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Home My WebLink AboutUpdated Hydrology Storm Drain I I , I I I I I I I I I I I I I I I I I I I I /j ./" \ 56:/ \ \ <{"" 0.1 41'~ t~. HYDROLOGY AND HYDRAULICS REPORT Paloma Del Sol STORM DRAIN FOR TRACT. 24185 . PREPARED FOR: Newland Capital . PREPARED BY: KEITH INTERNATIONAL, INC. 22690 Cactus Avenue, Suite 300 Moreno Valley, California 92553 PREPARED UNDER THE SUPERVISION OF: David Li-Wen Shen, P.E. R.C.E. No. 44374 [I] AUGUST 1996 IN 30764.000 \ II 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 I II. HYDROLOGY 2- III. PROPOSED MAINLINE STORM FACILITIES .3 IV. CATCH BASIN DESIGN 4 V. STORM DRAIN DESIGN 5 EXHIBITS "A" LOCATION MAP IA 2A .3A "B" SOILS MAP "C" STORM DRAIN LOCATION APPENDIX "A" 10 -AND IOO-YEAR HYDROLOGY (RATIONAL METHOD) LINES A AND B-1 00 YEAR LINES A AND B-1 0 YEAR "B" HYDROLOGY MAP "C" CATCH BASIN DESIGN CALCULATIONS AND GUTTER CAP ACITY ANALYSIS "D" STORM DRAIN HYDRAULICS ANALYSIS to 35 <04 '14- -z,. , II I I I I I I I I I I I I I I I I I I I. INTRODUCTION This report includes the hydrology and hydraulics calculations performed for the design Of onsite drainage facilities for Tract No. 24185 of Paloma Del Sol East, consisting of single family residential development in the City of Temecula, California. The owner/developer is Newland Capital. The development site is located east ofInterstate Route 15 and north of Highway 79, as shown on Exhibit "A". The project area is generally bound by Campanula Way and Sunny Meadows to the west, De Portola Road to the south, Jerez Lane to the north, and Butterfield Stage Road to the east. 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 and off site catch basins in Tract No. 24185. 2. Based on drainage patterns, ground slope, land use, and soil type and using the Rational Method as contained in the Riverside County Flood Control And Water Conservation District's Hydrology Manual, perform a hydrologic analysis of onsite runoff to provide 10- and IOO-year design flows for the sizing of drainage facilities. 3. Based on the hydrologic 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 the tract from the area east of Butterfield Stage Road. The two points of concentrations identified as Lines "C" and "D" by A.D. 159 are included in the hydrology study. Runoffwill continue to the south and be picked up by drainage improvements in Tract 24182. - I - ? II I I I I I I I I I I I I I I I I I I ,............................ . Riverside Co. 7V ..................................... ................ San Diego Co. rn A., REGIONAL MAP EXHIBIT A II I I I I I I I I I I I I I I I I I I I II. HYDROLOGY In-Tract Hvdrology 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 into 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" and "C" soils. Soil type "C" 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 as Exhibit "B". 2. The runoff coefficients specified are: "1/4-acre residential lots", open space recreation, condominium and commercial; to describe the proposed development characteristics. Condominium land use is used for residential single family residential lots with approximately 4500 Sq.Ft. lot size to represent a realistic runoff for the proposed density. 3. Initial subareas were drawn to be less than lO-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 l8-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 lOa-year 10-minute rainfall intensity of 3.46 inches/hour and a 100-year 60-minute rainfall intensity of 1.40'inches/hour. For the 10-year analysis, the data specifies a 10-year lO-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 are flagged on the Rational Method computer summary, Appendix "A", and on the Hydrology Map, Appendix "B". Normal flow depths for street sections were estimated using the Los Angeles County Flood Control Street Flow charts, Appendix "C". - 2- ~ I 'ft I I I I I I I I I I I I I I I I m 8 U8IHX::J c to> , z o :Il ... :I: != '" i;) !n o c: .. o :Il .. z F! m . " m o :l: .. Z Q .. '? I I I I I I I I I I I I I I I I I I I I I ill. PROPOSED MAINLINE STORM DRAIN FACILITIES The proposed mainline facilities are described as follows (see Exhibit "C"): . Line" A" - beginning at the north tract boundary of Tract 24182 at De Portola Road and A1coba Drive and continues upstream along A1coba Drive to the intersection with Savona Street, . Line "B" - beginning at De Portola Road from Line "A" amd extends upstream along De Portola Road and Butterfield Stage Road, . - 3 - ""\ II I I I I I I I I I I I I I I I I 1ZI Storm Drain Pipe Alignment G Direction of Flow I I @ I Pipe Indentification m=-- 1200' - I ,. , I , . . TT 241" " 24117 " 24111 "24'15 TT 241.2 EXHIBIT C PALOMA DEL SOL, EAST Tract 24185 Storm Drain Schematic ~ 3A I I I II I I I I I I I I I I I I I I I IV. CATCH BASIN DESIGN Catch basins, shown on the Hydrology Map, have been designed to collect storm runoff from Tract 24185 Catch basins placed in "sump" conditions are sized to accept 100"10 of the 100 year design discharge according to County guidelines, Any discharge not picked up by on-grade basins was added to the next downstream basin design discharge. Street depths and catch basin design capacities were estimated using Los Angeles City and County Flood Control guidelines and charts. A secondary outlet was provided at all sump locations to preclude any flooding ofbuildihg pads, Detailed catch basin, street capacity, and gutter capacity design calculations are included in Appendix "C". -4- <\ I I I I I I I I I I I I I I I I I I I V. 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 100-year and IO-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, fuII or pressure flow conditions, was used for design, The WSPG output listings are contained in Technical Appendix "D". The hydraulics were calculated using Manning's n value of 0,013 for RCP or 0.014 for CIPP where the alternative is proposed. The hydraulic grade line is plotted on the plans, - 5 - \0 ~ - I 100 YEAR HYDROLOGY -, J .1 I I !-I I ~I (RATIONAL METHOD) \\. ---- ,- - - -- -- I I **************************************************************************** I ~~TIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982-90 Advanced Engineering Software (aes) Ver, 5.8A Release Date: 8/28/90 Serial # 8198 I Analysis prepared by: I I KEITH INTERNATIONAL, INC. - INLAND EMPIRE 22690 CACTUS AVENUE, SUITE 300 MORENO VALLEY, CA 92507 (909) 653-0234 FAX (909) 653-5308 **********************.