Loading...
HomeMy WebLinkAboutHydrology(Nov.19,1990) HYDRotOGY AND HYDRAULICS REPORT Meadowview STORM DRAIN FOR TRACT 23583 PREPARED FOR: Bedford Properties PREPARED BY: C'J}B ~9k.it1.. 'Wdliam 'Ttbst 0~tes ~ 28765 Single Oak DriV~>Sulte'250-' Temecula, Califomia'92390'. Contact 'Persons: MikeTylmari,;DiCkHeffner~i' \ I I I I I I I I I I I I I I I I I I I TABLE OF CONTENTS Page No. I. INTRODUCTION 1-2 II. HYDROLOGY 3-5 m. CATCH BASIN DESIGN 6 IV. STORM DRAIN DESIGN 7 EXHmITS "A" & "B" HYDROLOGY MAPS APPENDIX "A" 10- AND 100-YEAR HYDROLOGY (RATIONAL METHOD) 1-38 "B" CATCH BASIN DESIGN CALCULATIONS AND 1-6 GUTTER CAPACITY ANALYSIS "C" STORM DRAIN HYDRAULIC ANALYSIS 1-13 0/ I 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 for the design of onsite drainage facilities for Tract Number 23583 of the Meadowview residential development proposed for the City of Temecula, California. The owner/developer of the site is Bedford Properties. . The development site is located east of Interstate Route 15 and south of Nicholas Road, as shown on the Location Map (see Page 2). The data provided in this report was used as a basis for the design of street and storm drain improvements. The primary objectives of this report are as follows: 1. Delineate the drainage areas tributary to the onsite catch basinS and storm drains in Tract Number 23583. 2. Based on drainage patterns, ground slope, land use, and soil type and using the Riverside County Rational Method, perform a hydrologic analysis of onsite runoff to provide 10- 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. Drainage from offsite the project enters at the south tract boundary frOm the existing tract developments as shown on the Hydrology Map (Exhibit "A"). ? I I I I I I I I I I I I I I I I I I I PROJECT SITE CALLE Tf,lQA CALLE FELICIDAO . "..--FELICITA QOAO !Ii e,~ CALIF()QNI/J LOCA TION N.T.S. MAP m ~ ~CZ/oiIt.'WIIli&m"RD. a~ .:\ 1.- I I I I I I I I I I I I I I I I I I I II. HYDROLOGY In-Tract Hydrology Hydrologic calculations were performed using the Riverside County Rational Method from RCFC&WCD Hydrology Manual dated April 1978. The 10- and 100-year design discharge at each storm drain inlet was computed by generating a hydrologic "link-node" model which divides the area in to drainage subareas, each tributary to a concentration point or hydrologic "mode" point determined by the proposed street 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 Hydrology Manual indicates that the study area is primarily Group "B", "C", and "D" soils. Soil type "D" was used in the hydrologic calculations. 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 Hydrology Manual, is included on Page 4. 2. The runoff coefficient specified are: "l/Z-acre residential lots", 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 computer-estimated pipe sizes. A minimum pipe size of 18 inches were specified, and 90 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 Hydrology Manual ,(values apply for Murrieta-Temecula and Rancho California areas). For the 100- year analysis, the data specifies a 100-year 10-minute rainfall intensity of 3.48 inches/hour and a lOO-year 6Q-minute rainfall intensity of 1.3 inches/hour. For the 10-year analysis, the data specifies a 10-year 10-minute rainfall intensity of 2.36 inches/hour and a lO-year 60-minute rainfall intensity of 0.88 inches/hour. The resulting 10- and 100-year discharges at proposed catch basin locations and node confluences are flagged on the Rational Method computer summary, Appendix "A", and on the Hydrology Maps, Exhibits "A" and "B". Normal flow depths for street sections were calculated using AES' Computer Program (HELE I) for symmetrical street sections, Appendix B. -6 1, ~g'I-O 3.l\11d -/7 000; U3J 0 l'\fnN'\fV" ),0010lJO),H I I I dJ I ~ i-..:f 'V13I~~rr4 ~ a:>M IQ :>.:I:>~ ~O.:l NOI.1YN!lIS30 dnOlll) tnlOS Y I I AlIYQNn08 dnOll9 nos - d'VVII dnO~9. Sl10S :>19010~a^H ON3931 I I I I I I I I I I I I I I I I ~ ......" .--, "'...... I 8 0 ~ I I I I I I I I I -. I I I I I I I I I Off-Site Hydrology Approximately 40 acres of the existing residential development south of Tract 23583 is tributary to the proposed storm drain Une "A". The proposed lOO-year and lO-year discharges were calculated to be 91.7 cfs for 100-year and 58.8 cfs for lO-year flow using the criteria and guidelines indicated in the Riverside County Flood Control and Water Conservation District Hydrology Manual dated April 1978. t:? "\ I I I I I I I I I . I I I I I I . I I m. CATCH BASIN DESIGN Catch basins, shown on the Hydrology Map, have been designed as sumps to collect storm runoff within Tract 23583. Catch basins placed in "sump" conditions are sized to accept 100% of the lOO-year design discharge according to County guidelines. A secondary overflow outlet was provided at all sump locations to preclude any flooding of building pads. Detailed catch basin, street capacity, and gutter capacity design calculations are inclUded as Appendix "B". fb / I I I I I I I I I I I I I I I I I I I IV. STORM DRAIN DESIGN The results from the Rational Method hydrology and catch basin design were used to prepare a steady-state hydraulic analysis of the storm drain system under the predicted 10- year and lOO-year flow conditions. The computer program "Water Surface Pressure Gradient" (WSPG), published by the Los. Angeles County Flood Control District (LACFCD), capable of analyzing systems of pipes under partial, full or pressure flow conditions, was used for design. The WSPG results indicate that the storm drain will operate under super critical flow conditions for most of the reaches. The storm drain lines have been designed to flow open for the entire length of construction, with the exception of short reaches at junction structures. The WSPG output listings are contained in Technical Appendix "C'. The hydraulics were calculated for both Cast-In-Place Concrete Pipe (CIPP) and Reinforced Concrete (RCP) where the alternatives exist. The Manning's "n" values used were .013 for RCP and .014 for CIPP. The hydraulic grade line resulting from the CIPP alternative is plotted on the plans, and the maximum pipe velocity is as computed from the RCP pipe alternative. C\ I I- I I I I I I I I I I I I I I I I _I APPENDIX "A" 10 & 100 YEAR flYDJlOLOGY (RATIONAL METIIOJ)) \0 1**************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982-89 Advanced Engineerin9 Software (aes) Ver. 5.4A Release Date:12/29/89 Ser1al # 4280 1 I 1 Analysis prepared by: Robert Bein, William Frost & Associates, 28765 single Oak Drive, suite 250 Temecula, CA 92390 (714) 676-8042 Inc. 1 ****.********************** DESCRIPTION OF STUDY ************************** * MEADOWVIEW TRACT 23583 * * 100 YR. HYDROLOGY * * NOV. 1990 FILE NAME: M583100 * 1 ************************************************************************** FILE NAME: A:M583100.DAT TIME/DATE OF STUDY: 11:43 11/17/1990 1--~~~;-~~~~i;i~~-~Y~;~~~Y-~~~-~Y~~~Li~-;~~~L-i~;~~~i~~~----------------- ---------------------------------------------------------------------------- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS (DECIMAL) TO USE FOR FRICTION SLOPE = .90 10-YEAR STORM 10-MlNUTEINTENSITY(INCH/HOUR) = 2.360 10-YEAR STORM 60-MlNUTE INTENSITY(INCH/HOUR) = .880 100-YEAR STORM 10-MlNUTE INTENSITY(INCH/HOUR) = 3.480 100-YEAR STORM 60-MlNUTE INTENSITY (INCH/HOUR) = 1.300 SLOPE OF 10-YEAR INTENSITY-DURATION CURVE = .5505732 SLOPE OF 100-YEAR INTENSITY-DURATION CURVE = .5495536 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 I-HOUR INTENSITY(INCH/HOUR) = 1.3000 SLOPE OF INTENSITY DURATION CURVE = .5496 1 1 I 1 RCFC&WCD HYDROLOGY MANUAL "C"-VALUES USED NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED 1**************************************************************************** FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 2 ---------------------------------------------------------------------------- 1==~~~~~~i~~~iD~i;i;ii~~~~~~Ei~~~;~~~~~~:~:::::======================== DEVELOPMENT IS SINGLE FAMILY(1/2 ACRE) TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 900.00 UPSTREAM ELEVATION = 1230.50 DOWNSTREAM ELEVATION = 1168.00 ELEVATION DIFFERENCE = 62.50 TC = .422*[( 900.00**3)/( 62.50)]**.2 = 10.934 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.313 SOIL CLASSIFICATION IS "C" SINGLE-FAMILY(1/2 ACRE LOT) RUNOFF COEFFICIENT = .8173 SUBAREA RUNOFF(CFS) = 23.02 TOTAL AREA(ACRES) = 8.50 I I 1 4-1 TOTAL RUNOFF(CFS) = 23.02 I*****************~********************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 5 ---------------------------------------------------------------------------- 1 I >>>>>COMPUTE TRAPEZOIDAL-CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< =====================~====================================================== ~ 1 I 1 UPSTREAM NODE ELEVATION = 1168.00 DOWNSTREAM NODE ELEVATION = 1155.00 CHANNEL LENGTH THRU SUBAREA (FEET) = 650.00 CHANNEL BASE(FEET) = 20.00 "Z" FACTOR = 3.000 MANNING'S FACTOR = .030 MAXIMUM DEPTH(FEET) = 3.00 CHANNEL FLOW THRU SUBAREA(CFS) = 23.02 FLOW VELOCITY(FEETjSEC) = 3.29 FLOW DEPTH(FEET) = TRAVEL TIME(MIN.) = 3.29 TC(MIN.) = 14.22 .33 **************************************************************************** I FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 8 --;;;;;ADDiTio~-o;-~UBAREA~TO-MAi~Li~E-PEAK-;~;~~~~~----------------------- ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I I 100.00 YEAR RAINFALL INTENSITY(INCHjHOUR) = 2.867 SOIL CLASSIFICATION IS "C" SINGLE-FAMILY(lj2 ACRE LOT) RUNOFF COEFFICIENT = .8067 SUBAREA AREA(ACRES) = 14.60 SUBAREA RUNOFF(CFS) = 33.77 TOTAL AREA(ACRES) = 23.10 TOTAL RUNOFF(CFS) = 56.79 TC(MIN) = 14.22 A-Z 1**************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 5 ---------------------------------------------------------------------------- I >>>>>COMPUTE TRAPEZOIDAL-CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ==========================================================~~==~===~~======== UPSTREAM NODE ELEVATION = 1155.00 DOWNSTREAM NODE ELEVATION = 1135.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 830.00 CHANNEL BASE(,FEET) = 20.00 "Z" FACTOR = 4.000 MANNING'S FACTOR = .030 MAXIMUM DEPTH(FEET) ? CHANNEL FLOW THRU SUBAREA(CFS) = 56.79 FLOW VELOCITY(FEETjSEC) = 4.76 FLOW DEPTH(FEET) = TRAVEL TIME(MIN.) = 2.91 TC(MIN.) = 17.13 1 I 3.00 .54 '1 * * * * * * * ** * * * * * * * * * * * ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** *.*.* * * * * *,* *.*** *** * * * FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 8 ---------------------------------------------------------------------------- I >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ===========================================================~================ 100.00 YEAR RAINFALL INTENSITY (INCHjHOUR) , = 2.589 SOIL CLASSIFICATION IS "C" SINGLE-FAMILY(lj2 ACRE LOT) RUNOFF COEFFICIENT = .7985 SUBAREA AREA(ACRES) = 16.90 SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = 40.00 TOTAL RUNOFF(CFS) = TC(MIN) = 17.13 1**************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE =5 1--;;;;;CO;P~Ti-T;APEZoiDAL:C~~EL-;~;~~~~~-------------------------------- >>>>>TRAVELTlME THRU SUBAREA<<<<< I 34.94 91.73 4-3 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- . .. . I I I I' UPSTREAM NODE ELEVATION = 1135.00 DOWNSTREAM NODE ELEVATION = 1121.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 650.00 CHANNEL BASE(FEET) = 20.00 "Z" FACTOR = 3.000 MANNING'S FACTOR = .030 MAXIMUM DEPTH(FEET) = CHANNEL FLOW THRUSUBAREA(CFS) = 91.73 FLOW VELOCITY(FEETjSEC) = 5.55 FLOW DEPTH(FEET) = TRAVEL TIME(MIN.) = 1.95 TC(MIN.) = 19.08 3.00 ,.74 **************************************************************************** 7_ \'/,.- 1 FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 8 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 1==:~~~:g~ii~:~~~~~~~:~~~~;~~~~7~;~~/~;~~)=:==~:~~~======================= SINGLE-FAMILY(1/2 ACRE LOT) RUNOFF COEFFICIENT = .7936 SUBAREA AREA(ACRES) = 4.20 SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = 44.20 TOTAL RUNOFF(CFS) = TC(MIN) = 19.08 I 8.13 99.86 {1-4- 1**************************************************************************** FLOW PROCESS FROM NODE 7.10 TO NODE 7.20 IS CODE = 2 ---------------------------------------------------------------------------- I >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY(1/2 ACRE) I TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 400.00 UPSTREAM ELEVATION = 1220.00 DOWNSTREAM ELEVATION = 1155.00 I ELEVATION DIFFERENCE = 65.00 ~-I - TC = .422*[( 400.00**3)/( 65.00)]**.2 = 6.669 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.348 SOIL CLASSIFICATION IS "0" I SINGLE-FAMILY(1/2 ACRE LOT) RUNOFF COEFFICIENT = .8499 SUBAREA RUNOFF(CFS) = 15.52 TOTAL AREA(ACRES) = 4.20 TOTAL RUNOFF(CPS) = 15.52 I * * * * * * * * * * * * * * * * * * * * * *.,; * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * *.* * * * * * ** *,* ** * * * * * * FLOW PROCESS FROM NODE 7.20 TO NODE 7.30 IS CODE = 5 1--;;;;;COMPUTE-T~PEZoi~;:~:C~;:;~E~-~~O;~~~~~-------------------------------- >>>>>TRAVELTIME THRU SUBAREA<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I I UPSTREAM NODE ELEVATION = 1155.00 DOWNSTREAM NODE ELEVATION = 1141.90 CHANNEL LENGTH THRU SUBAREA(FEET) = 150.00 CHANNEL BASE(FEET) = .00 "Z" FACTOR = 1.000 MANNING'S FACTOR = .015 MAXIMUM DEPTH(FEET) = CHANNEL FLOW THRU SUBAREA(CFS) = 15.52 FLOW VELOCITY(FEET/SEC) = 14.93 FLOW DEPTH(FEET) = TRAVEL TIME(MIN.) = .17 TC(MIN.) = 6.84 1************************************************************~*************** FLOW PROCESS FROM NODE 7.30 TO NODE 7.40 IS CODE = 6 I::~~~~~~~~~~~~:~~~~~~~~~:~~~~~~~~~:~~~~:~~~~~~~~~~~~:::::::::::::::::::::: UPSTREAM ELEVATION = 1141. 90 DOWNSTREAM ELEVATION = 1139.30 STREET LENGTH(FEET) = 170.00 CURB HEIGTH(INCHES) = 6. . STREET HALFWIDTH(FEET) = 18.00 1.50 1. 02 I I I I I DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK = INTERIOR STREET CROSSFALL(DEClMAL) = .020 OUTSIDE STREET CROSSFALL(DEClMAL) = .020 SPECIFIED NUMBER OF HALpSTREETS CARRYING RUNOFF = 9.00 e;::-z... 2 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .44 HALFSTREET FLOODWIDTH(FEET) = 15.68 AVERAGE FLOW VELOCITY(FEET/SEC.) = PRODUCT OF DEPTH&VELOCITY = 1.54 18.08 3.51 ? '\, ?J I I I STREETFLOW TRAVELTIME(MIN) = .81 TC(MIN) = 7.64 100.00 YEAR RAINFALL INTENSITY(INCHjHOUR) = 4.034 SOIL CLASSIFICATION IS "D" SINGLE-FAMILY(lj2 ACRE LOT) RUNOFF COEFFICIENT = .8464 SUBAREA AREA(ACRES) = 1.50 SUBAREA RUNOFF(CFS) = 5.12 SUMMED AREA(ACRES) = 5.70 TOTAL RUNOFF(CFS) = 20.64 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .45 HALFSTREET FLOODWIDTH(FEET) = 16.20 FLOW VELOCITY(FEETjSEC.) = 3.77 DEPTH*VELOCITY = 1.69 11**************************************************************************** FLOW PROCESS FROM NODE 7.40 TO NODE 7.50 IS CODE = 6 ---------------------------------------------------------------------------- I >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< ============================================================================ UPSTREAM ELEVATION = 1139.30 DOWNSTREAM ELEVATION = 1137.60 STREET LENGTH(FEET) = 230.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 I I I I I I I DISTANCE FROM CROWN TO CROSS FALL GRADE BREAK = INTERIOR STREET CROSSFALL(DEClMAL) = .020 OUTSIDE STREET CROSSFALL(DEClMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 9.00 2 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = ***STREET FLOWING FULL*** STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEE~) = .50 HALFSTREET FLOODWIDTH(FEET) = 18.00 AVERAGE FLOW VELOCITY(FEETjSEC.) = PRODUCT OF DEPTH&VELOCITY = 1.45 STREETFLOW TRAVELTIME(MIN) = 1.31 TC(MIN) = 20.64 2.92 8.96 100.00 YEAR RAINFALL INTENSITY(INCHjHOUR) = 3.697 SOIL CLASSIFICATION IS "D" SINGLE-FAMILY(lj2 ACRE LOT) RUNOFF COEFFICIENT = .8421 SUBAREA AREA(ACRES) = .00 SUBAREA RUNOFF(CFS) = SUMMED AREA(ACRES) = 5.70 TOTAL RUNOFF(CFS) = END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .50 HALFSTREET FLOODWIDTH(FEET) = 18.00 FLOW VELOCITY(FEETjSEC.) = 2.92 DEPTH*VELOCITY = 1.45 .00 20.64 I ,. **************************************************************************** FLOW PROCESS FROM NODE 7.50 TO NODE 7.50 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< 1============================================================================ TOTAL NUMBER OF STREAMS = 2 . CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 8.96 RAINFALL INTENSITY(INCHjHR) = 3.70 TOTAL STREAM AREA(ACRES) = 5.