . . . STATION INVERT SECT 1502.53 1092.98 8 N 0.015 IS A Rl:ACH ~ * . U/S DATA STATION INVERT SECT 1573.40 1094.69 . N 8 g015 ~. .,.-1.>. .l; U'" A.-So L~_\ IS A JUNCTION * * * * U/S DATA STATION INVERT SECT LAT-1 LAT-2 N 1578.34 1094.81 8 3 3 0.015 . . . NO 16 IS A TRANSITION U/S DATA NO 17 STATION INVERT SECT 1580.67 1094_82 9 N 0.015 IS A JUNCTION LA::> '- f>. - \0. . . U/S DATA STATION INVERT SECT LAT-1 LAT-2 N 1660.63 1095.23 9 3 0 0.015 r'::,c.. . . . I ELEMENT NO 18 IS A REACH U/S DATA STATION INVERT SECT 1674.49 1095.30 9 N 0.015 ELEMENT 1 ILEMENT "E.:::. . . . NO 19 IS A REACH U/S DATA STATION INVERT SECT 1754.34 1095.69 9 N 0.015 . . . NO 20 IS A REACH U/S DATA ILEMENT NO 21 ILEMENT NO I I I I I I STATION INVERT SECT 1890.00 1096.37 9 N 0.015 IS A JUNCTION ~- ~-..., U/S DATA STATION INVERT 2190.73 1097.88 . . . 22 IS A JUNCTION u/s DATA SECT LAT-1 LAT-2 N 9 eo 0.015 ~ _ 1;.:.- B 1,) fx:... ,.u STATION INVERT SECT LAT- 1-2 N 2204.28 1097.94 9 7 0 0.015 03 9.8 03 5.3 Q3 9.0 Q3 1.6 PAGE NO 3 RADIUS ANGLE ANG PT MAN H 0.00 90.24 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 . . 04 INVERT-3 INVERT-4 PHI 3 1.6 1096.06 1096.06 45.00 . . 04 INVERT-3 INVERT-4 PHI 3 0.0 1096.73 0.00 60.00 . PHI 4 78.83 . PHI 4 0.00 RADIUS ANGLE ANG PT MAN H 0.00 9.04 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 . . 04 INVERT-3 INVERT-4 PHI 3 0.0 1099.38 0.00 45.00 . . Q4 INVERT-3 INVERT-4 PHI 3 0.0 1099.44 0.00 18.00 . PHI 4 0.00 . PHI 4 0.00 \'l,;\ I F 051 5 P PAGE NO 4 I WAIER SURFACE PROFILE - ELEMENT CARD Ll STI NG ELEMENT NO 23 IS A REACH . . . I U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 2204.29 1097.95 9 0.015 0.00 71.79 0.00 0 iLEMENT NO 24 IS A JUNCTION L,Po\. """ -"I. e . . . . U/S OATA STATION INVERT T LAT-l LAT-2 N Q3 Q4 INVERT-3 INVERT -4 PHI 3 PHI 4 2274.24 1098_67 9 3 0 0.015 17.0 0.0 1100.17 0.00 59.16 0.00 ILEMENT NO 25 IS A REACH . . . U/S OATA STATION INVERT SECT N RAD IUS ANGLE ANG PT MAN H 2274.25 1098.68 9 0.015 0.00 19_27 0.00 0 ILEMENT NO 26 IS A REACH ~~ . . . U/S OATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 2292.74 1098.86 9 0.015 0.00 0.00 0.00 0 ILEMENT NO 27 IS A TRANSITION . . . U/S OATA STATION INVERT SECT N I 2296.74 1098.90 7 0.015 ELEMENT NO 28 IS A REACH . . . I U/S OATA STATION INVERT SECT N RAD IUS ANGLE ANG PT MAN H 2296.75 1098.91 7 0.015 0.00 6.77 0.00 0 ELEMENT NO 29 IS A REACH ec.. . . . I U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 2345.66 1099.41 7 0.015 0.00 0.00 0.00 0 ILEMENT NO 30 IS A REACH be... . . . U/S DATA STATION INVERT SECT N RAD IUS ANGLE ANG PT MAN H 2420.26 1100.19 7 0.015 0.00 90.00 0.00 0 ILEMENT NO 31 IS A REACH 'tC- . . . U/S OATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 2455.60 1100.55 7 0.015 0.00 0.00 0.00 0 ILEMENT NO 32 IS A REACH ~c.. . . . U/S DATA STATION INVERT SECT N RAn IUS ANGLE ANG PT MAN H I 2544.25 1101.47 7 0.015 0.00 75.96 0.00 0 ELEMENT NO 33 IS A REACH . . . I U/S OATA STATION INVERT SECT N RAn IUS ANGLE ANG PT MAN H 2568.081101.72 7 0_015 0.00 0.00 0.00 0 ELEMENT NO 34 IS A TRANSITION P {<.c...l. ~ D'''''::> -e".: \ "''' . ~,-\\. ~ ~-n. ~ ~'1.o...,-,-- 8 I u/s OATA STATION INVERT SECT N 2574.08 1101.80 6 0.015 1 I I \1.Y I I ELEMENT NO 35 I f 0 5 1 5 P PAGE NO 5 WATER SURfACE PROfiLE - ELEMENT CARD LISTING . . . IS A REACH U/S DATA STATION INVERT SECT 2574.09 1101.81 6 ILEMENT NO 36 IS A REACH . . . U/S DATA STATION INVERT SECT 2639.08 1104.87 6 ILEMENT NO 37 IS A REACH . . . U/S DATA STATION INVERT SECT 2711.22 1108.27 6 IILEMENT NO 38 IS A SYSTEM HEAOWORKS . U/S DATA STATION INVERT SECT 2711.22 1108.27 6 I EDIT ERRORS ENCOUNTERED-COMPUTATION IS NOW BEGINNING WARNING NO.2.. - WATER SURfACE ELEVATION GIVEN IS LESS THAN I 1 I I 1 I I II I 1 I I N RAD IUS ANGLE ANG PT MAN H 0.013 ,J 0.00 82.76 0.00 0 J ~ (n N '" RADIUS ANGLE ANG PT MAN H 0.013 ~ 0.00 0.00 0.00 0 :r~ if- rfl N ~ 'tJ RADIUS ANGLE ANG PT MAN H 0.013 0.00 0.00 0.00 0 0- . W S ELEV 0.00 OR EQUALS INVERT ELEVATION IN HDYICDS, W.S.ELEV = INV + DC \to ----- JC~NSEE : R.B.F. & ASSOC. . SAN DIEGO F0515P PAGE ~ATER SURFACE PROFILE LISTING 1 STORM DRAIN LINE uAII- TRACT MAP 2B510 CAMPOS VEROES FIlE:1367A OF IlE: 1367AO IATION INVERT DEPTH ~.S. 0 VEL VEL ENERGY SUPER CRITICAL HGTI BASEl Zl NO A VBPR ElEV OF FLOW ElEV HEAD GRD .El. ElEV DEPTH DIA 10 NO. PIER JElEM SO SF AVE HF NORM DEPTH - ZR *****************~********************************************************************************************************** " 'l2c.R ~ \ ~I ~ \'c..:. ~I-<>') _ ~C>- 8.,., Sc, .... Ll.....,~ 1462.21 -1073.31 3.490 1076.800 140.2 10.59 1.742 1078.542 0.00 3.481 4.50 0.00 0.00 0 0.00 0.01 0.00000 .005664 0.00 0.000 0.00 1462.22 1073.31 3.494 1076.804 140.2 10.58 1. 738 1078.542 0.00 3.481 4.50 0.00 0.00 0 0.00 1 51.92 0.00500 .0053B9 0.28 3.720 0.00 514.14 1073.57 3.672 1077.242 140.2 10.09 1.580 1078.822 0.00 3.481 4.50 0.00 0.00 0 0.00 1177.26 0.00500 .005064 0.90 3.720 0.00 691. 40 1074.46 3.720 1078.177 140.2 9.97 1.544 1079.721 0.00 3.481 4.50 0.00 0.00 0 0.00 10RAULIC JUMP 0.00 691.40 1074.46 3.266 1077.723 140.2 11.34 1.997 1079.720 0.00 3.481 4.50 0.00 0.00 0 0.00 1 7.92 0.00500 .006727 0.05 3.720 0.00 1699.32 1074.50 3.221 1077.718 140.2 11.51 2.055 1079.773 0.00 3.481 4.50 0.00 0.00 0 0.00 30.48 0.00500 .007253 0.22 3.720 0.00 I 729.80 1074.65 3.084 1077.733 140.2 12.07 2.261 1079.994 0.00 3.481 4.50 0.00 0.00 0 0.00 31.27 0.00500 .008142 0.25 3.720 0.00 I 761.07 1074.81 2.956 1077.762 140.2 12.66 2.487 1080.249 0.00 3.481 4.50 0.00 0.00 0 0.00 1 30.96 0.00500 .009161 0.28 3.720 0.00 792.03 1074.96 2.836 1077.797 140.2 13.27 2.735 1080.532 0.00 3.481 4.50 0.00 0.00 0 0.00 1 30.34 0.00500 .010330 0.31 3.720 0.00 822.37 1075.11 2.724 1077.837 140.2 13.92 3.009 1080.846 0.00 3.481 4.50 0.00 0.00 0 0.00 I 29.25 0.00500 .011669 0.34 3.720 0.00 1 851.62 1075.26 2.618 1077.877 140.2 14.60 3.310 1081.187 0.00 3.481 4.50 0.00 0.00 0 0.00 28.19 0.00500 .013199 0.37 3.720 0.00 1 I \'lA ICENSEE: R.B.F. & ASSOC. . SAN DIEGO F0515P PAGE 2 WATER SURFACE PROFILE LI STI NG I STORM DRAIN LINE IIA"- TRACT MAP 28510 CAMPOS VERDES FILE:1367A OFI LE: 1367AO ITATION INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL HGTI 8ASEI ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRO.EL. ELEV DEPTH OIA 10 NO. PIER I/ELEM SO SF AVE HF NORM DEPTH ZR *****************~**************************************.WWWW..WW*W*..K***__________.__.___.__.____._..._____._w.w__w_ww__._ -:;. ~D-\a-\"U - ~, S<>,." QcR- '-'-.....~ 'A>' ~ \,v.::.~'1-CI I 879.81 1075.40 2.518 1077.918 140.2 15.31 3.641 1081.559 0.00 3.481 4.50 0.00 0.00 0 0.00 18.50 0.00489 .014644 0.27 3.m 0.00 1 898.31 1075.49 2.452 1077.942 140.2 15.82 3.888 1081.830 0.00 3.481 4.50 0.00 0.00 0 0.00 I 26.02 0.00489 .016294 0.42 3.m 0.00 924.33 1075.62 2.360 1077.978 140.2 16.60 4.277 1082.255 0.00 3.481 4.50 0.00 0.00 0 0.00 I 25.04 0.00489 .018482 0.46 3.m 0.00 '" l2c...R' " \'=- ~'"" ~"""-Q"""7 _ :'D+~l-\"-C:;C.'5"" -'-'-~ ~ 949.37 ~1075. 74 2.273 1078.013 140.2 17.41 4.704 1082.717 0.00 3.481 4.50 0.00 0.00 0 0.00 INeT STR 0.00527 e ~,::>,. 1'>_\ ~ ~2~~,-- 0.72 0.00 981.62 1075.91 2.098 1078.008 137.9 18.9.7 5.590 1083.598 0.00 3.454 4.50 0.00 0.00 0 0.00 I 18.38 0.00490 .026443 0.49 3.696 0.00 _ b.<-. c:::A "12c:..R ' \ ~ f\oo,) Q'1-D'1 _ ~ D ";A" I2.c..tP - ;t,->.-;,..........." -u'->-:'" r-::. 11000.00 ""107 .00 2.035 1078.035 137.9 19.74 6.049 1084.084 0.00 3.454 4.50 0.00 0.00 0 0.00 TRANS STR 0.03500 .036504 0.15 0.00 11004.00 1076.14 2.197 1078.337 137.9 19.50 5.908 1084.245 0.00 3.491 4.00 0.00 0.00 0 0.00 16.76 0.03640 .035891 0.60 2.188 0.00 I 4. p~ Be::- 1020.76 1076.75 2.198 1078.948 137.9 19.49 5.899 1084.847 0.00 3.491 4.00 0.00 0.00 0 0.00 I 0.01 3.00000 .035717 0.00 0.684 0.00 1020.77 1076.78 2.204 1078.984 137.9 19.43 5.864 1084.848 0.00 3.491 4.00 0.00 0.00 0 0.00 I 80.66 0.03580 .035481 2.86 2.200 0.00 1101.43 1079.67 2.207 1081.875 137.9 19.39 5.840 1087.715 0.00 3.491 4.00 0.00 0.00 0 0.00 I 178.48 0.03580 .033313 5.95 2.200 0.00 11279.91 1086.06 2.294 1088.351 137.9 18.49 5 .309 1093.660 0.00 3.491 4.00 0.00 0.00 0 0.00 0.03580 61.25 .029440 1.80 2.200 0.00 I I \p I~NSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P PAGE 3 WATER SURFACE PROFILE Ll STl NG I STORM ORAIN LINE IIA"- TRACT MAP 28510 CAMPOS VERDES Fl LE: 1367A QFILE:1367AQ IATlON INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGTI BASEl ZL NO AVBPR ELEV OF FLOW REV HEAD GRO .EL. ELEV DEPTH OIA 10 NO. PIER IELEM SO SF AVE HF NORM DEPTH ZR *****************************************************.***.*******************************************************.************** ~ 11341.16 1088.25 2.387 1090.637 137.9 17.63 4.826 1095.463 0.00 3.491 4.00 0.00 0.00 0 0.00 29.67 0.03591 .026321 0.78 2.197 0.00 11370.83 1089.32 2.467 1091. 783 137.9 16.95 4.463 1096.246 0.00 3.491 4.00 0.00 0.00 0 0.00 I 24.64 0.03591 .023588 0.58 2.197 0.00 1395.47 1090.20 2.569 1092.769 137.9 16.16 4.056 1096.825 0.00 3.491 4.00 0.00 0.00 0 0.00 I~ 0.03591 .020937 0.36 2.197 0.00 1412.72 1090.82 2.680 1093.500 137.9 15.41 3.688 1097.188 0.00 3.491 4.00 0.00 0.00 0 0.00 I~CT STR 0.02414 ~.A-~ .019943 1.05 0.00 1465.34 1092.09 2.602 1094.692 133.9 15.47 3.718 1098.410 0.00 3.452 4.00 0.00 0.00 0 0.00 I 37.19 0.02393 .019343 0.72 2.454 0.00 f>:>C- 11502.53 1092.98 2.683 1095.663 133.9 14.94 3.466 1099.129 0.00 3.452 4.00 0.00 0.00 0 0.00 9.95 0.02413 .018204 0.18 2.448 0.00 11512.48 1093.22 2.715 1095.935 133.9 14.74 3.375 1099.310 0.00 3.452 4.00 0.00 0.00 0 0.00 25.96 0.02413 .016934 0.44 2.448 0.00 11538.44 1093.85 2.835 1096.681 133.9 14.05 3.067 1099.748 0.00 3.452 4.00 0.00 0.00 0 0.00 1 16.42 0.02413 .015126 0.25 2.448 0.00 1554.86 1094.24 2.966 1097.209 133.9 13.40 2.788 1099.997 0.00 3.452 4.00 0.00 0.00 0 0.00 1 10.56 0.02413 .013567 0.14 2.448 0.00 1565.42 1094.50 3.108 1097.605 133.9 12.78 2.535 1100.140 0.00 3.452 4.00 0.00 0.00 0 0.00 I 6.01 0.02413 .012239 0.07 2.448 0.00 11571.43 1094.64 3.267 1097.909 133.9 12.18 2.305 1100.214 0.00 3.452 4.00 0.00 0.00 0 0.00 1.97 0.02413 .011148 0.02 2.448 0.00 1 1 \~ I~NSEE: R.B.F. & ASSOC. . SAN DIEGO FD515P PAGE 4 WATER SURFACE PROFILE LI STI NG I STORM ORAIN LINE IIA". TRACT MAP 28510 CAMPOS VERDES FILE:1367A QFILE:1367AQ IATION INVERT OEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGTI BASEl ZL NO A VBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER IELEM SO SF AVE HF NORM DEPTH ZR **********************......******..*****.**...***..******..**********************************************....****************** 'U.... 1573.40 1094.69 3.452 1098.142 133.9 11-61 2.094 1100.236 0.00 3.452 4.00 0.00 0.00 0 0.00 8 JUNCT STR 0.02429 ~. ~_ 6, $ ~.A'pS0173 0.05 0.00 11578.34 1094.81 4.213 1099.023 122.5 9.75 1.476 1100.499 0.00 3.328 4.00 0.00 0.00 0 0.00 INS STR 0.00429 .007425 0.02 0.00 1580.67 1094.82 4.830 1099.650 122.5 7.70 0.921 1100.571 0.00 3.259 4.50 0.00 0.00 0 0.00 rCT STR 0.00513 ~.A-Io .004947 0.40 0.00 1660.63 1095.23 4.956 1100.186 117.2 7.37 0.843 1101.029 0.00 3.187 4.50 0.00 0.00 .0 0.00 I 13.86 0.00505 .004729 0.07 3.563 0.00 &.. 1674.49 1095.30 5.005 1100.305 117.2 7.37 0.843 1101.148 0.00 3.187 4.50 0.00 0.00 0 0.00 I 79.85 0.00488 .004729 0.38 3.624 0.00 ~c.... 11754.34 1095.69 4.992 1100.682 117.2 7.37 0.843 1101.525 0.00 3.187 4.50 0.00 0.00 0 0.00 135.66 0.00501 .004729 0.64 3.577 0.00 11890.00 1096.37 4.954 1101.324 117.2 7.37 0.843 1102.167 0.00 3.187 4.50 0.00 0.00 0 0.00 JUNCT STR 0.00502 Ul':- f->.--' .004380 1.32 0.00 12190.73 1097.88 4.947 1102.827 108.2 6.80 0.719 1103.546 0.00 3.060 4.50 0.00 0.00 0 0.00 ., 8 INCT STR 0.00443 ~.f-.-\?, ....i'.>c... .003971 0.05 0.00 2204.28 1097.94 4.982 1102.922 106.6 6.70 0.698 1103.620 0.00 3.037 4.50 0.00 0.00 0 0.00 1 0.01 1 .00000 .003912 0.00 0.762 0.00 2204.29 1097.95 5.097 1103.047 106.6 6.70 0.698 1103.745 0.00 3.037 4.50 0.00 0.00 0 0.00 INCT STR 0.01029 9 ~.p..-"'\ .003338 0.23 0.00 12274.24 1098.67 4.856 1103.526 89.6 5.63 0.493 1104.019 0.00 2.776 4.50 0.00 0.00 0 0.00 0.01 1- 00000 .002764 0.00 0.700 0.00 I I \1",.'\ IC~NSEE : R.B.F. & ASSOC. . SAN DIEGO FD515P PAGE 6 WATER SURFACE PROFILE LISTING 1 STORM DRAIN LINE IIA"- TRACT MAP 2B510 CAMPOS VERDES FILE:1367A QFILE:1367AQ IATION INVERT OEPTN W.S. Q VEL VEL ENERGY SUPER CRITICAL HGTI BASEl 2L NO AVBPR ELEV OF FLOW ELEV HEAD GRO.EL. ELEV DEPTH OIA lD NO. PIER I/ELEM SO SF AVE HF NORM DEPTH ZR *************************************************************************~*************************************************** 1568.08 1101.72 1.675 1103.395 89.6 19.70 6.027 1109.422 0.00 2.938 3.50 0.00 0.00 0 0.00 TRANS STR 0.01333 f iLc '" :::, 0",> 'CY. ~'R.C.R~49857 0.30 0.00 1574.08 (~""'Cl.. ~,c:,-2.. '2l.\ 1101.80 1.830 1103.630 89.6 19. 6.115 1109.745 0.00 2.844 3.00 0.00 0.00 0 0.00 1 0.01 1.00000 .038001 0.00 0.741 0.00 1101.81 1.831 1103.641 89.6 19.83 6.104 1109.745 0.00 2.844 3.00 0.00 0.00 0 0.00 2574.09 I 35.13 0.04708 .036219 1.27 1. 707 0.00 2609.22 1103.46 1.890 1105.354 89.6 19.09 5.660 1111.014 0.00 2.844 3.00 0.00 0.00 0 0.00 I 29.86 0.04708 .032547 0.97 1.707 0.00 G-c.... 12639.08 1104.87 1.971 1106.841 89.6 18.20 5.146 1111.987 0.00 2.844 3.00 0.00 0.00 0 0.00 0.04713 .030310 0.12 1. 707 0.00 3.97 12643.05 1105.06 1.984 1107.041 89.6 18.06 5.063 1112.104 0.00 2.844 3.00 0.00 0.00 0 0.00 19.93 0.04713 .028354 0.57 1. 707 0.00 12662.98 1106.00 2.070 1108.066 89.6 17.21 4.601 1112.667 0.00 2.844 3.00 0.00 0.00 0 0.00 14.88 0.04713 .025272 0.38 1.707 0.00 12677.86 1106.70 2.163 1108.861 89.6 16.41 4.183 1113.044 0.00 2.844 3.00 0.00 0.00 0 0.00 I 11.39 0.04713 .022606 0.26 1. 707 0.00 2689.25 1107.23 2.264 1109.499 89.6 15.65 3.803 1113.302 0.00 2.844 3.00 0.00 0.00 0 0.00 1 8.72 0.04713 .020320 0.18 1.707 0.00 2697.97 1107.65 2.376 1110.022 89.6 14.92 3.458 1113.480 0.00 2.844 3.00 0.00 0.00 0 0.00 I 6.59 0.04713 .018392 0.12 1. 707 0.00 12704.56 1107.96 2.501 1110.457 89.6 14.23 3.144 1113.601 0.00 2.844 3.00 0.00 0.00 0 0.00 4.58 0.04713 .016846 0.08 1.707 0.00 I I \?J\ "~ENSEE: ~.B.F. I IATION INVERT ELEV & ASSOC. - SAN DIEGO WATER STORM DRAIN LINE 'WI- TRACT MAP CAMPOS VERDES FILE:1367A QFILE:1367AQ DEPTH OF FLOW Q VEL F0515P SURFACE PROF! LE 2B510 VEL HEAD ENERGY GRD.EL. LISTING SUPER CRITICAL ELEV DEPTH HGTI DIA PAGE 7 W.S. ELEV BASEl ID NO. 2L NO AVBPR PIER I/ELEM SO SF AVE HF NORM DEPTH 2R ****.*********.***********...*********...***********.************.****************************....***********..****.*******.***** 127D9.14 110B.17 2.64B 1110.820 2.DB D.04713 12711. 22 1108.27 2.844 1111.114 I I 1 I I I I 1 1 I I I I 89.6 13.57 89.6 12.93 2.844 2.857 1113.677 0.00 .015897 0.03 2.597 1113.711 1.707 0.00 2.844 3.00 0.00 0.00 0 0.00 0.00 3.00 0.00 0.00 0 0.00 \70 I 1 HEADING LINE NO 1 IS - I lADING LINE NO 2 IS IDING LINE NO 3 IS - I 1 1 I I I I I I 1 1 I I I F 0 5 1 5 P PAGE NO 3 WATER SURFACE PROFILE - TITLE CARD LISTING STORM DRAIN LINE "LATERAL A-1u- TRACT MAP 28510 CAMPOS VERDES FILE:1367A1 QFILE:1367A1Q \'?' ITE: TIME: I 41 611999 10: 9 F0515P WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE lARD ODE SECT CHN NO OF AVE PIER HEIGHT 1 BASE NO TYPE PIERS WIDTH DIAMETER WIDTH ZL ZR INV Y(1} Y(2} Y(3} Y(4) Y(5) Y(6} Y(7) Y(8) Y(9) Y(10} DROP I~ 1 4 1.00 2 4 1.25 3 4 1.50 CO 4 4 2.00 I~ 5 4 2.50 6 4 3.00 CD 7 4 3.50 -~ 8 4 4.00 9 4 4.50 10 4 5.00 I~ 11 4 5.50 12 4 6.00 13 3 1 1.00 5.00 15.00 0.00 0.00 0.00 CO 14 3 0 0.00 4.50 7.00 0.00 0.00 0.00 I I I I I I I I I I I I \<>Y 4 IS A SYSTEM HEADWORKS C.~ "P.-\ U/S DATA STATION INVERT SECT 1044.07 1080.37 14 1 EDIT ERRORS ENCOUNTERED-COMPUTATION IS NOW BEGINNING WARNING NO.2" - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR I I ELEMENT NO I iLEMENT NO ILEMENT NO IEMENT NO I I I I I I I I I 1 1 I F 051 5 P PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD Ll STI NG I S A SYSTEM OUTLET @ \\'A:' L-\""~ . U/S DATA STATION INVERT SECT W S ELEV 1000.0D 10n.41 3 1078_00 2 IS A REACH . . . U/S DATA STATION INVERT SECT N RAD IUS ANGLE ANG PT MAN H 1044.D7 1080.37 3 0.013 0.00 0.00 0.00 0 3 IS A WALL ENTRANCE . U/S DATA STATION INVERT SECT 1044.07 1080.37 14 FP 0.200 . . W S ELEV 0.00 EQUALS INVERT ELEVATION IN HDWKeS, W.S.ELEV ; INV . DC \~ ------ ICENSEE: R.B.F. & ASSOC. . SAN DIEGO F0515P PAGE WATER SURFACE PROFILE LI STI NG I STORM DRAIN LINE IILATERAL A-111- TRACT MAP 28510 CAMPOS VERDES FILE:1367A1 QFILE:1367A1Q ITATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGTI BASEl ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD .EL. HEV DEPTH DIA 10 NO. PIER I/ELEM SO SF AVE HF NORM DEPTH ZR ..~.........................................................................................................****.......... ?p u.,..,e'~" 111000. 