**** DESCRIPTION OF STUDY ************************** I * PALOMA DEL SOL * TRACT 24185 - STORM DRAIN - LINES "A" AND "3" * 100 YEAR HYDROLOGY * * * ************************************************************************** I FILE NAME: 24185A.DAT TIME/DATE OF STUDY: 11:42 4/10/1996 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: I I USER SPECIFIED STORM EVENT (YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DEClMAL) TO USE 10-YEAR STORM 10-MlNUTE INTENSITY(INCH/HOUR) = 10-YEAR STORM 60-MlNUTE INTENSITY (INCH/HOUR) = 100-YEAR STORM 10-MlNUTE INTENSITY (INCH/HOUR) 100-YEAR STORM 60-MlNUTE INTENSITY (INCH/HOUR) SLOPE OF 10-YEAR INTENSITY-DURATION CURVE = SLOPE OF 100-YEAR INTENSITY-DURATION CURVE = COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 I-HOUR INTENSITY (INCH/HOUR) = 1.4000 SLOPE OF INTENSITY DURATION CURVE = .5271 RCFC&WCD HYDROLOGY MANUAL "C"-VALUES USED NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES FOR FRICTION 2.360 .880 3.600 1. 400 .5505732 .5271139 SLOPE = .90 I I I **************************************************************************** I FLOW PROCESS FROM NODE .01 TO NODE 550.00 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "EE-f" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 720.00 UPSTREAM ELEVATION = 1230.00 DOWNSTREAM ELEVATION = 1222.50 ELEVATION DIFFERENCE = 7.50 TC = .359*[( 720.00**3)/( 7.50)]**.2 = 100.00 YEAR RAINFALL INTENSITY (INCH/HOUR) SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT SUBAREA RUNOFF(CFS) = 6.28 TOTAL AREA (J\.CRES) = 2 . 30 12.437 3.209 I I .8504 I TOTAL RUNOFF (CFS) = 6.28 I fp \1- I I **************************************************************************** I FLOW PROCESS FROM NODE .01 TO NODE 550.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 12.44 RAINFALL INTENSITY (INCH/HR) = 3.21 TOTAL STREAM AREA (ACRES) = 2.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.28 I I **************************************************************************** FLOW PROCESS FROM NODE 550.10 TO NODE 553.20 IS CODE = 2 I >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "EE.Z" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 700.00 UPSTREAM ELEVATION = 1230.00 DOWNSTREAM ELEVATION = 1222.50 ELEVATION DIFFERENCE = 7.50 TC = .359*[( 700.00**3)/( 7.50)]**.2 12.229 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.238 SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8508 SUBAREA RUNOFF(CFS) = 11.02 TOTAL AREA(ACRES) = 4.00 TOTAL RUNOFF (CFS) = 11. 02 I I I **************************************************************************** FLOW PROCESS FROM NODE 553.20 TO NODE 550.00 IS CODE = 1 I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 12.23 RAINFALL INTENSITY (INCH/HR) = 3.24 TOTAL STREAM AREA (ACRES) = 4.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 11.02 I I RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 17.19 12.23 3.238 2 17.20 12.44 3.209 I I COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA (ACRES) = ESTIMATES ARE 17.19 6.30 AS FOLLOWS: Tc (MIN.) = 12.23 I I \~ 1 I I **************************************************************************** FLOW PROCESS FROM NODE 550.00 TO NODE 553.40 IS CODE; 6 I >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< AREA "EE-2.S" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I UPSTREAM ELEVATION ; STREET LENGTH (FEET) ; STREET HALFWIDTH(FEET) 1222.50 530.00 ; 20.00 DOWNSTREAM ELEVATION ; CURB HEIGTH(INCHES) ; 6. 1209.10 I DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK INTERIOR STREET CROSSFALL(DEClMAL) .017 OUTSIDE STREET CROSS FALL (DECIMAL) ; .017 18.00 I SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 2 I **TRAVELTlME COMPUTED USING MEAN FLOW (CFS) ; 22.77 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET); .42 HALFSTREET FLOODWIDTH(FEET); 17.11 AVERAGE FLOW VELOCITY(FEET/SEC.); 4.36 PRODUCT OF DEPTH&VELOCITY ; 1.84 STREET FLOW TRAVELTIME (MIN) ; 2.03 TC(MIN); 14.25 I I 100.00 YEAR RAINFALL INTENSITY (INCH/HOUR) 2.986 SOIL CLASSIFICATION IS "Cn CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT; .8474 SUBAREA AREA(ACRES); 4.40 SUBAREA RUNOFF (CFS) ; 11.13 SUMMED AREA (ACRES) ; 10.70 TOTAL RUNOFF(CFS) 28.33 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) ; .44 HALFSTREET FLOODWIDTH(FEET) ; 18.27 FLOW VELOCITY(FEET/SEC.) ; 4.79 DEPTH*VELOCITY; 2.11 I I **************************************************************************** FLOW PROCESS FROM NODE 553.40 TO NODE 553.60 IS CODE; 6 I >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< AREA "EE.7" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I UPSTREAM ELEVATION ; STREET LENGTH (FEET) ; STREET HALFWIDTH(FEET) 1209.10 960.00 ; 20.00 DOWNSTREAM ELEVATION ; CURB HEIGTH(INCHES) ; 6. 1188.10 I DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK; 18.00 INTERIOR STREET CROSS FALL (DECIMAL) ; .017 OUTSIDE STREET CROSSFALL(DEClMAL) ; .017 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 2 I **TRAVELTlME COMPUTED USING MEAN FLOW (CFS) ; 35.32 ***STREET FLOWING FULL*** STREET FLOW MODEL RESULTS: STREET FLOWDEPTH(FEET); .48 HALFSTREET FLOODWIDTH(FEET); 20.00 AVERAGE FLOW VELOCITY(FEET/SEC.); 4.75 PRODUCT OF DEPTH&VELOCITY ; 2.28 STREETFLOW TRAVELTlME(MIN); 3.37 TC(MIN); 17.62 I I 100.00 YEAR RAINFALL INTENSITY (INCH/HOUR) ; 2.671 SOIL CLASSIFICATION IS "Cn CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT .8423 SUBAREA AREA(ACRES); 6.20 SUBAREA RUNOFF(CFS) 13.95 I I \p" 1 I I SUMMED AREA(ACRES) = 16.90 TOTAL RUNOFF(CFS) = 42.27 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .50 HALFSTREET FLOODWIDTH(FEET) 20.00 FLOW VELOCITY(FEET/SEC.) = 5.15 DEPTH*VELOCITY = 2.57 C.B. 's "A.12" & "A-13" I I ******.********************************************************************* FLOW PROCESS FROM NODE 553.60 TO NODE 553.80 IS CODE = 3 ---------------------------------------------------------------------------- I >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I DEPTH OF FLOW IN 27.0 INCH PIPE IS 21.5 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 12.5 UPSTREAM NODE ELEVATION = 1180.00 DOWNSTREAM NODE ELEVATION = 1176.50 FLOWLENGTH(FEET) = 160.00 MANNING'S N ESTIMATED PIPE DIAMETER (INCH) = 27.00 PIPEFLOW THRU SUBAREA (CFS) = 42.27 TRAVEL TlME(MIN.) = .21 TC(MIN.) = 17.84 = .013 NUMBER OF PIPES = 1 I I **************************************************************************** FLOW PROCESS FROM NODE 553.60 TO NODE 553.80 IS CODE = 1 ---------------------------------------------------------------------------- I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 17.84 RAINFALL INTENSITY (INCH/HR) = 2.65 TOTAL STREAM AREAIACRES) = 16.