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 20.64 11****.********.******..****************************************************** . FLOW PROCESS FROM NODE 8.10 TO NODE 8.20 IS CODE = 2 ---------------------------------------------------------------------------- It==~~~~~~;;~:~~.~~;~~~=;:;;;~~=~~:~~~=~~~~~:~~~~~~======================== - ASSUMED INITIAL SUBAREA UNIFORM .. DEVELOPMENT IS SINGLE FAMILY (1/2 ACRE) I TC = K*[ (LENGTH**3)j(ELEVATION CHANGE) ]**.2 12.-~ INITIAL SUBAREA FLOW-LENGTH = 280.00 UPSTREAM ELEVATION = 1206.00 1 4 \~ I I I DOWNSTREAM ELEVATION = 1149.50 ELEVATION DIFFERENCE = 56.50 TC = .422*[( 280.00**3)/( 56.50)]**.2 = 5.537 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.816 SOIL CLASSIFICATION IS "D" SINGLE-FAMILY(1/2 ACRE LOT) RUNOFF COEFFICIENT = .8544 SUBAREA RUNOFF(CFS) = 5.76 TOTAL AREA(ACRES) = 1.40 TOTAL RUNOFF(CFS) = 5.76 **************************************************************************** I--:~~-:~~:~~~_:~~~-~~~~-----~:~~_:~-~~~~----_::~~_:~-:~~~_:_--~------------ >>>>>COMPUTE TRAPEZOIDAL-CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< I==~;~;;;~=;~~;=;~;~~;~~;=:===ii~;:;~======================================= DOWNSTREAM NODE ELEVATION = 1137.60 CHANNEL LENGTH THRU SUBAREA (FEET) = 140.00 CHANNEL BASE(FEET) = .00 "Z" FACTOR = 1.000 MANNING'S FACTOR = .015 MAXIMUM DEPTH(FEET) = CHANNEL FLOW THRU SUBAREA(CFS) = 5.76 FLOW VELOCITY(FEET/SEC) = 11.53 FLOW DEPTH(FEET) = TRAVEL TIME(MIN.) = .20 TC(MIN.) = 5.74 I I 1. 50 .71 **************************************************************************** I FLOW PROCESS FROM NODE 8.20 TO NODE 7.50 IS CODE = 8 ---------------------------------------------------------------------------- . >>.>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I I 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.722 SOIL CLASSIFICATION IS "D" SINGLE-FAMILY(1/2 ACRE LOT) RUNOFF COEFFICIENT = .8535 SUBAREA AREA(ACRES) = 1.70 SUBAREA RUNOFF(CFS) = 6.85 TOTAL AREA(ACRES) = 3.10 TOTAL RUNOFF(CFS) = 12.61 TC(MIN) = 5.74 6-4- 1**************************************************************************** FLOW PROCESS FROM NODE 7.50 TO NODE 7.50 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>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: TIME OF CONCENTRATION(MIN.) = 5.74 RAINFALL INTENSITY(INCHjHR) = 4.72 TOTAL STREAM AREA(ACRES) = 3.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = I I I 1 I 12.61 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK STREAM NUMBER 1 2 FLOW RATE RUNOFF (CFS) 25.84 30.52 TABLE ** TIME (MIN.) 5.74 8.96 INTENSITY (INCH/HOUR) 4.722 3.697 COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA (ACRES) = ESTIMATES ARE = 30.52 8.80 AS FOLLOWS: Tc(MIN.) = 8.96 1**************************************************************************** FLOW PROCESS FROM NODE 7.50 TO NODE 8.30 IS CODE = 6 I r;; ,6 I >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< ============================================================================ UPSTREAM ELEVATION = 1137.60 DOWNSTREAM ELEVATION = 1137.30 STREET LENGTH(FEET) = 60.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 I I I I I I I I DISTANCE FROM CROWN TO CROSSFALL GRADE BREAK = INTERIOR STREET CROSSFALL(DEClMAL) = .020 OUTSIDE STREET CROSSFALL(DEClMAL) = .020 SPECIFIED NUMBER OF HALF STREETS CARRYING RUNOFF = 9.00 2 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = ***STREET FLOWING FULL*** 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) = .59 HALFSTREET FLOODWIDTH(FEET) = 18.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = PRODUCT OF DEPTH&VELOCITY = 1.71 STREETFLOW TRAVELTIME(MIN) = .35 TC(MIN) = 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.621 SOIL CLASSIFICATION IS "D" SINGLE-FAMILY(1/2 ACRE LOT) RUNOFF COEFFICIENT = .8410 SUBAREA AREA(ACRES) = .00 SUBAREA RUNOFF(CFS) = SUMMED AREA (ACRES) = 8.80 TOTAL RUNOFF(CFS) = END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .59 HALFSTREET FLOODWIDTH(FEET) = 18.00 FLOW VELOCITY(FEET/SEC.) = 2.88 DEPTH*VELOCITY = 1.71 30.52 2.88 9.30 .00 30.52 C.6. /Nt..e.r Fw(p OJ,t. -re coGt..Jfo 1**************************************************************************** FLOW PROCESS FROM NODE 8.00 TO NODE 9.10 IS CODE = 2 --------------------------------------~------------------------------------- I==~~~~~~~;;~~~~~i;~i~~;~;~i~~~~;~~~~~~~:~~~~~~======================== DEVELOPMENT IS SINGLE FAMILY(1/2 ACRE) TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 600.00 UPSTREAM ELEVATION = 1141.70 DOWNSTREAM ELEVATION = 1134.00 ELEVATION DIFFERENCE = 7.70 TC = .422*[( 600.00**3)/( 7.70)]**.2 = 13.032 100.00 YEAR RAINFALL INTENSITY(INCHjHOUR) = 3.009 SOIL CLASSIFICATION IS "0" SINGLE-FAMILY(lj2 ACRE LOT) RUNOFF COEFFICIENT = .8305 SUBAREA RUNOFF(CFS) = 2.75 TOTAL AREA(ACRES) = 1.10 TOTAL RUNOFF(CFS) = I I I c;-/ 2.75 1**************************************************************************** FLOW PROCESS FROM NODE 9.10 TO NODE 9.00 IS CODE = 6 ---------------------------------------------------------------------------- I >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< ============================================================================ UPSTREAM ELEVATION = 1134.00 DOWNSTREAM ELEVATION = 1131.00 .__ STREET LENGTH(FEET) = 320.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 I I DISTANCE FROM CROWN TO CROSSFALL GRADE BREAK = INTERIOR STREET CROSS FALL (DECIMAL) = .020 OUTSIDE STREET CROSS FALL (DECIMAL) = .020 SPECIFIED NUMBER OF HALF STREETS CARRYING RUNOFF = 9.00 &-2- 1 \<0 (p I I I I I **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 3.54 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .36 HALFSTREET FLOODWIDTH(FEET) = 11.55 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.44 PRODUCT OF DEPTH&VELOCITY = .87 STREETFLOW TRAVELTIME(MIN) = 2.19 TC(MIN) = 15.22 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.763 SOIL CLASSIFICATION IS "D" SINGLE-FAMILY(1/2 ACRE LOT) RUNOFF COEFFICIENT = .8252 SUBAREA AREA(ACRES) = .70 SUBAREA RUNOFF(CFS) = 1.60 SUMMED AREA(ACRES) = 1.80 TOTAL RUNOFF(CFS) = 4.34 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .38 HALF STREET FLOODWIDTH(FEET) = 12.59 FLOW VELOCITY(FEET/SEC.) = 2.55 DEPTH*VELOCITY = .96 1**************************************************************************** FLOW PROCESS FROM NODE 9.00 TO NODE 9.00 IS CODE = 1 ---------------------------------------------------------------------------- I==;~;~~~~~~~~~;~~;~~~;~:~=;~~~~=~~~=~~~~~~~~~~~~~~~===================== CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 15.22 RAINFALL INTENSITY(INCH/HR) = 2.76 TOTAL STREAM AREA(ACRES) = 1.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.34 I ** ********** * ****** * *****.* * * * * * * * * * * * * * * * * * * * * * * ** * * * * * ******** * * * ** * * * * *** * FLOW PROCESS FROM NODE 9.20 TO NODE 9.00 IS CODE = 2 I==~~~~~~~~~~~~=~~~~~~=~~~~~~~=~~~~~~=~~~~~~~:::::====::::::::::::::::=::: ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 380.00 UPSTREAM ELEVATION = 1147.20 DOWNSTREAM ELEVATION = 1131.30 ELEVATION DIFFERENCE = 15.90 TC = .303*[( 380.00**3)/( 15.90)]**.2 = 6.154 100.00 YEAR RAINFALL INTENSITY (INCH/HOUR) = 4.544 SOIL CLASSIFICATION IS "D" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8920 SUBAREA RUNOFF(CFS) = 1.62 TOTAL AREA(ACRES) = .40 TOTAL RUNOFF(CFS) 1.62 1*********************************;****************************************** FLOW PROCESS FROM NODE 9.00 TO NODE 9.00 IS CODE = 1 1--:::::~i~i~NA;i-iN~ipiN~iN;-~;;E~-;~R-C~N;LUiNCi~~~~~-----~--------------- >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< I I I I /-1-2. ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I I I I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 6.15 RAINFALL INTENSITY(INCH/HR) = 4.54 TOTAL STREAM AREA(ACRES) = .40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.62 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW ~TE TABLE ** 7 \'"\ I 1 I STREAM NUMBER 1 2 RUNOFF (CFS) . 3.38 5.33 TIME (MIN.) 6.15 15.22 INTENSITY ( INCH/HOUR) 4.544 2.763 COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA (ACRES) = ESTIMATES ARE = 5.33 2.20 AS FOLLOWS: Tc(MIN.) = 15.22 C.6, INUr P'G-ov-J CoIL.,-€, Co6L./k> t GeIJ. ~E1h/l."'( **************************************************************************** ~ I__:~~_:~~:~~~_:~~~_~~~~_____::~~_~~_~~~~_____:::~_:~_:~~~_:___~____________ AP >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< 1==i~~i~~i~=;i;i=~i~i~i;7i~~~)=i~~;i~~i~=~~=~~:;;;========================= DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.4 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 22.9 UPSTREAM NODE ELEVATION = 1131.30 DOWNSTREAM NODE ELEVATION = 1122.00 FLOWLENGTH(FEET) = 20.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 5.33 TRAVEL TIME(MIN.) = .01 TC(MIN.) = 15.23 ,N-r 1 I 1 1****************************************************************~*********** FLOW PROCESS FROM NODE 5.10 TO NODE 5.10 IS CODE = 1 ---------------------------------------------------------------------------- 1==;~;i~~~~i;~~F:~;~~~~~~~=;~~~~=~~~=~~~~~~~~~~~~~~~===================== CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 15.23 RAINFALL INTENSITY(INCH/HR) = 2.76 TOTAL STREAM AREA(ACRES) = 2.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.33 1***.******..*...****..*******...*.*******....******************************* FLOW PROCESS FROM NODE 11.00 TO NODE 10.00 IS CODE = 2 I::~~~~~~~~~~~~:~~~~~~:~~~~~~~:~~~~~~:~~~~~~~::::::::::::::::::::::::::::: ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY(1/2 ACRE) TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 600.00 UPSTREAM ELEVATION = 1138.70 DOWNSTREAM ELEVATION = 1122.00 ELEVATION DIFFERENCE = 16.70 TC = .422*[( 600.00**3)/( 16.70)]**.2 = 11.163 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.276 SOIL CLASSIFICATION IS "D" SINGLE-FAMILY(1/2 ACRE LOT) RUNOFF COEFFICIENT = .8355 CuLV6~T SUBAREA RUNOFF(CFS) = 5.47 ''''I.-6T TOTAL AREA(ACRES) = 2.00 TOTAL RUNOFF(CFS) = 5.47 ~~ 1**************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 5.10 IS CODE = 3 1--;;;;;COMPUTE-pipEFLOW-TRAVELTiME-THRU-SUBAREA~~~~~------------------------ >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< I==~i~~~~i~;~~~:~i~~~~;~~~~~b:~~~~i~~~~~~~:~~~~~;========================= PIPEFLOW VELOCITY(FEET/SEC.) = 6.3 . 1 I I /-I-I I <j "co I I UPSTREAM NODE ELEVATION = 1122.00 DOWNSTREAM NODE ELEVATION = 1121.50 FLOWLENGTH(FEET) = 40.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 5.47 TRAVEL TIME(MIN.) = .11 TC(MIN.) = 11.27 1 1**************************************************************************** FLOW PROCESS FROM NODE 5.10 TO NODE 5.10 IS CODE = 1 1 I I I I I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< , ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 11.27 RAINFALL INTENSITY(INCH/HR) = 3.26 TOTAL STREAM AREA(ACRES) = 2.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.47 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK STREAM NUMBER 1 2 FLOW RATE RUNOFF (CFS) 9.42 9.97 TABLE ** TIME (MIN. ) 11. 27 15.23 INTENSITY ( INCH/HOUR) 3.259 2.761 COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA (ACRES) = ESTIMATES ARE = 9.97 4.20 AS FOLLOWS: Tc(MIN.) = 15.23 1*****************************************************************~********** FLOW PROCESS FROM NODE 5.10 TO NODE 5.00 IS CODE = 3 I I >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< I >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.3 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 6.2 UPSTREAM NODE ELEVATION = 1122.50 DOWNSTREAM NODE ELEVATION = 1122.00 FLOWLENGTH(FEET) = 60.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER (INCH) = 21.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 9.97 TRAVEL TIME (MIN.) = .16' TC (MIN.) = 15.40 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.) = 15.40 RAINFALL INTENSITY(INCH/HR) = 2.75 TOTAL STREAM AREA(ACRES) = 4.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.97 I **************************************************************************** FLOW PROCESS FROM NODE 5.00 TO NODE 5.00 IS CODE = 7 I--;;;;;USER-SPECIFIED-~~DR~~~~~-I~F~~~I~~-i~-~~DE;;;;;-------------------- ============================================================================ I '1 \1\. 1 USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 19.10 RAIN INTENSITY(INCHjHOUR) = 2.44 TOTAL AREA(ACRES) = 44.20 TOTAL RUNOFF(CFS) = 99.70 1**************************************************************************** FLOW PROCESS FROM NODE 5.00 TO NODE 5.00 IS CODE = 1 1--;;;;;~i~i~;~Ti-i;~iPi;~i;T-~T;iAM-F~;-~~;F~~i;~i~~~~~--------------------- >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< A-oo C.1-!,4N 1.-. O~/,.J*&e: r"""~ <?(,c6_1'/'~";"" 4-4- ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 1 1 1 1 I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 19.10 RAINFALL INTENSITY(INCHjHR) = 2.44 TOTAL STREAM AREA(ACRES) = 44.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 99.70 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK STREAM NUMBER 1 2 FLOW RATE RUNOFF (CFS) 90.33 108.55 TABLE ** TIME (MIN.) 15.40 19.10 INTENSITY (INCHjHOUR) 2.745 2.439 COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA (ACRES) = ESTIMATES ARE AS FOLLOWS: = 108.55 Tc(MIN.) = 48.40 19.10 1**************************************************************************** FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE = 5 1 1 1 >>>>>COMPUTE TRAPEZOIDAL-CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM NODE ELEVATION = 1121.00 DOWNSTREAM NODE ELEVATION = 1118.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 250.00 CHANNEL BASE(FEET) = 30.00 "z" FACTOR = 3.000 MANNING'S FACTOR = .030 MAXIMUM DEPTH(FEET) = CHANNEL FLOW THRU SUBAREA(CFS) = 108.55 FLOW VELOCITY(FEETjSEC) = 4.34 FLOW DEPTH(FEET) = TRAVEL TIME(MIN.) = .96 TC(MIN.) = 20.06 1**************************************************************************** FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE = 8 I[=~~~~~~~~~~~~~=~~=~~~~~~=~~=~~~~~~~=~~~~=~~~~~~~~======================= 100.00 YEAR RAINFALL INTENSITY(INCHjHOUR) = 2.374 I SOIL CLASSIFICATION IS "D" SINGLE-FAMILY(lj2 ACRE LOT) RUNOFF COEFFICIENT = .8148 SUBAREA AREA(ACRES) = 2.70 SUBAREA RUNOFF(CFS) = 5.22 TOTAL AREA(ACRES) = 51.10 TOTAL RUNOFF(CFS) = 113.78 1 TC(MIN) = 20.06 3.00 .77 N. c;.eN. K~llf'/r R.u AT) C>>.i.-I/ a-r 'f'iL€"( rWw **************************************************************************** I- FLOW PROCESS FROM NODE 6.10 TO NODE 6.20 IS CODE = 2 --------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY(lj2 ACRE) TC = K*[(LENGTH**3)j(ELEVATION CHANGE)]**.2 .4-10 , /0 1P I I 'I INITIAL SUBAREA FLOW-LENGTH = 650.00 UPSTREAM ELEVATION = 1164.50 DOWNSTREAM ELEVATION = 1123.60 ELEVATION DIFFERENCE = 40.90 TC = .422*[( 650.00**3)/( 40.90)]**.2 = 9.791 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.521 SOIL CLASSIFICATION IS "D" SINGLE-FAMILY(1/2 ACRE LOT) RUNOFF COEFFICIENT = .8395 SUBAREA RUNOFF(CFS) = 10.05 TOTAL AREA(ACRES) = 3.40 TOTAL RUNOFF(CFS) = 10.05 1**************************************************************************** FLOW PROCESS FROM NODE 6.20 TO NODE 6.20 IS CODE = 1 ---------------------------------------------------------------------------- 1 .1 , **************************************************************************** FLOW PROCESS FROM NODE 9.30 TO NODE 9.10 IS CODE = 2 J---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = .2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 9.79 RAINFALL INTENSITY(INCH/HR) = 3.52 TOTAL STREAM AREA(ACRES) = 3.