0 1077.41 0.590 1078.000 0.9 1.40 0.030 1078.030 0.00 0.353 1.50 0.00 0.00 0 0.00 0.17 0.06717 .000737 0.00 0.200 0.00 11000.17 1077.42 0.569 1077.991 0.9 1.46 0.033 1078.024 0.00 0.353 1.50 0.00 0.00 0 0.00 IDRAULI C JlJMP 0.00 0.200 1077.622 0.9 6.43 0.642 1078.264 0.00 0.353 1.50 0.00 0.00 0 0.00 1000.17 1077.42 II 33.24 0.06717 .050605 1.68 0.200 0.00 1033.41 1079.65 0.200 1079.854 0.9 6.43 0.642 1080.496 0.00 0.353 1.50 0.00 0.00 0 0.00 II 0.23 0.06717 .050346 0.01 0.200 0.00 1033.64 1079.67 0.200 1079.870 0.9 6.38 0.633 1080.503 0.00 0.353 1.50 0.00 0.00 0 0.00 I 2.52 0.06717 .046928 0.1Z 0.200 0.00 11036.16 1079.84 0.207 1080.046 0.9 6.12 0.582 1080.628 0.00 0.353 1.50 0.00 0.00 0 0.00 1.74 0.06717 .040997 0.07 0.200 0.00 11037.90 1079.96 0.214 1080.170 0.9 5.81 0.524 1080.694 0.00 0.353 1.50 0.00 0.00 0 0.00 1.30 0.06717 .035789 0.05 0.200 0.00 11039.20 1080.04 0.221 1080.264 0.9 5.56 0.479 1080.743 0.00 0.353 1.50 0.00 0.00 0 0.00 I 1.02 0.06717 .031221 0.03 0.200 0.00 1040.22 1080.11 0.228 1080.339 0.9 5.29 0.435 1080.774 0.00 0.353 1.50 0.00 0.00 0 0.00 1 0.79 0.06717 .02n56 0.02 0.200 0.00 1041.01 1080.16 0.236 1080.401 0.9 5.06 0.397 1080.798 0.00 0.353 1.50 0.00 0.00 0 0.00 I 0.65 0.06717 .023817 0.02 0.200 0.00 11041.66 1080.21 0.244 1080.452 0.9 4.81 0.360 1080.812 0.00 0.353 1.50 0.00 0.00 0 0.00 0.53 0.06717 .020796 0.01 0.200 0.00 I I \?}\ - _______n____ ----- I CENSEE: R.B.F. & ASSOC. . SAN DIEGO FD515P PAGE 2 WATER SURFACE PROFILE LI STI NG . STORM DRAIN LINE IILATERAL A-1"- TRACT MAP 28510 CAMPOS VERDES FILE:1367A1 OFIlE:1367Al0 ITATIDN INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL HGTI BASEl Zl NO AVBPR ELEV OF FLOW ELEV HEAD GRO. EL. ELEV OEPTH DIA 10 NO. PIER I/ELEM SO SF AVE HF NORM DEPTH ZR ********************************************************************************************************************************* 11042.19 1080.24 0.252 1080.496 0.9 4.59 0.327 1080.823 0.00 0.353 1.50 0.00 0.00 0 0.00 0.44 0.06717 .018146 0.01 0.200 0.00 11042.63 1080.27 0.260 1080.533 0.9 4.37 0.296 1080.829 0.00 0.353 1.50 0.00 0.00 0 0.00 0.35 0.06717 .015843 0.01 0.200 0.00 11042.98 1080.30 0.269 10BO.566 0.9 4.17 0.270 1080.836 0.00 0.353 1.50 0.00 0.00 0 0.00 I 0.29 0.06717 .013843 0.00 0.200 0.00 1043.27 1080.32 0.278 1080.595 0.9 3.98 0.246 1080.841 0.00 0.353 1.50 0.00 0.00 0 0.00 I 0.23 0.06717 .012100 0.00 0.200 0.00 1043.50 1080.33 0.288 1080.620 0.9 3.80 0.224 1080.844 0.00 0.353 1.50 0.00 0.00 0 0.00 I 0.20 0.06717 .010571 0.00 0.200 0.00 11043.70 1080.35 0.297 1080.642 0.9 3.61 0.203 1080.845 0.00 0.353 1.50 0.00 0.00 0 0.00 0.14 0.06717 .009228 0.00 0.200 0.00 11043.84 1080.36 0.307 1080.662 0.9 3.45 0.185 1080.847 0.00 0.353 1.50 0.00 0.00 0 0.00 0.10 0.06717 .008068 0.00 0.200 0.00 .1043.94 1080.36 0.318 1080.679 0.9 3.28 0.168 1080.847 0.00 0.353 1.50 0.00 0.00 0 0.00 I 0.07 0.06717 .007057 0.00 0.200 0.00 1044.01 1080.37 0.329 1080.695 0.9 3.14 0.153 1080.848 0.00 0.353 1.50 0.00 0.00 0 0.00 1 0.05 0.06717 .006169 0.00 0.200 0.00 1044.06 1080.37 0.340 1080.709 0.9 2.99 0.139 1080.848 0.00 0.353 1.50 0.00 0.00 0 0.00 1 0.01 0.06717 .005365 0.00 0.200 0.00 l1044.07 1080.37 0.353 1080.723 0.9 2.84 0.125 1080.848 0.00 0.353 1.50 0..00 0.00 0 0.00 ALL ENTRANCE C.& "1"--\' 0.00 1 \~ I I LICENSEE: R.B.F. & ASSOC. - SAN DIEGO STORM DRAIN LINE CAMPOS VERDES FILE: 1367A1 QFILE:1367A1Q F0515P WATER SURFACE PROFILE "LATERAL A-111- TRACT HAP 28510 PAGE 3 I LISTING ITATION INVERT ELEV DEPTH OF. FLOW W.S. ELEV Q VEL VEL HEAD ENERGY GRD.EL. SUPER CR IT I CAL ELEV DEPTH HGTI DIA BASEl ID NO. ZL NO AVBPR PIER I/ELEM SO SF AVE HF NORM DEPTH ZR *********************************************************************************************************************************** 11044.07 1080.37 f-L~ I <::>'YS.l I v-._""."" \ '::'::\0>. "\ C""- 0.533 1080.903 0.9 0.Z4 0.001 1080.904 0.00 0.080 4.50 7.00 0.00 D 0.00 1 I I I I 1 1 1 1 I I I I I \"7 I I HEADING LINE NO 1 IS - I (DING LINE NO 2 IS iOING LINE NO 3 IS - I I I I I I I I I 1 1 1 I I F 051 5 P PAGE NO 3 ~ATER SURFACE PROFILE - TITLE CARO LISTING STORM DRAIN LINE IILATERAL A-211- TRACT MAP 28510 CAMPOS VEROES FILE,1367A2 QFILE,1367A2Q \~ I DATE: IME: 41 6/1999 10:10 WATER SURFACE PROFILE F0515P CHANNEL DEFINITION LISTING PAGE lARD ODE SECT CHN NO OF AVE PIER HEIGHT 1 BASE NO TYPE PIERS WIDTH DIAMETER WIDTH ZL ZR INV DROP Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(B) Y(9) Y(TO) -~ 1 4 1.00 2 4 1.25 3 4 1.50 I~ 4 4 2.00 5 4 2.50 6 4 3.00 CD 7 4 3.50 I~ B 4 4.00 9 4 4.50 CD 10 4 5.00 -~ 11 4 5.50 12 4 6.00 13 3 1 1.00 5.00 15.00 0.00 0.00 0.00 CO 14 3 0 0.00 4.50 7.00 0.00 0.00 0.00 I I I I 1 I 1 I I 1 I I \~ I F 0 5 1 5 P I WATER SURFACE PROFILE - ELEMENT CARD LISTING t:;;::\. II"" IS A SYSTEM OUTLET ~ LA Nt;. ... . UIS DATA STATION INVERT SECT 1000.00 1077.41 3 W S ELEV 1078.00 ELEMENT NO I ILEMENT NO 2 IS A REACH . . . UIS DATA STATIOH INVERT SECT 1029.191080.65 3 ILEMENT NO 3 IS A WALL ENTRANCE . UIS DATA STATION INVERT SECT 1029.19 1080.65 14 N 0.013 FP 0.200 ILEMENT NO 4 IS A SYSTEM HEADWORKS C _~. ,,~-~' UIS DATA STATION INVERT SECT 1029.191080.65 14 I EDIT ERRORS ENCOUNTERED-COMPUTATION IS NOW BEGINNING ~ARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS . W S ElEV 0.00 PAGE NO 2 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV ~ INV + DC I 1 1 I I 1 1 1 I 1 I 1 \1;\ ------------------ JCENSEE: R.B.F. & ASSOC. - SAN OIEGO F0515P PAGE WATER SURFACE PROFILE LISTING I STORM DRAIN LINE IILATERAL A-21I- TRACT MAP 28510 CAMPOS VERDES FILE: 1367A2 QFILE:1367A2Q IATlON INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGTI BASEl ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRO.EL. ELEV OEPTH OIA lD NO. PIER IELEM SO SF AVE HF NORM DEPTH ZR ...~.......******.**....................................................................................................... ~ L\...>e\'~" 111000.0 1077.41 0.206 1077.616 1.4 9.52 1.408 1079.024 0.00 0.443 1.50 0.00 0.00 0 0.00 10.14 0.11100 .101645 1.03 0.200 0.00 11010.14 1078.54 0.211 1078.747 1.4 9.21 1.317 1080.064 0.00 0.443 1.50 0.00 0.00 0 0.00 1 5.29 0.11100 .089967 0.48 0.200 0.00 1015.43 1079.12 0.219 1079.341 1.4 8.75 1.189 1080.530 0.00 0.443 1.50 0.00 0.00 0 0.00 I 3.13 0.11100 .078638 0.25 0.200 0.00 1018.56 1079.47 0.226 1079.696 1.4 8.33 1.078 1080.774 0.00 0.443 1.50 0.00 0.00 0 0.00 1 2.15 0.11100 .068569 0.15 0.200 0.00 11020.71 1079.71 0.233 1079.942 1.4 i.95 0.983 1080.925 0.00 0.443 1.50 0.00 0.00 0 0.00 0.11100 .059834 0.10 0.200 0.00 1.59 11022.30 1079.88 0.241 1080.126 1.4 7.61 0.899 1081.025 0.00 0.443 1.50 0.00 0.00 0 0.00 1.25 0.11100 .052260 0.07 0.200 0.00 11023.55 1080.02 0.249 1080.273 1.4 7.25 0.817 1081.090 0.00 0.443 1.50 0.00 0.00 0 0.00 0.99 0.11'00 .045671 0.05 0.200 0.00 111024.54 1080.13 0.258 1080.392 1.4 6.90 0.739 1081.131 0.00 0.443 1.50 0.00 0.00 0 0.00 1 0.84 0.11100 .039892 0.03 0.200 0.00 1025.38 1080.23 0.266 1080.493 1.4 6.57 0.671 1081.164 0.00 0.443 1.50 0.00 0.00 0 0.00 I 0.68 0.11100 .034812 0.02 0.200 0.00 1026.06 1080.30 0.275 1080.578 1.4 6.28 0.612 1081. 190 0.00 0.443 1.50 0.00 0.00 0 0.00 II 0.57 0.11100 .030438 0.02 0.200 0.00 11026.63 1080.37 0.285 1080.650 1.4 5.98 0.556 1081.206 0.00 0.443 1.50 0.00 0.00 0 0.00 0.49 0.11100 .026599 0.01 0.200 0.00 I 1 \A..'O ICENm: R.B.F. & ASSOC. . SAN DIEGO F0515P PAGE 2 WATER SURFACE PROFILE LISTING 1 STORM DRAIN LINE "LATERAL A-2"- TRACT MAP 28510 CAMPOS VERDES FILE: 1367A2 QFILE:1367A2Q IATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGTI BASEl ZL NO AVBPR ELEV OF FLOW ELEV HEAO GRO.EL. ELEV DEPTH OIA 10 NO. PIER I/ELEM SO SF AVE HF NORM DEPTH ZR ****~***************************************************************************************************.******************** 11027.12 10BO.42 0.294 1080.714 1.4 5.71 0.507 1081.221 0.00 0.443 1.50 0.00 0.00 0 0.00 0.41 0.11100 .023222 0.01 0.200 0.00 11027.53 1080.46 0.304 1080.769 1.4 5.45 0.461 1081.230 0.00 0.443 1.50 0.00 0.00 0 0.00 1 0.34 0.11100 .020308 0.01 0.200 0.00 1080.50 0.315 1080.818 1.4 5.19 0.417 1081.235 0.00 0.443 1.50 0.00 0.00 0 0.00 1027.87 1 0.30 0.11100 .017750 0.01 0.200 0.00 1028.17 1080.54 0.325 1080.861 1.4 4.95 0.380 1081.241 0.00 0.443 1.50 0.00 0.00 0 0.00 I 0.23 0.11100 .015516 0.00 0.200 0.00 11028.40 1080.56 0.337 1080.899 1.4 4.71 0.345 1081.244 0.00 0.443 1.50 0.00 0.00 0 0.00 0.11100 .013571 0.00 0.200 0.00 0.21 11028.61 1080.59 0.348 1080.934 1.4 4.49 0.313 1081.247 0.00 0.443 1.50 0.00 0.00 0 0.00 0.17 0.11100 .011859 0.00 0.200 0.00 .1028.78 1080.60 0.360 1080.964 1.4 4.28 0.285 1081.249 0.00 0.443 1.50 0.00 0.00 0 0.00 0.14 0.11100 .010367 0.00 0.200 0.00 11028.92 1080.62 0.372 1080.991 1.4 4.08 0.259 1081.250 0.00 0.443 1.50 0.00 0.00 0 0.00 1 0.10 0.11100 .009064 0.00 0.200 0.00 1029.02 1080.63 0.385 1081.016 1.4 3.90 0.236 1081.252 0.00 0.443 1.50 0.00 0.00 0 0.00 I 0.08 0.11100 .007928 0.00 0.200 0.00 1029.10 1080.64 0.398 1081.038 1.4 3.71 0.214 1081.252 0.00 0.443 1.50 0.00 0.00 0 0.00 1 0.05 0.11100 .006935 0.00 0.200 0.00 11029.15 1080.65 0.412 1081.058 1.4 3.54 0.195 1081.253 0.00 0.443 1.50 0.00 0.00 0 0.00 0.03 0.11100 .006073 0.00 0.200 0.00 I I \M 'ICENSEE: 1 ITATION R.B.F. & ASSOC. - SAN DIEGO FD515P WATER SURFACE PROFILE LISTING STORM DRAIN LINE "LATERAL A-2"- TRACT MAP 28510 CAMPOS VERDES FILE:1367A2 QFILE:1367A2Q INVERT ELEV DEPTH OF FLOW W.S. ELEV Q VEL VEL HEAD ENERGY GRD .EL. SUPER CRITICAL ELEV DEPTH HGTI DIA PAGE 3 BASEl ID NO. ZL NO AVBPR PIER I/ELEM SO SF AVE HF NORM DEPTH ZR ****************************************************************-**************************************************************** 11029.18 0.01 11029.19 1080.65 0.11100 1080.65 rALL ENTRANCE 1029.19 1080.65 I 1 1 1 1 1 I I 1 I 1 1 0.427 1081.076 3.37 1.4 0.177 1081.253 0.00 .005298 0.00 0.443 1081.093 1.4 3.21 0.160 1081.253 0.00 " C.P '\~-<- 0.673 1081.323 1.4 0.30 0.001 1081.324 0.00 f-L:- \ U~S"2.1.. W'S~ \C'(S\.:, D\:.- 0.443 0.200 0.443 0.108 1.50 0.00 0.00 o 0.00 0.00 1.50 0.00 0.00 o 0.00 0.00 4.50 7.00 0.00 0 0.00 \b...1/ ,1 I HEADING LINE NO 1 IS - I lItDING LINE NO 2 IS IDING LINE NO 3 IS - I I I I I I 1 1 I I I I I I F 051 5 P PAGE NO 3 YATER SURFACE PROFILE - TITLE CARD lISTING STORM DRAIN LINE "LATERAL A-31l- TRACT MAP 28510 CAMPOS VERDES FILE:1367A3 QFILE:1367A3Q \AP ITE: IME: 41 6/1999 10:10 WATER SURFACE PROFILE F0515P CHANNEL DEFINITION LISTING PAGE ~RD SECT CHN NO OF AVE PIER HEIGHT 1 BASE IIPoE NO TYPE PIERS WIDTH DIAMETER WIDTH ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(l) Y(8) Y(9) Y(10) DROP I 1 4 1.00 2 4 1.25 3 4 1.50 CO 4 4 2.00 I 5 4 2.50 6 4 3.00 CD 1 4 3.50 I 8 4 4.00 9 4 4.50 CD 10 4 5.00 I 11 4 5.50 12 4 6.00 13 3 1 1.00 5.00 15.00 0.00 0.00 0.00 CD 14 3 0 0.00 4.50 18.00 0.00 0.00 0.00 I I I I I 1 1 I I I I I \~ I 1 ELEMENT NO I rLEMENT NO ILEMENT NO ILEMENT NO II, EDIT ERRORS Il' WARNING NO. I I I I I I I I I 1 I I F 051 5 P WATER SURFACE PROFILE - ELEMENT CARO LISTING t\~\\ IS A SYSTEM OUTLET \..-\~C '..... . U/S DATA STATION INVERT SECT 1000.00 1093.34 3 2 IS A REACH U/S DATA . . . STATION INVERT SECT 1036.77 109B.93 3 3 IS A WALL ENTRANCE * U/S DATA STATION INVERT SECT 1036.77 109B.93 14 .\ ~~' 4 IS A SYSTEM HEADWORKS C - e, ~- . U/S DATA STATION INVERT SECT 1036.77 109B.93 14 ENCOUNTERED. COMPUTATION IS NOW BEGINNING 2 .. - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR W S ELEV 1094.69 N 0.013 FP 0.200 . W S ELEV 0.00 PAGE NO 2 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 EQUALS INVERT ELEVATION IN HOWKDS, W.S.ELEV = INV + DC \~ I LICENSEE: R.B.F. & ASSOC. . SAN DIEGO I IAlION INVERT ELEV FD515P WATER SURFACE PROFILE LISTING "LATERAL A-311- TRACT MAP 28510 PAGE STORM DRAIN LINE CAMPOS VERDES FILE:1367A3 QFILE:1367A3Q 0.401 1094.235 0.414 1095.427 0.429 1096.222 0.444 1096.811 0.459 1097.271 0.476 1097.643 0.492 1097.952 0.510 1098.212 0.528 1098.436 0.547 1098.629 Q VEL VEL HEAD ENERGY GRD .EL. SUPER CR IT 1 CAL ELEV DEPTH HGTI DIA BASEl 10 NO. ZL NO A VBPR PIER DEPTH OF. FLOW W.S. ELEV IELEM SO SF AVE HF NORM DEPTH ZR ********************************************************************************************************..************************* L-I. ~B \' r.:,." 111000.00 1093.34 0.397 1093.737 5.7 15.20 3.588 1097.325 0.00 0.921 1.50 0.00 0.00 0 0.00 3.25 1'003.25 0.15203 1093.83 II 7.76 0.15203 1011.01 1095.01 1 5.13 0.15203 1016.14 1095.79 I 11019.91 2.93 11022.84 2.33 11025.17 I 1.93 1027.10 I 3.77 0.15203 1096.37 0.15203 1096.81 0.15203 1097.17 0.15203 1097.46 1.59 0.15203 1028.69 1097.70 I 1103:::: 11031.19 0.98 I I 1.36 0.15203 1097.91 0.15203 1098.08 0.15203 .122604 0.40 0.380 0.00 5.7 15.00 3.494 1097.729 0.00 0.921 1.50 0.00 0.00 0.00 o .112708 0.87 0.380 0.00 5.7 3.185 1098.612 0.00 0.921 1.50 0.00 0.00 0.00 o 14.32 .098589 0.51 0.380 0.00 5.7 13.64 2.887 1099.109 0.00 0.921 1.50 0.00 0.00 0 0.00 .086340 0.33 0.380 0.00 5.7 13.01 2.630 1099.441 0.00 0.921 1.50 0.00 0.00 0.00 o .075554 0.22 0.380 0.00 5.7 12.39 2.384 1099.655 0.00 1.50 0.00 0.00 0.00 o 0.921 .066168 0.15 0.380 0.00 5.7 11.83 2.172 1099.815 0.00 0.921 1.50 0.00 0.00 0.00 o .057962 0.11 0.380 0.00 5.7 1.978 1099.930 0.00 0.921 1.50 ' 0.00 0.00 0.00 o 11.29 .050766 0.08 0.380 0.00 5.7 10.75 1.796 1100.008 0.00 0.921 1.50 0.00 0.00 0 0.00 .044501 0.06 0.380 0.00 5.7 1.632 1100.068 0.00 0.921 1.50 0.00 0.00 o 0.00 10.25 .039007 0.04 0.380 0.00 5.7 9.78 1.484 1100.113 0.00 1.50 0.00 0.00 o 0.00 0.921 .034191 0.03 0.380 0.00 \I>[q IENSEE: I tAli ON R.B.F. & ASSOC. - SAN DIEGO F0515P WATER SURFACE PROFILE LISTING STORM ORAIN LINE "LATERAL A-3"- TRACT MAP 28510 CAMPOS VEROES FILE:1367A3 QFILE:1367A3Q INVERT ELEV OEPTH OF FLOII W.S. ELEV Q VEL VEL HEAD ENERGY GRO.EL. SUPER CR IT I CAL ELEV DEPTH HGTI OIA BASEl 10 NO. ZL PAGE 2 NO AVBPR PIER IELEM SO SF AVE HF NORM DEPTH ZR ********-********~******************************************************************************************************** 1032.17 0.84 1033.01 I 0.72 033.73 I 1098.23 0.15203 1098.36 0.15203 1098.47 0.61 0.15203 1034.34 1098.56 1 0.52 0.15203 .103:::: 1035.30 0.38 1098.64 0.15203 1098.71 0.15203 1035.68 1098.76 0.30 1035.98 0.15203 1098.81 1 0.26 0.15203 1036.24 1098.85 I 0.19 0.15203 1036.43 1098.88 1 0.16 0.15203 11036.59 0.10 I I 1098.90 0.15203 0.566 1098.797 0.587 1098.945 0.608 1099.073 0.630 1099.191 0.654 1099.293 0.678 1099.385 0.703 1099.467 0.730 1099.540 0.757 1099.606 0.787 1099.666 0.817 1099.719 5.7 9.31 5.7 8.89 5.7 5.7 5.7 5.7 5.7 5.7 5.7 5.7 5.7 1.347 1100.144 .029986 0.03 1.228 1100.173 .026318 0.02 8.47 1.114 1100.189 .023094 0.01 0.00 0.00 0.00 8.07 1.012 1100.203 0.00 .020287 0.01 7~70 0.921 1100.214 .017832 0.01 7.35 0.838 1100.223 .015671 0.01 0.00 0.00 7.00 0.761 1100.228 0.00 .013785 0.00 6.67 0.692 1100.232 .012132 0.00 6.37 0.630 1100.236 .010686 0.00 6.07 0.572 1100.238 .009423 0.00 5.79 0.520 1100.239 .008311 0.00 0.00 0.00 0.00 0.00 0.921 0.921 0.921 0.921 0.921 0.921 0.921 0.921 0.921 0.921 0.921 0.380 0.380 0.380 0.380 0.380 0.380 0.380 0.380 0.380 0.380 0.380 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 o 0.00 o 0.00 o 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 o 0.00 o 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 o 0.00 o 0.00 o 0.00 o 0.00 \1>1'< I' 1I CENSEE: R.B.F. & ASSOC. . SAN OIEGO I aTATION INVERT ELEV WATER STORM DRAIN LINE "LATERAL A-3"- CAMPOS VEROES FILE:1367A3 QFILE:1367A3Q OEPTH OF FLOW W.S. ELEV Q VEL F0515P SURFACE PROFILE TRACT MAP 28510 VEL HEAD ENERGY GRO.EL. LI STI NG SUPER CR IT I CAL ELEV OEPTH PAGE 3 HGTI OlA BASEl 10 NO. 2L NO AVBPR PIER I/ELEM SO SF AVE HF NORM OEPTH ZR .*.*******************.*..*******...******.*.*****..*****....**.*...*.*..******.*~***.**...**.*.**.***.*.*.*.....**..********. 11036.69 0.07 11036.76 I 0.01 1036.77 1098.92 0.15203 1098.93 0.15203 1098.93 0.849 1099.767 0.883 1099.811 0.921 1099.851 I '\"'--:::." WALL ENTRANCE C _ p.:,'. ,~ 1036.77 1098.93 1.508 1100.438 I ~L-"'=" LN'":> ~ I I I I I 1 I I 1 I \ \ D:,_:.6 \ \ =- 6r 5.7 5.7 C\'-- 5.52 5.7 5.7 0.473 1100.240 .007340 0.00 5.26 0.430 1100.241 .006485 0.00 5.01 0.390 1100.241 0.00 0.00 0.00 0.21 0.001 1100.439 0.00 0.921 0.921 0.921 0.146 0.380 0.380 1.50 0.00 0.00 0 0.00 0.00 1.50 0.00 0.00 0 0.00 0.00 1.50 0.00 0.00 0 0.00 0.00 4.50 18.00 0.00 0 0.00 \1>1> ~ I HEADING LINE NO 1 IS - 1 lADING LINE NO 2 IS - lADING LINE NO 3 IS - I I I I I I I I 1 1 1 I I I F 0 5 1 5 P PAGE NO 3 WATER SURFACE PROFILE - TITLE CARO LISTING STORM DRAIN LINE IILATERAL A-411- TRACT MAP 28510 CAMPOS VEROES FILE:1367A4 CFILE:1367A4C \/:tf-.. DIE: TiE: 4/ 6/1999 14:22 WATER SURFACE PROFILE t:~ SECT CHN NO OF AVE PIER HEIGHT 1 BASE NO TYPE PIERS WIDTH DIAMETER WIDTH Zl F0515P CHANNEL DEFINITION lISTING ZR PAGE INV DROP Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) yeS) Y(9) Y(10) I 1 4 1.00 2 4 1.25 3 4 1.50 CD 4 4 2.00 I 5 4 2.50 6 4 3.00 CD 7 4 3.50 I S 4 4.00 9 4 4.50 CD 10 4 5.00 I 11 4 5.50 12 4 6.00 13 3 1 1.00 5.00 15.00 0.00 0.00 0.00 CO 14 3 0 0.00 4.50 21.00 0.00 0.00 0.00 I 1 I 1 I I I I 1 I 1 1 \4> I I ELEMENT NO I iLEMENT NO ILEMENT . NO ILEMENT NO F 0 5 1 5 P WATER SURFACE PROFILE - ELEMENT CARD LISTING D ,,~\' IS A SYSTEM OUTLET~ L.\~e. . U/S DATA STATION INVERT SECT 1000.00 1096.06 3 2 IS A REACH U/S DATA . . . STATION INVERT SECT 1020.66 1100.37 3 N 0.015 3 I S A WALL ENTRANCE . U/S DATA STATION INVERT SECT 1020.66 1100.37 14 FP 0.200 \\ ,) 4 IS A SYSTEM HEADWORKS C. e:.. ~ -~ . U/S DATA STATION INVERT SECT 1020.66 1100.37 14 I EDIT ERRORS ENCOUNTERED-COMPUTATION IS NOW BEGINNING WARNING NO.2.. . WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS I 1 I I 1 I I 1 1 I I I W S ELEV 1099.02 . W S ELEV 0.00 PAGE NO 2 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 INVERT ELEVATION IN HOWKeS, W.S.ELEV = INV + DC \-5\ . .._._..