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 42.27 I **************************************************************************** I FLOW PROCESS FROM NODE .02 TO NODE 552.50 IS CODE = 2 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "EE-S" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ASSUMED INITIAL SUBAREA UNI FORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 980.00 UPSTREAM ELEVATION = 1230.00 DOWNSTREAM ELEVATION = 1209.40 ELEVATION DIFFERENCE = 20.60 TC = .359*[( 980.00**3)/( 20.60)]**.2 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT SUBAREA RUNOFF(CFS) = 12.67 TOTAL AREA(ACRES) = 4.60 12.226 3.238 I I .8508 I TOTAL RUNOFF(CFS) = 12.67 **************************************************************************** I FLOW PROCESS FROM NODE 552.50 TO NODE 553.00 IS CODE = 6 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<< AREA "EE.6" I ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION = 1209.40 DOWNSTREAM ELEVATION = 1186.90 I ~ \s I I STREET LENGTH(FEET) = 630.00 STREET HALFWIDTH(FEET) = 20.00 CURB HEIGTH(INCHES) = 6. I I DISTANCE FROM CROWN TO CROSS FALL GRADE BREAK = 18.00 INTERIOR STREET CROSSFALL(DEClMAL) = .017 OUTSIDE STREET CROSSFALL(DEClMAL) .017 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 I **TRAVELTlME COMPUTED USING MEAN FLOW(CFS) 21.10 STREET FLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .40 HALFSTREET FLOODWIDTH(FEET) = 15.95 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.62 PRODUCT OF DEPTH&VELOCITY = 1.86 STREETFLOW TRAVELTIME(MIN) = 2.27 TC(MIN) = 14.50 I I 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.960 SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8470 SUBAREA AREA(ACRES) = 6.70 SUBAREA RUNOFF(CFS) 16.79 SUMMED AREA(ACRES) = 11.30 TOTAL RUNOFF(CFS) 29.47 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .42 HALFSTREET FLOODWIDTH(FEET) = 17.11 FLOW VELOCITY(FEET/SEC.) = 5.65 DEPTH*VELOCITY = 2.38 I I **************************************************************************** FLOW PROCESS FROM NODE 553.00 TO NODE 553.90 IS CODE = 6 I >>>>>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<< AREA "EE-7.1" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I UPSTREAM ELEVATION = STREET LENGTH (FEET) = STREET HALFWIDTH(FEET) 1186.90 300.00 = 20.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. 1171. 90 I DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK = 18.00 INTERIOR STREET CROSS FALL (DECIMAL) .017 OUTSIDE STREET CROSS FALL (DECIMAL) = .017 I SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 I **TRAVELTIME COMPUTED USING MEAN FLOW (CFS) = 31.05 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .42 HALFSTREET FLOODWIDTH(FEET) = 17.11 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.95 PRODUCT OF DEPTH&VELOCITY = 2.51 STREETFLOW TRAVELTIME (MIN) = .84 TC(MIN) = 15.34 I 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) 2.873 SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT .8457 SUBAREA AREA(ACRES) = 1.30 SUBAREA RUNOFF(CFS) = 3.16 SUMMED AREA(ACRES) = 12.60 TOTAL RUNOFF (CFS) = 32.63 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = .42 HALFSTREET FLOODWIDTH(FEET) = 17.11 FLOW VELOCITY(FEET/SEC.) = 6.25 DEPTH*VELOCITY = 2.64 C.S.'S "A.10" & "A-11" I I I **************************************************************************** I ID \l. I I FLOW PROCESS FROM NODE 553.90 TO NODE 553.80 IS CODE = 7 ---------------------------------------------------------------------------- I >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 15.34 RAIN INTENSITY(INCH/HOUR) = 2.87 TOTAL. AREA (ACRES) = 5.10 TOTAL RUNOFF (CFS) = 13.40 FLOWS INTERCEPTED BY C.B. "A.ff" I *********************************************************************~****** FLOW PROCESS FROM NODE 553.90 TO NODE 553.80 IS CODE = 1 ---------------------------------------------------------------------------- I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) 15.34 RAINFALL INTENSITY(INCH/HR) = 2.87 TOTAL STREAM AREA(ACRES) = 5.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 13.40 I RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. I * * PEAK FLOW RATE TABLE ** STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 49.75 15.34 2.873 2 54.64 17.84 2.653 I I COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA (ACRES) = ESTIMATES ARE = 54.64 22.00 AS FOLLOWS: Tc (MIN.) = 17.84 I **********************************************~***************************** FLOW PROCESS FROM NODE 553.80 TO NODE 553.90 IS CODE = 3 ---------------------------------------------------------------------~------ I >>>>>COMPUTE PIPE FLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ I DEPTH OF FLOW IN 24.0 INCH PIPE IS 17.9 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 21.7 UPSTREAM NODE ELEVATION = 1176.50 DOWNSTREAM NODE ELEVATION = 1160.00 FLOWLENGTH(FEET) = 210.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER (INCH) = 24.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) 54.64 TRAVEL TIME(MIN.) = .16 TC(MIN.) = 18.00 I I **************************************************************************** FLOW PROCESS FROM NODE 553.80 TO NODE 553.90 IS CODE = 1 I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) 18.00 RAINFALL INTENSITY (INCH/HR) = 2.64 I ,"\ II I I TOTAL STREAM AREA(ACRES) = 22.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 54.64 I **************************************************************************** I FLOW PROCESS FROM NODE 553.90 TO NODE 553.90 IS CODE = 7 >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 15.34 RAIN INTENSITY(INCH/HOUR) = 2.87 TOTAL AREA(ACRES) = 5.10 TOTAL RUNOFF(CFS) = 13.40 FLOWS INTERCEPTED BY C.B. "A-10" I **************************************************************************** FLOW PROCESS FROM NODE 553.90 TO NODE 553.90 IS CODE = 1 I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 15.34 RAINFALL INTENSITY (INCH/HR) = 2.87 TOTAL STREAM AREA(ACRES) = 5.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 13.40 I RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. * * PEAK FLOW RATE TABLE ** STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 59.97 15.34 2.873 2 66.96 18.00 2.641 I I I COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA (ACRES) = ESTIMATES ARE = 66.96 27.10 AS FOLLOWS: Tc (MIN.) = 18.00 I **********.***************************************************************** FLOW PROCESS FROM NODE 553.90 TO NODE 554.00 IS CODE = 3 I >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I DEPTH OF FLOW IN 30.0 INCH PIPE IS 22.2 INCHES PIPEFLOW VELOCITY (FEET/SEC.) = 17.2 UPSTREAM NODE ELEVATION = 1160.00 DOWNSTREAM NODE ELEVATION = 1157.80 FLOWLENGTH(FEET) = 60.00 MANNING'S N ESTIMATED PIPE DIAMETER (INCH) 30.00 PIPEFLOW THRU SUBAREA (CFS) 66.96 TRAVEL TIME (MIN.) = .06 TC(MIN.) = 18.06 = .013 NUMBER OF PIPES = 1 I I **************************************************************************** FLOW PROCESS FROM NODE 553.90 TO NODE 554.00 IS CODE = 1 I ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< I \lb /2. I I ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 18.06 RAINFALL INTENSITY(INCH/HR) = 2.64 TOTAL STREAM AREA(ACRES) = 27.