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.05 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY(1/2 ACRE) TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 560.00 UPSTREAM ELEVATION = 1152.70 DOWNSTREAM ELEVATION = 1134.00 ELEVATION DIFFERENCE = 18.70 TC = .422*[( 560.00**3)/( 18.70)]**.2 = 10.470 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.393 SOIL CLASSIFICATION IS "D" SINGLE-FAMILY(1/2 ACRE LOT) RUNOFF COEFFICIENT = .8375 SUBAREA RUNOFF(CFS) = 7.96 TOTAL AREA(ACRES) = 2.80. TOTAL RUNOFF(CFS) = 6-~ J J ) I 7.96 **************************************************************************** .. FLOW PROCESS FROM NODE 9.10 TO NODE 9.00 IS CODE = 6 -----------------------------------------------------------------------~---- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I UPSTREAM ELEVATION = 1134.00 STREET LENGTH (FEET) = 360.00 STREET HALFWIDTH(FEET) = 18.00 1 I I I 1 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. 1131. 00 DISTANCE FROM CROWN TO CROSSFALL GRADE BREAK = INTERIOR STREET CROSSFALL(DEClMAL) = .020 OUTSIDE STREET CROSS FALL (DECIMAL) = .020 9.00 e-b SPECIFIED NUMBER OF HALF STREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .46 HALFSTREET FLOODWIDTH(FEET) = 16.71 AVERAGE FLOW VELOCITY(FEET/SEC.) = PRODUCT OF DEPTH&VELOCITY = 1.30 STREETFLOW TRAVELTIME(MIN) = 2.12 TC(MIN) = 12.59 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.066 8.23 2.83 1). /1 ., 1 I SOIL CLASSIFICATION IS "D" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8886 SUBAREA AREA(ACRES) = .20 SUBAREA RUNOFF(CFS) = SUMMED AREA(ACRES) = 3.00 TOTAL RUNOFF(CFS) = END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .47 HALFSTREET FLOODWIDTH(FEET) = 17.23 I FLOW VELOCITY(FEET/SEC.) = 2.76 DEPTH*VELOCITY = 1.30 **************************************************************************** FLOW PROCESS FROM NODE 9.00 TO NODE 6.20 IS CODE = 6 1--;;;;;~O;PU;E-;;;EE;F~;-;~~E~;i;E-;~~U-;U~~Ei~~~~~---------------------- .54 8.50 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I 1 I 1 I I I UPSTREAM ELEVATION = 1131.00 STREET LENGTH(FEET) = 390.00 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADE BREAK = 10.00 INTERIOR STREET CROSSFALL(DEClMAL) = .020 OUTSIDE STREET CROSSFALL(DEClMAL) = .020 DOWNSTREAM ELEVATION = 1123.60 CURB HEIGTH(INCHES) = 6. ~-7 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW (CFS) = 9.01 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .43 HALFSTREET FLOODWIDTH(FEET) = 15.09 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.76 PRODUCT OF DEPTH&VELOCITY = 1.61 STREETFLOW TRAVELTIME(MIN) = 1.73 TC(MIN) = 14.32 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.857 SOIL CLASSIFICATION IS "D" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8879 SUBAREA AREA(ACRES) = .40 SUBAREA RUNOFF(CFS) = 1.01 SUMMED AREA(ACRES) = 3.40 TOTAL RUNOFF(CFS) = 9.52 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .43 HALFSTREET FLOODWIDTH(FEET) = 15.09 FLOW VELOCITY(FEET/SEC.) = 3.98 DEPTH*VELOCITY = 1.70 I 1 I I I 1 1**************************************************************************** FLOW PROCESS FROM NODE 6.20 TO NODE 6.20 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>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: TIME OF CONCENTRATION(MIN.) = 14.32 RAINFALL INTENSITY(INCH/HR) = 2.86 TOTAL STREAM AREA(ACRES) = 3.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.52 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK STREAM NUMBER 1 2 FLOW RATE RUNOFF (CFS) 16.56 17.67 TABLE ** TIME (MIN. ) 9.79 14.32 INTENSITY (INCH/HOUR) 3.521 2.857 COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA(ACRES) = ESTIMATES ARE = 17.67 6.80 AS FOLLOWS: TC(MIN.) = 14.32 c.~. INLet FWw N, ~tL1'IY I.oM (So()-17-1 5, fl€) /2-- 1/(1/ 1**************************************************************************** FLOW PROCESS FROM NODE 6.20 TO NODE 6.20 IS CODE = 1 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 . CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: I TIME OF CONCENTRATION(MIN.) = 14.32 RAINFALL INTENSITY(INCH/HR) = 2.86 TOTAL STREAM AREA(ACRES) = 6.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 17.67 I******************~********************************************************* FLOW PROCESS FROM NODE 6.00 TO NODE 6.00 IS CODE = 7 I==~~~~~~~~~=~~~~~~~~~=~~~~~~~~~=~~~~~~~~~=~~=~~~~:::::==================== USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 20.00 RAIN INTENSITY(INCH/HOUR) = 2.38 TOTAL AREA(ACRES) = 51.10 TOTAL RUNOFF(CFS) = I /I19t? I'll'€- 113. 80 I"'L~T c;.Af'''>OI'TY .41' JuNC'" ",,./ 1**************************************************************************** FLOW PROCESS FROM NODE 6.00 TO NODE 6.20 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< 1 >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ DEPTH OF FLOW IN 48.0 INCH PIPE IS 37.9 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 10.7 UPSTREAM NODE ELEVATION = 1116.30 DOWNSTREAM NODE ELEVATION = 1116.00 FLOWLENGTH(FEET) = 40.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER (INCH) = 48.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 113.80 TRAVEL TIME(MIN.) = .06 TC(MIN.) = 20.06 1 1 1 1**************************************************************************** FLOW PROCESS FROM NODE 6.20 TO NODE 6.20 IS CODE = 1 I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ================================~=========================================== TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 20.06 RAINFALL INTENSITY(INCHjHR) = 2.37 TOTAL STREAM AREA(ACRES) = 51.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = I I I I I 113.80 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. * * PEAK STREAM NUMBER 1 2 FLOW RATE RUNOFF (CFS) 98.90 128.48 TABLE ** TIME (MIN.) 14.32 20.06 INTENSITY (INCH/HOUR) 2.857 2.374 COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA (ACRES) = ESTIMATES ARE = 128.48 57.90 AS FOLLOWS: Tc(MIN.) = 20.06 1**************************************************************************** FLOW PROCESS FROM NODE 6.20 TO NODE 19.00 IS CODE = 3 I 17 z,,4:J 1 1 1 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 48.0 INCH PIPE IS 33.8 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 13.6 UPSTREAM NODE ELEVATION = 1116.00 DOWNSTREAM NODE ELEVATION = 1115.50 FLOWLENGTH(FEET) = 40.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 128.48 TRAVEL TIME(MIN.) = .05 TC(MIN.) = 20.11 1**************************************************************************** FLOW PROCESS FROM NODE 19.00 TO NODE 19.00 IS CODE = 1 I--~~~~~DESIGNATE-INDE;ENDENT-STRE~-;~R-C~N;LUENCE~~~~~--------------------- 1 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 1 1 TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM TIME OF CONCENTRATION(MIN.) = 20.11 RAINFALL INTENSITY(INCH/HR) = 2.37 TOTAL STREAM AREA(ACRES) = 57.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 128.48 1 ARE: ***************************************~************************************ 1 FLOW PROCESS FROM NODE 9.20 TO NODE 18.00 IS CODE = 2 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 1 1 1 I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 670.00 UPSTREAM ELEVATION = 1147.20 DOWNSTREAM ELEVATION = 1124.50 ELEVATION DIFFERENCE = 22.70 TC = .303*[( 670.00**3)/( 22.70)]**.2 = 8.054 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.919 SOIL CLASSIFICATION IS "0" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8908 SUBAREA RUNOFF(CFS) = 3.84 TOTAL AREA(ACRES) = 1.10 TOTAL RUNOFF(CFS) = C.b. IrlL-r:-, ;1/. GeN. K.o:t-"--'" l' 1i'.P. ({'IQ,L'f-( $[.?€;) 3.84 1 1 1**************************************************************************** FLOW PROCESS FROM NODE 18.00 TO NODE 19.00 IS CODE = 3 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< I >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.6 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 10.9 UPSTREAM NODE ELEVATION = 1120.00 DOWNSTREAM NODE ELEVATION = 1115.50 FLOWLENGTH(FEET) = 60.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA (CFS) = 3.84 TRAVEL TIME(MIN.) = .09 TC(MIN.) = 1 8.15 1**************************************************************************** FLOW PROCESS FROM NODE 19.00 TO NODE 19.00 IS CODE = 1 ---------------------------------------------------------------------------- I I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- j)\ /4- 1 1 1 1 1 1 **************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 21.00 IS CODE = 2 1---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT TIME OF CONCENTRATION(MIN.) = 8.15 RAINFALL INTENSITY(INCH/HR) = 3.90 TOTAL STREAM AREA(ACRES) = 1.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = STREAM 2 ARE: 3.84 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK STREAM NUMBER 1 2 FLOW RATE RUNOFF (CFS) 55.88 130.82 TABLE ** TIME (MIN.) 8.15 20.11 INTENSITY ( INCH/HOUR) 3.895 2.370 COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA (ACRES) = ESTIMATES ARE = 130.82 59.00 AS FOLLOWS: Tc(MIN.) = 20.11 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 1 1 1 1 ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY(I/2 ACRE) TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 1000.00 UPSTREAM ELEVATION = 1221.50 DOWNSTREAM ELEVATION = 1141.00 ELEVATION DIFFERENCE = 80.50 TC = .422*[( 1000.00**3)/( 80.50)]**.2 = 11.073 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.290 SOIL CLASSIFICATION IS "D" SINGLE-FAMILY{I/2 ACRE LOT) RUNOFF COEFFICIENT = .8357 SUBAREA RUNOFF(CFS) = 15.12 TOTAL AREA(ACRES) = 5.50 TOTAL RUNOFF(CFS) = e;-f 15.12 **************************************************************************** 1r-;~~;~~~;~~~-;~;E~~i~AL:C~~iL:~~;~~~~~-~~:~~-:~-:~~~-=---=------------ >>>>>TRAVELTIME THRU SUBAREA<<<<< r=~~;;;;~=~~~;=;~;~~;i~~=:===~~~~~~~======================================= DOWNSTREAM NODE ELEVATION = 1125.00 CHANNEL LENGTH THRU SUBAREA{FEET) = 80.00 1 CHANNEL BASE (FEET) = .10 "z" FACTOR = 1. 000 MANNING'S FACTOR = .015 MAXIMUM DEPTH(FEET) = 1.50 CHANNEL FLOW THRU SUBAREA(CFS) = 15.12 FLOW VELOCITY (FEET/SEC) = 20.35 FLOW DEPTH(FEET) = .81 1 TRAVEL TIME(MIN.) = .07 TC(MIN.) = 11.14 **************************************************************************** I- FLOW PROCESS FROM NODE 22.00 TO NODE 22.00 IS CODE = 1 --------------------------------------------------------------------~------ >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT TIME OF CONCENTRATION(MIN.) = 11.14 1 RAINFALL INTENSITY(INCH/HR) = 3.28 TOTAL STREAM AREA(ACRES) = 5.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1 STREAM 1 ARE: 15.12 16 -rf 1**************************************************************************** FLOW PROCESS FROM NODE 36.00 TO NODE 22.00 IS CODE = 2 I==~~~~~~~~~~~~=~~~~~~=~~~~~~~=~~~~~~=~~~~~~~:::::======================== ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY(1/2 ACRE) TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 280.00 UPSTREAM ELEVATION = 1138.00 DOWNSTREAM ELEVATION = 1135.00 ELEVATION DIFFERENCE = 3.00 TC = .422*[( 280.00**3)/( 3.00)]**.2 = 9.961 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.488 SOIL CLASSIFICATION IS "D" SINGLE-FAMILY(1/2 ACRE LOT) RUNOFF COEFFICIENT = .8390 SUBAREA RUNOFF(CFS) = 4.97 TOTAL AREA(ACRES) = 1.70 1 1 1 1 **************************************************************************** FLOW PROCESS FROM NODE 22.00 TO NODE 22.00 IS CODE = 1 1---------------------------------------------------------------------------- .>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< f3--Z- TOTAL RUNOFF(CFS) = 4.97 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 1 1 1 1 1 TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT TIME OF CONCENTRATION(MIN.) = 9.96 RAINFALL INTENSITY(INCH/HR) = 3.49 TOTAL STREAM AREA(ACRES) = 1.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = STREAM 2 ARE: 4.97 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK STREAM NUMBER 1 2 FLOW RATE RUNOFF (CFS) 18.50 19.80 TABLE ** TIME (MIN. ) 9.96 11.14 INTENSITY (INCH/HOUR) 3.488 3.280 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 19.80 TC(MIN.) = TOTAL AREA(ACRES) = 7.20 1**************************************************************************** FLOW PROCESS FROM NODE 22.00 TO NODE 23.00 IS CODE = 5 1--;;;;;COM;~;;-;RA;;ZO~DAL:cHA;;;L-;LO;~~~~~------------------------------~- >>>>>TRAVELTIME THRU SUBAREA<<<<< 11.14 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 1 1 1 **************************************************************************** FLOW PROCESS FROM NODE 23.00 TO NODE 23.00 IS CODE = 8 1_--------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< UPSTREAM NODE ELEVATION = 1125.00 DOWNSTREAM NODE ELEVATION = 1120.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 200.00 CHANNEL BASE(FEET) = .10 "Z" FACTOR = 1.000 MANNING'S FACTOR = .015 MAXIMUM DEPTH(FEET) = CHANNEL FLOW THRU SUBAREA(CFS) = 19.80 FLOW VELOCITY(FEET/SEC) = 9.93 FLOW DEPTH(FEET) = TRAVEL TIME(MIN.) = .34 TC(MIN.) = 11.47 1.50 1. 36 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 1 p 1ft:, 1 1 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.227 SOIL CLASSIFICATION IS "D" SINGLE-FAMILY(I/2 ACRE LOT) RUNOFF COEFFICIENT = .8346 SUBAREA AREA(ACRES) = .60 SUBAREA RUNOFF(CFS) = 1.62 TOTAL AREA(ACRES) = 7.80 TOTAL RUNOFF(CFS) = 21.42 TC (MIN) = 11. 47 B>--:> 1**************************************************************************** FLOW PROCESS FROM NODE 23.00 TO NODE 23.00 IS CODE = 1 ---------------------------------------------------------------------------- 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: 1 TIME OF CONCENTRATION(MIN.) = 11.47 RAINFALL INTENSITY(INCH/HR) = 3.23 TOTAL STREAM AREA(ACRES) = 7.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 21.42 1**************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 31.00 IS CODE = 2 1--~~~~~~;i~;~L-;E;~~~-i;i;i~L-~~~~E~-~~L~~i~~~~~~------------------------ ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 1 I I I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY(I/2 ACRE) TC = K*[(LENGTH**3)/(ELEVATION CHANGE)J**.2 INITIAL SUBAREA FLOW-LENGTH = 350.00 UPSTREAM ELEVATION = 1184.50 DOWNSTREAM ELEVATION = . 1163.00 ELEVATION DIFFERENCE = 21.50 TC = .422*[( 350.00**3)/( 21.50)J**.2 = 7.680 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.023 SOIL CLASSIFICATION IS "D" SINGLE-FAMILY(I/2 ACRE LOT) RUNOFF COEFFICIENT = .8463 SUBAREA RUNOFF(CFS) = 4.09 TOTAL AREA(ACRES) = 1.20 TOTAL RUNOFF(CFS) = c:-( 4.09 **************************************************************************** I--;;;;~~~~~~;~-;~;E~~i~i~:~~~~~~:~~~;~~~~~-:~:~~-:~-:~~~_:_--~------------ >>>>>TRAVELTIME THRU SUBAREA<<<<< r-=;;;;;;i;=~~;;=;~;~i;i~~=:===~~~;~~~======================================= DOWNSTREAM NODE ELEVATION = 1139.30 CHANNEL LENGTH THRU SUBAREA(FEET) = 190.00 1 CHANNEL BASE(FEET) = .10 "Z" FACTOR = 1.000 MANNING'S FACTOR = .015 MAXIMUM DEPTH(FEET) = 1.50 CHANNEL FLOW THRU SUBAREA(CFS) = 4.09 FLOW VELOCITY(FEET/SEC) = 12.27 FLOW DEPTH(FEET) = .53 1 TRAVEL TlME(MIN.) = .26 TC(MIN.) = 7.94 **************************************************************************** ~_:~~_:~~:~~~_:~~~-~~~~---_:~:~~_:~-~~~~---_:::~~_:~_:~~~_:_--~------------ >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I UPSTREAM ELEVATION = 1139.30 . STREET LENGTH(FEET) = 80.00 STREET HALFWIDTH(FEET) = 18.00 I DISTANCE FROM CROWN TO CROSSFALL GRADE BREAK = INTERIOR STREET CROSSFALL(DEClMAL) = .020 OUTSIDE STREET CROSS FALL (DECIMAL) = .020 1 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. 1137.00 9.00 C-Z- 17 "J,..