~_._.n._.____.~..,..,'". .. IENSE~: I R.B.F. & ASSOC. - SAN DIEGO FD515P WATER SURFACE PROFILE LISTING STORM DRAIN LINE "LATERAL A-4"- TRACT MAP 28510 CAMPOS VERDES FILE:1367A4 QFILE:1367A4C PAGE 2 !rATION INVERT ELEV DEPTH OF FLOW W.S. ELEV Q VEL VEL HEAD ENERGY GRD.EL. SUPER CR IT I CAL ELEV DEPTH HGTI DIA BASEl 10 NO. ZL NO AVBPR PIER I/ELEM SO SF AVE HF NORM DEPTH ZR ~*********************************************************************************~.......*************************************** 11018.83 1099.99 0.994 1100.982 12.4 9.97 1. 543 1102.525 0.00 1.330 1.50 0.00 0.00 0 0.00 0.54 0.20862 .028944 0.02 0.560 0.00 11019.37 1100.10 1.037 1101.138 12.4 9.50 1.402 1102.540 0.00 1.330 1.50 0.00 0.00 0 0.00 0.44 0.20862 .025804 0.01 0.560 0.00 11019.81 1100.19 1.084 1101.277 12.4 9.06 1.276 1102.553 0.00 1.330 1.50 0.00 0.00 0 0.00 1 0.35 0.20862 .023093 0.01 0.560 0.00 1020.16 1100.27 1.135 1101.401 12.4 8.64 1.159 1102.560 0.00 1.330 1.50 0.00 0.00 0 0.00 1 0.26 0.20862 .020763 0.01 0.560 0.00 1020.42 1100.32 1.191 1101.512 12.4 8.24 1.054 1102.566 0.00 1.330 1.50 0.00 0.00 0 0.00 1 0.18 0.20862 .018800 0.00 0.560 0.00 11020.60 1100.36 1.254 1101.611 12.4 7.85 0.958 1102.569 0.00 1.330 1.50 0.00 0.00 0 0.00 0.20862 0.06 .017234 0.00 0.560 0.00 11020.66 1100.37 1.330 1101.700 12.4 7.48 0.870 1102.570 0.00 1.330 1.50 0.00 0.00 0 0.00 WALL ENTRANCE C_~. \\ ~-6,\' 0.00 11020.66 1100.37 2.965 1103.335 12.4 0.20 0.001 1103.336 0.00 0.221 4.50 21.00 0.00 0 0.00 I f \...:: \\c:>c,.~1.:. V..> "':>-:- \\ 0::'. ::. o\:....- I I I I I \~ .1 I HEADING LINE NO 1 IS - I IIADING LINE NO 2 IS IIADING LINE NO 3 IS - 1 1 I I 1 I 1 II 1 II I I I I F 0 S 1 S P PAGE NO 3 ~ATER SURFACE PROFILE - TITLE CARO LISTING STORM DRAIN LINE IlLATERAL A-5"- TRACT MAP 28510 CAMPOS VEROES FILE: 1367AS QFILE:1367ASQ \-5k 'IE: TIME: I 41 6/1999 14:22 YATER SURFACE PROFILE fRO DE SECT CHN NO OF AVE PIER HEIGHT 1 BASE NO TYPE PIERS YIOTH DIAMETER YIOTH ZL F0515P CHANNEL DEFINITION LISTING ZR INV DROP CD 1 4 1.00 I 2 4 1.25 3 4 1.50 CD 4 4 2.00 I 5 4 2.50 6 4 3.00 CD 7 4 3.50 I 8 4 4.00 9 4 4.50 10 4 5.00 CD 11 4 5.50 I 12 4 6.00 13 3 1 1.00 5.00 15.00 0.00 0.00 0.00 CD 14 3 0 0.00 4.50 7.00 0.00 0.00 0.00 I 1 I I I I 1 1 1 I I 1 PAGE Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) \~<b .. F 051 5 P I S WATER SURFACE PROFILE - ELEMENT CARD Ll STI NG .1- LI....'(, ,1 ~" ELEMENT NO , IS A SYSTEM OUTLET . . . I U/S OATA STATION INVERT SECT 1000.00 1096.06 3 ILEMENT NO 2 IS A REACH . . . U/S DATA STATION INVERT SECT N 1026.50 1'00.23 3 0.015 ILEMENT NO 3 IS A WALL ENTRANCE . U/S DATA STATION INVERT SECT FP 1026.50 '100.23 14 0.200 ILEMENT NO 4 IS A SYSTEM HEADIIORKS C.e,. I, l~-S:' U/S DATA STATION INVERT SECT I 1026.50 '100.23 '4 EDIT ERRORS ENCOUNTERED-COMPUTATION IS NOW BEGINNING WARNING NO.2" - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS I I I I I I I I 1 I 1 1 W S ELEV 1099.02 . W S HEV 0.00 PAGE NO 2 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 INVERT ELEVATION IN HDWKDS, W.5.ElEV = INV + DC ,.10 \c:J .1 Ll CENSEE: R.B.F. & ASSOC. . SAN DIEGO F0515P PAGE I WATER SURFACE PROFILE LISTING STORM DRAIN LINE IILATERAL A-511- TRACT MAP 28510 CAMPOS VERDES FILE:1367A5 QFlLE:1367A5Q !rATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGTI BASEl ZL NO AVBPR ELEV OF. FLOW ELEV HEAD GRD. EL. ELEV DEPTH olA 10 NO. PIER I/ELEM SO SF AVE HF NORM DEPTH ZR .~***........****..**..**............................**................**.................................................... tA -'\~' 'Z.. ~C; 11100 .00 1096.06 2.960 1099.020 1.9 1.08 0.018 1099.038 0.00 0.519 1.50 0.00 0.00 0 0.00 9.30 0.15736 .000431 0.00 0.230 0.00 11009.30 1097.52 1.500 1099.024 1.9 1.08 0.018 1099.042 0.00 0.519 1.50 0.00 0.00 0 0.00 I 0.88 0.15736 .000403 0.00 0.230 0.00 1097.66 1.360 1099.022 1099.042 0.00 0.519 1.50 1010.18 1.9 1.13 0.020 0.00 0.00 0 0.00 II 0.49 0.15736 .000394 0.00 0.230 0.00 1010.67 1097.74 1.280 1099.020 1.9 1.18 0.022 1099.042 0.00 0.519 1.50 0.00 0.00 0 0.00 II 0.42 0.15736 .000427 0.00 0.230 0.00 11011.09 1097.81 1.213 1099.018 1.9 1.24 0.024 1099.042 0.00 0.519 1.50 0.00 0.00 0 0.00 0.15736 .000469 0.00 0.Z30 0.00 0.35 .1011.44 1097.86 1.155 1099.016 1.9 1.30 0.026 1099.042 0.00 0.519 1.50 0.00 0.00 0 0.00 0.32 0.15736 .000521 0.00 0.230 0.00 11011.76 1097.91 1.102 1099.013 1.9 1.36 0.029 1099.042 0.00 0.519 1.50 0.00 0.00 0 0.00 I 0.29 0.15736 .000581 0.00 0.230 0.00 1012.05 1097.96 1.054 1099.010 1.9 1.43 0.032 1099.042 0.00 0.519 1.50 0.00 0.00 0 0.00 II 0.26 0.15736 .000651 0.00 0.230 . 0.00 1012.31 1098.00 1.010 1099.007 1.9 1.50 0.035 1099.042 0.00 0.519 1.50 0.00 0.00 0 0.00 I 0.21 0.15736 .000733 0.00 0.230 0.00 1012.52 1098.03 0.968 1098.998 1.9 1.58 0.039 1099.037 0.00 0.519 1.50 0.00 0.00 0 0.00 IYORAULI C JUMP 0.00 I 1012.52 1098.03 0.246 1098.276 1.9 10.05 1.569 1099.845 0.00 0.519 1.50 0.00 0.00 0 0.00 3.29 0.15736 .118999 0.39 0.230 0.00 I II \-5'\ .1 LICENSEE: R.B.F. & ASSOC. . SAN DIEGO I IATION INVERT ELEV F0515P WATER SURFACE PROFILE LISTING IILATERAL A-S"- TRACT MAP 28510 STORM DRAIN LINE CAMPOS VERDES FILE: 1367A5 QFILE:1367A5Q DEPTH OF. FLOW W.S. ELEV Q VEL VEL HEAD ENERGY GRO.EL. SUPER CR I TJ CAL ELEV DEPTH HGTI OIA BASEl ID NO. ZL PAGE Z NO AVBPR PIER IELEM SO SF AVE HF NORM DEPTH ZR *********************************************************************************************************************************** 1015.81 2.22 1018.03 I 1.61 1019.64 1098.55 0.15736 1098.90 0.15736 1099.15 II 1.25 0.15736 1020.89 1099.35 I 11021.88 0.80 11022.68 0.67 11023.35 I 0.55 1023.90 I 0.99 0.15736 1099.50 0.15736 1099.63 0.15736 1099.73 0.15736 1099.82 0.47 0.15736 1024.37 1099.89 1 0.40 0.15736 1102::: 11025.11 0.29 I I 1099.96 0.15736 1100.01 0.15736 0.254 1098.802 0.263 1099.160 0.272 1099.423 0.281 1099.628 0.290 1099.793 0.300 1099.929 0.310 1100.044 0.321 1100.142 0.332 1100.227 0.343 1100.301 0.355 1100.366 1.9 9.55 1.9 1.9 1.9 1.9 1.9 1.9 1.9 1.9 1.9 1.9 1.416 1100.218 .103424 0.23 9.09 1.283 1100.443 .090411 0.15 8.68 1.169 1100.592 .078975 0.10 0.00 0.00 0.00 8.26 1.060 1100.6B8 0.00 .068938 0.07 7.88 0.965 1100.758 .060205 0.05 7.54 0.883 1100.812 .052609 0.04 7.17 0.798 1100.842 .045988 0.03 6.83 0.725 1100.867 .040218 0.02 0.00 0.00 0.00 0.00 6.53 0.662 1100.889 0.00 .035147 0.01 6.23 0.603 1100.904 .030724 0.01 5.94 0.547 1100.913 .026867 0.01 0.00 0.00 0.519 0.519 0.519 0.519 0.519 0.519 0.519 0.519 0.519 0.519 0.519 0.230 0.230 0.230 0.230 0.230 0.230 0.230 0.230 0.230 0.230 0.230 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 o 0.00 o 0.00 o 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 o 0.00 o 0.00 o 0.00 o 0.00 0.00 0.00 0 0.00 1.50 0.00 0.00 1.50 0.00 0.00 0.00 0.00 0.00 o 0.00 o 0.00 \~ .1 LI CENSEE: R.B.F. & ASSOC. . SAN DIEGO FD515P PAGE 3 I WATER SURFACE PROFILE LISTING STORM DRAIN LINE IILATERAl A~511- TRACT MAP 28510 CAMPOS VERDES FILE:1367A5 QFI LE: 1367A5Q ITATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGTI BASEl ZL NO AVBPR ELEV OF. FLOW HEV HEAD GRD.EL. HEV DEPTH DIA 10 NO. PIER I/ElEM SO SF AVE HF NORM DEPTH ZR *********************************************************************************************************************************** .lD25.4D 1100.D6 D.367 1100.424 1.9 5.65 D.497 110D.921 0.00 D.519 1.5D 0.00 D.DO 0 0.00 0.24 0.15736 .023499 0.01 0.230 0.00 11025.64 1100.10 0.380 1100.475 1.9 5.40 0.452 1100.927 0.00 0.519 1.50 0.00 0.00 0 0.00 . 0.20 0.15736 .020560 0.00 0.230 0.00 1100.13 0.393 1100.520 1.9 5.14 0.409 1100.929 0.00 0.519 1.50 0.00 0.00 0 0.00 1025.84 I 0.17 0.15736 .017990 0.00 0.230 0.00 1026.01 1100.15 0.407 1100.560 1.9 4.90 0.372 1100.932 0.00 0.519 1.50 0.00 0.00 0 0.00 I 0.14 0.15736 .015745 0.00 0.230 0.00 11026.15 1100.17 0.421 1100.596 1.9 4.67 0.338 1100.934 0.00 0.519 1.50 0.00 0.00 0 0.00 0.15736 .013770 0.00 0.230 0.00 0.12 11026.27 1100.19 0.435 1100.629 1.9 4.46 0.309 1100.938 0.00 0.519 1.50 0.00 0.00 0 0.00 0.08 0.15736 .012053 0.00 0.230 0.00 11026.35 1100.21 0.451 1100.658 1.9 4.25 0.281 1100.939 0.00 0.519 1.50 0.00 0.00 0 0.00 0.07 0.15736 .010554 0.00 0.230 0.00 I 1026.42 1100.22 0.466 1100.684 1.9 4.05 0.255 1100.939 0.00 0.519 1.50 0.00 0.00 0 0.00 . 0.04 0.15736 .009240 0.00 0.230 0.00 1026.46 1100.22 0.483 1100.707 1.9 3.86 0.232 1100.939 0.00 0.519 1.50 0.00 0.00 0 0.00 1 0.03 0.15736 .008097 0.00 0.230 0.00 1026.49 1100.23 0.500 1100.729 1.9 3.68 0.211 1100.940 0.00 0.519 1.50 0.00 0.00 0 0.00 I 0.01 0.15736 .007071 0.00 0.230 0.00 11026.50 1100.23 0.519 1100.749 1.9 3.50 0.190 1100.939 0.00 0.519 1.50 0.00 0.00 0 0.00 \\ ~-S" WALL ENTRANCE C.\::>. 0.00 I I \~ 'ICENS:E: I STORM DRAIN llNE "LATERAL CAMPOS VERDES FILE:1367A5 QFILE:1367ASQ FOS1SP WATER SURFACE PROFILE LISTING A-S", TRACT MAP 28S10 PAGE 4 R.B.F. & ASSOC. - SAN DIEGO ITATION INVERT ELEV DEPTH OF FLOW W.S. ELEV Q VEL VEL HEAD ENERGY GRD.EL. SUPER CR IT I CAL ELEV DEPTH HGTI DIA BASEl 10 NO. ZL NO AVBPR PIER I/ELEM SO SF AVE HF NORM DEPTH ZR ********************************************************************************************************************************* 11D26.SD 1100.23 0.793 1101.023 1.9 0.34 0.002 1101.02S 0.00 0.132 4.S0 7.00 0.00 o 0.00 I FL.:=-- \ \ D~.l:' W"::>-;. \\t>\. '0 - 0"- I I I I I I I I 1 I I I I \~ I I HEADING LINE NO 1 IS . I HEADING LINE NO 2 IS - I IIEADING LINE NO 3 IS - I II I II I II I I I I I I I I F 0.5 1 5 P PAGE NO 3 WATER SURFACE PROFILE - TITLE CARD LISTING STORM DRAIN LINE "LATERAL A-6". TRACT MAP 28510 CAMPOS VERDES FILE:1367A6 QFILE:1367A6Q \Cp\ IIlE: 41 6/1999 TIME: 14: 16 1 F05l5P ~ATER SURFACE PROFILE CHANNEL DEFINITION LISTING PAGE F~ SECT CHN NO OF AVE PIER HEIGHT 1 BASE NO TYPE PIERS ~IDTH DIAMETER ~IDTH ZL ZR INV DROP Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) V(l0) CD 1 4 1.00 t 2 4 1.25 3 4 1.50 CD 4 4 Z.DO I 5 4 2.50 6 4 3.00 CD 7 4 3.50 I 8 4 4.00 9 4 4.50 10 4 5.00 CD 11 4 5.50 I~ 12 4 6.00 13 3 1 1.00 5.00 15.00 0.00 0.00 0.00 CD 14 3 0 0.00 4.50 14.00 0.00 0.00 0.00 I I I I I I I 1 I I I I V.,V .. I ELEMENT NO I ELEMENT NO I IEMENT NO IEMENT NO F 0 5 1 5 P WATER SURFACE PROFILE . L....\....,;)c:. \~ ~\, 1 IS A SYSTEM OUTLET' . U/S DATA STATION INVERT 1000.00 1096.73 ELEMENT CARD LISTING . SECT 3 2 IS A REACH U/S DATA . . . STATION INVERT SECT 1027.71 1101.80 3 N 0.013 3 IS A WALL ENTRANCE U/S DATA STATION 1027.71 . INVERT SECT 1101.80 14 FP 0.200 4 I S A SYSTEM HEAOWORKS C _ eo. 'I ~ -b I . U/S DATA STATION INVERT SECT 1027.71 1101.80 14 IEDIT ERRORS ENCOUNTERED-COMPUTATION IS NOW BEGINNING WARNING NO.2" - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS I I I I I I I 1 I 1 I I W S ELEV 1100.19 . W S ELEV 0.00 PAGE NO 2 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 INVERT ELEVATION IN HOWKeS, W.S.ELEV = INV + DC \~~ I~ENSEE: R.B.F. & ASSOC. . SAN DIEGO F0515P PAGE ~ATER SURFACE PROFILE LISTING I STORM DRAIN liNE II LATERAL A-6u. TRACT MAP 28510 CAMPOS VERDES FIlE:1367A6 OFIlE:1367A6o ITATION INVERT DEPTH N.S. 0 VEL VEL ENERGY SUPER CRITICAL HGTI BASEl Zl NO AVBPR ElEV OF FlO~ ElEV HEAD GRO.El. ElEV DEPTH OIA 10 NO. PIER I/ElEM SO SF AVE HF NORM DEPTH ZR ********************************************************************************************************************************* LI"-'>c \\.~\, 11000.00 1096.73 3.460 1100.190 6.4 3.62 0.204 1100.394 0.00 0.978 1.50 0.00 0.00 0 0.00 7.87 0.18297 .003712 0.03 0.380 0.00 11007.87 1098.17 2.049 1100.220 6.4 3.62 0.204 1100.424 0.00 0.978 1.50 0.00 0.00 0 0.00 HYDRAULIC JUMP 0.00 .1007.87 1098.17 0.436 1098.607 6.4 14.99 3.488 1102.095 0.00 0.978 1.50 0.00 0.00 0 0.00 I 2.49 0.18297 .102430 0.26 0.380 0.00 1010.36 1098.62 0.451 1099.076 6.4 14.29 3.169 1102.245 0.00 0.978 1.50 0.00 0.00 0 0.00 I 2.91 0.18297 .089508 0.26 0.380 0.00 1013.27 1099.16 0.467 1099.625 6.4 13.62 2.879 1102.504 0.00 0.978 1.50 0.00 0.00 0 0.00 I 2.35 0.18297 .078370 0.18 0.380 0.00 11015.62 1099.59 0.483 1100.071 6.4 12.98 2.617 1102.688 0.00 0.978 1.50 0.00 0.00 0 0.00 0.18297 1.93 .06B618 0.13 0.380 0.00 11017.55 1099.94 0.500 1100.441 6.4 12.38 2.380 1102.821 0.00 0.978 1.50 0.00 0.00 0 0.00 1.62 0.18297 .060128 0.10 0.380 0.00 11019.17 1100.24 0.518 1100.755 6.4 11.81 2.165 1102.920 0.00 0.978 1.50 0.00 0.00 0 0.00 I 1.36 0.18297 .052727 0.07 0.380 0.00 1100.49 0.537 1101.024 6.4 11.25 1.964 1102.988 0.00 0.978 1.50 0.00 0.00 0 0.00 1020.53 I 1.17 0.18297 .046236 0.05 0.380 0.00 1021.70 1100.70 0.556 1101.257 6.4 10.74 1.791 1103.048 0.00 0.978 1.50 0.00 0.00 0 0.00 I 1.00 0.18297 .040540 0.04 0.380 0.00 11022.70 1100.88 0.576 1101.460 6.4 10.24 1.628 1103.088 0.00 0.978 1.50 0.00 0.00 0 0.00 0.18297 .03556B 0.03 0.380 0.00 0.86 . I \c,1il. IENSE~ : R.B.F. & ASSOC. - SAN DIEGO F0515P PAGE 2 WATER SURFACE PROFILE LISTING I STORM DRAIN LINE "LATERAL A-6"- TRACT MAP 2B510 CAMPOS VERDES FILE:1367A6 QFI LE: 1367A6Q IATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGTI BASEl ZL NO AVBPR ELEV OF FLOW ElEV HEAD GRD.El_ ELEV DEPTH DIA 10 NO. PIER aElEM SO SF AVE HF NORM DEPTH ZR ******************************************************************************************************************************** 1023.56 1101.04 0.597 1101.638 6.4 9.76 1.478 1103.116 0.00 0.978 1.50 0.00 0.00 0 0.00 0.75 0.18297 .031204 0.02 0.380 0.00 1024.31 1101.18 0.618 1101.796 6.4 9.30 1.344 1103.140 0.00 0.978 1.50 0.00 0.00 0 0.00 0.64 0.18297 .027388 0.02 0.380 0.00 1024.95 1101.30 0.641 1101.936 6.4 8.86 1.220 1103.156 0.00 0.978 1.50 0.00 0.00 0 0.00 I 0.55 0.18297 _ 024068 0.01 0.380 0.00 1025.50 1101.39 0.665 1102.060 6.4 8.45 1.110 1103.170 0.00 0.978 1.50 0.00 0.00 0 0.00 I 0.46 0.18297 .021159 0.01 0.380 0.00 1025.96 1101.48 0.690 1102.171 6.4 8.06 1. 009 1103.180 0.00 0.978 1.50 0.00 0.00 0 0.00 I 0.41 0.18297 .018600 0.01 0.380 0.00 11026.37 1101.56 0.715 1102.270 6.4 7.69 0.919 1103.189 0.00 0.978 1.50 0.00 0.00 0 0.00 0.18297 0.380 0.00 0.33 .016365 0.01 1026.70 1101.62 0.743 1102.359 6.4 7_33 0.835 1103.194 0.00 0.978 1.50 0.00 0.00 0 0.00 0.29 0.18297 .014415 0.00 0.380 0.00 1026.99 1101.67 0.771 1102.439 6.4 6.99 0.758 1103.197 0.00 0.978 1.50 0.00 0.00 0 0.00 l 0.23 0.18297 .012699 0.00 0.380 0.00 027.22 1101.71 0.801 1102.511 6.4 6.67 0.690 1103.201 0.00 0.978 1.50 0.00 0.00 0 0.00 I 0.18 0.18297 .011200 0.00 0.380 0.00 1027.40 1101.74 0.832 1102.575 6.4 6.36 0.627 1103.202 0.00 0.978 1.50 0.00 0.00 0 0.00 I 0.14 0.18297 .009885 0.00 0.380 0.00 11027.54 1101.77 0.865 1102.634 6.4 6.06 0.570 1103.204 0.00 0.978 1.50 0.00 0.00 0 0.00 0.18297 .008737 0.00 0.380 0.00 0.10 I 1 \(,-6 IENSE~: I STORM ORAIN lINE CAMPOS VERDES FILE: 1367A6 QFIlE:1367A60 F0515P WATER SURFACE PROFILE lISTING IILATERAL A-611~ TRACT MAP 28510 PAGE 3 R.B.F. & ASSOC. - SAN DIEGO IAllON INVERT ElEV DEPTH OF FLOW W.S. ElEV Q VEL VEL HEAD ENERGY GRD.El. SUPER CR IT I CAl ElEV DEPTH HGTI DIA BASEl 10 NO. Zl NO AVBPR PIER IElEM SO SF AVE HF NORM DEPTH ZR *************************************************************.****************.******************.*.**************************** IOZ7.64 1101.79 0.900 110Z.6B6 6.4 5.78 0.51B 1103.204 0.00 0.978 1.50 0.00 0.00 0 0.00 0.05 0.18297 .00m3 0.00 0.380 0.00 1027.69 1101.80 0.937 1102.734 6.4 5.51 0.471 1103.205 0.00 0.978 1.50 0.00 0.00 0 0.00 0.02 0.18297 .006848 0.00 0.380 0.00 1027.71 1101.80 0.978 1102.778 6.4 5.25 0.427 1103.205 0.00 0.978 1.50 0.00 0.00 0 0.00 III ENTRANCE C_~. \l ~-b" 0.00 1027.71 1101.80 1.633 1103.433 6.4 0.28 0.001 1103.434 0.00 0.187 4.50 14.00 0.00 0 0.00 I FL-=- \ \ 0:0_ :'0 I W"::>~ \lc.~A 0"- I I I I I I I I I \~ I I HEADING LINE NO 1 IS - I IIADING LINE NO 2 IS : IIADING LINE NO 3 IS - I II I II I I I I I I I I I I F 051 5 P PAGE NO 3 WATER SURFACE PROFILE - TITLE CARD LISTING STORM DRAIN LINE "LATERAL A-7"- TRACT MAP 28510 CAMPOS VERDES FILE: 1367A7 QFILE:1367A7Q \10'1 liTE: 4/ 6/1999 TIME: 14:17 I F0515P WATER SURFACE PROFILE CHAHNEL DEFINITION LISTING PAGE _ARO lODE SECT CHN NO OF AVE PIER HEIGHT 1 BASE NO TYPE PIERS WIDTH DIAMETER WIDTH ZL ZR INV DROP Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CD 1 4 1.00 I~ 2 4 1.25 3 4 1.50 CD 4 4 2.00 I~ 5 4 2.50 6 4 3.00 CD 7 4 3.50 E 8 4 4.00 9 4 4.50 10 4 5.00 CD 11 4 5.50 t 12 4 6.00 13 3 1 1.00 5.00 15.00 0.00 0.00 0.00 CD 14 3 0 0.00 4.50 Z1.00 0.00 0.00 0.00 II I I I I I II I I I I I \r.Jb I FOS'15P I WATER SURFACE PROFILE - ELEMENT CARD LISTING L\ ~ "t::." ELEMENT NO IS A SYSTEM OUTLET . . . I U/S DATA STATION INVERT SECT 1000.00 1099.38 3 ELEMENT NO 2 IS A REACH . . . I U/S DATA STATION INVERT SECT N 1020.01 1105.02 3 0.013 W S ELEV 1102.83 IEMENT NO 3 I S A WALL ENTRANCE . U/S DATA STATION INVERT SECT 1020.01 1105.02 14 FP 0.200 IEMENT NO I'" -. '\ 4 IS A SYSTEM HEAOIlORKS C _ &. u- I. U/S DATA STATION INVERT SECT 1020.01 1105.02 14 IEOIT ERRORS ENCOUNTERED-COMPUTATION IS NOW BEGINNING WARNING NO.2.. - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR . W S ELEV 0.00 PAGE NO 2 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 EQUALS INVERT ELEVATION IN HOWKeS, W.S.ELEV . INV + DC I I I I I I I I I I I I \fc~ ------ __m___________ ICENSEE; R.B.F. & ASSOC. . SAN DIEGO FD515P PAGE WATER SURFACE PROFILE LISTING I STORM DRAIN LINE IILATERAL A~ 711- TRACT MAP 28510 CAMPOS VERDES FILE:1367A7 QFILE:1367A7Q ITATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGTI BASEl ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD .EL. ELEV DEPTH DIA ID NO. PIER IIELEM SO SF AVE HF NORM DEPTH ZR *************~A~AAAAAA*********************************************************************************************************** L\~\.