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 66.96 I **************************************************************************** I FLOW PROCESS FROM NODE 1. 02 TO NODE 554.10 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "EE-B" I I ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 850.00 UPSTREAM ELEVATION = 1202.40 DOWNSTREAM ELEVATION = 1171.80 ELEVATION DIFFERENCE = 30.60 TC = .359*[( 850.00**3)/( 30.60)]**.2 10.372 100.00 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.531 SOIL CLASSIFICATION IS "c" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8543 SUBAREA RUNOFF(CFS) = 16.29 TOTAL AREA (ACRES) = 5.40 TOTAL RUNOFF(CFS) = C.B.'s "A-B" & "A-9" 16.29 I I **************************************************************************** FLOW PROCESS FROM NODE 554.10 TO NODE 554.00 IS CODE = 1 I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 10.37 RAINFALL INTENSITY (INCH/HR) = 3.53 TOTAL STREAM AREA (ACRES) = 5.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 16.29 I RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. I ** PEAK STREAM NUMBER 1 2 FLOW RATE RUNOFF (CFS) 54.75 79.12 TABLE ** TIME (MIN. ) 10.37 18.06 INTENSITY (INCH/HOUR) 3.531 2.636 I I COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA(ACRES) = ESTIMATES ARE = 79.12 32.50 AS FOLLOWS: Tc (MIN.) = 18.06 I I **************************************************************************** FLOW PROCESS FROM NODE 554.00 TO NODE 554.20 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< I \1\ I; I I ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I DEPTH OF FLOW IN 33.0 INCH PIPE IS 21.9 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 18.9 UPSTREAM NODE ELEVATION = 1157.80 DOWNSTREAM NODE ELEVATION = 1139.00 FLOWLENGTH(FEET) = 460.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES PIPEFLOW THRU SUBAREA(CFS) = 79.12 TRAVEL TIME (MIN.) = .41 TC(MIN.) = 18.47 1 I I **************************************************************************** FLOW PROCESS FROM NODE 554.00 TO NODE 554.20 IS CODE = 1 I ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 18.47 RAINFALL INTENSITY(INCH/HR) = 2.61 TOTAL STREAM AREA(ACRES) = 32.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 79.12 I **************************************************************************** I FLOW PROCESS FROM NODE 1. 03 TO NODE 551.55 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "EE-8.9" ============================================================================ I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 870.00 UPSTREAM ELEVATION = 1182.00 DOWNSTREAM ELEVATION = 1158.00 ELEVATION DIFFERENCE = 24.00 TC = .359*[( 870.00**3)/( 24.00)]**.2 = 11.041 100.00 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.417 SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8530 SUBAREA RUNOFF(CFS) 16.61 TOTAL AREA(ACRES) = 5.70 TOTAL RUNOFF(CFS) = 16.61 I I I I I I **************************************************************************** FLOW PROCESS FROM NODE 551. 55 TO NODE 554.20 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< AREA "EE-9" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION = STREET LENGTH (FEET) = STREET HALFWIDTH(FEET) 1158.00 680.00 = 20.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. 1144.50 I DISTANCE FROM CROWN TO CROSS FALL GRADE BREAK = 18.00 INTERIOR STREET CROSSFALL(DECIMAL) = .017 OUTSIDE STREET CROSS FALL (DECIMAL) .017 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 I **TRAVELTIME COMPUTED USING MEAN FLOW (CFS) STREETFLOW MODEL RESULTS: 21. 59 I I~ 1,0 I I STREET FLOWDEPTH(FEET) = .42 HALFSTREET FLOODWIDTH(FEET) = 17.11 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.14 PRODUCT OF DEPTH&VELOCITY = 1.74 STREET FLOW TRAVELTIME (MIN) = 2.74 TC(MIN) = 13.78 I I I 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.040 SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT .8481 SUBAREA AREA(ACRES) = 3.90 SUBAREA RUNOFF(CFS) = SUMMED AREA(ACRES) = 9.60 TOTAL RUNOFF(CFS) = END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .46 HALFSTREET FLOODWIDTH(FEET) = 19.42 FLOW VELOCITY(FEET/SEC.) = 4.01 DEPTH'VELOCITY = 1.85 C.B.:S "A-6" & "A-T" 10.06 26.67 I .*************************************************************************** I FLOW PROCESS FROM NODE 551. 55 TO NODE 554.20 IS CODE = 7 >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I I USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 13.78 RAIN INTENSITY(INCH/HOUR) = 3.04 TOTAL AREA(ACRES) = 7.70 TOTAL RUNOFF(CFS) = 21.50 FLOWS INTERCEPTED BY C.B. 's "A-6" & "A-T" **************************************************************************** FLOW PROCESS FROM NODE 551. 55 TO NODE 554.20 IS CODE = 1 I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) 13.78 RAINFALL INTENSITY(INCH/HR) = 3.04 TOTAL STREAM AREA(ACRES) = 7.70 PEAK FLOW RATE (CFS) AT CONFLUENCE = 21.50 I I RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN. ) (INCH/HOUR) 1 80.54 13.78 3.040 2 97.55 18.47 2.606 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: " PEAK FLOW RATE (CFS) = 97.55 Tc (MIN. ) = 18.47 TOTAL AREA (ACRES) = 40.20 I I I **************************************************************************** FLOW PROCESS FROM NODE 554.20 TO NODE 555.00 IS CODE = 3 I I >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ DEPTH OF FLOW IN 33.0 INCH PIPE IS 25.7 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 19.6 I I~ 1--\ I I I UPSTREAM NODE ELEVATION = 1139.00 DOWNSTREAM NODE ELEVATION = 1136.50 FLOWLENGTH(FEET) = 60.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER (INCH) 33.00 NUMBER OF PIPES 1 PIPEFLOW THRU SUBAREA(CFS) = 97.55 TRAVEL TIME (MIN. ) = .05 TC (MIN.) = 18.52 I **************************************************************************** I FLOW PROCESS FROM NODE 554.20 TO NODE 555.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I **************************************************************************** FLOW PROCESS FROM NODE 553.90 TO NODE 553.90 IS CODE = 7 I ---------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 15.34 RAIN INTENSITY (INCH/HOUR) = 2.87 TOTAL AREA(ACRES) = 1.20 TOTAL RUNOFF(CFS) = 3.00 FLOWBY FLOWS FROM C.B. "A-10" I **************************************************************************** FLOW PROCESS FROM NODE 553.90 TO NODE 555.00 IS CODE = 6 I >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< AREA "EE.9.2" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I UPSTREAM ELEVATION = STREET LENGTH (FEET) = STREET HALFWIDTH(FEET) 1171. 90 600.00 = 20.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. 