~ I I I I 1 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .32 HALFSTREET FLOODWIDTH(FEET) = 9.49 AVERAGE FLOW VELOCITY (FEETjSEC.) = PRODUCT OF DEPTH&VELOCITY = 1.19 STREETFLOW TRAVELTIME(MIN) = .35 TC(MIN) = 100.00 YEAR RAINFALL INTENSITY(INCHjHOUR) = 3.857 SOIL CLASSIFICATION IS "D" SINGLE-FAMILY(lj2 ACRE LOT) RUNOFF COEFFICIENT = .8442 SUBAREA AREA(ACRES) = 2.20 SUBAREA RUNOFF(CFS) = SUMMED AREA(ACRES) = 3.40 TOTAL RUNOFF(CFS) = END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .35 HALFSTREET FLOODWIDTH(FEET) = 11.04 FLOW VELOCITY(FEETjSEC.) = 4.21 DEPTH*VELOCITY = 1.46 1 **************************************************************************** FLOW PROCESS FROM NODE 33.00 TO NODE 34.00 IS CODE = 5 I--~~~~~~~;PUTE-T~PE~~~~~~:~~;E~-~~~;~~~~~-------------------------------- >>>>>TRAVELTIME THRU SUBAREA<<<<< 7.67 3.76 8.29 7.16 11.25 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I I I UPSTREAM NODE ELEVATION = 1137.00 DOWNSTREAM NODE ELEVATION = 1123.00 CHANNEL LENGTH THRU SUBAREA (FEET) = 180.00 CHANNEL BASE(FEET) = .10 "Z" FACTOR = 1.000 MANNING'S FACTOR = .015 MAXIMUM DEPTH(FEET) = 1.50 CHANNEL FLOW THRU SUBAREA(CFS) = 11.25 FLOW VELOCITY(FEETjSEC) = 13.20 FLOW DEPTH(FEET) = .87 TRAVEL TIME(MIN.) = .23 TC(MIN.) = 8.52 **************************************************************************** I--:~~-:~~~~~~_:~~~-~~~~----~~:~~_:~-~~~~----~~:~~_:~-~~~~-:_--~------------ >>>>>COMPUTE TRAPEZOIDAL-CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< I==g~~~~~~~~~:i~r~~~~~:~=:=~~f~~g~::===================================== CHANNEL LENGTH THRU SUBAREA(FEET) = 50.00 CHANNEL BASE (FEET) = .10 "Z" FACTOR = 1. 000 MANNING'S FACTOR = .015 MAXIMUM DEPTH(FEET) = CHANNEL FLOW THRU SUBAREA(CFS) = 11.25 FLOW VELOCITY(FEETjSEC) = 11.98 FLOW DEPTH(FEET) = TRAVEL TIME(MIN.) = .07 TC(MIN.) = 8.59 I I 1.50 .92 **************************************************************************** I FLOW PROCESS FROM NODE 23.00 TO NODE 23.00 IS CODE = 1 '------------------------------~--------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I I TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 8.59 RAINFALL INTENSITY(INCHjHR) = 3.78 TOTAL STREAM 'AREA (ACRES) = 3.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 11.25 1**************************************************************************** FLOW PROCESS FROM NODE 35.00 TO NODE 23.00 IS CODE = 2 1 f~ ~ II==~~~~~~~:~~~~=~~~~~~=:~:~:~~=~~~~~~=~~~~~:~~~~~~======================== I I I I **************************************************************************** I FLOW PROCESS FROM NODE 23.00 TO NODE 23.00 IS CODE = 1 --~------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY(I/2 ACRE) TC = K*[(LENGTH**3)/(ELEVATION CHANGE)J**.2 INITIAL SUBAREA FLOW-LENGTH = 420.00 UPSTREAM ELEVATION = 1141.50 DOWNSTREAM ELEVATION = 1120.00 ELEVATION DIFFERENCE = 21.50 TC = .422*[( 420.00**3)/( 21.50)J**.2 = 8.568 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.788 SOIL CLASSIFICATION IS "D" SINGLE-FAMILY(I/2 ACRE LOT) RUNOFF COEFFICIENT = .8433 SUBAREA RUNOFF(CFS) = 1.92 TOTAL AREA(ACRES) = .60 t?- r TOTAL RUNOFF(CFS) = 1. 92 1_============================================================================ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 8.57 I RAINFALL INTENSITY(INCH/HR) = 3.79 TOTAL STREAM AREA(ACRES) = .60 PEAK FLOW RATE(CFS) AT CONFLUENCE = I I I 1 1.92 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. * * PEAK STREAM NUMBER 1 2 3 FLOW RATE RUNOFF (CFS) 29.13 29.20 32.65 TABLE ** TIME (MIN.) 8.57 8.59 11.47 INTENSITY (INCH/HOUR) 3.788 3.783 3.227 &1"'-1". CIAI-V6t<-, 1I:,..e:i<- ,NU-r r'/..Ow COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA (ACRES) = ESTIMATES ARE = 32.65 11.80 AS FOLLOWS: Tc(MIN.) = 11. 47 **************************************************************************** I FLOW PROCESS FROM NODE 9.20 TO NODE 8.40 IS CODE = 2 --;;;;;RATIONAL-METHOD-INITIAL-SUBAREA-ANALYSIS~~~~~------------------------ ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 1 ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY(I/2 ACRE) TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 ]:-1 INITIAL SUBAREA FLOW-LENGTH = 510.00 I UPSTREAM ELEVATION = 1147.20 DOWNSTREAM ELEVATION = 1121.00 ELEVATION DIFFERENCE = 26.20 TC = .422*[( 510.00**3)/( 26.20)]**.2 = 9.253 .. 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.632 SOIL CLASSIFICATION IS "D" N G ~e:; tLrrY IZ.I. SINGLE-FAMILY(I/2 ACRE LOT) RUNOFF COEFFICIENT = .8411 t!f;~ €AV. fi :, _ SUBAREA RUNOFF (CFS) = 4.28 r"",.z (.0 ! 0 I TOTAL AREA(ACRES) = 1.40 TOTAL RUNOFF(CFS) = 4.280o,^,NS-r,LahVt C..b. ============================================================================ END OF STUDY SUMMARY: I PEAK FLOW RATE(CFS) = 4.28 Tc(MIN.) = 9.25 TOTAL AREA (ACRES) = 1.40 . ============================================================================ END OF RATIONAL METHOD ANALYSIS I /1 1J>' I I I 1**************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (C) Copyright 1982-89 Advanced Engineerin~ Software (aes) Ver. 5.4A Release Date:12/29/89 Ser1al # 4280 Analysis prepared by: Robert Bein, William Frost & Associates, 28765 Single Oak Drive, suite 250 Temecula, CA 92390 (714) 676-8042 . ************************** DESCRIPTION OF STUDY ************************** ~ MEADOWVIEW TRACT 23583 * * 10 YR. HYDROLOGY * * NOV. 1990 * 1 ************************************************************************** FILE NAME: A:M58310.DAT TIME/DATE OF STUDY: 11:58 11/17/1990 Ir-~;ER-;;E~~F~ED-~~DR~~G~-~~D-~~DRA~~~~-~~DE~-~~F~~;~~~~----------------- Inc. ---------------------------------------------------------------------------- I USER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DEClMAL) TO USE FOR FRICTION 10-YEAR STORM 10-MlNUTE INTENSITY(INCH/HOUR) = 2.360 I 10-YEAR STORM 60-MlNUTE INTENSITY(INCH/HOUR) = .880 100-YEAR STORM 10-MlNUTE INTENSITY(INCH/HOUR) = 3.480 _ 100-YEAR STORM 60-MlNuTE INTENSITY(INCH/HOUR) = 1.300 SLOPE OF 10-YEAR INTENSITY-DURATION CURVE = .5505732 I SLOPE OF 100-YEAR INTENSITY-DURATION CURVE = .5495536 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 10.00 1-HOUR INTENSITY(INCH/HOUR) = .8888 SLOPE OF INTENSITY DURATION CURVE = .5506 1 SLOPE = .90 RCFC&WCD HYDROLOGY MANUAL "C"-VALUES USED NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED 1**************************************************************************** FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 2 ---------------------------------------------------------------------------- 1= >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< =========================================================================== ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY(1/2 ACRE) I TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 _ INITIAL SUBAREA FLOW-LENGTH = 900.00 UPSTREAM ELEVATION = 1230.50 DOWNSTREAM ELEVATION = 1168.00 A I I ELEVATION DIFFERENCE = 62.50 - TC = .422*[( 900.00**3)/( 62.50)]**.2 = 10.934 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.269 SOIL CLASSIFICATION IS "C" .- SINGLE-FAMILY(1/2 ACRE LOT) RUNOFF COEFFICIENT = .7872 SUBAREA RUNOFF(CFS) = 15.18 TOTAL AREA(ACRES) = 8.50 TOTAL RUNOFF(CFS) = 15.18 ~*************************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 5 1--~~~~~~~~I~:~~~~~g~~~~~~~~~:F~~W~~~~~-------------------------------- ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 1 Zo '7;;P I I 1 UPSTREAM NODE ELEVATION = 1168.00 DOWNSTREAM NODE ELEVATION = 1155.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 650.00 CHANNEL BASE(FEET) = 20.00 IIZIl FACTOR = 3.000 MANNING'S FACTOR = .030 MAXIMUM DEPTH(FEET) = 3.00 CHANNEL FLOW THRU SUBAREA(CFS) = 15.18 FLOW VELOCITY(FEETjSEC) = 2.79 FLOW DEPTH(FEET) = TRAVEL TIME(MIN.) = 3.89 TC(MIN.) = 14.82 .26 **************************************************************************** I FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 8 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ I I 10.00 YEAR RAINFALL INTENSITY(INCHjHOUR) = 1.919 SOIL CLASSIFICATION IS "C" SINGLE-FAMILY(lj2 ACRE LOT) RUNOFF COEFFICIENT = .7715 SUBAREA AREA(ACRES) = 14.60 SUBAREA RUNOFF(CFS) = 21.62 TOTAL AREA(ACRES) = 23.10 TOTAL RUNOFF(CFS) = 36.80 TC(MIN) = 14.82 A-Z. 1**************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 5 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL-CHANNEL FLOW<<<<< 1 >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ UPSTREAM NODE ELEVATION = 1155.00 DOWNSTREAM NODE ELEVATION = 1135.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 830.00 CHANNEL BASE(FEET) = 20.00 "Z" FACTOR = 4.000 MANNING'S FACTOR = .030 MAXIMUM DEPTH(FEET) = CHANNEL FLOW THRU SUBAREA(CFS) = 36.80 FLOW VELOCITY(FEETjSEC) = 4.08 FLOW DEPTH(FEET) = TRAVEL TIME(MIN.) = 3.39 TC(MIN.) = 18.22 I I 3.00 .42 1**************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 8 ---------------------------------------------------------------------------- 1 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 10.00 YEAR RAINFALL INTENSITY(INCHjHOUR) = 1.713 SOIL CLASSIFICATION IS "C" SINGLE-FAMILY(lj2 ACRE LOT) RUNOFF COEFFICIENT = .7601 SUBAREA AREA(ACRES) = 16.90 SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = 40.00 TOTAL RUNOFF(CFS) = TC(MIN) = 18.22 1**************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 5 1--~~~~~~~;;~;E-;Ri;E~~~~~L:~~~EL-FL~;~~~~~-------------------------------- >>>>>TRAVELTIME THRU SUBAREA<<<<< 1 22.01 58.81 ,4-? ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 1 I I I UPSTREAM NODE ELEVATION = 1135.00 DOWNSTREAM NODE ELEVATION = 1121.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 650.00 CHANNEL BASE(FEET) = 20.00 "z" FACTOR = 3.000 MANNING'S FACTOR = .030 MAXIMUM DEPTH(FEET) = 3.00 CHANNEL FLOW THRU SUBAREA(CFS) = 58.81 FLOW VELOCITY(FEETjSEC) = 4.76 FLOW DEPTH(FEET) = .57 TRAVEL TIME(MIN.) = 2.28 TC(MIN.) = 20.49 **************************************************************************** 2-1 '?\ I FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 8 . ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 1============================================================================ 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.606 SOIL CLASSIFICATION IS "C" SINGLE-FAMILY(1/2 ACRE LOT) RUNOFF COEFFICIENT = .7533 SUBAREA AREA(ACRES) = 4.20 SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = 44.20 TOTAL RUNOFF(CFS) = TC(MIN) = 20.49 1 5.08 63.89 A-4 1**************************************************************************** FLOW PROCESS FROM NODE 7.10 TO NODE 7.20 IS CODE = 2 ---------------------------------------------------------------------------- I >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY(1/2 ACRE) TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 400.00 UPSTREAM ELEVATION = 1220.00 DOWNSTREAM ELEVATION = 1155.00 ELEVATION DIFFERENCE = 65.00 TC = .422*[( 400.00**3)/( 65.00)]**.2 = 6.669 . 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.979 SOIL CLASSIFICATION IS "D" SINGLE-FAMILY(1/2 ACRE LOT) RUNOFF COEFFICIENT = .8299 SUBAREA RUNOFF(CFS) = 10.38 TOTAL AREA(ACRES) = 4.20 TOTAL RUNOFF(CFS) = I I I e-l 10.38 I*************************~************************************************** FLOW PROCESS FROM NODE 7.20 TO NODE 7.30 IS CODE = 5 . I I >>>>>COMPUTE TRAPEZOIDAL-CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM NODE EI,EVATION = 1155.00 DOWNSTREAM NODE ELEVATION = 1141.90 CHANNEL LENGTH THRU SUBAREA(FEET) = 150.00 CHANNEL BASE (FEET) = .00 "Z" FACTOR = 1. 000 MANNING'S FACTOR = .015 MAXIMUM DEPTH(FEET) = CHANNEL FLOW THRU SUBAREA(CFS) = 10.38 FLOW VELOCITY(FEET/SEC) = 13.40 FLOW DEPTH(FEET) = TRAVEL TIME(MIN.) = .19 TC(MIN.) = 6.86 1**************************************************************************** FLOW PROCESS FROM NODE 7.30 TO NODE 7.40 IS CODE = 6 I==~~~~~~~~~~~~=~~~~~~~~=~~~~~~~~~=~~~~=~~~~~~~~~~~~====================== UPSTREAM ELEVATION = 1141.90 DOWNSTREAM ELEVATION = 1139.30 STREET LENGTH(FEET) = 170.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 1.50 .88 I I I I I DISTANCE FROM CROWN TO CROSSFALL GRADE BREAK = INTERIOR STREET CROSSFALL(DEClMAL) = .020 OUTSIDE STREET CROSS FALL (DECIMAL) = .020 SPECIFIED NUMBER OF HALF STREETS CARRYING RUNOFF = 9.00 t;-2- 2 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .39 HALFSTREET FLOODWIDTH(FEET) = 13.10 AVERAGE FLOW VELOCITY (FEET/SEC.) = PRODUCT OF DEPTH&VELOCITY = 1.28 12.09 3.29 1-2- 1p'V I I 1 STREETFLOW TRAVELTIME(MIN) = .86 TC(MIN) = 7.72 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.749 SOIL CLASSIFICATION IS "D" SINGLE-FAMILY(1/2 ACRE LOT) RUNOFF COEFFICIENT = .8249 SUBAREA AREA (ACRES) = 1. 50 SUBAREA RUNOFF (CFS) = 3.40 SUMMED AREA(ACRES) = 5.70 TOTAL RUNOFF(CFS) = 13.79. END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .41 HALFSTREET FLOODWIDTH(FEET) = 14.13 FLOW VELOCITY(FEET/SEC.) = 3.26 DEPTH*VELOCITY = 1.33 1**************************************************************************** FLOW PROCESS FROM NODE 7.40 TO NODE 7.50 IS CODE = 6 ---------------------------------------------------------------------------- I >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< ============================================================================ UPSTREAM ELEVATION = 1139.30 DOWNSTREAM ELEVATION = 1137.60 STREET LENGTH(FEET) = 230.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 I I 1 I I I I DISTANCE FROM CROWN TO CROSSFALL GRADE BREAK = INTERIOR STREET CROSSFALL(DEClMAL) = .020 OUTSIDE STREET CROSS FALL (DECIMAL) = .020 SPECIFIED NUMBER OF HALF STREETS CARRYING RUNOFF = 9.00 2 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .45 HALFSTREET FLOODWIDTH(FEET) = 16.20 AVERAGE FLOW VELOCITY(FEET/SEC.) = PRODUCT OF DEPTH&VELOCITY = 1.13 STREETFLOW TRAVELTIME(MIN) = 1.52 TC(MIN) = 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.490 SOIL CLASSIFICATION IS "D" SINGLE-FAMILY(1/2 ACRE LOT) RUNOFF COEFFICIENT = .8182 SUBAREA AREA(ACRES) = .00 SUBAREA RUNOFF(CFS) = SUMMED AREA(ACRES) = 5.70 TOTAL RUNOFF(CFS) = END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .45 HALFSTREET FLOODWIDTH(FEET) = 16.20 FLOW VELOCITY(FEET/SEC.) = 2.51 DEPTH*VELOCITY = 1.13 13.79 2.51 9.24 .00 13.79 **************************************************************************** I FLOW PROCESS FROM NODE 7.50 TO NODE 7.50 IS CODE = 1 -------------------------------------------------------------~-------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 9.24 RAINFALL INTENSITY(INCH/HR) = 2.49 TOTAL STREAM AREA(ACRES) = 5.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 13.79 1**************************************************************************** FLOW PROCESS FROM NODE 8.10 TO NODE 8.20 IS CODE = 2 I 1 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< 1============================================================================ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY(1/2 ACRE) TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 280.00 UPSTREAM ELEVATION = 1206.00 DOWNSTREAM ELEVATION = 1149.50 €!j-~ t'? ?;"? I I ELEVATION DIFFERENCE = 56.50 TC = .422*[( 280.00**3)/( 56.50)]**.2 = 5.537 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.300 SOIL CLASSIFICATION IS "D" SINGLE-FAMILY(1/2 ACRE LOT) RUNOFF COEFFICIENT = .8359 SUBAREA RUNOFF(CFS) = 3.86 TOTAL AREA(ACRES) = 1.40 TOTAL RUNOFF(CFS) = 3.86 1**************************************************************************** FLow PROCESS FROM NODE 8.20 TO NODE 7.50 IS CODE = 5 I--:::::~~;;~TE-T~;E~~~D~~:~~;E~-;~;~~~~~-------------------------------- >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ 1 1 I UPSTREAM NODE ELEVATION = 1149.50 DOWNSTREAM NODE ELEVATION = 1137.60 CHANNEL LENGTH THRU SUBAREA(FEET) = 140.00 CHANNEL BASE(FEET) = .00 "z" FACTOR = 1.000 MANNING'S FACTOR = .015 MAXIMUM DEPTH(FEET) = 1.50 CHANNEL FLOW THRU SUBAREA(CFS) = 3.86 FLOW VELOCITY(FEET/SEC) = 10.47 FLOW DEPTH(FEET) = TRAVEL TlME(MIN.) = .22 TC(MIN.) = 5.76 .61 **************************************************************************** FLOW PROCESS FROM NODE 8.20 TO NODE 7.50 IS CODE = 8 I--~------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I . 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.229 SOIL CLASSIFICATION IS "D" SINGLE-FAMILY(1/2 ACRE LOT) RUNOFF COEFFICIENT = .8347 SUBAREA AREA(ACRES) = 1.70 SUBAREA RUNOFF(CFS) = 4.58 TOTAL AREA(ACRES) = 3.10 TOTAL RUNOFF(CFS) = 8.44 TC(MIN) = 5.76 ~-4- 1**************************************************************************** FLOW PROCESS FROM NODE 7.50 TO NODE 7.50 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>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: TIME OF CONCENTRATION(MIN.) = 5.76 RAINFALL INTENSITY(INCH/HR) = 3.23 TOTAL STREAM AREA(ACRES) = 3.