\ r.::." 11000.00 1099.38 3.450 1102.830 9.9 5.60 0.487 1103-317 0.00 1.213 1.50 0.00 0.00 0 0.00 1.61 0.28186 .008882 0.01 0.430 0.00 11001.61 1099.83 3.021 1102.855 9.9 5.60 0.487 1103.342 0.00 1.213 1.50 0.00 0.00 0 0.00 HYDRAULI C JUMP 0.00 11001.61 1099.83 0.521 1100.355 9.9 18.13 5.105 1105.460 0.00 1.213 1.50 0.00 0.00 0 0.00 I 2.07 0.28186 .126736 0.26 0.430 0.00 1003.68 1100.42 0.532 1100.949 9.9 17.6Z 4.819 1105.768 0.00 1.213 1.50 0.00 0.00 0 0.00 I 2.49 0.28186 .113941 0.28 0.430 0.00 1006.17 1101. 12 0.551 1101.670 9.9 16.78 4.372 1106.042 0.00 1.213 1.50 0.00 0.00 0 0.00 I 2.08 0.28186 .099923 0.21 0.430 0.00 11008.25 1101.70 0.571 1102.276 9.9 15.99 3.972 1106.248 0.00 1.213 1.50 0.00 0.00 0 0.00 1.75 0.28186 .087684 0.15 0.430 0.00 11010.00 1102.20 0.592 1102.791 9.9 15.25 3.613 1106.404 0.00 1.213 1.50 0.00 0.00 0 0.00 1.50 0.28186 .076941 0.12 0.430 0.00 11011.50 1102.62 0.613 1103.235 9.9 14.56 3.291 1106.526 0.00 1.213 1.50 0.00 0.00 0 0.00 I 1.29 0.28186 .067544 0.09 0.430 0.00 1102.98 1012.79 0.636 1103.621 9.9 13.87 2.985 1106.606 0.00 1.213 1.50 0.00 0.00 0 0.00 I 1.12 0.28186 .059331 0.07 0.430 0.00 1013.91 1103.30 0.659 1103.959 9.9 13.22 2.713 1106.672 0.00 1.213 1.50 0.00 0.00 0 0.00 I 0.96 0.28186 .052137 0.05 0.430 0.00 11014.87 1103.57 0.684 1104.256 9.9 12.61 2.470 1106.726 0.00 1.213 1.50 0.00 0.00 0 0.00 0.28186 0.85 .045839 0.04 0.430 0.00 I \,\0 I IENSEE; R.B.L & ASSOC. . SAN DIEGO F0515P PAGE 2 WATER SURFACE PROFILE LISTING I STORM DRAIN LINE "LATERAL A.7'" TRACT MAP 28510 CAMPOS VEROES FILE: 1367A7 OFI LE: 1367A70 IATlON INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL HGTI BASEl ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRO.EL. ELEV DEPTH OIA 10 NO. PIER IELEM SO SF AVE HF NORM DEPTH ZR *****************************************************.....*********.***.*************........***..******...******.****.......*** 1015.72 1103.81 0.709 1104.519 9.9 12.03 2.247 1106.766 0.00 1.213 1.50 0.00 0.00 0 0.00 0.73 0.28186 .040316 0.03 0.430 0.00 11016.45 1104.02 0.736 1104.753 9.9 11.46 2.039 1106.792 0.00 1.213 1.50 0.00 0.00 0 0.00 0.64 0.28186 .035495 0.02 0.430 0.00 11017.09 1104.20 0.764 1104.961 9.9 10.93 1.854 1106.815 0.00 1.213 1.50 0.00 0.00 0 0.00 I 0.55 0.28186 .031278 0.02 0.430 0.00 1017.64 1104.35 0.794 1105.147 9.9 10.42 1.686 1106.833 0.00 1.213 1.50 0.00 0.00 0 0.00 I 0.49 0.28186 .027589 0.01 0.430 0.00 1018.13 1104.49 0.825 1105.314 9.9 9.94 1. 534 1106.848 0.00 1.213 1.50 0.00 0.00 0 0.00 I 0.41 0.2B1B6 .024342 0.01 0.430 0.00 11018.54 1104.61 0.857 1105.463 9.9 9.47 1.394 1106.857 0.00 1.213 1.50 0.00 0.00 0 0.00 0.28186 0.35 .021507 0.01 0.430 0.00 11018.89 1104.71 0.892 1105.598 9.9 9.03 1.267 1106.865 0.00 1.213 1.50 0.00 0.00 0 0.00 0.31 0.28186 .019030 0.01 0.430 0.00 11019.20 1104.79 0.928 1105.719 9.9 8.62 1. 153 1106.872 0.00 1.213 1.50 0.00 0.00 0 0.00 I 0.24 0.28186 .016861 0.00 0.430 0.00 1104.86 0.967 1105.827 8.22 1019.44 9.9 1.048 1106.875 0.00 1.213 1.50 0.00 0.00 0 0.00 I 0.20 0.28186 .014976 0.00 0.430 0.00 1019.64 1104.92 1.009 1105.926 9.9 7.83 0.953 1106.879 0.00 1.213 1.50 0.00 0.00 0 0.00 I 0.16 0.28186 .013329 0.00 0.430 0.00 11019.80 1104.96 1.053 1106.014 9.9 7.47 0.866 1106.880 0.00 1.213 1.50 0.00 0.00 0 0.00 0.28186 .011894 0.00 0.430 0.00 0.12 I \\\ I IENSEE; R.B.F. & ASSOC. . SAN DIEGO F0515P WATER SURFACE PROFILE LISTING STORM DRAIN LINE "LATERAL A.7". TRACT MAP 28510 CAMPOS VERDES FILE: 1367A7 QFILE:1367A7Q I .TATION VEL VEL HEAD ENERGY GRD.EL. SUPER CR IT I CAL ELEV DEPTH W.S. ELEV Q INVERT ELEV DEPTH OF FLOW PAGE 3 HGT! DIA BASE! ID NO. NO AVBPR PIER ZL I!ELEM SO SF AVE HF NORM DEPTH ZR **********************...*.**********.......*****.************.*******.......*****....*.*****.......******......******.......**** 11019.92 1104.99 1.101 1106.094 9.9 7.12 0.787 1106.881 0.00 1.213 0.07 0.28186 .010655 0.00 11019.99 1105.01 1.153 1106.167 9.9 6.79 0.715 1106.8B2 0.00 1.213 0.02 0.28186 .009593 0.00 11020.01 1105.02 1.213 1106.233 9.9 6.47 0.649 1106.882 0.00 1.213 IALL ENTRANCE 1020.01 1105.02 <:: - e:,_ ,\. (~ _ "\ \, 1107.374 0.00 0.190 9.9 0.20 0.001 2.353 1107.373 I f-L=. \\ t:._S, v.:> C:> =- \ \ 1::.( -Cor ~\L I I I . I I I I I I 1.50 0.00 0.00 0 0.00 0.430 0.00 1.50 0.00 0.00 0 0.00 0.430 0.00 1.50 0.00 0.00 0 0.00 0.00 4.50 21.00 0.00 0 0.00 \'\j/ I I HEADING LINE NO 1 IS - I HEADING LINE NO 2 IS -' I IIrDING LINE NO 3 IS - I I I I I I I I I I I I I I F 0 5 1 5 P PAGE NO 3 WATER SURFACE PROFILE - TITLE CARD LISTING STORM DRAIN LINE "LATERAL A-8"~ TRACT MAP 28510 v..<;;~ r:=:, ~ is....:cl2.'' ~ C>'-'C<L~--:l ~ "'\\L "Z.''';c,,-:.-'-. CAMPOS VERDES FILE:1367A8 QFILE:1367ASQ \-\,0 IE: TIME: I 4/ 6/1999 11:32 WATER SURFACE PROFILE ~~ SECT CHN NO OF AVE PIER HEIGHT 1 BASE NO TYPE PIERS WIDTH DIAMETER WIDTH ZL FD515P CHANNEL DEFINITION LISTING ZR PAGE INV DROP Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) yeS) Y(9) Y(1D) I 1 4 1.00 2 4 1.25 3 4 1.50 CD 4 4 2.00 I 5 4 2.50 6 4 3.00 CO 7 4 3.50 ~ S 4 4.00 9 4 4.50 10 4 5.00 f 11 4 5.50 12 4 6.00 13 3 1 1.00 5.00 15.00 0.00 0.00 0.00 CO 14 3 0 0.00 10.00 6.00 0.00 0.00 0.00 I I I I I I I I I I I I \""\" ELEMENT NO 6 IS A SYSTEM HEADWORKS . I UIS DATA STATION INVERT SECT 1192.63 11D1.38 14 EDIT ERRORS ENCOUNTERED-COMPUTATION IS NOW BEGINNING i WARNING NO.2.. - WATER SURFACE ELEVATION GIVEN IS, lESS THAN OR EQUALS I I ELEMENT NO I fEMENT NO IEMENT NO IEMENT NO IEMENT NO I I I I I I I I I I WATER SURFACE PROFILE - ELEMENT L-~"-"c \ 8:-\ . IS A SYSTEM OUTLET UIS DATA STATION INVERT 1000.00 1098.44 SECT 7 2 IS A REACH UIS OATA P:c.. . . STATION INVERT SECT 1069.28 1099.50 7 3 IS A REACH Ee-. UIS OATA STATION INVERT 1100.20 1099.97 * SECT 7 4 IS A REACH UIS OATA . . STATION INVERT SECT 1192.63 110'.38 7 5 IS A WAll ENTRANCE UIS OATA STATION INVERT SECT 1192.63 1101.38 14 F 0 5 1 5 P PAGE NO 2 . CARD LISTING W S ElEV '102.92 N RADIUS ANGLE ANG PT MAN H 0.015 0.00 32.21 O.OD 0 N RADIUS ANGLE ANG PT MAN H 0.015 0.00 0.00 0.00 0 N RAD IUS ANGLE ANG PT MAN H 0.015 0.00 0.00 0.00 0 FP 0.200 . . . . W S ELEV 0.00 INVERT ELEVATION IN HOWKDS, W.S.ElEV . INV + OC / \'\":) I LICENSEE: R.B.F. & ASSOC. . SAN DIEGO I IATlON INVERT ELEV IELEM SO WATER STORM DRAIN LINE IILATERAL A-8"~ CAMPOS VERDES FILE:1367A8 QFILE:1367A8Q DEPTH OF .FLOII VEL FD515P SURFACE PROFILE TRACT MAP 28510 VEL ENERGY HEAD GRD.EL. SF AVE HF LISTING SUPER CR IT I CAL ELEV DEPTH PAGE HGTI DIA 8ASEI 10 NO. NO AVBPR PIER W.S. ELEV Q ZL NORM DEPTH ZR **************************r******************************************************************************************************** Ll.....,~ 'r-:. 11000.00 1098.44 4.480 1102.920 89.6 9.31 1.347 1104.267 0.00 2.938 3.50 0.00 0.00 0 0.00 69.28 0.01530 1069.28 ~.50 130.92 0.01520 "EI:.- 1100.20 1099.97 192.43 0.01525 1192.63 1101.38 ILL ENTRANCE 1192.63 1101.38 II I I I I I I II I 4.313 1103.813 89.6 9.31 4.169 1104.139 9.31 89.6 3.735 1105.115 89.6 6.252 1107.632 89.6 .010559 0.73 1.347 1105.160 .010559 0.33 1.347 1105.486 .010559 0.98 9.31 0.00 2.938 0.00 2.938 1.347 1106.462 0.00 2.938 2.39 0.089 1107.721 0.00 1.907 2.435 0.00 3.50 0.00 0.00 o 0.00 2.441 0.00 3.50 0.00 0.00 0 0.00 2.437 0.00 3.50 0.00 0.00 0 0.00 0.00 10.00 6.00 0.00 0 0.00 \~fp I I HEADING LINE NO 1 IS - I rING LINE NO 2 IS rING LINE NO 3 IS - I I I I I I I I I I I I I I F 051 5 P PAGE NO 3 ~ATER SURFACE PROFILE - TITLE CARO LISTING STORM DRAIN LINE "LATERAL A-8"- TRACT MAP 28510 CAMPOS VEROES FILE: 1367AB QFILE:1367ABC I \\'\ IE: TIME: I 4/ 6/1999 11:39 WATER SURFACE PROFILE IRD DE SECT CHN NO OF AVE PIER HEIGHT 1 BASE NO TYPE PIERS WIDTH DIAMETER WIDTH ZL FD515P CHANNEL DEFINITION LISTING ZR PAGE INV DROP Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) I 1 4 1.00 2 4 1.25 3 4 1.50 CD 4 4 2.00 I 5 4 2.50 6 4 3.00 CD 7 4 3.50 - 8 4 4.00 9 4 4.50 10 4 5.00 CD 11 4 5.50 I 12 4 6.00 13 3 1 1.00 5.00 15.00 0.00 0.00 0.00 CO 14 3 0 0.00 10.00 6.00 0.00 0.00 0.00 I I I I I I I I I I I I \1'b I I ELEMENT NO I ILEMENT NO ILEMENT NO ILEMENT NO ILEMENT NO I F 0 5 1 5 P PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING IS A SYSTEM OUTLET Uv..;sc:'~' . . . U/S DATA STATION INVERT SECT 1000.00 1098.44 7 2 IS A REACH P>c.... . . . U/S DATA STATION INVERT SECT N 1069.28 1099.50 7 0.015 3 IS A REACH er:......---. . U/S DATA STATION INVERT SECT 1100.20 1099.97 7 . 4 IS A REACH U/S DATA . . . STATION INVERT SECT 1192.63 1101.38 7 5 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT 1192.63 1101.38 14 . ELEMENT NO 6 IS A SYSTEM HEADWORKS . I U/S DATA STATION INVERT SECT 1192.63 1101.38 14 EDIT ERRORS ENCOUNTERED-COMPUTATION IS NOW BEGINNING .. WARNING NO.2.. - WATER SURFACE ELEVATION GIVEN IS' LESS THAN OR I I I I I I I I I I N 0.015 W S ELEV 1102.92 RAD IUS ANGLE ANG PT MAN H 0.00 32.21 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 N 0.015 FP 0.200 . W S ELEV 0.00 EQUALS INVERT ELEVATION IN HOWKeS, W.S.ELEV = INV + DC \~o... IENSEE: RoB.Fo & ASSOCo - SAN DIEGO FD515P PAGE WATER SURFACE PROFILE LISTING I STORM DRAIN LINE IILATERAL A-8"~ TRACT MAP 28510 CAMPOS VERDES FILE:1367A8 QFILE:1367ABa IAlION INVERT DEPTH W.So Q VEL VEL ENERGY SUPER CRITICAL HGTI BASEl ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRDoELo ELEV DEPTH DIA 10 NO. PIER IELEM SO SF AVE HF NORM DEPTH ZR *******************************************************************************~******************************************** , ~ l..I..-.L ' ~ 11000000 1098044 40480 11020920 106 0.17 00000 1102.920 0.00 00376 3050 DoDO DoDO 0 DoDO 0001530 64.07 .000003 DoDD 00300 ~oDO 1064.07 1099042 30500 1102.920 1.6 0.17 0.000 110209Z0 0.00 0.376 3.50 DoDO 0.00 0 0.00 5021 0.01530 .000003 ~o~O 00300 DoDO 11069028 ~c... 1099.50 30419 11020919 106 0017 00000 1102.919 0.00 0.376 3.50 0.00 0000 0 DoDD 117.78 0001520 0000003 DoDO 00300 DoDO 1099.77 3.149 11020919 106 0018 11020919 DoDO 0.376 3.50 DoDO 1087006 00000 DoDO 0 ~o~O I 12004 0001520 0000003 Do~O 00300 0.00 1099010 1099095 20966 11020919 1.6 0.18 00001 1102.920 0.00 0.376 3050 0.00 0.00 0 0.00 I 1.10 0.01520 .000003 DoDO 0.300 DoDO t::::t..... 11100020 1099097 2.950 1102.920 106 0018 0.001 11020921 ~o~O 0.376 3.50 DoDO DoDO 0 0.00 0001525 0000003 DoDO 00300 DoDO 9086 11110.06 1100012 20799 11020919 106 0019 00001 11020920 0.00 00376 3050 0.00 0.00 0 DoDO 80n 0.01525 0000004 ~o~O 0.300 ~o~O 11118078 1100025 2.666 1102.919 106 0020 00001 11020920 ~o~O 0.376 3.50 DoDO DoDO 0 0.00 7086 0001525 0000004 DoDO 00300 DoDO 11126064 1100.37 20546 1102.919 1.6 0021 00001 11020920 0.00 00376 3.50 0.00 0.00 0 Do~O I 7021 0001525 0000005 DoDO 00300 DoDO 1133.85 1100048 20436 1102.919 1.6 0.22 0.001 11020920 0.00 0.376 3.50 DoDO ~o~O 0 0.00 I 6068 0001525 .000005 Do~O 00300 DoDO 1140053 1100.59 2.334 11020919 106 0023 00001 11020920 0.00 00376 3050 Do~O 0.00 0 Do~O I 6023 0001525 0000005 0.00 00300 DoDO I I \~ 1 LICENSEE: RoBoFo & ASSOC. . SAN DIEGO F0515P PAGE 2 I- WATER SURFACE PROFILE LISTING STORM DRAIN lINE "LATERAL A-8u- TRACT MAP 28510 CAMPOS VEROES FI LE: 1367A8 QFILE:1367ABC IATION INVERT DEPTH WoS. Q VEL VEL ENERGY SUPER CRITICAL HGTI BASEl ZL NO AVBPR ELEV OF 0 FLOW ELEV HEAD GRD.EL. HEV DEPTH DIA lD NOo PIER tElEM SO SF AVE HF NORM DEPTH ZR .********************.***********~********************************************************************************************* 1146076 1100068 2.239 11D20919 106 D025 00001 11020920 0000 00376 3050 0000 0.00 0 0.00 5089 0001525 .000007 0.00 00300 0000 1152065 1100077 2.149 11020919 1.6 0026 0.001 1102.920 0000 0.376 3050 0.00 0000 0 0000 I 5.50 0001525 0000007 0.00 00300 0000 1100.85 20065 11020919 3050 0000 0000 1158015 1.6 0027 00001 1102.920 0000 00376 0 0000 I 5.18 0.01525 0000008 0000 0.300 0000 1163.33 1100093 10986 1102.919 106 0.28 00001 11020920 0000 0.376 3.50 0000 0.00 0 0.00 I 4098 0001525 .000010 0000 00300 0000 11168031 1101.01 1.910 11020919 1.6 0030 0.001 11020920 0.00 0.376 3050 0000 0000 0 0.00 0.01525 0000011 0.00 00300 0.00 4.64 11172095 1101.08 1.839 11020919 1.6 0031 0.002 11020921 0000 00376 3050 0000 0000 0 0000 4052 0001525 0000012 0000 0.300 0000 11177.47 1101. 15 10770 1102.919 106 0033 00002 11020921 0.00 0.376 3.50 0000 0000 0 0.00 I 4025 0.01525 .000014 0.00 0.300 0.00 1181. 72 1101.21 ..10705 11020919 1.6 0034 0.002 11020921 0000 00376 3050 0000 0000 0 0000 I 4006 0001525 0000016 0000 00300 0.00 1185.78 1101. 28 1.643 11020919 1.6 0036 0.002 11020921 0.00 00376 3050 0000 0000 0 0.00 I 3086 0001525 0000018 0000 00300 0000 1189064 1101.33 1.584 1102.918 106 0.38 0.002 1102.920 0.00 0.376 3050 0.00 0000 0 0000 I 2099 0001525 0000020 0000 0.300 0000 11192063 1101.38 10538 1102.918 1.6 0039 00002 11020920 0000 00376 3.50 0000 0000 0 0000 WALL ENTRANCE 0000 I I \W> IENSEE': R.B.Fo & ASSOCo - SAN OIEGO I IAlION INVERT ELEV WATER STORM DRAIN LINE IILATERAL A-8"- CAMPOS VERDES FILE:1367A8 QFILE:1367ABo DEPTH OF FLOW WoSo ELEV Q VEL F0515P SURFACE PROFILE TRACT MAP 28510 VEL HEAD ENERGY GRo 0 EL. LI SlI NG SUPER CR IT I CAL ELEV DEPTH HGTI olA PAGE 3 BASEl 10 Noo ZL NO AVBPR PIER IELEM SO SF AVE HF NORM DEPTH ZR ***~**-**-*****...**************************************.****************************************************************** 1192063 1101.38 1.542 11020922 I I I I I I I I I I I I I I 1.6 0017 00000' 11020922 0000 00130 10.00 6000 0000 0 0000 \~ I- I HEADING LINE NO 1 IS - I HEADING LINE HO 2 IS _0 I ~ING LINE NO 3 IS - I I I I I I I I I I I I I I F 0 5 1 5 P PAGE NO 3 WATER SURFACE PROFILE. TITLE CARD LISTING STORM DRAIN LINE "LATERAL A-9"- TRACT MAP 28510 CAMPOS VERDES FILE:1367A9 QFILE:1367A9Q \~ I~: TIME: I 41 6/1999 14:15 WATER SURFACE PROFILE F0515P CHANNEL DEFINITION LISTING PAGE F~ SECT CHN NO OF AVE PIER HEIGHT 1 SASE NO TYPE PIERS WIDTH DIAMETER WIDTH ZL ZR INV Y(l) Y(2) Y(3) Y(4) Y(5) Y(6) y(7) yeS) Y(9) Y(10) DROP CD 1 4 1.00 t 2 4 1025 3 4 1050 CD 4 4 2000 I 5 4 2050 6 4 3000 CD 7 4 3.50 f 8 4 4000 9 4 4.50 10 4 5.00 CD 11 4 5.50 I~ 12 4 6000 13 3 1 1000 5.00 15.00 0000 0.00 0.00 CO 14 3 0 0.00 4050 21.00 0.00 0000 0.00 I I I I I I I I I I I I \'?A I- I ELEMENT NO I ELEMENT NO I F 051 5 P MATER SURFACE PROFILE' E~E NT CARD G\- . SECT 3 _\'~t\ I S A SYSTEM OUTLET L.\...,;:;, . U/S DATA STATION INVERT 1000000 1100017 2 IS A REACH U/S DATA . . . STATION INVERT SECT 1030.01 1105065 3 3 IS A MALL ENTRANCE . U/S DATA STATION INVERT SECT 1030.01 1105.65 14 I "A. "'\" LEMENT NO 4 I S A SYSTEM HEAOIlORKS L _ e. - - . U/S DATA STATION INVERT SECT 1030001 1105065 14 I EDIT ERRORS ENCOUNTERED' COMPUTATION IS NON BEGINNING WARNING NOo 2 ** - MATER SURFACE ELEVATION GIVEN IS LESS THAN ILEMENT NO I I I I I I I I I I I I LISTING W S ELEV 1103053 N 00013 FP 00200 . M S ELEV 0.00 PAGE NO 2 RADIUS ANGLE ANG PT MAN H 0000 0000 0000 0 OR EQUALS INVERT ELEVATION IN HDWKDS, WoSoELEV " INV + DC / \W> I CENSEE: RoB.F. & ASSOCo . SAN DIEGO FOS1SP I ITATION INVERT ELEV ~ATER SURFACE PROFILE LISTING STORM DRAIN LINE "LATERAL A.9'" TRACT MAP 28510 CAMPOS VERDES FILE:1367A9 QFILE:1367A9C DEPTH OF FLOW Q VEL ENERGY GRO.EL. SUPER CR I TI CAL ELEV DEPTH HGT/ OIA PAGE 2 VEL HEAD WoSo ELEV BASE/ 10 NOo NO AVBPR PIER ZL I/ELEM SO SF AVE HF NORM DEPTH ZR ****************.**************************************************************************************************************** 11029.51 0050 1105.56 0018261 11030.01 1105065 WALL ENTRANCE 11030001 1105.65 I I I I I I I I I I I I 1.348 1106.906 11.65 20107 1109.013 0000 10464 1905 0030485 0002 0.690 1.464 11070114 1905 11. 10 1.915 1109.029 0000 1.464 C...b II j-::>_q '\ 3.761 11090411 1905 0.25 00001 11090412 0000 0.299 ~L.:::: ~ \ \?:.. el L--> ..., -~ \ \ DeL Q,- O\:" 1.50 0000 0.00 0.00 o 0000 1.50 0.00 0000 0 0000 0000 4.50 21000 0000 0 0000 \~\ . I "ADING LINE NO 1 IS . I HEADING LINE NO 2 IS - I ~ING LINE NO 3 IS . I I I I I I I I I I I I I I F D 5 1 5 P PAGE NO 3 WATER SURFACE PROFILE - TITLE CARD LISTING STORM DRAIN LINE "8"- TRACT MAP 28510 P:>o p~""'"", ~~\~ ~ 'C""',-"". \,..::.,-~ <;~ 'S\.OE:. ~C>~ C...:;:...>. ~~ "2.0. CAMPOS VERDES FILE:1367B QFILE:1367BQ \~ ~E: 21 2/1999 TIME: 15:24 I f~ FOS1SP ~ATER SURFACE PROFILE CHANNEL DEFINITION LISTING PAGE co SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(S) Y(6) Y(7) Y(8) Y(9) Y(10) NO TYPE PIERS ~lOTH DIAMETER ~IOTH OROP 1 4 1.00 2 4 1025 3 4 1.50 4 4 2000 5 4 2.50 6 4 3000 7 4 3050 B 4 4000 9 4 4.50 10 4 5000 11 4 5050 12 4 6000 13 3 1 1067 5.00 15067 0000 0000 0000 14 , 0 0000 3090 14000 1.50 1.50 0000 15 3 0 0000 11040 14000 0000 0000 0.00 I CD I CD I CO I CO f I I I I I I I I I I I \%\ . I F0515P PAGE NO 2 I WATER SURFACE PROFILE . ELEMENT CARD LISTING IS A SYSTEM OUTLET ~ ~"'-~ ~"":>l~ ELEMENT NO * * I U/S DATA STATION INVERT SECT W S ELEV 1000000 1062020 8 1066060 iLEMENT NO 2 IS A REACH P.