1146.00 I DISTANCE FROM CROWN TO CROSS FALL GRADE BREAK 18.00 INTERIOR STREET CROSSFALL(DEClMAL) = .017 OUTSIDE STREET CROSS FALL (DECIMAL) .017 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 1 I **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) 3.56 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .28 HALFSTREET FLOODWIDTH(FEET) = 9.02 AVERAGE FLOW VELOCITY(FEET/SEC.) 4.39 PRODUCT OF DEPTH&VELOCITY = 1.25 STREET FLOW TRAVELTIME (MIN) = 2.28 TC(MIN) 17.62 I I 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT .8423 SUBAREA AREA(ACRES) = .50 SUBAREA RUNOFF(CFS) SUMMED AREA (ACRES) = 1. 70 TOTAL RUNOFF (CFS) END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = .30 HALFSTREET FLOODWIDTH(FEET) 10.17 FLOW VELOCITY(FEET/SEC.) = 4.12 DEPTH*VELOCITY = 1.25 2.671 I 1.12 4.12 I **************************************************************************** I FLOW PROCESS FROM NODE 553.90 TO NODE 555.00 IS CODE = 1 ---------------------------------------------------------------------------- I " 1-.1- I I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 17.62 RAINFALL INTENSITY(INCH/HR) = 2.67 TOTAL STREAM AREA(ACRES) = 1. 70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.12 I I **************************************************************************** FLOW PROCESS FROM NODE 554.20 TO NODE 555.00 IS CODE = 7 ---------------------------------------------------------------------------- I >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 13.78 RAIN INTENSITY(INCH/HOUR) = 3.04 TOTAL AREA(ACRES) = 1.90 TOTAL RUNOFF(CFS) = 5.20 FLOWBY FLOWS FROM C.B. 's -A-6- & -A-7- **************************************************************************** I FLOW PROCESS FROM NODE 554.20 TO NODE 555.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< I ============================================================================ I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) 13.78 RAINFALL INTENSITY(INCH/HR) = 3.04 TOTAL STREAM AREA(ACRES) = 1.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.20 I I RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE .. STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN. ) (INCH/HOUR) 1 8.43 13.78 3.040 2 8.69 17.62 2.671 I COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA (ACRES) = ESTIMATES ARE 8.43 3.60 AS FOLLOWS: Tc (MIN.) = 13.78 I C.B. -A-6.S- **************************************************************************** I FLOW PROCESS FROM NODE 555.00 TO NODE 555.00 IS CODE = 11 >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN. ) (INCH/HOUR) 1 81. 02 13.78 3.040 2 104.76 18.52 2.602 I I COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 104.76 Tc(MIN.) = 18.52 I 17 1,."-' I I TOTAL AREA(ACRES) = 43.80 I **************************************************************************** FLOW PROCESS FROM NODE 555.00 TO NODE 555.20 IS CODE = 3 I >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ I DEPTH OF FLOW IN 33..0 INCH PIPE IS 26.6 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 20.4 UPSTREAM NODE ELEVATION = 1136.50 DOWNSTREAM NODE ELEVATION = 1132.00 FLOWLENGTH(FEET) = 100.00 MANNING'S N ESTIMATED PIPE DIAMETER (INCH) = 33.00 PIPEFLOW THRU SUBAREA(CFS) = 104.76 TRAVEL TIME(MIN.) = .08 TC(MIN.) = 18.60 ;;: .013 NUMBER OF PIPES 1 I I **************************************************************************** FLOW PROCESS FROM NODE 555.00 TO NODE 555.20 IS CODE = 1 I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 18.60 RAINFALL INTENSITY(INCH/HR) = 2.60 TOTAL STREAM AREA(ACRES) = 43.80 PEAK FLOW RATE (CFS) AT CONFLUENCE = 104.76 I **************************************************************************** I FLOW PROCESS FROM NODE 553.80 TO NODE 554.00 IS CODE = 7 >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 15.34 RAIN INTENSITY (INCH/HOUR) = 2.87 TOTAL AREA (ACRES) = 1.20 TOTAL RUNOFF(CFS) = 3.00 FLOWBY FLOWS FROM C.B. "A-11" I **************************************************************************** FLOW PROCESS FROM NODE 554.00 TO NODE 555.20 IS CODE = 6 I >>>>>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<< AREA "EE-10.1" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I UPSTREAM ELEVATION = STREET LENGTH (FEET) = STREET HALFWIDTH(FEET) 1171.90 770.00 = 20.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. 1137.30 I DISTANCE FROM CROWN TO CROSS FALL GRADE BREAK = 18.00 INTERIOR STREET CROSSFALL(DECIMAL) .017 OUTSIDE STREET CROSS FALL (DECIMAL) = .017 I SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 I **TRAVELTIME COMPUTED USING MEAN FLOW (CFS) STREET FLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .32 HALFSTREET FLOODWIDTH(FEET) = 11.33 5.67 I IE 1,.&... I I AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.68 PRODUCT OF DEPTH&VELOCITY = 1.51 STREET FLOW TRAVELTIME (MIN) = 2.74 TC(MIN) = 18.08 I I 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.635 SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT .8416 SUBAREA AREA(ACRES) = 2.40 SUBAREA RUNOFF(CFS) = 5.32 SUMMED AREA(ACRES) = 3.60 TOTAL RUNOFF(CFS) 8.32 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .36 HALFSTREET FLOODWIDTH(FEET) = 13.64 FLOW VELOCITY(FEET/SEC.) = 4.89 DEPTH'VELOCITY = 1.77 I C.B. "A-S" I **************************************************************************** FLOW PROCESS FROM NODE 554.00 TO NODE 555.20 IS CODE = 1 I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 18.08 RAINFALL INTENSITY (INCH/HR) = 2.63 TOTAL STREAM AREA(ACRES) = 3.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.32 I RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE " STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 110.17 18.08 2.635 2 112.96 18.60 2.596 I I I COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) TOTAL AREA (ACRES) = ESTIMATES ARE 112.96 47.40 AS FOLLOWS: Tc (MIN.) = 18.60 I **************************************************************************** FLOW PROCESS FROM NODE 555.20 TO NODE 556.00 IS CODE = 3 I >>>>>COMPUTE PIPE FLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I DEPTH OF FLOW IN 33.0 INCH PIPE IS 21.9 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 27.0 UPSTREAM NODE ELEVATION = 1132.00 DOWNSTREAM NODE ELEVATION = 1127.00 FLOWLENGTH(FEET) = 60.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER (INCH) = 33.00 NUMBER OF PIPES PIPEFLOW THRU SUBAREA (CFS) 112.96 TRAVEL TIME(MIN.) = .04 TC(MIN.) 18.64 1 I I **************************************************************************** FLOW PROCESS FROM NODE 555.20 TO NODE 556.00 IS CODE = 1 I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< I J,~ /1 ----------- I I I I I I I I I I I I I I I I I I I ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) 18.64 RAINFALL INTENSITY(INCH/HR) = 2.59 TOTAL STREAM AREA(ACRES) = 47.40 PEAK FLOW RATE (CFS) AT CONFLUENCE = 112.96 **************************************************************************** FLOW PROCESS FROM NODE .04 TO NODE 556.10 IS CODE = 2 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "EE.9.1" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 750.00 UPSTREAM ELEVATION = 1172.90 DOWNSTREAM ELEVATION = 1146.00 ELEVATION DIFFERENCE = 26.90 TC = .359*[( 750.00**3)/( 26.90)J**.2 = 9.872 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) 3.624 SOIL CLASSIFICATION IS "c" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8553 SUBAREA RUNOFF(CFS) 13.33 TOTAL AREA(ACRES) .