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = I 1 I I 1 8.44 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK STREAM NUMBER 1 2 FLOW RATE RUNOFF (CFS) 17.04 20.30 TABLE ** TIME (MIN.) 5.76 9.24 INTENSITY (INCH/HOUR) 3.229 2.490 COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA (ACRES) = ESTIMATES ARE = 20.30 8.80 AS FOLLOWS: Tc(MIN.) = 9.24 1**************************************************************************** FLOW PROCESS FROM NODE 7.50 TO NODE 8.30 IS CODE = 6 ---------------------------------------------------------------------------- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< I z4- ~ I=====================~====================================================== UPSTREAM ELEVATION = 1137.60 DOWNSTREAM ELEVATION = 1137.30 STREET LENGTH(FEET) = 60.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 I 1 I I I I I 1 DISTANCE FROM CROWN TO CROSSFALL GRADE BREAK = INTERIOR STREET CROSSFALL(DEClMAL) = .020 OUTSIDE STREET CROSSFALL(DEClMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 9.00 2 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = ***STREET FLOWING FULL*** 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) = .52 HALFSTREET FLOODWIDTH(FEET) = 18.00 AVERAGE FLOW VELOCITY(FEETjSEC.) = PRODUCT OF DEPTH&VELOCITY = 1.35 STREETFLOW TRAVELTIME(MIN) = .38 TC(MIN) = 10.00 YEAR RAINFALL INTENSITY(INCHjHOUR) = 2.435 SOIL CLASSIFICATION IS "D" SINGLE-FAMILY(1j2 ACRE LOT) RUNOFF COEFFICIENT = .8166 SUBAREA AREA(ACRES) = .00 SUBAREA RUNOFF(CFS) = SUMMED AREA (ACRES) = 8.80 TOTAL RUNOFF(CFS) = END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .52 HALFSTREET FLOODWIDTH(FEET) = 18.00 FLOW VELOCITY(FEETjSEC.) = 2.61 DEPTH*VELOCITY = 1.35 20.30 2.61 9.62 .00 20.30 c.~, {Nu, r-wc.) t.-otl-1'l5 COO:LHo **************************************************************************** .-_:~~_:~~:~~~_:~~~-~~~~-----~:~~-~~-~~~~----_:::~_:~-:~~~_:_--~------------ >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< I=========ASSUMED=INITIA~=S~~~EA=~NI;~RM==================================== DEVELOPMENT IS SINGLE FAMILY(1j2 ACRE) TC = K*[(LENGTH**3)j(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 600.00 UPSTREAM ELEVATION = 1141.70 DOWNSTREAM ELEVATION = 1134.00 ELEVATION DIFFERENCE = 7.70 TC = .422*[( 600.00**3)/( 7.70)]**.2 = 13.032 10.00 YEAR RAINFALL INTENSITY(INCHjHOUR) = 2.060 SOIL CLASSIFICATION IS "0" SINGLE-FAMILY(1/2 ACRE LOT) RUNOFF COEFFICIENT = .8042 SUBAREA RUNOFF(CFS) = 1.82 TOTAL AREA(ACRES) = 1.10 I I I G-I TOTAL RUNOFF(CFS) = 1.82 1**************************************************************************** FLOW PROCESS FROM NODE 9.10 TO NODE 9.00 IS CODE = 6 ---------------------------------------------------------------------------- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< 1============================================================================ UPSTREAM ELEVATION = 1134.00 DOWNSTREAM ELEVATION = 1131.00_ STREET LENGTH(FEET) = 320.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 I I I DISTANCE FROM CROWN TO CROSS FALL GRADE BREAK = INTERIOR STREET CROSSFALL(DEClMAL) = .020 OUTSIDE STREET CROSS FALL (DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 9.00 G-z... 1 1-~ ,?6 I 1 I I 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 2.34 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .33 HALFSTREET FLOODWIDTH(FEET) = 10.01 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.09 PRODUCT OF DEPTH&VELOCITY = .68 STREET FLOW TRAVELTIME(MIN) = 2.55 TC(MIN) = 15.58 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.867 SOIL CLASSIFICATION IS "D" SINGLE-FAMILY(1/2 ACRE LOT) RUNOFF COEFFICIENT = .7962 SUBAREA AREA(ACRES) = .70 SUBAREA RUNOFF(CFS) = 1.04 SUMMED AREA(ACRES) = 1.80 TOTAL RUNOFF(CFS) = 2.86 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .34 HALFSTREET FLOODWIDTH(FEET) = 10.52 FLOW VELOCITY(FEET/SEC.) = 2.34 DEPTH*VELOCITY = .79 **************************************************************************** 1 FLOW PROCESS FROM NODE 9.00 TO NODE 9.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 1 TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 15.58 I RAINFALL INTENSITY (INCH/HR) = 1. 87 TOTAL STREAM AREA(ACRES) = 1.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.86 1**************************************************************************** FLOW PROCESS FROM NODE 9.20 TO NODE 9.00 IS CODE = 2 ---------------------------------------------------------------------------- .==~~~~~~~~~~;;~~~~;~~~~~~~~;~~;~;~~~~~~~~~~~~~~======================== DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 380.00 UPSTREAM ELEVATION = 1147.20 DOWNSTREAM ELEVATION = 1131.30 ELEVATION DIFFERENCE = 15.90 TC = .303*[( 380.00**3)/( 15.90)]**.2 = 6.154 10.00 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.114 SOIL CLASSIFICATION IS "D" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8888 SUBAREA RUNOFF(CFS) = 1.11 TOTAL AREA(ACRES) = .40 I I I ;.1-2- TOTAL RUNOFF(CFS) = 1.11 1**************************************************************************** FLOW PROCESS FROM NODE 9.00 TO NODE 9.00 IS CODE = 1 I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 6.15 RAINFALL INTENSITY(INCH/HR) = 3.11 TOTAL STREAM AREA (ACRES) = .40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1 1 I I 1.11 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TIME INTENSITY :z..~ ~ I I NUMBER 1 2 (CFS) 2.24 3.53 (MIN.) 6.15 15.58 ( INCH/HOUR) 3.114 1. 867 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 3.53 Tc(MIN.) = 15.58 C ~ INLe~ TOTAL AREA (ACRES) = 2 . 20 . r?f::ww 1 If'/-r. Cfilz:rff. CoeWlo J- GeN. KeA,..,.,' **************************************************************************** ~. FLOW PROCESS FROM NODE 9.00 TO NODE 5.10 IS CODE = 3 1--~~~~~COMPUTE-PIPE;~;-T~~E~TIME-T~~u-~u~~Ei~~~~~------------------------ >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 1 1 1 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.8 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 20.3 UPSTREAM NODE ELEVATION = 1131.30 DOWNSTREAM NODE ELEVATION = 1122.00 FLOWLENGTH(FEET) = 20.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 3.53 TRAVEL TIME(MIN.) -= .02 TC(MIN.) = 15.60 1 **************************************************************************** I FLOW PROCESS FROM NODE 5.10 TO NODE 5.10 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 1 I TOTAL NUMBER OF STREAMS-= 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 15.60 RAINFALL INTENSITY(INCH/HR) = 1.87 TOTAL STREAM AREA(ACRES) = 2.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.53 1**************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 10.00 IS CODE = 2 I==:::::~~~~~~~~~~i;ii~~~~~~i~~~~;~~~~~~~~~~~~~======================== DEVELOPMENT IS SINGLE FAMILY(1/2 ACRE) TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 600.00 UPSTREAM ELEVATION = 1138.70 DOWNSTREAM ELEVATION = 1122.00 ELEVATION DIFFERENCE = 16.70 TC = .422*[( 600.00**3)/( 16.70)]**.2 = 11.163 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.244 SOIL CLASSIFICATION IS "D" SINGLE-FAMILY(1/2 ACRE LOT) RUNOFF COEFFICIENT = .8107 SUBAREA RUNOFF(CFS) = 3.64 TOTAL AREA(ACRES) = 2.00 I 1 I 1+-1 CCA N€./f--r IN~-r f"fA> vJ TOTAL RUNOFF(CFS) = 3.64 1**************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 5.10 IS CODE = 3 1==fffff~~R~~:~~~~~~~~~~~~~~~~~!~~~~~~:Y~~~~~~~~~~~=~~~~~~~~~~=========== I .1 ESTIMATED PIPE DIAMETER (INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.1 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 5.6 UPSTREAM NODE ELEVATION = 1122.00 1-1 ,?\ I I DOWNSTREAM NODE ELEVATION = FLOWLENGTH(FEET) = 40.00 ESTIMATED PIPE DIAMETER (INCH) PIPEFLOW THRU SUBAREA(CFS) = TRAVEL TIME(MIN.) = .12 1121.50 MANNING'S N = 18.00 3.64 TC(MIN.) = = .013 NUMBER OF PIPES = 11.28 1 1**************************************************************************** FLOW PROCESS FROM NODE 5.10 TO NODE 5.10 IS CODE = 1 --------------.-------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< 1 >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 11.28 RAINFALL INTENSITY(INCH/HR) = 2.23 TOTAL STREAM AREA(ACRES) = 2.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = I 1 1 1 I 3.64 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK STREAM NUMBER 1 2 FLOW RATE RUNOFF (CFS) 6.19 6.57 TABLE ** TIME (MIN.) 11. 28 15.60 INTENSITY ( INCH/HOUR) 2.231 1. 866 COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA(ACRES) = ESTIMATES ARE = 6.57 4.20 AS FOLLOWS: Tc(MIN.) = 15.60 1**************************************************************************** FLOW PROCESS FROM NODE 5.10 TO NODE 5.00 IS CODE = 3 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< 1 >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.3 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 5.6 UPSTREAM NODE ELEVATION = 1122.50 DOWNSTREAM NODE ELEVATION = 1122.00 FLOWLENGTH(FEET) = 60.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER (INCH) = 18.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA (CFS) = 6.57 TRAVEL TIME(MIN.) = .18 TC(MIN.) = 15.77 I 1 1 CUI.-vt:$"( O"-It.e"( PLOW 1 1**************************************************************************** FLOW PROCESS FROM NODE 5.00 TO NODE 5.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< 1============================================================================ TOTAL NUMBER OF STREAMS = 2 . CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 15.77 RAINFALL INTENSITY(INCH/HR) = 1.85 TOTAL STREAM AREA(ACRES) = 4.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.57 1**************************************************************************** FLOW PROCESS FROM NODE 5.00 TO NODE 5.00 IS CODE = 7 1--;;;;;USER-SPECiFiED-HYDROLOGy-iNFORMATiON-AT-NODE~~~~~-------------------- ============================================================================ USER-SPECIFIED VALUES ARE AS FOLLOWS: 1 z.9 ~ .1 / TC(MIN) = 20.50 RAIN INTENSITY(INCH/HOUR) = 1.61 TOTAL AREA(ACRES) = 44.20 TOTAL RUNOFF(CFS) = /Jilt? C;H/I,.JI.... P~JrlA-c,..e: FtZ-OI'/f 63.90 5<<.4-rt,<Z..e..... 1f-4 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 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 20.50 RAINFALL INTENSITY(INCH/HR) = 1.61 TOTAL STREAM AREA(ACRES) = 44.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1 1 1 1 1 63.90 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK STREAM NUMBER 1 2 FLOW RATE RUNOFF (CFS) 55.74 69.59 TABLE ** TIME (MIN.) 15.77 20.50 INTENSITY ( INCH/HOUR) 1. 855 1.605 COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA(ACRES) = ESTIMATES ARE = 69.59 48.40 AS FOLLOWS: Tc (MIN.) = 20.50 1**************************************************************************** FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE = 5 >>>>>COMPUTE TRAPEZOIDAL-CHANNEL FLOW<<<<< 1 >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ UPSTREAM NODE ELEVATION = 1121.00 DOWNSTREAM NODE ELEVATION = 1118.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 250.00 CHANNEL BASE(FEET) = 30.00 "Z" FACTOR = 3.000 MANNING'S FACTOR = .030 MAXIMUM DEPTH(FEET) = CHANNEL FLOW THRU SUBAREA(CFS) = 69.59 FLOW VELOCITY(FEET/SEC) = 3.70 FLOW DEPTH(FEET) = TRAVEL TIME(MIN.) = 1.13 TC(MIN.) = 21.63 1 1 3.00 .59 1**************************************************************************** FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE = 8 1 1 1 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ===================~======================================================== 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.559 SOIL CLASSIFICATION IS "0" ft. GI9J. K6A-,uV'f SINGLE-FAMILY(1/2 ACRE LOT) RUNOFF COEFFICIENT = .7802 SUBAREA AREA(ACRES) = 2.70 SUBAREA RUNOFF(CFS) = 3.28 RO~il e~Lve~~ TOTAL AREA(ACRES) = 51.10 TOTAL RUNOFF(CFS) = 72.87 1NU1 fC'LovJ TC(MIN):, 21.63 1**************************************************************************** FLOW PROCESS FROM NODE 6.10 TO NODE 6.20 IS CODE = 2 1_--------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY(1/2 ACRE) TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 650.00 1 A-iP z.q '^ I 1 I UPSTREAM ELEVATION = 1164.50 DOWNSTREAM ELEVATION = 1123.60 ELEVATION DIFFERENCE = 40.90 TC = .422*[( 650.00**3)/( 40.90)]**.2 = 9.791 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.412 SOIL CLASSIFICATION IS "D" SINGLE-FAMILY(1/2 ACRE LOT) RUNOFF COEFFICIENT = .8160 SUBAREA RUNOFF(CFS) = 6.69 TOTAL AREA(ACRES) = 3.40 TOTAL RUNOFF(CFS) = 6.69 1**************************************************************************** FLOW PROCESS FROM NODE 6.20 TO NODE 6.20 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< 1============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 9.79 RAINFALL INTENSITY(INCH/HR) = 2.41 TOTAL STREAM AREA(ACRES) = 3.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1 6.69 1**************************************************************************** FLOW PROCESS FROM NODE 9.30 TO NODE 9.10 IS CODE = 2 ---------------------------------------------------------------------------- 1 I 1 1 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY(1/2 ACRE) TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 560.00 UPSTREAM ELEVATION = 1152.70 DOWNSTREAM ELEVATION = 1134.00 ELEVATION DIFFERENCE = 18.70 TC = .422*[( 560.00**3)/( 18.70)]**.2 10.470 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.324 SOIL CLASSIFICATION IS "0" SINGLE-FAMILY(1/2 ACRE LOT) RUNOFF COEFFICIENT = .8133 SUBAREA RUNOFF(CFS) = 5.29 TOTAL AREA(ACRES) = 2.80 TOTAL RUNOFF(CFS) = 5.29 1**************************************************************************** FLOW PROCESS FROM NODE 9.10 TO NODE 9.00 IS CODE = 6 I::~~~~~~~~~~~~:~~~~~~~~~:~~~~~~~~~:~~~~:~~~~~~~~~~~~:::::::::::::::::::::: UPSTREAM ELEVATION = 1134.00 DOWNSTREAM ELEVATION = 1131.00 STREET LENGTH(FEET) = 360.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 E.-<;; 1 1 1 1 1 1 DISTANCE FROM CROWN TO CROSS FALL GRADE BREAK = INTERIOR STREET CROSSFALL(DEClMAL) = .020 OUTSIDE STREET CROSSFALL(DEClMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 9.00 e:--<P 1 **TRAVELTIME COMPUTED USING MEAN FLOW (CFS) = STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .41 HALFSTREET FLOODWIDTH(FEET) = 14.13 AVERAGE FLOW VELOCITY(FEET/SEC.) = PRODUCT OF DEPTH&VELOCITY = 1.06 STREETFLOW TRAVELTIME(MIN) = 2.32 TC(MIN) = 12.79 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.082 SOIL CLASSIFICATION IS "D" 5.48 2.59 ?O Ap I 1 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8842 SUBAREA AREA(ACRES) = .20 SUBAREA RUNOFF(CFS) = .37 SUMMED AREA(ACRES) = 3.00 TOTAL RUNOFF(CFS) = 5.66 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .42 HALFSTREET FLOODWIDTH(FEET) = 14.65 FLOW VELOCITY(FEETjSEC.) = 2.50 DEPTH*VELOCITY = 1.05 1*..****************.***********************.******************************** FLOW PROCESS FROM NODE 9.00 TO NODE 6.20 IS CODE = 6 ---------------------------------------------------------------------------- 1 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< ==;;~;;i~=i~~i;i~;=:===ii;i~~~===~~;;~;;i~=i~i~i;i~;=:===ii;;~~~========= STREET LENGTH(FEET) = 390.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 20.00 1 1 I 1 I I I DISTANCE FROM CROWN TO CROSS FALL GRADE BREAK = INTERIOR STREET CROSSFALL(DEClMAL) = .020 OUTSIDE STREET CROSSFALL(DEClMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 10.00 G-7 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .38 HALFSTREET FLOODWIDTH(FEET) = 12.77 AVERAGE FLOW VELOCITY(FEETjSEC.) = PRODUCT OF DEPTH&VELOCITY = 1.31 STREETFLOW TRAVELTIME(MIN) = 1.90 TC(MIN) = 6.00 3.43 14.68 10.00 YEAR RAINFALL INTENSITY(INCHjHOUR) = 1.929 SOIL CLASSIFICATION 1s "D" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8831 SUBAREA AREA(ACRES) = .40 SUBAREA RUNOFF(CFS) = SUMMED AREA(ACRES) = 3.40 TOTAL RUNOFF(CFS) = END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .38 HALFSTREET FLOODWIDTH(FEET) = 12.77 FLOW VELOCITY(FEETjSEC.) = 3.62 DEPTH*VELOCITY = 1.38 .68 6.34 **************************************************************************** FLOW PROCESS FROM NODE 6.20 TO NODE 6.20 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 STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 14.68 RAINFALL INTENSITY(INCHjHR) = 1.93 TOTAL STREAM AREA(ACRES) = 3.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1 I 1 I 1 I 6.34 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK STREAM NUMBER 1 2 FLOW RATE RUNOFF (CFS) 10.92 11. 