>c.- * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1397071 1065070 8 00013 0000 75.70 0000 0 ILEMENT NO 3 IS A REACH e;c- * * * U/S DATA STATION INVERT SECT N RAD IUS ANGLE ANG PT MAN H 1516062 1066075 8 00013 0.00 0000 0000 0 ILEMENT NO 4 IS A JUNCTlON~ l:~. ~e...\" * * * * * U/S DATA ATION INVERT SECT LAT-1 LAT-2 N Q3 Q4 INVERT-3 INVERT-4 PHI 3 PHI 4 ILEMENT NO 1672068 1068.12 8 5 0 00013 2702 0.0 1068087 0000 45000 0000 5 IS A REACH * * * U/S DATA STATION INVERT SECT N RAD IUS ANGLE ANG PT MAN H I 1688068 1068026 8 00013 0000 0000 0000 0 ~L~~ A:U l'-cR ELEMENT NO 6 1 S A TRANS IT ION I U/S DATA STATION INVERT SECT N 1692068 1068.30 7 00013 ELEMENT NO 7 IS A REACH * * * I U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1735.68 1068.73 7 00013 0000 0.00 0000 0 , @ ILENENT NO 8 IS A ~ALl ENTRANCE 'e.'!" ,",:l'\: . \4- *t..::>,c>e C_B 0 U/S DATA STATION INVERT SECT FP 1735068 1068073 15 0.200 ILEMENT NO 9 IS A SYSTEM HEAOWORKS U/S DATA STATION INVERT SECT 1735068 1068073 15 110 EDIT ERRORS ENCOUNTERED-COMPUTATION IS NOW BEGINNING II- WARNING NOo 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS * * W S ELEV 0.00 INVERT ELEVATION IN HDWKDS. W.SoELEV = INV + DC I I I I I \~o I IELEM SO SF AVE HF NORM DEPTH ZR ...~..~::::~.~..~~::;:.......**..........**......................**........................................... 11000~062.20 4.400 10660600 13205 10.54 1.726 1068.326 0.00 30438 4000 0.00 0000 0 0.00 397.71 0000880 0008509 3.38 30220 0000 6c,... 11397071 1065.70 118091 0.00883 1 t:::C- 1516.62 1066075 4.562 10710312 13205 10.54 0000878 @ ~. 'B>- \ ~ IENSEE: 1 IATlON INCT STR 1672068 I '6000 '688.68 IANS STR 11692068 43000 RoB.Fo & ASSOCo . SAN DIEGO F05'5P ~ATER SURFACE PROFILE TRACT MAP 28510 LISTING STORM DRAIN LINE "8"- CAMPOS VERDES FILE:1367B QFILE:1367BQ INVERT ELEV DEPTH OF FLOI/ VEL HEAD ENERGY GRO.ELo SUPER CR IT I CAL ELEV DEPTH ~.So ELEV Q VEL 4.601 10054 10726 10720027 30438 0000 1070.301 '3205 0008509 1.0' 10726 10730038 30438 0.00 0006941 1008 1068.12 5.284 1073.404 10503 8.38 1. 090 10740494 0000 30107 0.00875 0005374 0.09 1068026 5.230 1073.490 10503 8038 10090 '0740580 0.00 30107 0.0'000 ,JC>\.u C"\-l~. 4~' (2eR .008164 0003 1068030 4.607 10720907 10503 10.94 '0860 10740767 0.00 30'26 0.01000 0010954 0047 11735068 1068073 4.648 1073.378 '0503 10094 1.860 10750238 0000 30126 @ ~ALL ENTRANCE Cy,"";), . , c.B. \4 l-V ~ oc.. 11735068 1068073 8.343 10770073 105.3 0090 00013 10770086 0000 1.207 I I I I I 1 Fe::: l ~ ~e:.. \ ~ LN~.~ \Dll.\ - 'C)"- PAGE HGTI OIA ZL NO AVBPR PIER BASEl 10 NOo 4000 0000 0000 0000 o 3.213 0.00 4.00 0.00 0000 0 0000 0000 4000 0000 0.00 0 0.00 20666 0000 4.00 0000 0.00 0 0.00 0000 3050 0000 0.00 0 0.00 3.04' 0000 3050 0000 0000 0 0000 0.00 '1.40 14000 0000 0 \~ -I ~ADING LINE NO 1 IS - I HEADING L[NE NO 2 [S I ~ING LINE NO 3 IS - I I I I I I I I I I I I I I F 0 5 1 5 P WATER SURFACE PROF[LE - TITLE CARO L[STING STORM ORAIN LINE "B"- TRACT MAP 28510 ~ C\<:~,. c..e, _ Scu.~ -::...tSC:: r-:::.. c;...~ ~ ~l'$'". C!-P.::.- ~~~\.~",",rC~~ CAMPOS VERDES F[LE:136781 QFILE:136781Q PAGE NO 3 ~~ ~~~. \~t- lIlTE: 21 2/1999 TIME: 15:28 I I:~ CD I~ CD -~ I~ CD t CD 10 I I I I I I I I I I I FD515P WATER SURFACE PROFILE CHANNEL DEFINITION LISTING PAGE SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(l) Y(2) Y(3) Y(4) Y(5) Y(6) ya) Y(8) Y(9) Y(10) NO TYPE PIERS WIOTH DIAMETER WIOTH DROP 1 4 1.00 2 4 1.25 3 4 1.50 4 4 2.00 5 4 2.50 6 4 3.00 7 4 3.50 8 4 4.00 9 4 4.50 10 4 5.00 11 4 5.50 12 4 6.00 13 3 1 1.67 5.00 15.67 0.00 0.00 0.00 14 1 0 0.00 3.90 14.00 1.50 1.50 0.00 15 3 0 0.00 10.67 28.00 0.00 0.00 0.00 \ o..,"b -, I ELEMENT NO I ELEMENT NO I IEMENT NO IEMENT NO F 0 5 1 5 P WATER SURFACE PROFILE - ELEMENT CARD LISTING 6."""",,,, }..A,' ,-e,. ~ IS A SYSTEM OUTLET UIS DATA STATION INVERT 1738.68 1068.78 2 IS A REACH UIS DATA . . SECT 7 . 28'. c: _I:>. SECT 15 N 0.013 @) FP 0.200 STATION INVERT SECT 1806.68 1069.46 7 3 I S A WALL ENTRANCE "5'" l~' , UIS DATA STATION INVERT 1806.68 1069.46 . 4 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT 1806.68 1069.46 15 I EDIT ERRORS ENCOUNTERED-COMPUTATION IS NOW 8EGINNING WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS I I I , I I I I I I I I W S ELEV lDn.06 . W S ELEV 0.00 PAGE NO 2 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 INVERT ELEVATION IN HDWKOS. W.S.ELEV ; INV + DC ,oA R.8.F. & ASSOC. - SAN DIEGO F0515P WATER SURFACE PROFILE LISTING STORM DRAIN LINE 11811- TRACT MAP 28510 CAMPOS VERDES FILE:136781 QFILE:1367B1Q -IENSE~ : I IATION INVERT ELEV PAGE DEPTH OF FLOW W.S. ELEV VEL ENERGY GRD.EL. SUPER CRITICAL ELEV DEPTH HGTI DIA BASEl 10 NO. ZL NO AV8PR PIER Q VEL HEAD IELEM SO SF AVE HF NORM DEPTH ZR *****************~***************************.********[Y***********************************************************www.__ t'f\'">'" ,A,' v:> \oi5 C.e.. l~. 1Ir738.68 1068.78 8.280 10n.060 94.9 9.86 1.5 1078.571 0.00 3.008 3.50 0.00 0.00 0 0.00 68.00 0.01000 .008897 0.60 2.704 0.00 1806.68 1069.46 WALL ENTRANCE 1806.68 1069.46 I I I I I I I I I I I I 8.205 10n.665 9.86 1.511 1079.176 0.00 3.008 3.50 0.00 0.00 0 0.00 94.9 @e)cI-:''', "2..8' Wl()C. C _e. 0.00 10.016 1079.476 94.9 0.34 0.002 1079.478 0.00 0.709 10.67 28.00 0.00 0 ~L.::: \O~a.\~ w.~. ~ \ D'1''\:S - D\<-. \0.6 I lADING LINE NO 1 IS - I HEAD I NG LI NE NO 2 IS - I lADING LINE NO 3 IS - I I I I I I I I I I I I I I F 0 5 1 5 P PAGE NO 3 WATER SURFACE PROFILE . TITLE CARD LISTING STORM DRAIN LINE "LATERAL S-1"- TRACT MAP 28510 CAMPOS VERDES FILE:1367B2 QFILE:136782Q \0# irE: 21 2/1999 TIME: 15:38 I I~~~ CO I~ F0515P WATER SURFACE PROFILE CHANNEL DEFINITION LISTING PAGE CD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) NO TYPE PIERS WIDTH DIAMETER WIDTH OROP 1 4 1.00 2 4 1.25 3 4 1.50 4 4 2.00 5 4 2.50 6 4 3.00 7 4 3.50 8 4 4.00 9 4 4.50 10 4 5.00 11 4 5.50 12 4 6.00 13 3 1 1.00 5.00 15.00 0.00 0.00 0.00 14 3 0 0.00 9.67 18.00 0.00 0.00 0.00 i'~ ~D ',CD _ 0 D \ :0 .~ CD I I I I I I I I I I I I \0..1 I F D 5 1 5 P PAGE NO 2 'LEMENT WATER SURFACE PROFILE . ELEMENT CARD LISTING NO IS A SYSTEM OUTLET ~ lA~ "e>" UIS DATA STATION INVERT SECT W S ELEV I 1DDD.00 1068.87 5 1073.40 ELEMENT NO 2 IS A RE~CH ~ . . . I UIS DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1033.22 1069.22 5 0.013 0.00 45.00 0.00 0 ILEMENT NO 3 IS A REACH 'G- . . . U/S DATA STATION INVERT SECT N RAD IUS ANGLE ANG PT MAN H 1068.56 1069.60 5 0.013 0.00 0.00 0.00 0 ILEMENT NO 4 IS A REACH . . . U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1148.25 1070.46 5 0.013 0.00 0.00 0.00 0 ILEMENT NO _LEMENT " 5 IS A WALL ENTRANCE C .b. "t:>- \. U/S DATA STATION INVERT SECT 1148.25 1070.46 14 FP 0.200 NO 6 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT I 1148.25 1070.46 14 EDIT ERRORS ENCOUNTERED-COMPUTATION IS NOW BEGINNING .. WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN . . W S ELEV 0.00 OR EQUALS INVERT ELEVATION IN HDWKOS, W.S.ELEV ; INV + DC I I I I I I I I I \C\~ I I ~ENSEE: I ITATION R.B.F. & ASSOC. - SAN DIEGO WATER STORM DRAIN LINE "LATERAL B'1'" CAMPOS VERDES FILE:1367B2 QFILE:1367B2Q INVERT ELEV DEPTH OF FLOW W.S. ELEV Q VEL F0515P SURFACE PROFILE TRACT HAP 28510 VEL HEAD ENERGY GRD .EL. LISTING SUPER CR IT I CAL ELEV DEPTH PAGE HGTI DIA BASEl 10 NO. ZL NO AVBPR PIER I/ELEM SO SF AVE HF NORM DEPTH ZR ***********~*~********************************************************************************************************** \9.~ v..NC" ('.)" II 1000.00 106. 7 4.530 1073.400 31.9 6.50 0.656 1074.056 0.00 1.924 2.50 0.00 0.00 0 0.00 33.22 0.01054 .006049 0.20 1.625 0.00 11033.22 35.34 11068.56 I 79.69 1'48.25 1069.22 4.474 1073.694 31.9 6.50 0.01075 1069.60 6.50 4.307 1073.907 31.9 0.01079 1070.46 6.50 3.929 1074.389 31.9 tALL ENTRANCE C. P... \\ e:. - \ " 1148.25 1070.46 5.237 1075.697 31.9 II I I I I I I I I I ~ L-= I uBu. 'U... ~.'S.":> tuiS," -D"-- 0.656 1074.350 .006049 0.21 0.656 1074.563 .006049 0.48 0.656 '075.045 0.34 0.00 1. 924 0.00 1.924 0.00 1.924 0.002 1075.699 0.00 0.460 2.50 0.00 0.00 0 0.00 1.614 0.00 2.50 0.00 0.00 0 0.00 1.612 0.00 2.50 0.00 0.00 0 0.00 0.00 9.67 18.00 0.00 0 \~l\ J **************************************************************************** I I I (C) HYDRAULIC ELEMENTS - I PROGRAM PACKAGE Copyright 1982-96 Advanced Engineering Software (aes) Ver. 6.l Release Date: Ol/Ol/96 License ID l264 Analysis prepared by: Robert Bein, William Frost & Associates l4725 Alton Parkway Irvine, California 92618 III - - - - - - . - - . - . - - - . . - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - . - - . . - - - - - . - - TIME/DATE OF STUDY: 14:45 1/20/1999 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ************************** DESCRIPTION OF STUDY ************************** IDEPTH OF FLOW-10 YEAR STORM-EAST SIDE CAMINO CAMPOS VERDES * STA 14+50 TO STA 16+16 ~ A-" * * * i************************************************************************* ************************************************************************** >>>>STREETFLOW MODEL INPUT INFORMATION<<<< It--~;~~;~-~;~~~;-~~~(~~~;/~~~;~-:--~~;~~~~-.---------------.--.----.--- CONSTANT STREET FLOW (CFS) = 20.90 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = .015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK(FEET) INTERIOR STREET CROSSFALL(DECIMAL) = .017000 OUTSIDE STREET CROSSFALL(DECIMAL) = .000100 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = .50 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 2.00 CONSTANT SYMMETRICAL GUTTER.LIP(FEET) = .03000 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = .13000 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS I***STREET FLOW SPLITS OVER STREET-CROWN*** I 1 I l8.00 FULL DEPTHCFEET) .47 FLOOD WIDTH(FEET) FULL HALF-STREET FLOW (CFS) = 18.98 FULL HALF-STREET VELOCITY(FEET/SEC.) = 5.34 SPLIT DEPTH(FEET) = .25 SPLIT FLOOD WIDTH(FEET) = 7.06 I SPLIT FLOW(CFS) = 1.92 SPLIT VELOCITY(FEET/SEC.)_= 3.32 ========================================================================== STREET FLOW MODEL RESULTS: Ir-'~;~~;-~~;~-~~~;~(~~~;)-:---~~;----------------------------------------- HALFSTREET FLOOD WIDTH(FEET) = 20.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.34 PRODUCT OF DEPTH&VELOCITY = 2.49 I 20.00 I J************************* DESCRIPTION OF DEPTH OF FLOW- lO YEAR STORM - EAST SIDE STA 11+40 TO STA 13+10 ~ 0->-" i STUDY ************************** CAMINO CAMPES VERDES * * * vP 'Il**~********************************************************************** 1************************************************************************** >>STREETFLOW MODEL INPUT INFORMATION<<<< CONSTANT STREET GRADE (FEET!FEET) = .040000 CONSTANT STREET FLOW (CFS) = 20.90 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = .015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = INTERIOR STREET CROSS FALL (DECIMAL) = .017000 OUTSIDE STREET CROSSFALL(DECIMAL) = .000100 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = .50 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 2.00 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = .03000 CONSTANT SYMMETRICAL GUTTER-HIKE (FEET) = .13000 l FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS ========================================================================== STREET FLOW MODEL RESULTS: I---~~~~;-~~;~-~~~;~(~~~;)-~---~~~---------'------------------------------- HALFSTREET FLOOD WIDTH(FEET) = 19.44 AVERAGE FLOW VELOCITY(FEET/SEC.) = 6.21 PRODUCT OF DEPTH&VELOCITY = 2.83 I I I 18.00 I t************************* DESCRIPTION OF STUDY ************************** DEPTH OF FLOW - 10 YEAR STORM- EAST SIDE CAMINO CAMPOS VERDES * * STA 10+69 ~ /:>_. . * ~************************************************************************** 1*************************************************************************** >>>STREETFLOW MODEL INPUT INFORMATION<<<< - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 1 I I I I I CONSTANT STREET GRADE (FEET!FEET) = 040000 CONSTANT STREET FLOW (CFS) = 22.00 AVERAGE STREETFLOW FRICTION FACTOR (MANNING) = .015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.00 INTERIOR STREET CROSSFALL(DECIMAL) = .017000 OUTSIDE '. STREET CROSSFALL (DECIMAL) = .000100 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = .50 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 2.00 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = .03000 CONSTANT SYMMETRICAL GUTTER-HIKE (FEET) = .13000 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS ***STREET FLOW SPLITS OVER STREET-CROWN*** FULL DEPTH(FEET) = .47 FLOOD WIDTH(FEET) = 20.00 FuLL HALF-STREET FLOWCCFS) = ?1 G1 FULL HALF-STREET VELOCITY(FEET/SEC.) = 6.16 SPLIT DEPTH(FEET) = .16 SPLIT FLOOD WIDTH(FEET) 2.00 SPLIT FLOW(CFS) = .09 SPLIT VELOCITY(FEET!SEC.) = .47 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I STREET FLOW MODEL RESULTS: - - - - - - - - - - - - ~ - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - STREET FLOW DEPTH(FEET) = .47 HALFSTREET FLOOD WIDTH(FEET) = 20.00 1P' I -. PRODUCT OF DEPTH&VELOCITY = 2.87 1(========================================================================== I I I I I I I I I I I I I I I I I AVERAGE FLOW VELOCITY(FEET/SEC.) = 6.16 1P1/ I **************************************************************************** I I I (C) HYDRAULIC ELEMENTS . I PROGRAM PACKAGE Copyright 1982.96 Advanced Engineering Software (aes) Ver. 6.1 Release Date: 01/01/96 License ID 1264 Analysis prepared by: Robert Bein, William Frost & Associates 14725 Alton Parkway Irvine, California 92618 I - - - - - . - - - - - - - - - - - - - - - - - - - - . - . - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - TIME/DATE OF STUDY: 10:10 1/27/1999 .=========================================================================== ************************** DESCRIPTION OF I DEPTH OF FLOW . 10 YEAR STORM-NORTH SIDE STA. 31+00 TO STA. 32+00 * NODE 16.1 TO NODE 16 STUDY ************************** NORTH GENERAL KEARNY RD. * * * ************************************************************************** 1*************************************************************************** >>>>STREETFLOW MODEL INPUT INFORMATION<<<< I---~~~~~~-~;;'~~~-;~~(;~~~i;~~~)-~--~;;~~;;------'---------------------- CONSTANT STREET FLOW (CFS) = 14.40 """""..:. FU\1.o.> AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = .015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 34.00 DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK(FEET) = INTERIOR STREET CROSSFALL(DECIMALl = :020000 OUTSIDE STREET CROSS FALL (DECIMAL) = .000100 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = .67 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 2.00 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = .03000 CONSTANT SYMMETRICAL GUTTER-HIKE (FEET) = .13000 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS 1I===~;;;;;=;~;;=;;;;~=;;~~~;~7============================================== I I I 32.00 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - I 1 STREET FLOW DEPTH (FEET) = .57 HALFSTREET FLOOD WIDTH(FEET) = 22.50 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.76 PRODUCT OF DEPTH&VELOCITY = 1.57 ************************** DESCRIPTION OF STUDY ************************** I DEPTH OF FLOW- 10 YEAR STORM-NORTH SIDE NORTH GENERAL KEARNY RD. * STA 27+79 TO STA 31+00 * NODE 16.1 TO NODE 16.0 * ************************************************************************** 1*************************************************************************** >>>>STREETFLOW MODEL INPUT INFORMATION<<<< I-----------------------------------------_._-~---------------------.------- CONSTANT STREET GRADE (FEET/FEET) = .008400 CONSTANT STREET FLOW (CFS) = 14.40 _'S>.. ~~ AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = .015000 I ~ I I I CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 34.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = INTERIOR STREET CROSSFALL(DECIMAL) = .020000 OUTSIDE STREET CROSSFALL(DECIMAL) = .000100 CONSTANT SYMMETRICAL CURB HEIGHT (FEETl = .67 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 2.00 CONSTANT SYMMETRICAL GUTTER.LIP(FEET) = .03000 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = .13000 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS "==;;;~~;=;~~;=~~;~~=;~;~;;7============================================== 32.00 I 1 STREET FLOW DEPTH (FEET) = .53 HALFSTREET FLOOD WIDTH(FEET) = 20.50 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.31 PRODUCT OF DEPTH&VELOCITY = 1.75 ************************** DESCRIPTION OF STUDY ************************** I DEPTH OF FLOW-10 YEAR STORM-NORTH SIDE NORTH GENERAL KEARNY RD. * STA 27+79 * * NODE 16.0 * (************************************************************************** ************************************************************************** I I I >>>>STREETFLOW MODEL INPUT INFORMATION<<<< It--;~~~;~-~;~~~;-~~~(~~~;/~~~;)-~--~~~~~~~----------.