= 4.30 TOTAL RUNOFF(CFS) = 13.33 **************************************************************************** FLOW PROCESS FROM NODE 556.10 TO NODE 556.20 IS CODE = 6 >>>>>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<< AREA "EE-10" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION = STREET LENGTH (FEET) = STREET HALFWIDTH(FEET) 1146.00 550.00 = 20.00 1140.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. DISTANCE FROM CROWN TO CROSS FALL GRADE BREAK = 18.00 INTERIOR STREET CROSS FALL (DECIMAL) = .017 OUTSIDE STREET CROSSFALL (DECIMAL) .017 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTlME COMPUTED USING MEAN FLOW (CFS) = 17.07 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .44 HALFSTREET FLOODWIDTH(FEET) = 18.27 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.89 PRODUCT OF DEPTH&VELOCITY = 1.27 STREETFLOW TRAVELTIME (MIN) = 3.18 TC(MIN) = 13.05 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) 3.129 SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT .8494 SUBAREA AREA(ACRES) = 2.80 SUBAREA RUNOFF (CFS) = 7.44 SUMMED AREA(ACRES) = 7.10 TOTAL RUNOFF(CFS) 20.77 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = .46 HALFSTREET FLOODWIDTH(FEET) = 19.42 FLOW VELOCITY(FEET/sEC.) = 3.12 DEPTH*VELOCITY = 1.44 C.B. S "A.3 & "A.4" 1-~ to I I ****************************************.****************************'k****.* FLOW PROCESS FROM NODE 556.20 TO NODE 556.00 IS CODE = 3 I ---------------------------------------------------------------------~------ >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I I DEPTH OF FLOW IN 21.0 INCH PIPE IS 15.8 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 10.7 UPSTREAM NODE ELEVATION = 1132.00 DOWNSTREAM NODE ELEVATION = 1127.00 FLOWLENGTH(FEET) = 220.00 MANNING'S N ESTIMATED PIPE DIAMETER (INCH) 21.00 PIPEFLOW THRU SUBAREA(CFS) = 20.77 TRAVEL TIME (MIN.) = .34 TC (MIN. ) = .013 NUMBER OF PIPES = 1 I 13.39 *****************************.**********.************.********************** I FLOW PROCESS FROM NODE 556.20 TO NODE 556.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< I ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 13.39 RAINFALL INTENSITY(INCH/HR) = 3.09 TOTAL STREAM AREA(ACRES) = 7.10 PEAK FLOW RATE (CFS) AT CONFLUENCE = 20.77 I I RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN. ) (INCH/HOUR) 1 101. 95 13.39 3.086 2 130.41 18.64 2.593 I I COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA(ACRES) = ESTIMATES ARE 130.41 54.50 AS FOLLOWS: Tc (MIN.) = 18.64 **************************************************************************** I FLOW PROCESS FROM NODE 556.00 TO NODE 558.50 IS CODE = 3 I >>>>>COMPUTE PIPE FLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ I DEPTH OF FLOW IN 33.0 INCH PIPE IS 23.8 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 28.4 UPSTREAM NODE ELEVATION = 1127.50 DOWNSTREAM NODE ELEVATION = 1107.00 FLOWLENGTH(FEET) = 230.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER (INCH) = 33.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA (CFS) = 130.41 TRAVEL TIME (MIN.) = .13 TC(MIN.) 18.77 I I **************************************************************************** FLOW PROCESS FROM NODE 556.00 TO NODE 558.50 IS CODE = 1 I '],-" 2./ I I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< I ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 18.77 RAINFALL INTENSITY (INCH/HR) = 2.58 TOTAL STREAM AREA (ACRES) = 54.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 130.41 I **************************************************************************** FLOW PROCESS FROM NODE .05 TO NODE 556.50 IS CODE = 2 I >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "EE-11" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 900.00 UPSTREAM ELEVATION = 1180.00 DOWNSTREAM ELEVATION = 1148.60 ELEVATION DIFFERENCE = 31.40 TC = .359*[( 900.00**3)/( 31.40)]**.2 = 100.00 YEAR RAINFALL INTENSITY (INCH/HOUR) = SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = SUBAREA RUNOFF(CFS) = 13.66 TOTAL AREA(ACRES) = 4.60 10.678 3.478 I I .8537 I TOTAL RUNOFF(CFS) = 13.66 **************************************************************************** I FLOW PROCESS FROM NODE 556.50 TO NODE 557.00 IS CODE = 6 >>>>>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<< AREA "EE-12" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I UPSTREAM ELEVATION = STREET LENGTH (FEET) = STREET HALFWIDTH(FEET) 1148.60 700.00 = 20.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. 1139.90 I DISTANCE FROM CROWN TO CROSSFALL GRADE BREAK 18.00 INTERIOR STREET CROSS FALL (DECIMAL) .017 OUTSIDE STREET CROSSFALL(DECIMALl = .017 I SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 2 I **TRAVELTlME COMPUTED USING MEAN FLOW (CFS) = 19.96 STREET FLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .44 HALFSTREET FLOODWIDTH(FEET) = 18.27 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.37 PRODUCT OF DEPTH&VELOCITY = 1.49 STREETFLOW TRAVELTlME(MIN) = 3.46 TC(MIN) = 14.14 I I 100.00 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.000 SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8476 SUBAREA AREA(ACRES) = 5.00 SUBAREA RUNOFF (CFS) = 12.71 SUMMED AREA(ACRES) = 9.60 TOTAL RUNOFF(CFS) = 26.37 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .48 HALFSTREET FLOODWIDTH(FEET) = 20.00 I I 1/b ~7-- I I FLOW VELOCITY(FEET/SEC.) = 3.55 DEPTH'VELOCITY = 1. 70 I ****.*********************************************************************** FLOW PROCESS FROM NODE 557.00 TO NODE 558.00 IS CODE = 6 ---------------------------------------------------------------------------- I >>>>>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<< AREA "EE-14" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I UPSTREAM ELEVATION = STREET LENGTH (FEET) = STREET HALFWIDTH(FEET) 1139.90 450.00 = 20.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. 