69 TABLE ** TIME (MIN.) 9.79 14.68 INTENSITY ( INCHjHOUR) 2.412 1. 929 COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA (ACRES) = ESTIMATES ARE = 11. 69 6.80 AS FOLLOWS: Tc(MIN.) = 14.68 C. b. 1"'<-1&"( I""t-Qw f'/. J< E:M# Y f'-P. (5ov-ni 'SIPG) **************************************************************************** :1.>1 ~\. I FLOW PROCESS FROM NODE 6.20 TO NODE 6.20 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< I==;~;~~=;;;~i;=~;=;;;;~;=:==~====================~========================= CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 14.68 1 RAINFALL INTENSITY(INCH/HR) = 1.93 TOTAL STREAM AREA(ACRES) = 6.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 11.69 1**************************************************************************** FLOW PROCESS FROM NODE 6.00 TO NODE 6.00 IS CODE = 7 I==~~~~~~~~~=~~~~~~~~~=~~~~~~~~=~~~~~~~~~=~~=~~~~:::::==================== ~~~~i~rE;IF~~~66ALU~I~~N~~N~~~~~~hH/HOUR) = 1.56 A~o 0p€ I TOTAL AREA(ACRES) = 51.10 TOTAL RUNOFF(CFS) = 72.90 Irll..l?( CA-f7Ac-rry k, .=nuu.-r,,,,.J .1**************************************************************************** FLOW PROCESS FROM NODE 6.00 TO NODE 6.20 IS CODE = 3 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< 1 >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ DEPTH OF FLOW IN 42.0 INCH PIPE IS 30.6 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 9.7 UPSTREAM NODE ELEVATION = 1116.30 DOWNSTREAM NODE ELEVATION = 1116.00 FLOWLENGTH(FEET) = 40.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER (INCH) = 42.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 72.90 TRAVEL TIME(MIN.) = .07 TC(MIN.) = 21.67 1 I 1 1**************************************************************************** FLOW PROCESS FROM NODE 6.20 TO NODE 6.20 IS CODE = 1 .. . ---------------------------------------------------------------------------- >>>>>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: TIME OF CONCENTRATION(MIN.) = 21.67 RAINFALL INTENSITY(INCH/HR) = 1.56 TOTAL STREAM AREA(ACRES) = 51.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = I I I I I 72.90 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK STREAM NUMBER 1 2 FLOW RATE RUNOFF (CFS) 61. 09 82.34 TABLE ** TIME (MIN.) 14.68 21. 67 INTENSITY (INCH/HOUR) 1. 929 1.557 COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA (ACRES) = ESTIMATES ARE = 82.34 57.90 AS FOLLOWS: Tc(MIN.) = 21. 67 1**************************************************************************** FLOW PROCESS FROM NODE 6.20 TO NODE 19.00 IS CODE = 3 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< I />..7/ ;':2- 1 ============================================================================ 1 I 1 **************************************************************************** FLOW PROCESS FROM NODE 19.00 TO NODE 19.00 IS CODE = 1 ---------------------------------------------------------------------------- I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 21.72 RAINFALL INTENSITY(INCH/HR) = 1.55 TOTAL STREAM AREA(ACRES) = 57.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 39.0 INCH PIPE IS 30.1 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 12.0 UPSTREAM NODE ELEVATION = 1116.00 DOWNSTREAM NODE ELEVATION = 1115.50 FLOWLENGTH(FEET) = 40.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 82.34 TRAVEL TIME(MIN.) = .06 TC(MIN.) = 21.72 1 I 1 I ---------------------------------------------------------------------------- 1 . I 1 I I 1 I I I 1 82.34 **************************************************************************** FLOW PROCESS FROM NODE 9.20 TO NODE 18.00 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 670.00 UPSTREAM ELEVATION = 1147.20 DOWNSTREAM ELEVATION = 1124.50 ELEVATION DIFFERENCE = 22.70 TC = .303*[( 670.00**3)/( 22.70)]**.2 = 8.054 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.685 SOIL CLASSIFICATION IS "D" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8872 SUBAREA RUNOFF(CFS) = 2.62 TOTAL AREA(ACRES) = 1.10 C.6. ItVl..EiT 1'1. c;;.6;V. /t-<5-+tt,.J '( M. (t'lq2tH $1<76) TOTAL RUNOFF(CFS) = 2.62 **************************************************************************** FLOW PROCESS FROM NODE 18.00 TO NODE 19.00 IS CODE = 3 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.8 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 9.7 UPSTREAM NODE ELEVATION = 1120.00 DOWNSTREAM NODE ELEVATION = 1115.50 FLOWLENGTH(FEET) = 60.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER (INCH) = 18.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA (CFS) = 2.62 TRAVEL TIME(MIN.) = .10 TC(MIN.) = 1 8.16 **************************************************************************** FLOW PROCESS FROM NODE 19.00 TO NODE 19.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 ?~ ~<1;7 I I I I I CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 8.16 RAINFALL INTENSITY(INCH/HR) = 2.67 TOTAL STREAM AREA(ACRES) = 1.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.62 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK STREAM NUMBER 1 2 FLOW RATE RUNOFF (CFS) 33.54 83.87 TABLE ** TIME (MIN.) 8.16 21. 72 INTENSITY (INCH/HOUR) 2.667 1. 555 COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA(ACRES) = ESTIMATES ARE = 83.87 59.00 AS FOLLOWS: Tc(MIN.) = 21. 72 .1**************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 21.00 IS CODE = 2 I==~~~~~~~~~~~~=~~~~~~=~~~~~~~=~~~~~=~~~~~~~~~~~~======================== ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY(1/2 ACRE) TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 1000.00 UPSTREAM ELEVATION = 1221.50 DOWNSTREAM ELEVATION = 114~.00 ELEVATION DIFFERENCE. = 80.50 TC = .422*[( 1000.00**3)/( 80.50)]**.2 = 11.073 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.254 SOIL CLASSIFICATION IS "0" SINGLE-FAMILY(1/2 ACRE LOT) RUNOFF COEFFICIENT = .8110 SUBAREA RUNOFF(CFS) = 10.05 TOTAL AREA(ACRES) = 5.50 TOTAL RUNOFF(CFS) = 10.05 1 **************************************************************************** FLOW PROCESS FROM NODE 21.00 TO NODE 22.00 IS CODE = 5 I------------------------------------------------~--------------------------- >>>>>COMPUTE TRAPEZOIDAL-CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< I I I g.-I ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I I I UPSTREAM NODE ELEVATION = 1141.00 DOWNSTREAM NODE ELEVATION = 1125.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 80.00 CHANNEL BASE(FEET) = .10 "Z" FACTOR = 1.000 MANNING'S FACTOR = .015 MAXIMUM DEPTH(FEET) = 1.50 CHANNEL FLOW THRU SUBAREA(CFS) = 10.05 FLOW VELOCITY(FEET/SEC) = 18.37 FLOW DEPTH(FEET) = TRAVEL TIME(MIN.) = .07 TC(MIN.) = 11.15 .69 **************************************************************************** . FLOW PROCESS FROM NODE 22.00 TO NODE 22.00 IS CODE = 1 I ----------------------------------------------------------~----------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I I 1 TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 11.15 RAINFALL INTENSITY(INCH/HR) = 2.25 TOTAL STREAM AREA(ACRES) = 5.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.05 ?4 ~ 1*********************************************************************~****** FLOW PROCESS FROM NODE 36.00 TO NODE 22.00 IS CODE = 2 ---------------------------------------------------------------------------- I >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY(1/2 ACRE) I TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 280.00 UPSTREAM ELEVATION = 1138.00 DOWNSTREAM ELEVATION = 1135.00 I ELEVATION DIFFERENCE = 3.00 B--Z- TC = .422*[( 280.00**3)/( 3.00)]**.2 = 9.961 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.389 SOIL CLASSIFICATION IS "0" 1 SINGLE-FAMILY(1/2 ACRE LOT) RUNOFF COEFFICIENT = .8153 SUBAREA RUNOFF(CFS) = 3.31 TOTAL AREA(ACRES) = 1.70 TOTAL RUNOFF(CFS) = 3.31 1****************...**..*.*************************************************** FLOW PROCESS FROM NODE 22.00 TO NODE 22.00 IS CODE = 1 1--;;;;;Di~i~;i~i-i;Dipi;Di;~-~~~iAM-Fo~-~o;F~~i;~i~~~~~--------------------- >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ 1 1 I I I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 9.96 RAINFALL INTENSITY(INCH/HR) = 2.39 TOTAL STREAM AREA(ACRES) = 1.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.31 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK STREAM NUMBER 1 2 FLOW RATE RUNOFF (CFS) 12.29 13.16 TABLE ** TIME (MIN.) 9.96 11. 15 INTENSITY (INCH/HOUR) 2.389 2.245 COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA (ACRES) = ESTIMATES ARE = 13.16 7.20 AS FOLLOWS: Tc(MIN.) = 11.15 I **************************************************************************** FLOW PROCESS FROM NODE 22.00 TO NODE 23.00 IS CODE = 5 ---------------------------------------------------------------------------- UPSTREAM NODE ELEVATION = 1125.00 DOWNSTREAM NODE ELEVATION = 1120.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 200.00 CHANNEL BASE (FEET) = .10 "Z" FACTOR = 1.000 MANNING'S FACTOR = .015 MAXIMUM DEPTH(FEET) = CHANNEL FLOW THRU SUBAREA (CFS) = 13.16 FLOW VELOCITY(FEET/SEC) = 8.97 FLOW DEPTH(FEET) = TRAVEL TlME(MIN.) = .37 TC(MIN.) = 11.52 I **************************************************************************** FLOW PROCESS FROM NODE 23.00 TO NODE 23.00 IS CODE = 8 I ==~~~~~~~~~~~~~=~~=~~~~~~=~~=~~~~~~~=~~~~=~~~:::::======================= 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.205 I 1 I ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL-CHANNEL FLOW<<<<< >>>>>TRAVELTlME THRU SUBAREA<<<<< 1.50 1.16 I '?~ ~ 1 I SOIL CLASSIFICATION IS SINGLE-FAMILY(lj2 ACRE SUBAREA AREA{ACRES) = TOTAL AREA{ACRES) = TC(MIN) = 11.52 "D" LOT) RUNOFF COEFFICIENT = .8094 .60 SUBAREA RUNOFF(CFS) = 1.07 7.80 TOTAL RUNOFF(CFS) = 14.24 6-,? 1 **************************************************************************** FLOW PROCESS FROM NODE 23.00 TO NODE 23.00 IS CODE = 1 . >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< I==;~;~~=~~~~=~;=;;~~;=:==;============================================== CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: I TIME OF CONCENTRATION{MIN.) = 11.52 RAINFALL INTENSITY(INCHjHR) = 2.21 TOTAL STREAM AREA{ACRES) = 7.80 PEAK FLOW RATE{CFS) AT CONFLUENCE = 14.24 I *********************~****************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 31.00 IS CODE = 2 I==~~~~~~~~~~~~=~~~~~~=~~~~~~~=~~~~~~=~~~~~~~:::::======================== ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY{lj2 ACRE) TC = K*[{LENGTH**3)j(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 350.00 UPSTREAM ELEVATION = 1184.50 DOWNSTREAM ELEVATION = 1163.00 ELEVATION DIFFERENCE = 21.50 TC = ~422*[{ 350.00**3)j{ 21.50)]**.2 = 7.680 10.00 YEAR RAINFALL INTENSITY{INCHjHOUR) = 2.756 SOIL CLASSIFICATION IS "D" SINGLE-FAMILY(lj2 ACRE LOT) RUNOFF COEFFICIENT = .8250 SUBAREA RUNOFF{CFS) = 2.73 TOTAL AREA(ACRES) = 1.20 TOTAL RUNOFF{CFS) = 2.73 1 **************************************************************************** FLOW PROCESS FROM NODE 31.00 TO NODE 32.00 IS CODE = 5 I --;;;;;~o;;~;i-;ii;iioIDAL:~HANNiL-FLOW~~~~~-------------------------------- >>>>>TRAVELTIME THRU SUBAREA<<<<< 1 1 1 c - ( ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I 1 1 UPSTREAM NODE ELEVATION = 1163.00 DOWNSTREAM NODE ELEVATION = 1139.30 CHANNEL LENGTH THRU SUBAREA(FEET) = 190.00 CHANNEL BASE(FEET) = .10 "Z" FACTOR = 1.000 MANNING'S FACTOR = .015 MAXIMUM DEPTH(FEET) = 1.50 CHANNEL FLOW THRU SUBAREA(CFS) = 2.73 FLOW VELOCITY{FEETjSEC) = 11.15 FLOW DEPTH{FEET) = .45 TRAVEL TlME{MIN.) = .28 TC{MIN.) = 7.96 **************************************************************************** FLOW PROCESS FROM NODE 32.00 TO NODE 33.00 IS CODE = 6 I --;;;;;~o;;~;i-~;Rii;FLOw-;ii~iL;I;i-;HR~-~~~iiiA~~~~~---------------------- ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I 1 I UPSTREAM ELEVATION = 1139.30 DOWNSTREAM ELEVATION = 1137.00 STREET LENGTH{FEET) = 80.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSS FALL GRADE BREAK = 9.00 C-Z- INTERIOR STREET CROSSFALL{DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 ?~ ~ 1 I 1 1 1 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTlME COMPUTED USING MEAN FLOW(CFS) = 5.11 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .29 HALFSTREET FLOODWIDTH(FEET) = 7.95 AVERAGE FLOW VELOCITY(FEE~jSEC.) = 3.41 PRODUCT OF DEPTH&VELOCITY = .97 STREETFLOW TRAVELTlME(MIN) = .39 TC(MIN) = 8.36 10.00 YEAR RAINFALL INTENSITY(INCHjHOUR) = 2.631 SOIL CLASSIFICATION IS "D" SINGLE-FAMILY(lj2 ACRE LOT) RUNOFF COEFFICIENT = .8220 SUBAREA AREA(ACRES) = 2.20 SUBAREA RUNOFF(CFS) = 4.76 SUMMED AREA(ACRES) = 3.40 TOTAL RUNOFF(CFS) = 7.49 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .32 HALFSTREET FLOODWIDTH(FEET) = 9.49 FLOW VELOCITY(FEETjSEC.) = 3.67 DEPTH*VELOCITY = 1.16 I **************************************************************************** FLOW PROCESS FROM NODE 33.00 TO NODE 34.00 IS CODE = 5 ---------------------------------------------------------------------------- I 1 I >>>>>COMPUTE TRAPEZOIDAL-CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM NODE ELEVATION = 1137.00 DOWNSTREAM NODE ELEVATION = 1123.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 180.00 CHANNEL BASE(FEET) = .10 "Z" FACTOR = 1.000 MANNING'S FACTOR = .015 MAXIMUM DEPTH(FEET) = 1.50 CHANNEL FLOW THRU SUBAREA(CFS) = 7.49 FLOW VELOCITY(FEETjSEC) = 11.96 FLOW DEPTH(FEET) = .74 TRAVEL TlME(MIN.) = .25 TC(MIN.) = 8.61 I **************************************************************************** FLOW PROCESS FROM NODE 34.00 TO NODE 23.00 IS CODE = 5 I ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL-CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 1 I UPSTREAM NODE ELEVATION = 1123.00 DOWNSTREAM NODE ELEVATION = 1120.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 50.00 CHANNEL BASE (FEET) = .10 "Z" FACTOR = 1. 000 MANNING'S FACTOR = .015 MAXIMUM DEPTH(FEET) = CHANNEL FLOW THRU SUBAREA(CFS) = 7.49 FLOW VELOCITY(FEETjSEC) = 10.83 FLOW DEPTH(FEET) = TRAVEL TIME(MIN.) = .08 TC(MIN.) = 8.68 I **************~************************************************************* FLOW PROCESS FROM NODE 23.00 TO NODE 23.00 IS CODE = 1 I --;;;;;DESIG;ATE-I;DEPE;DE;T-STREAM-F~R-~~;FLUE;~E~~~~~--------------------- ============================================================================ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 8.68 RAINFALL INTENSITY(INCHjHR) = 2.58 TOTAL STREAM AREA (ACRES) = 3 .40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.50 1 I .78 7.49 **************************************************************************** I FLOW PROCESS FROM NODE 35.00 TO NODE 23.00 IS CODE = 2 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< 1 ?7 ~ 1 ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/2 ACRE) TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 420.00 UPSTREAM ELEVATION = 1141.50 DOWNSTREAM ELEVATION = 1120.00 ELEVATION DIFFERENCE = 21.50 TC = .422*[( 420.00**3)/( 21.50)]**.2 = 8.568 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.595 SOIL CLASSIFICATION IS "D" SINGLE-FAMILY(1/2 ACRE LOT) RUNOFF COEFFICIENT = .8210 SUBAREA RUNOFF(CFS) = 1.28 TOTAL AREA(ACRES) = .60 TOTAL RUNOFF(CFS) = 1 I 1 (?-f 1.28 1 **************************************************************************** FLOW PROCESS FROM NODE 23.00 TO NODE 23.00 IS CODE = 1 ---------------------------------------------------------------------------- I I I 1 ============================================================================ 1 1 1 I 1 1 I I 1 **************************************************************************** FLOW PROCESS FROM NODE 9.20 TO NODE 8.40 IS CODE = 2 I --~~~~~RATlo;i~-;iT~o~-I;ITli~-~u~iiii-iNi~Y~I~~~~~~---------~-------------- ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/2 ACRE) TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 510.00 UPSTREAM ELEVATION = 1147.20 DOWNSTREAM ELEVATION = 1121.00 ELEVATION DIFFERENCE = 26.20 TC = .422*[( 510.00**3)/( 26.20)]**.2 = 9.253 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.488 SOIL CLASSIFICATION IS "D" SINGLE-FAMILY(1/2 ACRE LOT) RUNOFF COEFFICIENT = .8181 SUBAREA RUNOFF(CFS) = 2.85 TOTAL AREA(ACRES) = 1.40 TOTAL RUNOFF(CFS) = >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT TIME OF CONCENTRATION(MIN.) = 8.57 RAINFALL INTENSITY(INCH/HR) = 2.60 TOTAL STREAM AREA(ACRES) = .60 PEAK FLOW RATE(CFS) AT CONFLUENCE = STREAM 3 ARE: 1.28 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE * * STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN. ) ( INCH/HOUR) 61-1'5-(. C.,t').J6~-r 1 19.26 8.57 2.595 2 19.49 8.68 2.576 /O,,,,6.