-.------.-.------- CONSTANT STREET FLOW (CFSl = 15.00 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = .015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 34.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = INTERIOR STREET CROSSFALL(DECIMALl = .020000 OUTSIDE STREET CROSSFALL(DECIMAL) = .000100 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = .67 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 2.00 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = .03000 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = .13000 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS 1r==;;;~~;=;~~;=~~;~~=;~;~~;;7============================================== - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - STREET FLOW DEPTH(FEET) = .55 HALFSTREET FLOOD WIDTH(FEET) = 21.50 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.14 PRODUCT OF DEPTH&VELOCITY = 1.73 32.00 I I ************************** DESCRIPTION OF STUDY ************************** _DEPTH OF FLOW-10 YEAR STORM-NORTH SIDE NORTH GENERAL KEARNY RD. * STA 25+40 TO STA 26+68. * NODE 18.0 . * ************************************************************************** Il************************************************************************** >>>>STREETFLOW MODEL INPUT INFORMATION<<<< Ir--;~~~;~-~~~~;-~~~{~~~;/~~~;)-:--~~~;~~~----------------------------- CONSTANT STREET FLOW(CFS) = 38.20 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = .015000 I '(,>:>l>.:. I I I CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 34.00 DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK(FEET) = INTERIOR STREET CROSSFALL(DEClMAL) = .020000 OUTSIDE STREET CROSSFALL(DECIMAL) = .000100 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = .67 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 2.00 CONSTANT SYMMETRICAL GUTTER-LIP (FEET) = .03000 CONSTANT SYMMETRICAL GUTTER-HIKE (FEET) = .13000 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS 1t==~;;ii;=;Z;;=;;;;Z=;i~~;~7============================================== 32.00 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - I I I NOTE: STREET FLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOW DEPTH (FEET) = .71 HALFSTREET FLOOD WIDTH(FEET) = 29.50 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.32 PRODUCT OF DEPTH&VELOCITY = 3.06 r************************* DESCRIPTION OF STUDY ************************** DEPTH OF FLOW-10 YEAR STORM-NORTH SIDE NOTHE GENERAL KEARNY RD. * STA. 18+82 TO STA. 25+40 * * NODE 18.0 TO NODE 18.1 * It************************************************************************* **************************************************************************** . It~~~~~~=~~~~-~~~~~-~~=~-~~~~~=~~~~~~~------_.---------------------.---- CONSTANT STREET GRADE (FEET/FEET) = .011700 I ('ONR'T')\N'!' R'T'REET FLOW(CFSl = 39.10 ""-~-'> Fu::.~ AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = .015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 34.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 32.00 I INTERIOR STREET CROSS FALL (DECIMAL) = .020000 OUTSIDE STREET CROSSFALL(DECIMAL) = .000100 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = .67 I CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 2.00 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = .03000 CONSTANT. SYMMETRICAL GUTTER-HIKE(FEET) = .13000 1r==~;;ii;:;~~;~;;~:;;~~~~7:=~~=~~=::~~~=~=~~~=::~:::================ - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - I I I NOTE: STREET FLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOW DEPTH (FEET) = .69 HALFSTREET FLOOD WIDTH(FEET) = 28.50 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.73 PRODUCT OF DEPTH&VELOCITY 3.26 f************************* DESCRIPTION OF STUDY ************************** DEPTH OF FLOW-10 YEAR STORM-NORTH SIDE NORTH GENERAL KEARNY RD. * * STA 18+82 * a NODE 18.1 ;6 ~***~********************************************************************* 1(************************************************************************** 1t>>STREETFLOW MODEL INPUT INFORMATION<<<< CONSTANT STREET GRADE (FEET/FF.F.T) = CONSTANT STREET FLOW(CFS) = 40.00 AVERAGE STREETFLOW FRICTION FACTOR (MANNING) .015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 34.00 DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK(FEET) = INTERIOR STREET CROSSFALL(DECIMAL) = .020000 OUTSIDE STREET CROSSFALL(DECIMAL) = .000100 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 67 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 2.00 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = .03000 CONSTANT SYMMETRICAL GUTTER-HIKE (FEET) = .13000 l FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS ========================================================================== STREET FLOW MODEL RESULTS: I---~~;~~-~~~~;-~~~~-~~~~~;~-;~~-~~-~~~-----------'--------------.-.-.-.- THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOW DEPTH (FEET) = .69 HALFSTREET FLOOD WIDTH(FEET) = 28.50 AVERAGE FLOW VELOCITY(FEET/SEC.) = PRODUCT OF DEPTH&VELOCITY = 3.34 I 1 I 011700 32.00 I I ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I I I I I 1 1 I I I 4.84 ~ .- **************************************************************************** I III I HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-96 Advanced Engineering Software (aes) Ver. 6.l Release Date: Ol/Ol/96 License ID l264 Analysis prepared by: Robert Bein, William Frost & Associates 14725 Alton Parkway Irvine, California 92618 1- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - . - - - - - - - - - - - - - - - TIME/DATE OF STUDY: ll:4l l/27/l999 1=========================================================================== ************************** DESCRIPTION OF STUDY ************************** I DEPTH OF FLOW-lOO YEAR STORM-NORTH SIDE NORTH GENERAL KEARNY RD. * STA. 3l+00 TO STA 32+00 * * NODE 16.l TO NODE l6 ~e..eA r:::.-I'- * ************************************************************************** '*************************************************************************** >>>>STREETFLOW MODEL INPUT INFORMATION<<<< 1- - - - - - - - - - - - - - - - - - - - - - - ~ - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - . - - - - - - . - - . - - - CONSTANT STREET GRADE (FEET/FEET) = .005500~ CONSTANT STREET FLOW (CFS) = 23 .30 (\<' ~ u::.w I AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = .Ol5000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 34.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 32.00 I INTERIOR STREET CROSSFALL(DECIMAL) = .020000 OUTSIDE STREET CROSSFALL(DECIMAL) = .000lOO CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = .67 CONSTANT SYMMETRICAL GUTTER-WIDTH (FEET) = 2.00 I CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = .03000 CONSTANT SYMMETRICAL GUTTER-HIKE (FEET) = .l3000 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS 1===~;;;;;=;~;;=;;;;~=;;~;~;~7============================================== - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 1 III STREET FLOW DEPTH (FEET) = .67 HALFSTREET FLOOD WIDTH(FEET) = 27.50 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.02 PRODUCT OF DEPTH&VELOCITY = 2.02 ************************** DESCRIPTION OF STUDY ************************** 'DEPTH OF FLOW-lOO YEAR STORM-NORTH SIDE NORTH GENERAL KEARNY RD. * STA 27+79 TO STA 3l+00 * NODE l6.l TO NODE l6.0 ~~ p:,.-l\c * ************************************************************************** 1*************************************************************************** >>>>STREETFLOW MODEL INPUT INFORMATION<<<< I---;~~~~~-~~~~~-G~~(~~~~/~~~~i-~--~;;~~;;--------------------------.-- CONSTANT STREET FLOW(CFS) = 23.30 _~~...........::. AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = .Ol5000 'lP'\ I I- I I CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 34.00 DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK(FEET) = INTERIOR STREET CROSSFALL IDF.r.TMIIT,) = o?nnnn OUTSIDE STREET CROSSFALL(DECIMAL) = .000100 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = .67 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 2.00 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = .03000 CONSTANT SYMMETRICAL GUTTER-HIKE (FEET) = .13000 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS 1r==~;;;;;=;~;;=;;;;~=;;~~;~7============================================== 32.00 1 I STREET FLOW DEPTH (FEET) = .63 HALFSTREET FLOOD WIDTH(FEET) = 25.50 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.50 PRODUCT OF DEPTH&VELOCITY = 2.21 ************************** DESCRIPTION OF STUDY ************************** 1 DEPTH OF FLOW-l00 YEAR STORM-NORTH SIDE NORTH GENERAL KEARNY RD. * STA 27+79 * * NODE 16.0 (.:>~ r..-\<c * ************************************************************************** '*************************************************************************** >>>>STREETFLOW MODEL INPUT INFORMATION<<<< I---~;~~;~-~;~~~;-~~~(~~~;i~~~;)-:--~;;~~;;----------------------------- CONSTANT STREET FLOW(CFS) = 24.20 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = .015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 34.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = INTERIOR STREET CROSSFALL(DECIMAL) = n?nnnn OUTSIDE STREET CROSS FALL (DECIMAL) = .000100 CONSTANT SYMMETRICAL CURB HEIGHT (FEET) = .67 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 2.00 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = .03000 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = .13000 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS 1r==~;;;;;=;~;;=;;;;~=;;~~;~7============================================== I I I 32.00 1 I STREET FLOW DEPTH(FEET) = .63 HALFSTREET FLOOD WIDTH(FEET) = 25.50 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.64 PRODUCT OF DEPTH&VELOCITY = 2.29 ************************** DESCRIPTION OF STUDY ************************** 'DEPTH OF FLOW=100 YEAR STORM-NORTH SIDE NORTH GENERAL KEARNY RD. * STA. 25+40 TO STA. 26+68 * NODE 18.0 ~ t::>-,..... * ************************************************************************** 1*************************************************************************** >>>>STREETFLOW MODEL INPUT INFORMATION<<<< I---~;~~;~-~;~~~;-~~~(~~~;i~~~;)-:--~;;~~;;----------------------------- CONSTANT STREET FLOW (CFS) = 61.30 ~O~ AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = .015000 ~ I I I I CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 34.00 DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK(FEET) = INTERIOR STREET CROSSFALL(DECIMAL) = .020000 OUTSIDE STREET CROSSFALL(DECIMAL) = .000100 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = .67 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 2.00 CONSTANT SYMMETRICAL GUTTER-LIP (FEET) = .03000 CONSTANT SYMMETRICAL GUTTER-HIKE (FEET) = .13000 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS I ***STREET FLOW SPLITS OVER STREET-CROWN*** FULL DEPTH(FEET) = .80 FLOOD WIDTH(FEET) = FULL HALF-STREET FLOW (CFS) = 53.63 FULL HALF-STREET VELOCITY(FEET/SEC.) = 4.58 SPLIT DEPTH(FEET) = .43 SPLIT FLOOD WIDTH(FEET) = 15.50 l SPLIT FLOW (CFS) = 7.67 SPLIT VELOCITY(FEET/SEC.) = 3.01 ========================================================================== STREET FLOW MODEL RESULTS: I---~;~:-~~~;-;~;;-~~;~~~~-;;~-;;-~~---------------------------------- THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOW DEPTH(FEET) = .80 HALFSTREET FLOOD WIDTH(FEET) = 34.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = PRODUCT OF DEPTH&VELOCITY = 3.66 1 I I I 1 I I 1 I 1 I 1 I 32.00 34.00 4.58 vf\ I **************************************************************************** I I I (C) HYDRAULIC ELEMENTS - I PROGRAM PACKAGE Copyright 1982-96 Advanced Engineering Software (aes) Ver. 6.1 Release Date: 01/01/96 License ID 1264 Analysis prepared by: Robert Bein, William Frost & Associates 14725 Alton Parkway Irvine, California 92618 1-------.------------.------------------.-----.--.--------------------.--.- TIME/DATE OF STUDY: 11:49 1/27/1999 ============================================================================ 1 ************************** DESCRIPTION OF STUDY ************************** 1 DEPTH OF FLOW-100 YEAR STORM-NORTH SIDE NORTH GENERAL KEARNY RD * STA 18+82 TO STA 25+40 * * NODE 18.0 TO NODE 18.1 ~ ~-\I * Ii************************************************************************* Il************************************************************************** >>>>STREETFLOW MODEL INPUT INFORMATION<<<< It--~~~~;~-~~~~;-~~~{;~~;/;~~;)-~--~~~~;~~-----.------.----.----------- CONSTANT STREET FLOW (CFSl = 53.60 AVERAGE STREETFLOW FRICTION FACTOR (MANNING) = .015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 34.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = INTERIOR STREET CROSSFALL(DECIMALl = .020000 OUTSIDE STREET CROSSFALL(DECIMAL) = .000100 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = .67 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 2.00 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = .03000 CONSTANT SYMMETRICAL GUTTER-HIKE (FEET) = .13000 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS 1r==~;;;;;=;~~;=~~;;~=;;~~;~7============================================== - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - NOTE: STREET FLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOW DEPTH(FEET) = .77 HALFSTREET FLOOD WIDTH(FEET) = 32.50 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.00 I PRODUCT OF DEPTH&VELOCITY = 3.85 ========================================================================== I I 1 32.00 1 I I I I 2-\ () I: **************************************************************************** I I 1 '""-- (C) HYDRAULIC ELEMENTS - I PROGRAM PACKAGE Copyright ~982-96 Advanced Engineering Software (aes) Ver. 6.~ Release Date: 01/01/96 License ID 1264 Analysis prepared by: Robert Bein, William Frost & Associates 14725 Alton Parkway Irvine, California 92618 1- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - . - - TIME/DATE OF STUDY: 13:10 1/27/1999 1=========================================================================== ************************** DESCRIPTION OF STUDY ************************** 1 DEPTH OF FLOW-l00 YEAR STORM-NORTH SIDE NORTH GENERAL KEARNY RD. * STA 18+82 * * NODE 18.1 r.>Pc-r-:> ,:::. - \1 * ************************************************************************** '*************************************************************************** >>>>STREETFLOW MODEL INPUT INFORMATION<<<< I--';~~~;~-~~~~;-~~~(;~~;I;~~;)-~--~~~~;~~--------------.-------------- CONSTANT STREET FLOW(CFS) = 56.50 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = .015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 34.00 DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK(FEET) = INTERIOR STREET CROSSFALL(DECIMAL) = .020000 OUTSIDE STREET CROSSFALL(DECIMAL) = .000100 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = .67 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 2.00 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = .03000 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = .13000 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS 1r==~;;;;;=;~~;=;~;;~=;;~~;~7============================================== I I I 32.00 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - NOTE: STREET FLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOW DEPTH(FEET) = .79 HALFSTREET FLOOD WIDTH(FEET) = 33.50 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.97 I PRODUCT OF DEPTH&VELOCITY = 3.92 =========================================================================== 1 I I 1 I 7..- \;~ I **~************************************************************************* 1 I HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-96 Advanced Engineering Software (aes) Ver. 6.1 Release Date: 01/01/96 License ID 1264 Analysis prepared by: I Robert Bein, William Frost & Associates 14725 Alton Parkway Irvine, California 92618 11I- - - - - - - - - - - - - - - - - - - - - - - - . . - - - - - - - - - - - - - . - - - - - - - - - - - - - - - - - - - - . - - - - - - - - - - - - - - TIME/DATE OF STUDY: 17: 3 2/ 2/1999 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ************************** DESCRIPTION OF STUDY 1 EXISTING 28' WIDE CATCH BASIN NORTH SIDE NORTH GENERAL KEARNY ROAD * ************************** * * * ************************************************************************** 1*************************************************************************** >>>>SUMP TYPE BASIN INPUT INFORMATION<<<< 11I- - - - - - - - . - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - . - - - - - - . - - - . - - - - - - I I I - C'l'=\"l:". z..e,.' ~\oc. l....::.~ \<::. ~"L.... 1=========================================================================== 1 I I I I I Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. BASIN BASIN DEPTH INFLOW (CFS) = OPENING (FEET) = OF WATER(FEET) = 56.50 .83 .79 >>>>CALCULATED ESTIMATED SUMP BASIN WIDTH (FEET) = 26.07 1..