1127.90 I DISTANCE FROM CROWN TO CROSS FALL GRADE BREAK = 18.00 INTERIOR STREET CROSSFALL(DECIMAL) = .017 OUTSIDE STREET CROSS FALL (DECIMAL) = .017 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 2 I I "TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 30.20 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .44 HALFSTREET FLOODWIDTH(FEET) = 18.27 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.11 PRODUCT OF DEPTH&VELOCITY = 2.25 STREET FLOW TRAVELTIME (MIN) = 1.47 TC(MIN) 15.60 I I 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.847 SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT .8452 SUBAREA AREA(ACRES) = 3.20 SUBAREA RUNOFF(CFS) = 7.70 SUMMED AREA(ACRES) = 12.80 TOTAL RUNOFF(CFS) 34.07 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = .46 HALFSTREET FLOODWIDTH(FEET) 19.42 FLOW VELOCITY(FEET/SEC.) = 5.12 DEPTH'VELOCITY = 2.36 I C.B. "A-2" I **************************************************************************** FLOW PROCESS FROM NODE 558.00 TO NODE 558.50 IS CODE = 3 ---------------------------------------------------------------------------- I >>>>>COMPUTE PIPE FLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I DEPTH OF FLOW IN 21.0 INCH PIPE IS 14.0 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 20.0 UPSTREAM NODE ELEVATION = 1121.00 DOWNSTREAM NODE ELEVATION = 1111.00 FLOWLENGTH(FEET) = 120.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER (INCH) 21.00 NUMBER OF PIPES 1 PIPEFLOW THRU SUBAREA(CFS) = 34.07 TRAVEL TIME (MIN.) = .10 TC(MIN.) 15.70 I I **************************************************************************** FLOW PROCESS FROM NODE 558.00 TO NODE 558.50 IS CODE = 1 ---------------------------------------------------------------------------- I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 15.70 I -z,.'\ 2-; I I RAINFALL INTENSITY(INCH/HR) = 2.84 TOTAL STREAM AREA(ACRES) = 12.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 34.07 I I RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. * * PEAK FLOW RATE TABLE ** STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN.) ( INCH/HOUR) 1 143.18 15.70 2.838 2 161. 42 18.77 2.583 I I COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA (ACRES) = ESTIMATES ARE = 161. 42 67.30 AS FOLLOWS: Tc (MIN.) = 18.77 I ***********************.**************************************************** FLOW PROCESS FROM NODE 558.50 TO NODE 560.00 IS CODE = 3 I >>>>>COMPUTE PIPE FLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I DEPTH OF FLOW IN 51.0 INCH PIPE IS 37.9 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 14.3 UPSTREAM NODE ELEVATION = 1107.00 DOWNSTREAM NODE ELEVATION = 1105.00 FLOWLENGTH(FEET) = 160.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER (INCH) = 51.00 NUMBER OF PIPES PIPEFLOW THRU SUBAREA (CFS) 161.42 TRAVEL TIME(MIN.) = .19 TC(MIN.) 18.96 1 I I *************************************************************************.** FLOW PROCESS FROM NODE 558.50 TO NODE 560.00 IS CODE = 10 I >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I **************************************************************************** FLOW PROCESS FROM NODE 556.30 TO NODE 556.90 IS CODE = 2 ---------------------------------------------------------------------------- I >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "EE-10.2" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 800.00 UPSTREAM ELEVATION = 1150.00 DOWNSTREAM ELEVATION = 1134.00 ELEVATION DIFFERENCE = 16.00 TC = .359*[( 800.00**3)/( 16.00)]**.2 = 11.386 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) 3.362 SOIL CLP.SSIFlCATION IS "c" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8524 SUBAREA RUNOFF (CFS) 6.30 TOTAL AREA(ACRES) = 2.20 TOTAL RUNOFF (CFS) = 6.30 I I I I ");6 2.4 I I **************************************************************************** FLOW PROCESS FROM NODE 556.90 TO NODE 560.00 IS CODE = 6 I ---------------------------------------------------------------------------- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< AREA "EE-17" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I UPSTREAM ELEVATION = STREET LENGTH (FEET) = STREET HALFWIDTH(FEET) 1134.00 380.00 = 20.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. 1118.00 I DISTANCE FROM CROWN TO CROSS FALL GRADE BREAK = 18.00 INTERIOR STREET CROSS FALL (DECIMAL) = .017 OUTSIDE STREET CROSS FALL (DECIMAL) = .017 I SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 I **TRAVELTlME COMPUTED USING MEAN FLOW (CFS) = 6.84 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .34 HALFSTREET FLOODWIDTH(FEET) = 12.48 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.73 PRODUCT OF DEPTH&VELOCITY = 1.62 STREETFLOW TRAVELTlME(MIN) = 1.34 TC(MIN) 12.72 I I 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.171 SOIL CLASSIFICATION IS "e" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8499 SUBAREA AREA(ACRES) = .40 SUBAREA RUNOFF(CFS) 1.08 SUMMED AREA(ACRES) = 2.60 TOTAL RUNOFF(CFS) = 7.38 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = .34 HALFSTREET FLOODWIDTH(FEET) = 12.48 FLOW VELOCITY(FEET/SEC.) = 5.10 DEPTH*VELOCITY = 1.75 I I **************************************************************************** FLOW PROCESS FROM NODE 556.90 TO NODE 560.00 IS CODE = 1 I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) 12.72 RAINFALL INTENSITY(INCH/HR) = 3.17 TOTAL STREAM AREA(ACRES) = 2.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.38 I **************************************************************************** FLOW PROCESS FROM NODE .06 TO NODE 560.00 IS CODE = 2 I >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "EE-16" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH**3)/(ELEVATION CHANGE)] **.2 INITIAL SUBAREA FLOW-LENGTH = 650.00 UPSTREAM ELEVATION = 1142.00 DOWNSTREAM ELEVATION = 1118.00 ELEVATION DIFFERENCE = 24.00 TC = .303*[( 650.00**3)/( 24.00)]**.2 7.822 100.00 YEAR RAINFALL INTENSITY (INCH/HOUR) = 4.098 SOIL CLASSIFICATION IS "Cn I I I ~" 2S I I COMMERCIAL DEVELOPMENT SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = RUNOFF COEFFICIENT = .8885 7.28 2.00 TOTAL RUNOFF(CFS) = 7.28 I **************************************************************************** I FLOW PROCESS FROM NODE .06 TO NODE 560.00 IS CODE = 1 ---------------------------------------------------------------------------- I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 7.82 RAINFALL INTENSITY (INCH/HR) = 4.10 TOTAL STREAM AREA (ACRES) = 2. 00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.28 I I RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 11. 82 7.82 4.098 2 13.02 12.72 3.171 I COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) TOTAL AREA (ACRES) = ESTIMATES ARE = 13.02 4.60 AS FOLLOWS: Tc (MIN.) = 12.72 I C.B. "A-f" **************************************************************************** I FLOW PROCESS FROM NODE 560.00 TO NODE 560.00 IS CODE = 11 >>>>>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY<<<<< I ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ** PEAK STREAM NUMBER 1 2 FLOW RATE RUNOFF (CFS) 121. 37 171. 