€- ,('/ce"( ,",,-0", 3 21. 73 11.52 2.205 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 21. 73 Tc(MIN. ) = 11. 52 TOTAL AREA (ACRES) = 11.80 :L- I N. Gr~N. ~",...~.,... fU'. off'" 71"(e: 1"1..0"; 1'0 ?'o",," .,,-r....A-A c.&>. 2.85 END OF STUDY SUMMARY: PEAK FLOW RATE(CFS) = 2.85 TOTAL AREA(ACRES) = 1.40 ===============================================~============================ Tc(MIN.) = 9.25 END OF RATIONAL METHOD ANALYSIS ?~ ~~ I I 1 I I 1 1 I 1 I 1 1 I I I I 1 1 1 APPENDIX "B" CATCH BASIN DESIGN CALCULATIONS AND GUTTER CAPACITY ANALYSIS ~ 1 I I 1 1 1 1 1 1 I 1 1 I 1 1 1 1 I 1 JOB 7le. Z"?t?8'? / I{. J!r:::ppiYU- 'if CJtbeff "Bei1/.. "William "Fibst c&c':lIssociates PROFESSIONAL ENGINEERS, PLANNERS & SURVEYORS 26765 SINGLE OAK DRIVE. SUITE 250 . RANCHO CALIFORNIA. CA 92390 (7141878-8042. (714'878-7240 L"."G 'A' L,Ne; 'C/ SHEET NO. CALCULATED BY CHECKED BY SCALE ?tPpv7 t?tZl'llff HYI?/2A"'UC~ : ( A) clk'&,t:. thU'- COro'1/l.ot. - {Il"'o'/~d~.~s) I~""~ ~4.~-I~.O-::&.~' (~sc ~fJ'I"1,4)(.) I-llll (~Xlwt. . 7fzy 1-~d R.e./? - 1-1';'6 -:: 6'%~~ /.(,(, OF 4- I/j?L. '''/0' DATE DATE f%tt:- I?...~. 1'....... ~J. (eJI,o,c7"-z) '}jee SliT. 30 (-r;-p. Se:c.r; 0,,", Sr. 5,,q . I('+?~) .p....,04~.." 9'0 c.~s. (Go 70 <f.f3 ",<.c./?) . "lie.,.. (I ?-!j ~.C.p. - 111P ~ ~. %.0 " /. 44 .: y?,.,,,x.: ;/0 c.F:~."/lt5.'b ?O<-oJett.- ,ro'c.e"" t?e1"l7I 10 IN"C,ee::,tlSe /-It-JI Nee;p (J"'_~II~ c.,((s. l' HvJ fte'Y""MP" I.~_ p II . I I n(.) = /.(, X 1- '" 11:4 +I.'!t ~~~__o 8t. Zf-,~O- g':: I~.~ fttiV- Sot?) ( ~ ( t?<if.5/GfI/ CF11'c4 ~"s,'" > 0"/ to~1't5 CotU.IIo- VII<> -= ~o. ~ c.f? (fit- PUJ.,J ~ ,,91C;l ?/~ 01" s~~r) -' ~ .."...." /_ " AIf "" 1"/1'9)(. 1>r~ 6&"" r",ntt?lro' c." v'e:t "" -;;'!</t<J : rp ~ +.,. ,~ of? ~ I~ I /~'f." I. t?(J =- lA~e t.lI. I....". Wo~-. - t.L I~ if"""",1' C.//t#tl.-T) - ~'" 71 J .,ere; SilT:.4 / I l tJCI}f'. -:: /8 e.r.7. x 't-= ~ e.r.~. ;> %.13 c.~s. ~ 1 1 I 1 1 1 1 I 1 I 1 I 1 I 1 1 1 1 1 CJif CJWbeff "Be;1/.. 'William "Fibst c&c:'7Issociates PROFESSIONAL ENGINEERS, PLANNERS & SURVEYORS 28765 SINGLE OAK DRIVE. SUITE 250. TEMECULA. CA 92390-3621 (7141876-8042' FAll (7141 878-7240 JOB SHEET NO. -t.... OF CALCULATED BY DATE CHECKED BY DATE SCALE /'IIJ~ 'eo' L,,,Ji:. 'A' Golf':- , e>' ( ,,) \ i I \. ( t?) \ ~ I l (J ~ l c~tI ~lttI 1/11 Co~.,..e CtJeL.J.lo rJefl1t/ /II. GeN' /(,ei't~N"r' {!.oAt? - tf//DP -:: 6.? c.J:S. (~~) iVl4l' . '7~ 1'0"':1',1'1(;:' 1 /.08 = pel7H '10 ,4j'14J: C#e~ 1:. P6ff,f ~ f1o~~Ie.~ oV~w or:- ~: <l euw. - /;'/.30 };. /?'(,'l /.n{i r:f... t.D<>'~. ffUiJ- - 11'30. ~I tI~,;; t,4. I&-b. WDJt/~ - u,<;;, IN='?'l ~'?I(;'" C-A1't:+I 1!:Jt4$/A/S 0/'1 ;.Y. &e;fI/~ Ke:J41W'( t.M'(l~ 1f100 (?<>4H ?llle) -::- /7- 7 ct. 5. tv14K. !a,,(lIN& CJriffJ.4. '" J~ I (6{f./ &1ftM-1 f.A.d<5 f/Jc..+r- -::- 18 (.p<;. 7/17 Cf's t../~e. I W"'7 I N"~II" ~OlArH I . C/k;cK-- //'/U.,- CoN,!GoL.. -fpoo=- &.~c-ps) 1-1% ~&.q/;.<7':= I?,11(P fOiL- /'3" ,t.e. f. rp CAf. '" 'Z.4 eps ';> "it:; cfs ~ fi'-- 1 I I 1 I 1 1 1 1 1 1 1 1 1 1 1 1 I I 180 168 156 144 132 120 108 96 84 '" .., :t: <J Z Z e ~ II: .., > oJ :::l <J ... o II: ... ~ ... 2 .. o 72 10,000 8,000 6,000 5.000 4,000 3,000 2,000 1,000 800 600 500 400 "'- .... <J ~ -?flee-r 5 ()~ 4 CHART 2 (I) (2) (3) 6. EXAMPL.E 0-42 inCft" (3.~ ,,,,) g-120ch ,9- H. e f,et 10 8 6 5 4 3 2 BUREAU OF PuBLIC ROADS JAN. 1ge5 60 54 42 36 33 30 I \~ 27 l V 24 I 18 15 12 (I' 121 131 2.! 2.1 2.2 1.1 1.4 '0 in f"' Square .dg. .ith nnd.oll Grooy, nd wi'h h.od.oll (3) Groon .nd prolectln, To un Icol, (Z) or (3) proj.ct horizontall, to lcol, (I) I '''U un IIra1ght inclind lin. throlllh D"and Q Ical.. or rlY.,...t illu,trahd, . 1.0 5. I7,q(, .- 5. 4. 4. 4. 3. 3. 3. ----+ -- 2. 2:- 2. 1.5 1.5 (p ---L 5' 48--/;:;- / ~ / .. :t: <.>. '" o /////~ 300 Y ~ /f> ; 200 /'" ,____.., /~ . :;; 2 iP '" IIC,,~ .. ::0 i ~ 50/HW E ~ 4 -0 SCAL.E NTRANCE _ TYPE - .., ~ C ~ o .. .., :t: 1.5 1..0 1.0 1.0 .9 .9 .9 .8 .8 .8 .7 .r .7 .6 .6 .6 .5 .5 .5 HEADWATER DEPTH FOR CONCRETE PIPE CULVERTS WITH INLET CONTROL HEAOWATER SCALES 2803 REVISED MAY 1964 fJ'V -=- ...- ..-.- - ~ ~.~ - ... - I - N - - c.nc:n:"'-lOOCD~ - - If - N ~ i - -,-,-,- - Ut c:n~OOfD_ T - ... w N - mm N N -, w '" .... .", ~ .~ ~ .", ~ "'1_, s '" 0' ~I ~. "' - =r ::L =1 >., =EEr:L - -t::o =I~r r N N ~ lu. - .- - - - - -: = - _:i - ~-.-' ~I~- - 11 :FI' .'11''''.. .n__ . _n__. ., --.-- .._, -..... - - "- ::0 ~ ~ , Sl=i= .~ =1 CIl ~ m ~ ~ o ~:::EEEI: II.. -, -. - ---- -- - -- --- - - ---- :.= - - - -= - =--, - - - .. --- -- -- -- - - - - - - - - .- - - - -.-- -.- - --- -' - .:. - mt: :1:1+1' :l:i ~ ., ~ ~ - .- ~ ~ to .~ ~.. t :r ~ -.- .,- 0' I ,- I '~f;.~ - 01 m ~ m (0 o :I Iff ::E._._.::..I .ITL ~~.~ :::1=,=I-'T~ --=1 _L 3. ffju :: =1- - --- ~~~ -- - :I o - -lCCI-." -r-=r - .--1 ... ... .", ~ '" - H -"8-" -~l~'- -- , .: J -'~Il .- ---.- -- ;;,.-- '~.' -- .... ~ -<-. -- -- -- 3=1=1=1- =1 =1- 'I, .. ~ - :, -,I :~ - ::-t=' ~ "'I"'-.+f!- .-. ~1_ tt:1 :g. ~ -1-'-'-'-1-'- =~ - ~ ~~l~ 3ill .. .--..-.-- .'- - - - --. - --- - 1.""__.. --. - -- --, ~- :1:' mm ffl to) _, ___ - - -, --- - - - - - - - .- .- co :: ~ - ~ -'::EIJL -[' =] --.1 T - J nm ., - ::1=...., N -- .~c n, ~f:. J , .- -- -- -- . - - -- -, . -I~: 33_.. "'1- ::- =L-~ N . j '" ... '" '" ~'..i .. '" - '--j ~ -, ; - m.... - -- -: ~ :1 - - ~ 1':::,== -- ~ =- . .- - . -. --. -.- -- - - - B- - .- - ~ - .- ' .... '" '" - ~- =--;J '" - ID :::::__ - --. - '.J I-i' _i _. ntl ~ ~ -\>. I> '" ~ U 'TI 'TI N- O 111 (J) w,-4 ~ ...0 ~ ::II "'0 "'Z o ~ ",(5 ",CD - II1IIiIT =1 - , m t j~ _I "'1- ... "'~ U1 en ....... ClO(Q ... '" - lnCn....OOlD.... ... w N U\ Q'l ...... ClO 0.0 .... ... w N '" " ",. '" .... cJ\ \f , I I 1 1 I 1 1 I 1 1 1 I 1 1 1 1 1 I I **************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE CCI Copyright 1982-89 Advanced Engineering Sof:ware Caesl Ver. 2.8A Release Ddte: 8/19/89 Serial # 3830 AnalY3is prepared by: Robert Bein, William Frost & Associates, Inc. 28765 Sing~e O~k ~rive, Suite 250 Temecula, CA 92390 (714) 676-8042 ------------------------------.---------------------------------------------- TIME/DATE OF STUDY: 7:36 11/20/1990 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- '************************** DE3~RIPTION OF STUDY ************************** * TRACT 23583 10 YR. STREET CAPACITY DEPTH ANALYSIS * . CORTE COELHO BETWEEN CO~TE GU1ULE AND N. GEN KEARNY RD. * * 6' A.C. 3ERM CURB WITHOUT SU~TER * .****.***.*.***.***~**.*~****~.*~.+*.*.***.**.*.******...*.****-**.**_.**** *.*.***************~***+*..*~**.+.*********.*.*~***~************************ >>>>STREETFLOW MODEL INPUT I~FOR~ATIO~<<<< CONSTANT STREET GRADECFEETiFEETJ = .010000 CONSTANT STREET FLOWICFSJ = 5.70 AVERAGE STREETFLOW FRICTION FACTORIMANNING) = CONSTANT SYMMETRICAL STREET ~ALF-WIDTHCFEETI = CONSTANT SYMMETRICAL STREET CROSSFALLCDECIMALI = CONSTANT SYMMETRICAL CURB HEIGTHIFEET) = .50 CONSTANT SYM~ETRICAL GUTTER-WIDTHIFEETJ = .10 CONSTANT SYMMETRICAL GUTTER -LIPCFEET) = .03125 CONSTANT SYMMETR!CAL GUTTER-HIK2(F~ET) = .12500 FLOW ASSUMEJ TO ~ILL STR2ET ON O~E SIDE, A~D THEN SPLITS .015000 18.00 .020000 ---------------------------------.------------------------------------------ ------------------------------------------.------------------------------------ STREET FLOW MODEL RESULTS: ----------------------------------------------------.---------~-------------- STREST FLOWDEPTHIFEETl = .44 HALFS7RSET FLOODWIDTHIFEET) = 14.36 AVERAGS FLOW VELOCITYCFEET/SEC.) = 2.75 PRODUCT OF DEPTH&VELOCITY = 1.21 ---------------------------------------.------------------------------------- ------------------------------------------------------------------------------ ~ ~ ~ 1 I 1 1 1 1 1 *******+***+~*********.*********~*.*****.*********,.********~**~*.**..+*.*.*. HYDRAULIC ELS!1SNTS - I P;<OGEA~ PAC~A';E (~~ Coovriaht 1982-89 Advanced Enaineerinq S0ft~ara (desl V~r. 2.3A ~~leise 0~te: 8/19/89 Seri~l # 3830 A~a:V3:S ~reoar0d by: Rot~rt ~2i~. W:l!:a~ ?rost & ^3~ciciat~8, Inc. 28765 Sinc~e Oak ~r:ve, Suit.~ 250 !0ml~~ul~, CA 92390 ('/ >'iJ 676-t~042 TIME/DATE nF STUDY: 7:46 IL';~(1/199(l ---------------------------------------------------------------------------- ---------------.------.--------------------------------------------------------- *4*******..**********._.** ~ESC~IPTION OF STUDY ~*+******************.**** *' TP.;'('1' :-';-i,c;rn '!:-;O YR. DE51C~ F:.uii '* * 'V' n'TC:~ JP?~E CHE~K tCRI::CAL C!)ND!TI0N CHEC~) * I .... ^ 11.1 AC'1:'N'I' 7(: r ,{)'~' J 2 * ****j..~.....~+*.~*~*.*..*~*~.*....+...~.~*.+....*...*+.+**~....*.+.*.~**~~**.+****. I 1 1 I 1 1 1 1 1 1 ~.k*~...****~*~.~~***~.*.+j~~+~*~ r.~*.~+***.k*+*+.++***++.******.**..r****.* ~>>>SEA~~E~ INPUT T~~I)RMATr~S<<<< ('pt.'nn:'f, 7,1i-i11;~T7.r)NlAL/VrRT~C;\r.,) = i,OO :').;\ '~.; F~..J T rl1"~ ('LTF'T: = ' () (';;:,;::;r~\JT :;.rA~:~:C::I, ::\I.O?F.(FE:,:';'/FEET) = :r;'lTF(~:;>~! F~(',tol1(('F:::) -= :.(,."LO ~AN~rNGS PRICTION PACTOR = .0150 .!J180CO -------------------------------~--------------------------------------------- _______________________________________________________-0______-------------- ~l~RMA~-0~pTR FL(~W rNFI'R~AT~ON: )>)>> NI~~MA~ 0EPTE(FEETl ~ l.J~ ?! (;~.; T(] p.- W T )7:: (?EET) :: ? 7l 1.64 ?Ln~ ARj~A{sy[rA1E FEET) HYDRAUf.TC DEPTH(FEETJ = .0,8 PI.GW AVPRAGE VELOCITYCFEET/3EC.} = iiNIFORM FROtlDE NUMBER = 1.759 o ,).-, '-'. ~,- PRFSSlRF + MOMENTUM(POUNDSI = 292.16 AVEPAGSD VELOCITY HEADIFEETI = 1.043 SPFrlFIC FNERGYIFEETI = 2.355 --------------------------------------------------------------------.-------- ---------------------------------------------.-------------------------------- CRT':'I::AL-D::':P'I'E FLOW UJFORMA~I;~)~: C~rTT('Ar, FLOW TOP-WfDTHcFEETI 3.40 c;n'r':t':j\T. ?LnW AREA(SOiJAS'~: F:::~l) :: 2.89 CR ITTCi\L FLOW HYDRAULIC D:::r':';-i (?SET) :: .85 CRIT!CA~ FLO~ AVE~AGE VELO~lTY{FEE~/3EC.):: 5.22 CRITICAL OEPTHIFEETI = 1.65 CRITICAl, FI.OW PRESSU~E + MCM~N~UM(?OUNDS) = 254.96 AVERAGED rPTTICAL FLOW VEL0C:TY FEADCFEETI = .424 CRITICAL FLOW SPEt!FTC ENERGY!?EET) = 2.075 # -----------------------------------------------------------._---------------- ----------------------------------------------------------------------..------ 1'- 1 1 1 I 1 1 1 1 I . 1 1 1 1 I I 1 I 1 1 APPENDIX "e" STORM DRAIN HYDRAULIC ANALYSIS fP , I I I I I I 1 I I I I I I 1 I I I I HEAD~NG LINE NO 1 IS - ;~EADrNG L~NF. N0 2 rs - EEADiNG ~T~E NO J IS - f 0 5 1 5 P WATER SURFACE PRO,ILE - TITLE CARD LIS7IjG PAGE NO I NORTH GENERAL ,EA"Y ROAD S.D. 100 YEAR ;::!)~OLOGY ~INE A (~=O.C14) FILE NA~E:S83A.WSP '5" 71 NORTH GEN~RAL ~:fARNY ROAD S.D. T2 lOO YEAR HYDROLOGY T3 UNS A (N'0.014) PT.E NAME:583A.WSP SO 939.951107.70 1 T$ Q'I.QS]'i1R.BB 2 ,(:40 R o~2.'~!:jl!lQ.11 / .0:4 R i!lB.64:;ln.(17) .014 ~ 1nC;A,Qc,1;jD.% ') .::"l I 1 I 1 I , lJ 24, n?~ j 11.:\1 ~ ~IUL1l;-14.JO R 1~A4,:4!:!S_4q 9 If,47>h7111S.3~ JX lti.S2.331E),B3 :i 1700.:i711;6.07 I JX i711.!1!116.12 I R Ji.4&.4111~h.1() SH -1746.411:16..10 ro cn CD I l". ." D ,(i:) , , .' . nn '. " 1 , 0 .nn 4 , r .00 I , 11 no (, , 0 .0') "" J C;J 1 c.n o 1 I I I I 1 I I I I 1 1 , " 1 , 3 . 4 b 5 " ,~;4 .DI~ .0:4 (. 1 ~ .>)l"t .0:5 .r.:4 .D:4 .:114 2.3 14.7 ; ).)7.70 .00 ",r1 0 90.00 .JO 0 .(10 on Co .' 88.67 .DO ^ ., 1'1.00 ,IJO . 12.00 .DC 0 :8.00 .DO 0 1 ~: 7 ,:J0 56.00 :5.00 .00 0 :::7.40 27, :5 .oeo .:)0 0 (, ':15 30 , ;::(1 I. i'" u ! .() :D ,iL, . no rn (;(j nO .. : 50 (: C~ (.,. ^ , no ." L .1.)(; :1:: (, nf) 1 10 .00 ;u ..Q '. on 0(; 10 :.')C] .1.~O {flJ 1 1 I 1 I 1 1 1 1 I 1 I I 1 I I I . - (J\ 1 1 1 1 O~ rN3~31:i m~ IN3i\~1~ 1 I I I I ~OilVlS W2TV1 ~NIISI1 OdVJ IN3.312 - 311;000 3JV30ns a3IV~ 05l"S03 'nw N::'I2.Vl.S ~:v:} SiH s>aO,GV3H .2151, V 51 ;1 W9W NOIIVlS VIVO sin Hm, V S1 n os ,-," n.i ,~ l,3m 9 Of'9m lJ25 IC3Mil 9 0[" (: ~ ~ .. ~J3'S :'~jM;; ; TO' N OE'SPT A313 S I. r ON 3::Va o 00' CO' 00' H NVW la aNV 310~V SOlaV, """'.""t......"..,t..t".....t..".....,.t,t.,t.".+.....+...,'t,~.,... S~1PT~JSSV ~ lSOJj ~BTTIlM 'U~~8 ~laqo~ ;;0; pal~da]d al~~1JGS S~~! ...."....'..f..'.tt"'f..".""tf'..'...f.'+~...t..,""f""f"."""'+" lAY 3S aV3H m3 1.013 30 13^ m t 'S'1. H':030 oSH'VSSS:S~Vh 3jI3 (;IC'O=Nj v 3~I1 1~010,GlH aV3, 001 . a's avo, mm m3~JO Hl!O~ ONIIS11 S1110Ha SJV3BGS ,S.VI. d51503 3H '13'0,0 ,O,3N3 HI030 A313 1VJIlIBJ B3dOS Hlasa waON via 11DH ..~ , 'ON aI 13SVg 39Vd 12 8:lId 80gAV ON ,."""",...".",..".."..."".,."",."""""",..t.,..,."..."....".",.....,....,.,."",.""."~"""+t""""+'" 82 1 56'5;6 ~J.S SNV~.I 56'6,6 1 IE' :z wrm 69'oL 56 'Z96 I eCZ5 W 99" ZL'IvT ('9' vZTT L9'69 56'>50: 1 I ;G'6ltT (a'os 5nm we InVEj Z6'5 wom snz I I 1 I /iO:,ms .31311 OJ'LT 10500' Vt'fiI! 10500' onm aveTO' Z~'v~!T B7t~O' r6'm: 8101;)' ZZ'l:TT mIO' If' I: IT ,9ft 0' 9r'Oi!T '[seo' LO'OHT 8snc' n'6D~i ,5CO' 88' 80!T 999f.: ' OC Lon 13'h 12tl .. 'S' /i! liJ.ci3C oSI.'V,9S:3.Vti 3C;; :7:0'0'.) v 3,11 j9010,C," ,V3X 00: 'G'S ave" mm 1mN30 HX,OI: OSllS:1 31I30Bd >OV3Hns H3lVI. dS1503 5>6800 ' 5,8'1 169800' orO'Z 00,600' vEZ'G Utoro' 50nel! 50S' ~C9'nn Sl8', mTI: 9W, 698'Cm m', ZS:'UH Z~8'? L.vI'ViE D:S'Z S9I'9:n VVb'Z ,E.O'[ Sl()'Ln~ s'oe 8' (..~" ...'l. S'op 6 'CST f'O,: 9'OST 8' o;~ t 8'0r: S'[i(T 8'0fl 8'Of! S5T WIT Ev'tT 06'01 69'" SLl>l!O' zon ,mIO' VZ6 'Z OSff1O' 656', ,9,SIO ' 596 " oomo' ,L6', mno' Hn', Z9~DLt' vzn 09' 198'SlIl on ILO'WI f:6' [V!' 9; IT 6Z' ,5nm 56' 668'Vm fl' 69nm S6'I 6,5' ,m 5,' m'6Hl SO' 05l'611I 90' ,69'6TH '" m'6I:' .rE'G~~) 1.~M31E 3H 00' ,6Z'I 00' o,n ITa', oIn son 90S', 81S'Z BB'Z 818', s:n oon oon Hld3G .11ON VIa on 00'7 on on J.L:JH on 00'51 00' 00' 00' 00' 00' 00' 00' 00' 00' 0., v , 30Vd 00' 0' 0 00' 00' o' 0" 00' 00' 0' 0 00' 00' 0' 0 00' 00' 0' 0 00' 00' 0' 0 00' 00' o' 0 00' 00' 0' 0 00' 00' 0' 0 00' 00' 0' 0 00' on 0' 0 00' B3Id 8dSAV ON 12 HZ ""~f"""',.....",~..,..,..+,...,.,.+.,.t"""'"".,.+..,..,",...."....~~.+..f~...f."'..."..+",..,..,.",......".,.,.., o' 0 I olS lJNfir L9'L.~~r r5',9 ;1 ';&5: Lo'se LO' 90;1 I Os '""' ujj,: l83MI~ 10500' C9'7~:t 6?'~Irr OE'S 09v'WI OZl'llll ozn IS6'l III Len 1.013 30 ^313 65S'aTT'l OOC'!' LWO,'[ an ,I-V', '.J.>d, moo' 6lI'I,II 69,'5 IS"5III rOSCO' 2'.Y.: 8"0[' g'OEI H"O: wn l~'OI wn vS'Sl "'fT OS't: ZL'rI 6T'''' ~ , t.. LS;'G 3/,V 35 OV3if molO' ,89'l 919600' Z&9'I ,55600' ,89'1 50' 19B'Zm 19' 660'ZZlI on 1BZ' om 00' owr co' ow, 00' owr DO' owe 00' ozn 00' OWl 00' o,n 00' owr 00' owe HIa30 A313 1VJEn:J ,300S 00' OZv'E 00' ozn 00' ozn oon oon 00'; on on on on on on on on 'ON OJ /3SVS 00' 00' 00' 00' 00' 00' 00' OA' " 00' 0' 0 o"cflo 1 I I I I 1 1 I I 1 I 1 I I 1 ,I I I I ~7.74 .00503 .O.~92al ,';4 4.":UlJ 1700,07 1116,07 5,848 E2l. 918 128.5 iO,23 i.624 1123.542 . iO 3.~95 <i.DO JUReT STR ,00453 LA"'. (A.t/ .008280 .09 . .~' '^. ,00 0 ) ;'.J .00 171 J. II 1116.12 6.321 1122,441 113.8 9,06 l.274 i123, 7J~ .00 3.221 4,00 .00 .00 0 .0 35.30 ,00510 ,007279 .26 4.:JOO .00 1746,41 1116,30 6,398 1122,698 113,8 9.06 1.274 1123.972 .00 3.22: 4.00 .c:o .00 0 .0 I I 4t\ I I I I I I 1 I 1 I I I I 1 1 I I I 1 HEADING LINE NO 1 IS - ~EADING LINE NO 2 IS - ~EADING LINE NO 3 is - F 0 5 1 5 P WATER SURFACE PROFILE - TITLE CARD LISTING NORTH GENERAL KEARNY ROAD 5,0. PAGE NO :00 YEAR HYDROLOGY LATERAL A-I (,'0.0141 FILE NA~E:583Al.W5P ~ I I 1 1 I I I 1 1 I . 1 1 1 1 '. 1 I 1 71 SORTH G~~EjAL KEA?NY ROA) S.D. ,2 100 YEAR HYDROLOGY 73 LATERAL A-j IN~O,Oj4) FILE NA~E:583AUSP SO ~003.COl1l7.00 1 L21.34 R 1.070.82::20.15 1 .014 3H :070.82:12'j.:S i 1:20.15 CD ~ 4 IJ ~,., ..';.J .L'O _'tV ,':i(' .V) ,(,0 , , 0." Q .0 ,00 ,00 0 eo"? 1 1 1 F:LtrE~T NO ,0515P WATER SURFACE PROP!LE - ELo~EN: CARD L;ST:~G [S A SYSTEM OUTLET U/S DATA STATION fKi?R7 sse! 1003.00 :117.jl) 'AGE ~o 2 W S ELEV : ~21. 34 1 ELEr.EST ~O 2 IS A REACH UiS JATA STAT'ON ~:iV:R: 3ECT ,I .'Jl4 i4JI\JS l\'~' ,.. A~;G '" ~A~ " .'l..d]!.,;;. c- .01) ,00 .00 " v I :C70.32 _In,:.J ~LEMENT ~o 3 IS A SYSTEM ~F.ADwQRKS U/S DATA STA7!:~!