\1/ I **************************************************************************** I I I (C) HYDRAULIC ELEMENTS - I PROGRAM PACKAGE Copyright 1982-96 Advanced Engineering Software (aes) Ver. 6.1 Release Date: 01/01/96 License ID 1264 Analysis prepared by: Robert Bein, William Frost & Associates 14725 Alton Parkway Irvine, California 92618 IIf - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - . - - - - - - - - - - TIME/DATE OF STUDY: 10:42 1/27/1999 If========================================================================== ************************** DESCRIPTION OF STUDY ************************** 1 DEPTH OF FLOW-10 YEAR STORM-NORTH SIDE NORTH GENERAL KEARNY RD. * STA. 16+62 STA. 18+82 * * NODE 41.0 TO NODE 18.1 ~ c.-Ie * (************************************************************************* ************************************************************************** I I I >>>>STREETFLOW MODEL INPUT INFORMATION<<<< It--~;~s;~-s~~~;';~~(~~~;/~~~;)-~--~oo;;oo-------------.--------------- CONSTANT STREET FLOW(CFS) = 20.30 ~~ ~~ AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = .015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 34.00 DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK(FEET) = INTERIOR STREET CROSSFALL(DECIMAL) = .020000 OUTSIDE STREET CROSSFALL(DECIMAL) = .000100 ~ON~TANT SYMMETRICAL CURB HEIGHT(FEET) = .50 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 2.00 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = .03000 CONSTANT SYMMETRICAL GUTTER-HIKE (FEET) = .13000 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS 1r==~;;;;;=;~;;=;;~;~=;;~~;~7============================================== 32.00 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - NOTE: STREET FLOW EXCEEDS TOP OF CURB. I THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. I STREET FLOW DEPTH(FEET) = .61 C;.c; ~- ,......-e. ~~~c:,y HALFSTREET FLOOD WIDTH(FEET) = 24.50 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.30 I PRODUCT OF DEPTH&VELOCITY = 2.01 =========================================================================== I 1 I 'Z-- \'!;; I. **************************************************************************** 1 I 1 HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-96 Advanced Engineering Software (aes) Ver. 6.1 Release Date: 01/01/96 License ID 1264 Analysis prepared by: Robert Bein, William Frost & Associates 14725 Alton Parkway Irvine, California 92618 11I- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - TIME/DATE OF STUDY: 10:58 1/27/1999 1=========================================================================== ************************** DESCRIPTION OF STUDY ************************** 1 DEPTH OF FLOW- 100 YEAR STORM-NORTH SIDE NORTH GENERAL KEARNY RD. STA 16+62 TO STA. 18+40 p.~ c:...- \'D * c.e,:' e,- \' 1************************************************************************** *************************************************************************** * * * >>>>STREETFLOW MODEL INPUT INFORMATION<<<< I---~~~~;~'~;~~~;-~~~(;~~;/;~~;i-:--~;;;;;;--'--'---.--------.-.--.----- CONSTANT STREET FLOW (CFS) = 31.30 ""'~ ~ AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = .015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 34.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 32.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020000 OUTSIDE STREET CROSSFALL(DECIMAL) = .000100 CONSTANT SYMMETRICAL CURB HEIGHT (FEET) - .50 CONSTANT SYMMETRICAL GUTTER-WIDTH (FEET) = 2.00 CONSTANT SYMMETRICAL GUTTER-LIP (FEET) = .03000 CONSTANT SYMMETRICAL GUTTER-HIKE (FEET) = .13000 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS 1===~;;;;;=;~;;=;;;;~=;;~~;~7============================================== 1 I I III III I NOTE: STREET FLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOW DEPTH (FEET) = .69 "\.S pc- ,-= ~~'-' c:.'f HALFSTREET FLOOD WIDTH(FEET) = 28.50 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.78 PRODUCT OF DEPTH&VELOCITY = 2.61 ************************** DESCRIPTION OF STUDY ************************** I DEPTH OF FLOW-100 YEAR STORM-NORTH SIDE NORTH GENERAL KEARNY RD. * STA. 18+50 TO STA. 18+82 * , . * NODE 18.1 ~ c.-Ie e-B e,-\ * I************~************************************************************* **************************************************************************** I>>>STREETFLOW MODEL INPUT INFORMATION<<<< v.~ 007?00 32.00 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - I NOTE: STREET FLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. I THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOW DEPTH (FEET) = .71 'Z_c> r'O". \-"""" ~~a.-r HALFSTREET FLOOD WIDTH(FEET) = 29.50 ,===~~~~~=~~:~~~~~~~~~~~:~:::~~~~:===:~::============================== I I I 1 I 1 1 I I I I or ~\':> III **************************************************************************** I I I (C) HYDRAULIC ELEMENTS - I PROGRAM PACKAGE Copyright ~982-96 Advanced Engineering Software (aes) Ver. 6.~ Release Date: 0~/0~/96 License ID ~264 Analysis prepared by: Robert Bein, William Frost & Associates ~4725 Alton Parkway Irvine, California 926~8 11I- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - . - - - - - - - - - - . - - - - - - - - TIME/DATE OF STUDY: ~6:55 2/ 2/~999 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ************************** DESCRIPTION OF STUDY ************************** 1 CATCH BASIN B-~ NORTH SIDE NORTH GENERAL KEARNY ROAD * ~ C-\O ************************************************************************** 1*************************************************************************** * * * >>>>SUMP TYPE BASIN INPUT INFORMATION<<<< 11I- - - - - - - - - - - - - - - - . - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - . - - - - - - - - I I III CUrb Inlet Capacities.are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. BASIN BASIN DEPTH INFLOW (CFS) = OPENING (FEET) OF WATER(FEET) = 31.90 .83 .71 >>>>CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = ~7.27 LA. 'i.'E: \ '2. ~ - v::. \. 'PC:- ~ ~ ~~ , ~ 1=========================================================================== I I 1 III I I v-Cp IL................... **************************************************************************** I 1 1 .---------------....-.------------------------------------------------------ TIME/DATE OF STUDY: 15:31 4/30/1999 1=========================================================================== HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-96 Advanced Engineering Software (aes) Ver. 6.1 Release Date: 01/01/96 License ID 1264 Analysis prepared by: Robert Bein, William Frost & Associates 14725 Alton Parkway Irvine, California 92618 ************************** DESCRIPTION OF STUDY 1 DEPTH OF STREET FLOW C.B. "A.1", AREA B-27 100 YEAR STORM ************************** * * * * 1************************************************************************** **************************************************************************** 1 I I I~~~~~~~~~~~~-~~~~~-~~~~-~~~~~~~~~~~~~--------------'-------------.----- CONSTANT STREET GRADE (FEET/FEET) = .034700 CONSTANT STREET FLOW (CFS) = .90 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = .015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) - 28 00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 26.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020000 OUTSIDE STREET CROSSFALL(DECIMAL) = .000100 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = .50 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 2.00 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = .03000 CONSTANT SYMMETRICAL GUTTER-HIKE (FEET) = .13000 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS 1===~;;;;;=;~~;=;~;;~=;;~;~;~7============================================== 1 1 STREET FLOW DEPTH (FEET) = .18 HALFSTREET FLOOD WIDTH(FEET) = AVERAGE FLOW VELOCITY(FEET/SEC.) = PRODUCT OF DEPTH&VELOCITY = .65 3.22 3.55 ************************** DESCRIPTION OF STUDY ************************** 1 CATCH BASIN "A-I" 100 YEAR STORM * * * * ************************************************************************** 1*************************************************************************** >>>>FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION<<<< 1- - - - - - - - - - - - - - - - - - - - - - - - -. - - - -. - -.. -... - - - - - - - - - - - - - -. - - - - - - - - - - - -. - - - - - - -- 1 Curb Inlet Capacities are approximated based on the Bureau of 7..\\ I I I I v...~ ...,' \....::>'OC- ~ €:>~~I"':::' Ir========================================================================== I I I I I I I I I I I I I I Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = .90 GUTTER FLOWDEPTH(FEET) = .18 BASIN LOCAL DEPRESSION(FEET) = .33 FLOWBY BASIN WIDTH (FEET) = 5.40 >>>>CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 5.4 >>>>CALCULATED ESTIMATED INTERCEPTION (CFS) = .9 -z.. \ % I .......... 1************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-96 Advanced Engineering Software (aes) Ver. 6.l Release Date: Ol/Ol/96 License ID l264 I 1 I Analysis prepared by: Robert Bein, William Frost & Associates l4725 Alton Parkway Irvine, California 92618 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - TIME/DATE OF STUDY: l5:39 4/30/l999 it========================================================================== 1************************* DESCRIPTION OF STUDY ************************** DEPTH OF STREET FLOW C.B. "A-2", AREA B-27 * * lOO YEAR STORM * 11************************************************************************** **************************************************************************** It~~~~~=~~~~_~~~~~_~~:~_~~~~~=~~~~~~~__________________---------------- CONSTANT STREET GRADE (FEET/FEET) = .034700 CONSTANT STREET ~LOW(CFS) = l.40_ AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = .Ol5000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 28.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = INTERIOR STREET CROSSFALL(DECIMAL) = .020000 OUTSIDE STREET CROSSFALL(DECIMAL) = .000lOO CONSTANT SYMMETRICAL CURB HEIGHT(FEETl = SO CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 2.00 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = .03000 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = .l3000 I FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS ========================================================================== STREET FLOW MODEL RESULTS: II--~~~;-;~~~-~~~~(;~~;)-~---~;;----------------------------------------- HALFSTREET FLOOD WIDTH(FEET) = 4.84 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.64 PRODUCT OF DEPTH&VELOCITY = .79 I I I 26.00 I J************************* DESCRIPTION OF STUDY ************************** CATCH BASIN nA-2" * lOO YEAR STORM * * * It************************************************************************* **************************************************************************** It~~~~~~:-~=~~-~~~~-~~~=-~~~~==-~~:~-~~~~~=~~~~~~~----------------- I ~\a... I I I I CUrb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 1.40 GUTTER FLOWDEPTH(FEET) = .22 BASIN LOCAL DEPRESSION(FEET) = .33 FLOWBY BASIN WIDTH (FEET) = 6.80 >>>>CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 6.9 >>>>CALCULATED ESTIMATED INTERCEPTION (CFS) = 1.4 . u.~ '1' L.::>,a-c ~ ~"l.\""::' IF=======================================================~================== I I I I I I I I 1 I I I I I 7? I .......... 1************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-96 Advanced Engineering Software (aes) Ver. 6.1 Release Date: 01/01/96 License ID 1264 I I I Analysis prepared by: Robert Bein, William Frost & Associates 14725 Alton Parkway Irvine, California 92618 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - ITIME/DATE OF STUDY: 15:43 4/30/1999 ========================================================================== 1************************* DESCRIPTION OF STUDY ************************** DEPTH OF STREET FLOW FOR FLOWBY FROM CB "A-4", AREA B-23 * * DEPTH OF FLOW CB "Ac3" * 1100 YEAR STORM * ************************************************************************* 1(************************************************************************** 1f>>STREETFLOW MODEL INPUT INFORMATION<<<< - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - CONSTANT STREET GRADE (FEET/FEET) = .024700 I CONSTANT STREET FLOW (CFS) = 5.70 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = .015000 ,CONSTANT SYMMETRICAL STREET HALF-WTDTHIFF.F.T) - ?n nn I DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020000 OUTSIDE STREET CROSSFALL(DECIMAL) = .000100 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = .50 I CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 2.00 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = .03000 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = .13000 I FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS ========================================================================== STREET FLOW MODEL RESULTS: Ir--~;~~~;-;~;;-;~~~(;~~;)-~---~;~---------------------------------------.. HALFSTREET FLOOD WIDTH(FEET) = 11.28 1 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.01 PRODUCT OF DEPTH&VELOCITY = 1.38 r************************* DESCRIPTION OF STUDY ************************** CATCH BASIN A-3 * * 100 YEAR STORM * ~************************************************************************** **************************************************************************** 1>>FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION<<<< --------------------------------------------------------------------------- I 1/-z.-\ I 1 I 1 Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 5.70 GUTTER FLOWDEPTH(FEET) = .35 BASIN LOCAL DEPRESSION(FEET) = .33 FLOWBY BASIN WIDTH(FEET) = 17.10 >>>>CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 17.1 >>>>CALCULATED ESTIMATED INTERCEPTION(CFS) = 5.7 . v--",;>e 2-\ 'p;l c...,.:)~oe ~ f.:,~"::.,,2l IF========================================================================== I I I I I I I I I I I I I I 1JY I .......... 1************************************************************************** HYDRAULIC ELEMENTS . I PROGRAM PACKAGE (C) Copyright 1982-96 Advanced Engineering Software (aes) Ver. 6.1 Release Date: 01/01/96 License ID 1264 1 I 1 Analysis prepared by: Robert Bein, William Frost & Associates 14725 Alton Parkway Irvine, California 92618 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - I=TIME/DATE OF STUDY: 11:55 4/30/1999 ========================================================================== 1************************** DESCRIPTION OF STUDY ************************** DEPTH OF STREET FLOW C.B. "A-4", AREA B-23 * * 10 YEAR STORM * ~************************************************************************** 1*************************************************************************** >>>STREETFLOW MODEL INPUT INFORMATION<<<< - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - CONSTANT STREET GRADE (FEF.T/FF.F.T) = n?nnnn CONSTANT STREET FLOW(CFS) = 11.80 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = .015000 .CONRTANT SYMMETRICAL STREET HALF-WIDTH(FEET) - 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAR(FEET) I~'TERIOR STREET CROSSFALL(DECIMAL) = .020000 OUTSIDE STREET CROSSFALL(DECIMAL) = .000100 CONRTlIN'T' RVMMI<"T'lHrl1r. rTTl:>T:l E:Ii:IGHT(FEET) .!i.D CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 2.00 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = .03000 CONSTANT SYMMETRICAL GUTTER-HIKE (FEET) = .13000 I FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS =========================================================================== STREET FLOW MODEL RESULTS: I---~~~;-;~;~-~~~~(;~~;)-:---~~~----------------------------------------- HALFSTREET FLOOD WIDTH(FEET) = 16.34 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.18 PRODUCT OF DEPTH&VELOCITY = 1.87 1 I I 18.00 I 1************************** DESCRIPTION OF STUDY CATCH BASIN "A-4" * 1 0 YEAR STORM ************************** * * 1*************************************************************************** **************************************************************************** I>>>FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION<<<< -----------_..:._------------------------------------------------------------- I -z"tt;? 1 1 I 1 Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = ll.BO GUTTER FLOWDEPTH(FEET) = .45 BASIN LOCAL DEPRESSION (FEET) = .33 FLOWBY BASIN WIDTH(FEET) = 2l.00 >>>>CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 27.2 >>>>CALCULATED ESTIMATED INTERCEPTION (CFS) = lO.3 · ______________\0~_:'__~~~__~_~~__~__~e_~~~______________-------- ~-------------------------------------------------------------------------- \ ,t c::f'-":, ~e:,'1 I I I I I I I 1 1 I 1 I I 1 ~t!