~ =t;\i~::': S::CI' 1070.2.2 ~l~O.:S W S E::V : 120. ~s *.t+t*.tt+t+t++..+..+++~..~t~~.tt.tt.,+t.tt.+...*....t.+.~~....+.t..tt.~..... I Tins software :)re:ared ::,r: ::o:.e:"t 3e.:.n, :;~::laJl ?rcst & A'oSc'C2.1tes *.......0+~,........._.~..4.....0.....0..0,..........t,............,......... 1 STAnDs F0515P ,ATER SeRFACE PROFILE LISTING ~ORT~ GE~E~AL !SAR~Y ROAt 3.~. 100 YEAl cYOJ0LOGi LA:ERAL A-I (~~0.C:4) DEPTH l.S. Q OF PLOW ,LEV PAGE I 1 lNVEET HEV SO FIL~ NA~E:583Al.~SP V~L VEL ENE2GY LlJ::r.F.~ HEAD SF AVE GRD. EL. HF SUPER ELEV CiITICAL DEPTE EGTI DIA NORM DEPTH BAS,:! ID NO, 2L NO AVBPR PIER ZR **.****....*..*....+*.*...........0...*.....,..............i......t...+....tt.............**.......t..t...t.".'"tt*""'.t*"..", 1 1003.00 1:17.00 4.340 1121. 340 2.8 2.15 ,072 112:.412 .00 .745 1.50 ,00 .00 0 .0 6.1.21 .04645 .::01502 ,09 .430 ,00 1066.21 11.19.94 1.500 1121.436 3.3 2.lS .072 112l.508 .00 .745 1.50 .GO .00 0 ,0 2.92 .04645 .001406 .00 .430 .00 1069.13 1120.07 1.360 1121.432 J.,g 2.26 ,079 :121.511 .00 .745 1.50 .00 ,00 0 ,0 1. 60 .04645 ,001374 .00 .430 .00 1070.73 1120.15 1.280 1~11.426 3.8 2,37 .067 E21. )13 ,00 .m 1.50 .00 .00 0 .0 .09 .04645 .001425 .00 .430 ,00 1070.81 1120.15 1. 276 1121.426 3.8 2.37 ,087 1121.5 13 .00 .745 l.S0 .00 .00 0 ,0 f?/<JI'rL IN Sa. " JlZ/,q."$ + t.2,. (a087) .. 0&/. ~3 1 1 , , 1 1 1 I 1 I 1 rJ. I 1 1 1 1 1 I 1 1 I I I 1 1 I I 1 1 1 H~An;Nr. STNF. ~O 1 IS - ,EADING Lm \0 2 IS - ~EADI~G LISF. ~O 3 IS - F Q 5 1 5 P WATER SURFACE PROF!~E - TITLE CARD LISTING NORTH GENERAL KEAR~Y ROAD 5,0, ?AGE NO 100 YEAR :iy[!ROLUGY LATERAL A-2 1,'0.0:)) EILE HAME:583A2.W5P ~ 1 I T1 NORTH GENERAL KEARNY ROAD 5,D. T2 100 YEAR hYDROLOGY 1 T3 LATERAL A-2 (N~O,OI3) FILE NAME:583A2.WSP SO 1004.001117,40 I 1122,44 R 1011.221118,70 1 .013 ISH 101!.2211i8,70 1 1:18,70 CD 1 4 0 ,00 2,00 ,00 ,00 .CO .00 Q 17,7 ,0 I 1 I I I 1 1 I I I 1 I 1 1 I .00 .00 0 (jP 1 1 1 F 0 I 1 I P WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET UIS DATA STATION INVERT SECT 1004,00 11l7.40 PAGE NO 2 W S ELEV 1122.44 RADIUS ANGLE ANG PT MAN H ,00 ,00 ,00 0 W S ELEV lllB.70 1 ELEMENT NO , IS A REACH . " ~J IS DATA STATION :~vm SECT N 1011. 22 11:8.70 1 ,013 I ELEMENT NO 3 IS A SYSTEM HEADWOBKS , U/S DATA STAT!O~ [WERT SECT 1011,22 1l:8.70 1 *'~***********tt~**t.*.~******ttt**tt*tt**t*t*tt*'*t**tttttttt"""'t"",*, 1 This software prepared for: Robert Bein. William Frost & Associates ttttttt,t,..*,.t.,...,.t.".,.,.*...".",*.".""",tttttttttt*tttt*".,." STATION FDllSP WATER SURFACE PROFILE LIST!NG NORTH GENERAL KEARNY ?OAD S,D. 100 YEAR HYDROLOGY LATERAL A-2 (N'0.013) DEPTH W,S, Q OF FLOW ELEV PAGE 1 1 1 I INVERT ELEV SO FILE NAME:SB3A2,WSP VEL VEL ENERGY HEAD GRD, EL, SF AVE HF SUPER CRITICAL ELEV DEPTH HGTI DIA NORM DEPTH BASEl ID NO, ZL NO AVBPR PIER 1 L/ELEM ZR tttttttttt""*""",*"**""t.",_.t.t,,,,t***'*'*'ttttttt,ttt"""t"""'tt"***_"t"*""*"*"t'_"'ttttttt*ttt"*'*"'*'* 1004.00 1117.40 I 7 ,22 ,18005 1011.22 I11B,70 1 I 1 1 1 I 1 1 1 1 1 5,040 1122.440 :7.7 5,63 ,493 1122,933 ,00 1. 516 2.00 ,00 ,00 0 ,0 ,006122 ,04 ,SBO ,00 3.784 1122.484 17.7 5.63 .493 1122,977 ,00 1.516 2,00 ,00 .00 0 ,0 rlNhZ- t-.}Sez. ~ IIZZ. ~8 fl. Z.(D.ff3) :: /IZ3.07 Co~ I 1 I 1 I 1 1 1 1 1 1 1 1 I 1 1 1 1 I ",ADING LINE NO : IS - HEADING LINE ~O 2 ~S - \:EAD:KG ~l~t ~O J ~S - F 0 5 1 5 ? WATER SURFACE PROF:LS - TITLE CAR) LISTl~G FAGE NO NORTH GENERAL KEARNY ROAD 5.D, leo Y~AR ~YJ~C~JGf ~I~E 3 (S-=(.l.:i13) ?EE ~\A~E:583B.'~SP (lo I 1 1 1 1 1 I I 1 1 1 I 1 1 1 I 1 1 1 Tl NORTH GENERAL KEARNY ROAD 8,0, T2 100 YEAR HYDROLOGY T3 LINE B (N'O,OI3) FILE NAME:5838.WSP SO :002,291121.00 1 112 1. GO R 1043,001121.43 1 .013 JX 1045,00li2L45 3 2 .013 4.5 1:24,';) R 1097.751122,00 3 .013 SH 1097,751122,00 3 1122,00 CD 1 4 0 ,00 1. 50 .00,00.00. CO CD 2 4 0 ,00 1.50 .00 .CO .00 .:)0 CD 3 4 0 .00 1.50 ,00 ,00 .00 .00 Q 5,5 ,0 .00 J;),OO .00 .00 0 ,:JJ C r}\ PAGE NO 2 W S ELEV 1121. 00 RAD IUS ANGLE ANG PT MAN H .00 .00 .00 0 Q3 ." I~VERT.3 INVE~T-4 PHI 3 PHI 4 '" 4.5 c, 1;'24.45 .00 30.00 .00 .0 RADI:JS ANGLE ANG PT MNH .00 .00 ,00 0 W S ELEV 1122.00 I 1 F 0 5 1 5 P WATER SURFACE PROF!cE - ELEMENT CARD LISTING m~ENT NO 1 IS A SYSTEM OUTLET' . UIS DATA STATION INVERT SECT 1002.29 112l.0') 1 1 ELSMEN:' ~O 2 IS A REACE VIS DATA ST.UT ON : ~VE~T SECT 1043.0(\ 1:2~.43 N ^1 .~ .\I~j 1 ELEME~T NO 3 IS A JUNCTION U/S )ATA N .013 SECT ~AT-l ~AT~2 J 2 :) STATION ~~VE;: lC45.00lL~,~5 1 ELEMENT SO 4 is A REACH VIS DATA S~ATI0N iNVERT JECT N .013 le'n. 7S ~_22.~,i) 3 I ELEMENT NO 5:S A SISTE~ EEADWORKS U/S JATA STATIO~ I~VExT SECT 1097.75 11~2.00 3 1 T~is software p:e?ared for: Robert Bein, William Frost & Associates .j*++.....~t~..~.*...F.*....+..***...+*..*.....**.*..*.t...,.t**.t........,.. .....*****..**9'.....+++***+......*****+*+***.+***....*....****1**.*.***,**** 1 1 F0515P WATER SURFACE PROFILE Lr5T!~G NORTH GE~E~A~ K~A~~i ROAD S.D. :00 YEAR :iYDR'i'cO,;y LINE B (N~O.OrJj 'iLE ,A~E:583B,.5P DEPTH iI.5. " VEL VEL OF FLOW ELEV HEAD SF AVE 1 STATION I~VERT ELEI! EO I LlELEl'J ENERGY GRD, EL. HF SUPER CRITICAL ,LEV DEPTH PAGE 1 HGTI DIA NORM DEPTH 2L NO A VBPR PIER BASEl In NC. *t.**...***....t...+*..**t.*I**..*.**.**+*.***.*~.*t*****I***t*******.*.**I********t.**"+*~**..********"*****I**t*ttt*t*t***t*"**' ZR 1 :002.29 1121.00 l.140 1122.110 :G.O 5.94 .748 1l22.888 .00 1.219 2.45 .01055 ,010573 .03 1004.74 112~.O3 1.140 1122.:66 10.0 5,94 ,748 1122.9l4 ,00 l.219 30,31 .:J1056 .OlC331 .31 >;35.')5 l~ 2~. 35 :.159 :122.505 :[;.0 6.83 '1"'~ U3,228 .00 1. 2~9 .1-''1 7.35 l (r ~.- .00%97 '^ .''/.1.1,)-'') .VO ,C,3.00 :~21.i3 1. 21'3 1122.549 ~J.O 6.50 .656 1:23,306 ,CO 1.2~9 J'jNCT SIR .00995 t...A-r. '2>-/) ,005973 .0: :045.00 1121.45 U11 1123,561 5.5 3.11 .150 lI23,711 .00 .S04 52.75 .Or043 ,002742 .14 1097.75 1122,00 1. 706 1I23.706 5.\ 3.11 .150 1I23.855 .00 .904 I I 1 1 1 I 1 I 1.140 l.SO .00 .00 0 ,0 ,00 l.50 .00 .00 0 .0 .00 1. SO .00 .00 0 .0 .0.1) l.50 .00 .00 0 ^ .v ,00 1.50 .00 ,00 0 .0 .00 1. 50 .00 .ao 0 .0 1.:40 l.l40 ,760 ""P . 1 1 F 0 5 1 5 P WATER SURFACE PROFILE - TITLE CARD LISTING NORTH GENERAL KEARNY ROAD 5,0, 100 YEAR HYDROLOGY PAGE NO 1 HEADING LINE NO 1 IS - HEADING LINE NO 2 IS - II HEADING LINE NO 3 IS - 1 1 1 1 II 1 1 II 1 1 1 1 1 1 1 LATERAL B-: :)'0.013) FILE NA~E:583Bl.W5P "\,\ 1 1 1 I 1 1 1 1 1 I I 1 I 1 1 1 1 I 1 Tl NORTH GENERAL ,EARNY ROAD 5,D, T2 100 YEAR HYDROLOGY T3 LATERAL B-1 (N'O,OI3) FILE NAME:5B3Bl.W5P SO 1001.501:21.45 1 1123,56 R 1033,501127,45 1 ,013 SH 1033.501127.45: 1:27.45 CD 1 4 0 ,00 LSD ,00,00. co .00 Q ;,3 ,0 ,00 ,00 0 ,,'1/ I I 1 ON .L~;jw:n:: D3S .tSg; NOI';V;.S VIVC sIn .31100 W31SA, v S: ~KllSI1 G8V;) lN3W213 '" 3~IdOtd DVdcilS Ki~VK d S ISO .i HJV3~ V SI Z OS l~~~J~~ OS'[OOT 1 ';:- :(;" S7' .-:.? - :)S' szo~ .....:... ~2::M,:: K')1':::V~S t:.!.t':: :;/1; S>:C'-\":]~'~;: ~3~S'^S \I 31 E Ot~ JA~lei~ I 1 1 I NG;.1~.LS ;';3'13 r; 1 .Lo::ir!~i ; os tl~'E ~l~G S!f: t;;J~H~C: ':;~'C~: 0S'~E(:: ~;.:':/IS~ J.J.:iJ I r~r' ~ ; v N 9s'rnl A:i12 S ~. AS13 S M s<r:Ep02SV y 4SG~~ l;-er7"l:/l. 'u1e2 f.1;;:G(~H :..::'; ;Ja.ic".,:c. 8;U\~jX SI~1 5v'LZ:l , O~ 30Vd o 00' 00' 00' H ~V^ 1d ~Kr ~1~NV S~IGVt .t.t.t+4..&~..~tt'~tt"'tt"t++tt.,.~.t+.t~+.+.,+.~.+++.....+...j++,~.....+t. t'+'tt"'+'+"++""t.t++"+"+"'+++++'+'+.'+"'+'~"...ttt...........,..... '13'ccs cm ;:'~t3K:; 1:::^ 1::;{1 dS~..tEf8j:3;';VK 3i;d 3!1'rt is ..1:1 ![~0'O:S! 1-8 :'H31~~ ~0C~O~C^~ cV~t OG: 'a's 0"'08 ,~;:ws:~ ~~E;j):::) r..::~os DKI1SIJ 311jO~d jjVdcnS t~:Vt dSTS03 HJ.d3G A313 1VJI!IcJ e32nS VIe 119H 'ON or Ism 1Z HZ 3SVd 1 /I::1~ ,1\013 dO 'S'ft P.lC~~ "ra3C WWN H3Id Hd9AV ON ..............................."................,...,.t~ttttt..tt+ttttt.t+tftt.~ft+~+.c++,+.t~t.~+t++t+ti,.t+tfttf~++..~tttf+~+f.+t O' d.nr ::linVcGAo t,(~' 1 Z~: ~Z' ;:OG: OSLSr" EL' S~'l( t: (I~' l\)J: I ('7"/(",1 "" ,-,Uv. I t'L' ':'0,); vu'ZTG; 1 98'( 89TO' '''r '" , I vS'61G: tP'l('C: a'C' I (('~ ...r I L9'~GO; z,'S20r 1 rs' 9~C; I I IO;':'V:S I 1 ;.;'rj~r; """"""t""ftt""tff't'ttf"'f't.tf"~"f""'t't.tttf't"t'fff+.ttftl++.+.~+.t_+t~'+~'~tf++tt'f'~1t.t+t"'t..+..t't"ttt1t~ o Cv\,O' O' 8S' c~Ol ~6' f9'aC"i Ot>'b~O. ZW [1'1 05L8, ' j~ C . 1:" r v~ .".. Z9 ?~~: [ OZ'~ UILB: . OE"vZn OIL>' . 6S' f(~: OSLF'~ ' tY,CI OSLt ~' 9::'S'..11 '':':-;': l~~"d 'c'l ' OSL8:' 19' ':iC I ~ Gf;'S:~I 1\,'1 OILS: " v; '';IZ:! OS,:,B:' U ~ . l .l.::~M;~ OS '.'0. l':J": 'Jl"91.:r 89'9( [l OSLB: . E5',ZL OSL.BT' 095.tZ~: 0:('( l;iSS 'l"Z:: C'L6'l ~:'6 '1::::: 59E' 966'Z?II SLf' [86' [Zn gSZ' L69'H:l lO~' St~' L~(, SZ"l1 OSv' L.89'SZ:: l\O"9Zll IW Llnm 091>' 819'9ZIl 9i.v' f' .~ C' f"S' Zt'S'l C')'[ 0;,' 9;SW" 0"" 969 'SZi: 00' OaCfZ:r LO' 607'SZr: OT' l>lt'BZ;, 1>" Ul'SZ:: 6,' LB6'c;, 8,' wnw w m'L1!1 99' 6t9'9W 6L' IBnm ~8?'s(.n 'a's :;V(": .i,:;::~'~:t ':l::;;3~:' ~~;:,.\\ DSIl3I: ~1130~d 3JVdfilS o31rM cSTSO.i 10' 1696>C' ;:~," ::):':,E iX:-J. GC: ~ + 2 'j~E31?j :z. >:'(1::;;) 'C'.. h:.c~C A2~3 We" ;] [";,"nl: LW 6tD'a:t lIS' Olear, 6/1" Z'S on, , , !6'n ;;"; 8Z"C ,n'r " ) S9'(: n LO'(': Z'S OS"!! ['S L5'O: "or' ~ "',) t. 7( '<; ~ (,iJ ~, ,~9960 . son 961>0T DIn mm' tl>9'f: L16Zp~' Ern iF S^V :is '13' G5:) GV2~: ,~~E3K2 'Eli lSJ\ d5~':cS2.5:3~~~ 3J~: " :: O~L"~ SI91>80' ~8~'Z 62L9SC' ZSO'Z 6,8v90' t9n S{)O~L,;'r OL2'T rwr .01'5 tBIBW 11>\', 96'6 6SStW 1.69"1 S;' ,)T t:'~ II nzrT EO' 08\'8m w Ov~'8Gr: A"""'- 1l..'1..j t:3cifiS 00' 00' 00' DO' 00' 00' 00' 00' 00' 00' 00' 00' 00' OG' Hld3G lr)IrI~J laB' lBB' LB9' L9B' LB8' LBB' ow LBg- ow LBS' OW L8S' ow jc:.J' .......'- Ovf' L82' n..."" v,t L8S' ow L8S' 0,,' (,,::>; Ovf' iil.d3G WeOK VIa Ie", OW o~r' 01>(' Or'. , , 0'" I':. ; Q$'l DC" 'JS' ~ (is'! on on oS"! on on OS'I 01', on 'ON eI 13SV€ 00' 00' 00' 00' 00' oc U' ('.." '.'V DO' u:) 0;)' DO' 00' 00' 00' 0'" 00' 00' 00' 00' 00' 00' 00' 00' 00' 00' :.J\; or,' Of;' 00' ocr 0".' C. 00' 00' 00' 00' 12 ~z 00' 0" v 00' 00' 00' o o 0' o o' o 0' o 0' o 0' o O' V o C' o O' o r' " o O' 3~~d , ~21d cdfr,V ON o o 0" 1 1 1 1 I I I I 1 1 I 11 I I I I I 1 I .'. 101(:,: l .6i 1030,72 .51 10.11.14 .45 1031.6, ,39 1032,08 .33 1032,4] .28 1032.69 .22 1032.91 ,19 STATION LIELEM . ~d15ij :126.j~ .:8750 1126.93 .18750 11)7 .G.1 ,1a750 1127.11 .18750 1127.18 .lS7S0 ;;27,24 .18750 1127.30 .18750 1127,34 ,18750 INVERT ELEV SO .655 1127.9QO 5.3 7.:4 .792 1128.692 .00 .015:97 .CO .679 ~:27.S76 5.j 6.81 .721 :1~a.697 .00 .~13449 .00 .'705 i128.045 5.3 5.50 .555 :128.700 .CO .011331 .00 FOSlS? WAT~R SURFACE PROF!LE LrS7I~G NORTH GENERAL KEA~~Y ~0A) S.D. 100 YEAR HYDROLOGY LATERAL B-1 (N=O.013) DEPTH W,S, Q OF EO. ~LEV ," ;.:. ~:J:: .:)48 ..;62 ~.3 'j,C6 1 '7'- 112.3.62.6 ..'-, .:..~.:) .029335 Ii? .567 1127.m 5.3 B.65 !.l61 1128.6 57 .025726 .01 .5&8 ;'127.614 5.3 B.24 1.055 1128.669 .022577 ,Ul .509 ll27.721 5.3 7.85 .957 1123.678 ."19623 0' .632 l127.81S 5.3 7.49 ,B70 US.6i5 .:17414 .01 ,ILE NAME:5B3El,WSP VEL VEL r::;E~'GY "EAD GRD. EL, SF AVE HF .00 . -~., .Ct! .00 .337 .0J .887 ,.''';'. , '" .:0 . 00 .7 . ..)v .340 .00 1. 50 .00 .00 0 . .V .340 .GO 1.50 ,00 ..10 0 .0 ','(\ .00 . }'2V 1.50 .00 .80 0 ." .340 ,)0 :.:0 ,00 .JO 0 .0 .340 .:~ 0 :.50 .00 .80 0 .0 ,340 ,00 1. 50 M, ,OJ a .0 .vv .340 .00 UO I':' .)0 " .0 . " .340 .00 PAGE .00 .887 .80 .887 .S37 .887 .887 SUPER ELEV CRITICAL "GT! ;;,PTH DIA ,ORM DEPTH BASEl lD NO. 2L NO AVBPR PIER ZR **.***'*.*...**.***.**+.*.........*.....9..tt~...t.t+*..ttt,.............,.......,............................t.................... 1033,10 1127.38 ,731 1128,10'1 ;,..:: 6.:9 ,595 1123.702 .00 ,887 1.50 .co .00 0 .0 ,15 ,18750 ,010411 .00 ,340 ,00 1033,25 1127,40 ,759 1128.162 5.-3 5.90 ,541 1128.703 .00 .387 1.50 ,00 .00 0 ^ .V .il ,:8750 .009171 .00 ,340 .00 1033,36 1127. 43 ,788 1128.213 5.3 5.63 .492 1128,705 .00 .887 1. 50 .00 .00 0 .0 .08 .~8750 ,008086 .00 .340 .00 1033,44 1127.44 .819 1128.258 S.3 5.36 .447 1128.705 .00 .887 !.SO .00 ,(:0 0 .0 .G5 .18750 .007135 ,00 .340 .00 !O33,49 1127.45 .851 1128.299 5.3 5.12 .406 1128.705 .00 .887 !.SO ,00 .'00 0 .0 .01 .1a750 .006294 ,00 ,340 ,00 1033,50 1127.45 ,887 1128,337 5.3 4,87 ,368 1128,705 .00 ,887 LSO .00 .00 0 .0 F'/oJPlL. WSIlL,", /IZ8. ~ + I.Z (O,i('€) ~ /lzfi.79 ~ I I I I I 1 I 1 I I I I I I I I I 1 I EEADISG ~INE 50 : [S - HEADi,G cINE ~O 2 is - HEAJING LINE NO 3 :3 - F 0 5 :. 5 P WATE. SURfACE PROF!"E - TiT,E CARD LISTING PAGE ~O NORTH GENERAL KEARNY ROAD S.D. :R.23583 100 YEAR ~YuE"LOGY ~~~;E C i:;::(1,,)14) ?~LE ~A~E;5f.3C.wSP 1-5' NORTH GENERAL KEARNY ROAD 5,D, TR,2]563 100 YEAR HYDROLOGY LINE C INoO,014l F1LE NAME:583C.WSP 1005.731105,31 1 1073.281105,79 1 1300,001107,37 1 1453.131110,20 1 1492,801113,lO 1724.431130.03 1 1729.771131.00 3 2 1765,531133.79 3 1765,531133.79 3 1 4 0 ,00 2,00 2 4 0 .00 1. 50 3 4 0 ,00 L 50 15,3 ,0 I I T1 T2 1 T3 SO R R 1 R R R I JK R 5H I CD CD CD Q 1 1 I I 1 I I I 1 1 I I 1 il09,50 ,014 ,014 .014 .014 .014 .015 ,014 15.2 1.:3~. oc ll33.79 .00 .00 .00 ,00 ,00 ,00 .00 ",0 .00 .00 .co .00 .eo .00 Q 12.00 .00 0 i.OO .00 101.')0 ".~ 0 .u,. r.(, .1G " .,-,,,- " 3G.l0 .CO .00 0 ~ I I 1 I 1 1 I I 11 I I I I 1 I I I 1 I 3,49 .07802 .034798 ,[2 ,BOO .00 1757.38 1133.15 1.077 1134,231 15.3 11.26 1.968 1136,199 ,00 1.412 1.50 .00 .00 0 .0 2.75 .07302 ,031110 .09 .800 ,00 1760.13 1133,37 1.127 1134.496 15.3 10.74 1. 790 1136,286 .00 1.412 1.50 ,00 .00 0 .0 2,11 .07302 .027943 ,06 ,800 .co 1762.28 !l33.54 1.182 1134.713 ~S.3 10.23 1. 626 1136.344 .00 1.412 1. SO .00 .00 0 .0 1.63 .07802 .025270 .04 .800 ,00 1763.91 1133.66 1.2H L3~. S07 15.3 9.76 :.~78 1136.3B5 ,00 1.412 1. 10 .00 .00 0 .0 1.12 .07302 .023123 .03 .800 .00 1765.03 1133,75 1.3l7 1135.06B .. 1 9,31 1.345 1136.413 .00 1,412 1.50 .00 .00 0 .0 L)...... ,10 ,07802 ,021728 .01 ,800 .00 F05lSP PAGE 3 mER SURFACE PROFILE LISTING ~GRTj G~~ERAL i'.~A~~Y ROAD S.O. 7R,23583 :00 YEAR ~YJRO~OG! LISE " :~'C.014) ?ILE ~AME:583C,W5P c S7mON INVERT OEm If.S. y '1<' 'IEL ENERGY SUPER CR IT! CAL HOT/ BASE/ 2L NO AVBPR ELEV OF ?LOW ELEV HEAD ORC, EL. ELEV DEPTH CIA lD NO, PIER LIELEM SO S? AVE HF NORM DEPTH 2R ....t...........................................................,.............................._................................... 1765.53 1133.79 1.412 1135.202 1:..3 8.87 1.222 1136.424 ,00 l.412 LSD ,00 ,00 0 ,0 ~/NA.L tV~fil..~ JJ'>S."Z,D 41.Z("~ '" 1/3r..,v.7 ,\'b I I 1 P.EADI~G LINE NO 1 IS ~ HEADING LINE NO 2 IS - II EEADIYG LINE NO 3 IS - I 1 1 I I I II I II 1 1 I 1 II I F 0 5 1 5 P WATER SURFACE PROFILE - TI7LE CARD LISTING NORTH GENERAL KEARNY ROAD S.D. 100 YEAR HYDROLOGY LATERAL C-j (,'0.0141 FILE NAME:583Cl,WSP PAGE NO "a.... 1 1 1 1 I 1 I I 1 I 1 1 I I I 1 I 1 I T1 NORTH GENERAL KEARNY ROAD S,D. T2 100 YEAR HYDROLOGY T3 LATERAL C-1 IN'O,014) FILE NAME:583C1,WSP SO 1002.001130,59 1 R 1068,661130.92 1 ,014 SH 1068.661130,92 1 CD 1 4 0 .00 ~.SO .00 .00 .eo Q 15,3 .0 1~31. S9 l130.92 f;:, .00 .00 0 9;;'0 1 1 1 FOSlSP PAGE NO 2 VATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET . . . UIS DATA STATION INVERT SECT it S ELEV 1002.00 1130,59 1 1131.89 ELEMENT NO 2 IS A REACH . , UIS DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1068,66 1130,92 1 ,014 .00 .00 ,00 0 ELEMENT NO 3 IS A SYSTEM HEADitORKS . . UIS DATA STATION INVERT SECT it S ELEV 1068,66 1130.92 1130,92 1 I ".t.t,t,..,tttt,*."."."*,.,..,..,*,...,.....,,,...'***tit"""t'*t'*'*'* 1 This software prepared for: Robert Bein, ilil1iam Frost & Associates .*****.********.~**.**********.**..***.*********..*..**t't"""'tttt,*.*..*, 1 ~ I STATION FOSISP ilATER SURFACE PROFILE LISTING NORTH GENERAL KEARNY ROAD S,D, 100 YEAR HYDROLOGY LATERAL C-] IN'0.014J DEPTH ii,S, 0 OF FLOil ELEV PAGE I 1 1 LIELEM INVERT ELEV SO FILE NAME:S83Cl,ilSP VEL VEL ENERGY HEAD GRD, EL, SF AVE HF SUPER CRITICAL ELEV DEPTH HGTI DIA NORM DEPTH BASEl ID NO, ZL NO AVBPR PIER ZR *_****t",."*,*.,*"",.,_,******,,**__*.,,,t,**,.**."*'tit'*'t*ttt,******"*,*,,,*,**,***,_,_*****,*****,*t*t*'t""""**""_'_ 1 1 1 1002.00 1130,S9 1. 412 1132.002 IS,3 B.B7 1. 222 1133,224 .00 1.412 1.50 ,00 ,00 0 .0 1. 74 ,00495 ,022666 ,04 1.500 ,00 1003,74 1130,60 1.500 1132,099 15,3 8.66 1.164 1133,263 ,00 1.412 1.50 ,00 ,00 ' 0 ,0 64,92 .00495 .024336 !.S8 !. 500 .00 1068,66 1130,92 2,776 1133.696 15.3 8,66 1.164 1134,660 .00 1.412 1.50 ,00 .00 0 ,0 FINAL. NS '" 1/33.70 + /. z.(/. ,,,,,) ~ /I3S./0 a... I 1 1 1 1 I - - ..... lV'