\ I **************************************************************************** I I 1 HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-96 Advanced Engineering Software (aes) Ver. 6.1 Release Date: 01/01/96 License ID 1264 Analysis prepared by: Robert Bein, William Frost & Associates 14725 Alton Parkway Irvine, California 92618 I- - - - - - - - - - - . - - - - - - - - - - - . - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - TIME/DATE OF STUDY: 11:59 4/30/1999 If;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;; ************************** DESCRIPTION OF STUDY I DEPTH OF FLOW CB "A-4" , AREA B-23 100 YEAR STORM * ************************** * * * Ir************************************************************************* **************************************************************************** IF~~~~~=~~~~-~~~~~-~~~~-~~~~~=~~~~~~~---------------------------------- CONSTANT STREET GRADE (FEET/FEET) ; .020000 rONRTANT STREET FLOW(CFS); 18.10 AVERAGE STREETFLOW FRICTION FACTOR(MANNING); .015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET); 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) ; I~TTERIOR STREET CROSSFALL(DEClMAL); .020000 OLTTSIDE STREET CROSS FALL (DECIMAL) ; .000100 CONSTANT SYMMETRICAL CURB HEIGHT(FEET); .50 CONSTANT SYMMETRICAL GUTTER.WIDTH(FEET); 2.00 CONSTANT SYMMETRICAL GUTTER-LIP(FEET); .03000 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET); .13000 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS 1I;;~;;;i;;;~~;;;~;i~;;i~~;~7;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;; I I I 18.00 I I 1 NOTE: STREET FLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOW DEPTH (FEET) ; .50 HALFSTREET FLOOD WIDTH(FEET); 19.16 AVERAGE FLOW VELOCITY(FEET/SEC.); 4.74 PRODUCT OF DEPTH&VELOCITY ; 2.38 1************************** DESCRIPTION OF STUDY ************************** CATCH BASIN "A-4" * 100 YEAR STORM * * * 1************************************************************************** ***************************************************************************~A~ I>>>FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION<<<< ~ 11I- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - ~ - . I III I I Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 18.10 GUTTER FLOWDEPTH(FEET) = .50 BASIN LOCAL DEPRESSION(FEET) = .33 FLOWBY BASIN WIDTH(FEET) = 21.00 >>>>CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 37.4 >>>>CALCULATED ESTIMATED INTERCEPTION (CFS) = 13.1 III ~"'"E "2\ 'P' ~\O~ ~ Br.::,~\N ;;;======================================================================== ~ e,'""\ -= '5~o ~ u....".\?O ':).1 ~ ~fI-. C_~. "~-~.. I I I I I I I I I I I I I #' I **************************************************************************** I I I (C) HYDRAULIC ELEMENTS - I PROGRAM PACKAGE Copyright 1982-96 Advanced Engineering Software (aes) Ver. 6.1 Release Date: 01/01/96 License ID 1264 Analysis prepared by: Robert Bein, William Frost & Associates 14725 Alton Parkway Irvine, California 92618 ~ - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - . . - - - - - - - - - - - - - - - - . - - TIME/DATE OF STUDY: 7:30 1/26/1999 Ir=~======================================================================== ************************** DESCRIPTION OF STUDY ************************** I DEPTH OF FLOWBY AREA B-24 - C_&. ,,~-'::J * 100 YEAR STORM * * * Ir************************************************************************* **************************************************************************** I~~~~~:~~~~-~~~~~-~~~~-~~~~~:~~~~~~~---------------------.-.--.------- CONSTANT STREET GRADE (FEET!FEET) = .020000 CONSTANT STREET FLOW(CFS) = 1.90 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = .015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK(FEET) INTERIOR STREET CROSSFALL(DECIMAL) = .017000 OUTSIDE STREET CROSSFALL(DECIMAL) = .000100 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = .50 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 2.00 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = .03000 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = .13000 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS 1t==;;;ii;=;~;;=;;;i~=;i;;~;;7============================================== I I I 18.00 I I STREET FLOW DEPTH(FEET) = .27 HALFSTREET FLOOD WIDTH(FEET) = 8.19 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.62 PRODUCT OF DEPTH&VELOCITY = .69 ~"",,(.)....~"'-I~ ~-S I***********~*r************************************************************ >>>FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION<<<< I I I Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 1.90 GUTTER FLOWDEPTH(FEET) = .27 1.;1"J '\ I I I >>>>CALCULATED ESTIMATED INTERCEPTION(CFS) = 1.8 ===============~~==:::;:=~=~=~~=~=~~~~===================== I I I I I I I I I I I I I I I I BASIN LOCAL DEPRESSION(FEET) = . .33 FLOWBY BASIN WIDTH(FEET) = 7.00 >>>>CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 7.5 7ft I **************************************************************************** I I I HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-96 Advanced Engineering Software (aes) Ver. 6.1 Release Date: 01/01/96 License ID 1264 Analysis prepared by: Robert Bein, William Frost & Associates 14725 Alton Parkway Irvine, California 92618 11I- - - - - - - - - - - - - - - - - - - - - - - - - - -. - - - - - - - - - - - - - - - - - - - -' - - - - -' - - - - - - - - - - - - - - -. - - -- TIME/DATE OF STUDY: 7:25 1/26/1999 1=========================================================================== ************************** DESCRIPTION OF STUDY ************************** III DEPTH OF FLOW AREA B-24 - e_e-_ "~-l.o" * 100 YEAR STORM * * * 1************************************************************************** **************************************************************************** I~~~~~~;~~~;:~~;~~~~~~~;~~;~~~~~~~;;;;;-'-----'-----..----------.--- ~ONSTANT STREET FLOW(CFS) = 8.30 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = .015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = INTERIOR STREET CROSSFALL(DECIMAL) = 017000 OUTSIDE STREET CROSSFALL(DECIMAL) = .000100 CGNSTANT SYMMETRICAL CURB HEIGHT (FEET) = .50 CONSTANT SYMMETRICAL GUTTER.WIDTH(FEET) = 2.00 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = .03000 CONSTANT SYMMETRICAL GUTTER-HIKE (FEET) = .13000 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS 1t===~;;ii;=;~;;=~;;i~=;i~~;~7============================================== III III III 18.00 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - III I STREET FLOW DEPTH(FEET) = .40 HALFSTREET FLOOD WIDTH(FEET) = 16.06 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.53 PRODUCT OF DEPTH&VELOCITY = 1.41 If*************************************************************************** ~>>>FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION<<<< - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - I III I ~~ ~,...:> ~- f.o Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 8.30 GUTTER FLOWDEPTH(FEET) = .40 ~""o.. I I BASIN LOCAL DEPRESSION(FEET) = .33 FLOWBY BASIN WIDTH (FEET) = 14.00 >>>>CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 21.7 >>>>CALCULATED ESTIMATED INTERCEPTION (CFS) = 6.4 Il================~~~==~~==~~\?~=~=~~~~~========================= 1- "\ ~ ~e,'1' I I I I I I I I I I I I 1 I I I z,o/> I ............................... 1************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright ~982-96 Advanced Engineering Software (aes) Ver. 6.~ Release Date: 0~/0~/96 License ID ~264 I 1 1 Analysis prepared by: Robert Bein, William Frost & Associates ~4725 Alton Parkway Irvine, California 926~8 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - TIME/DATE OF STUDY: ~6: 6 4/30/~999 i'========================================================================== t************************* DESCRIPTION OF STUDY ************************** DEPTH OF STREET FLOW C.B. "A-7, AREA B-~2 * * ~OO YEAR STORM * ~************************************************************************** **************************************************************************** ~~~~~~~=~~~~-~~~~~-~~~~-~~~~~=~~~~~~~---------------------------------- CONSTANT STREET GRADE (FEET/FEET) = .005000 CONSTANT STREET FLOW (CFS) = 9.90 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) .0~5000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK(FEET) = INTERIOR STREET CROSSFALL(DEClMAL) = .020000 OUTSIDE STREET CROSSFALL(DEClMAL) = .OOO~OO CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = .50 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 2.00 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = .03000 CONSTANT SYMMETRICAL GUTTER-HIKE (FEET) = .~3000 . FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS ~========================================================================== STREET FLOW MODEL RESULTS: I---~;;~~-~~~;-;~;~-~~;~~~~-;;~-;;-~~---------------~------------------ THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOW DEPTH(FEET) = .5~ HALFSTREET FLOOD WIDTH(FEET) = ~9.72 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.45 PRODUCT OF DEPTH&VELOCITY ~.26 I I I ~8.00 1 I 1************************** DESCRIPTION OF STUDY ************************** CATCH BASIN "A-7" * * ~OO YEAR STORM * 1*************************************************************************** 1*************************************************************************~17\ 1l>>FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION<<<< - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - I 1 I I Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW.(CFS) = 9.90 GUTTER FLOWDEPTH(FEET) = .51 BASIN LOCAL DEPRESSION (FEET) = .33 FLOWBY BASIN WIDTH(FEET) = 20.00 >>>>CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 20.0 >>>>CALCULATED ESTIMATED INTERCEPTION (CFS) = 9.9 l \A<Z>-C- "2-.<1. -Fr- l...:>~Pe ~ ~I~ --========================================================================== I I I I I I I I I I I I I 1.,,1;'1/ I ......................... 1************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-96 Advanced Engineering Software (aes) Ver. 6.1 Release Date: 01/01/96 License ID 1264 I I 1 Analysis prepared by: Robert Bein, William Frost & Associates 14725 Alton Parkway Irvine, California 92618 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - TIME/DATE OF STUDY: 16:19 4/30/1999 Il;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;; 1************************* DESCRIPTION OF STUDY ************************** DEPTH OF STREET FLOW C.B. "A-9", AREA B-9 * * 100 YEAR STORM * IJ************************************************************************** **************************************************************************** Il~~:~~=~~~~_~~~~~_~~:~_~~~~~=~~~~~~~__________________---------------- CONSTANT STREET GRADE (FEET/FEET) ; .014300 CONSTANT STREET FLOW (CFS) ; h 70 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) .015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET); 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) ; INTERIOR STREET CROSSFALL(DECIMAL); .020000 OUTSIDE STREET CROSSFALL(DECIMAL); .000100 CONSTANT SYMMETRICAL CURB HEIGHT (FEET) ; .50 CONSTANT SYMMETRICAL GUTTER-WIDTH (FEET) ; 2.00 CONSTANT SYMMETRICAL GUTTER-LIP (FEET) ; .03000 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET); .13000 I FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS ========================================================================== STREET FLOW MODEL RESULTS: If--~~~~;-;~;~-;~~~(;~~;i-~---~;;----------------------------------------- HALFSTREET FLOOD WIDTH(FEET); 13.53 AVERAGE FLOW VELOCITY(FEET/SEC.); 3.38 PRODUCT OF DEPTH&VELOCITY ; 1.32 I I I 18.00 I (************************* DESCRIPTION OF STUDY ************************** DEPTH OF STREET FLOW C.B. "A-9", AREA B-6 * * 100 YEAR STORM * It************************************************************************** **************************************************************************** t>>STREETFLOW MODEL INPUT INFORMATION<<<< - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - CONSTANT STREET GRADE (FEET/FEET) ; .016000 ~~17 CONSTANT STREET FLOW (CFS) ; 13.10 V' I I 1 I AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = .015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) - ?n nn DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.00 TNTF.RIOR STREET CROSSFALL(DErTMAT,) = .020000 OUTSIDE STREET CROSSFALL(DECIMAL) = .000100 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = .50 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 2.00 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = .03000 CONSTANT SYMMETRICAL GUTTER-HIKE (FEET) = .13000 l FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS ========================================================================== STREET FLOW MODEL RESULTS: I---~;;~~;-;~;~-;~~~(;~~;)-~---~~;---------------------------.------------- HALFSTREET FLOOD WIDTH(FEET) = 17.47 AVERAGE FLOW VELOCITY(FEET!SEC.) = 4.09 PRODUCT OF DEPTH&VELOCITY = 1.92 I r************************* DESCRIPTION OF STUDY ************************** CATCH BASIN "A-9" * * 100 YEAR STORM * ~************************************************************************** **************************************************************************** t>>SUMP TYPE BASIN INPUT INFORMATION<<<< - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - . . I Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. BAS IN BAS IN DEPTH INFLOW (CFS) = OPENING (FEET) = OF WATER(FEET) = 19.50 .83 .50 >>>>CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 17.87 II \J...'X: "Z-\~. ~,~ ~ e,~-:'I~ aF===~====================================================================== I I I . . . 1--~ o **************************************************************************** u HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-96 Advanced Engineering Software (aes) Ver. 6.1 Release Date: 01/01/96 License ID 1264 u Analysis prepared by: m Ro~rt Bein, ~illiam Frost & Assoclates 14725 Alton Parkway Irvine, California 92618 ~._-----_.__._-------_..._---_._._---_._.._-----------...--------..-.----.- TIMEIOATE OF STUDY: 10:51 21 4/1999 I;;O;=;;:::;;O:::=;;=;;;;:=::;;:::~ ************************** DESCRIPTION OF STUDY ************************** III DEPTH OF FLOW FOR CHANNEL UlQ1000 1293.3, SoO.005 . . . . (****~****************.*******.*********************.**************** *****~......A**********.************.****.******************************** 1If::~~~::~~-;;;~~~;~~~~~~~~~;~~~;-:-"'~:~~----'-------..---------..------ Z2(HDRIZONTAL/VERTICAL) 0 4.00 BASEWIDTHCFEET) 0 100.00 CONSTANT CHANNEL SLOPE(FEET/FEET) 0 .005000 . UNIFORM FLOW(CFS) 0 1293.30 I MANNINGS FRICTION FACTOR = .0300 ========================================================================== NORMAL-DEPTH FLOW INFORMATION: I ------------------~---------~-----------~------_.--------.-----------------. I ~>>>> NORMAL DEPTH(FEET) = FLOW TOP-WIDTHCFEET) 0 FLOW AREA(SQUARE FEET) 0 HYDRAULIC DEPTHCFEET) 0 2.00 FLOW AVERAGE VELOCITY(FEET/SEC.) 0 UNIFORM FROUDE NUMBER 0 .690 PRESSURE + MOMENTUM(POUNDSl 0 AVERAGED VELOCITY HEAD(FEET) 0 SPECIFIC ENERGY(FEET) 0 2.628 2.15 117.23 233.89 C~~ O-eR~ ......-\....,),,_~ '::- ~_\~sr~ ~ \ ~ 0;:- ~~"b <=l>e-D I I 5.53 Q.JI,R.~ c:..~-""'=- o~. 29157.20 .475 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I--.~~~~~~=:~~~~~.~=~-~~~~~~~~~~:_-----_._-------_._-------.--------..--- CRITICAL FLOW TOP-WIDTH(FEET) 0 113.53 CRITICAL FLOW AREA(SQUARE FEET) 0 180.60 CRITICAL FLOW HYDRAULIC OEPTH(FEET) 0 1.59 CRITICAL FLOW AVERAGE VELOCITY(FEET/SEC.) 0 CRITICAL DEPTH(FEET) 0 1.69 CRITICAL FLOW PRESSURE + MOMENTUM(POUNDS) = AVERAGED CRITICAL FLOW VELOCITY HEAOCFEET) CRITICAL FLOW SPECIFIC ENERGY(FEET) 0 I 7.16 I 272n . 78 .796 2.488 I . z-~ ************************** DESCRIPTION OF II DEPTH OF FLOW FOR CHANNEL STUDY ************************** 1Il100.1293.3. S;0.1000 . . . 1If........................................................................ **************************************************************************** II(::~~~~::~~~~~~-~~~~~~~~~~::::_..._-------------------------------------- lIf CHANNEL Z1(HORIZONTAL/VERTICAL); 4.00 Z2(HORIZONTAL/VERTICAL); 4.00 HI BASEWIDTH(FEET); 100.00 UI CONSTANT CHANNEL SLOPE(FEET/FEET); .100000 UNIFORM FLOW(CFS) ; 1293.30 I MANNINGS FRICTION FACTOR; .0350 ========================================================================= NORMAL-DEPTH FLOW INFORMATION: ~--;:~::~~~~~~~~~:~:~~~:~;-:..-:~~~~----_._-----------..----..------.---- FLOW AREA(SQUARE FEET) ; 100.85 UI HYDRAULIC DEPTH(FEET) ; .94 UI ~LOW AVERAGE VELOCITY(FEET/SEC.) ; UNIFORM FROUDE NUMBER; 2.336 II PRESSURE + MOMENTUM(POUNDS) ; UI AVERAGED VELOCITY HEAD(FEET) ; SPECIFIC ENERGY(FEET) . 3.524 12.82 - c...,.,.,,,,"""eI... ~ -P.:R: 35155.91 2.553 ---------------------------------------------------------------------------- II~~~~~~~~~~:~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~ CRITICAL FLOW TOP-WIDTH(FEET) ; 113.53 I CRITICAL FLOW AREA(SQUARE FEET) . 180.60 CRITICAL FLOW HYDRAULIC DEPTHCFEET) 1.59 CRITICAL FLOW AVERAGE VELOCITY(FEET/SEC.) ; I CRITICAL DEPTH(FEET) ; 1.69 CRITICAL FLOW PRESSURE + MOMENTUM(POUNOS) ; AVERAGED CRITICAL FLOW VELOCITY HEAO(FEET) ; II;;::~:~:::;::~~;::~:~:~:;~:~:::::~~::;:;;;;;;:::~~.;;;;;;;;;;;;;;;;;;;;.;; 7.16 27277.78 .796 I I I I II I II (L,l'.e..AR zJ;~.