97 TABLE * * TIME (MIN. ) 12.72 18.96 INTENSITY (INCH/HOUR) 3.171 2.570 I COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) TOTAL AREA (ACRES) = ESTIMATES ARE 171. 97 71. 90 AS FOLLOWS: Tc (MIN.) = 18.96 I **************************************************************************** FLOW PROCESS FROM NODE 560.00 TO NODE 561.00 IS CODE = 3 ---------------------------------------------------------------------------- I >>>>>COMPUTE PIPE FLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I DEPTH OF FLOW IN 39.0 INCH PIPE IS 31.3 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 24.1 UPSTREAM NODE ELEVATION = 1105.00 DOWNSTREAM NODE ELEVATION = 1099.00 FLOWLENGTH(FEET) = 120.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER (INCH) = 39.00 NUMBER OF PIPES = 1 I I ,?>'V 2-f, I I PIPEFLOW THRU SUBAREA(CFS) = TRAVEL TIME (MIN.) = .08 171. 97 TC(MIN. ) 19.04 I *********.****************************************************************** I FLOW PROCESS FROM NODE 560.00 TO NODE 561.00 IS CODE = 10 >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 3 <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I **************************************************************************** FLOW PROCESS FROM NODE .10 TO NODE 70.00 IS CODE = 2 I ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "8-1" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 1000.00 UPSTREAM ELEVATION = 1229.50 DOWNSTREAM ELEVATION = 1205.70 ELEVATION DIFFERENCE = 23.80 TC = .303*[( 1000.00**3)/( 23.80)]**.2 10.145 100.00 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.573 SOIL CLASSIFICATION IS "C" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8871 SUBAREA RUNOFF(CFS) = 5.70 TOTAL AREA (ACRES) = 1.80 TOTAL RUNOFF(CFS) = 5.70 I I I **************************************************************************** I FLOW PROCESS FROM NODE 70.00 TO NODE 71.00 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< AREA "8-2" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- II I UPSTREAM ELEVATION = STREET LENGTH(FEET) = STREET HALFWIDTH(FEET) 1205.70 970.00 = 43.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. 1169.00 DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK INTERIOR STREET CROSSFALL(DEClMAL) .020 OUTSIDE STREET CROSS FALL (DECIMAL) = .020 30.00 I SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 I **TRAVELTlME COMPUTED USING MEAN FLOW(CFS) 8.15 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .37 HALFSTREET FLOODWIDTH(FEET) = 12.20 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.08 PRODUCT OF DEPTH&VELOCITY = 1.88 STREETFLOW TRAVELTlME(MIN) = 3.18 TC(MIN) = 13.33 I I 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.094 SOIL CLASSIFICATION IS "C" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8854 SUBAREA AREA(ACRES) = 1.80 SUBAREA RUNOFF(CFS) = 4.93 SUMMED AREA(ACRES) = 3.60 TOTAL RUNOFF(CFS) = 10.64 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .40 HALFSTREET FLOODWIDTH(FEET) = 13.50 I I 2.-7 ;~ I I FLOW VELOCITY(FEET/sEC.) 5.48 DEPTH*VELOCITY = 2.17 I C.B. -B-3- **************************************************************************** FLOW PROCESS FROM NODE 70.00 TO NODE 71.00 IS CODE = 7 I >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 13.33 RAIN INTENSITY(INCH/HOUR) = 3.09 TOTAL AREA(ACRES) = 2.00 TOTAL RUNOFF(CFS) = 6.00 FLOWS INTERCEPTED BY C.B. -B-3- I **************************************************************************** FLOW PROCESS FROM NODE 70.00 TO NODE 71. 00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< I ============================================================================ I TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 13.33 RAINFALL INTENSITY (INCH/HR) = 3.09 TOTAL STREAM AREA(ACRES) = 2.00 PEAK FLOW RATE (CFS) AT CONFLUENCE = 6.00 I **************************************************************************** FLOW PROCESS FROM NODE 570.00 TO NODE 570.00 IS CODE = 7 I >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 15.30 RAIN INTENSITY(INCH/HOUR) = 2.88 TOTAL AREA(ACRES) = 35.20 TOTAL RUNOFF(CFS) = FROM A.D. 159 UNE -D- 92.60 I **************************************************************************** FLOW PROCESS FROM NODE 570.00 TO NODE 71.00 IS CODE = 3 I >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I DEPTH OF FLOW IN 33.0 INCH PIPE IS 23.9 INCHES PIPEFLOW VELOCITY(FEET/sEC.) = 20.1 UPSTREAM NODE ELEVATION = 1194.00 DOWNSTREAM NODE ELEVATION = 1157.00 FLOWLENGTH(FEET) = 830.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER (INCH) 33.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA (CFS) = 92.60 TRAVEL TIME(MIN.) = .69 TC(MIN.) 15.99 I I **************************************************************************** FLOW PROCESS FROM NODE 570.00 TO NODE 71. 00 IS CODE = 1 I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) 15.99 RAINFALL INTENSITY(INCH/HR) = 2.81 I z.f ?}t I I TOTAL STREAM AREA(ACRES) = 35.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 92.60 I *******************.*.***.************************************************** FLOW PROCESS FROM NODE 71.00 TO NODE 71.00 IS CODE = 7 I >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 13.60 RAIN INTENSITY(INCH/HOUR) = 3.06 TOTAL AREA(ACRES) = 4.10 TOTAL RUNOFF (CFS) = FROM A.D. 159 UNE .C. 12.90 I **************************************************************************** FLOW PROCESS FROM NODE 71.00 TO NODE 71. 00 IS CODE = 1 I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 13.60 RAINFALL INTENSITY(INCH/HR) = 3.06 TOTAL STREAM AREA(ACRES) = 4.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 12.90 I I 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) 1 95.85 13.33 3.094 2 97.61 13.60 3.061 3 109.90 15.99 2.811 I I COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA (ACRES) = ESTIMATES ARE = 109.90 41. 30 AS FOLLOWS: Tc (MIN.) = 15.99 I **************************************************************************** FLOW PROCESS FROM NODE 71. 00 TO NODE 574.00 IS CODE = 3 I >>>>>COMPUTE PIPE FLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I DEPTH OF FLOW IN 33.0 INCH PIPE IS 24.3 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 23.4 UPSTREAM NODE ELEVATION = 1157.00 DOWNSTREAM NODE ELEVATION = 1103.00 FLOWLENGTH(FEET) = 900.00 MANNING'S N ESTIMATED PIPE DIAMETER(INCH) = 33.00 PIPEFLOW THRU SUBAREA (CFS) = 109.90 TRAVEL TIME (MIN.) = .64 TC(MIN.) = 16.63 = .013 NUMBER OF PIPES 1 I I **************************************************************************** I FLOW PROCESS FROM NODE 574.00 TO NODE 576.10 IS CODE = 3 I 2..'j -;t; II I >>>>>COMPUTE PIPE FLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< I ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I DEPTH OF FLOW IN 51.0 INCH PIPE IS 36.3 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 10.2 UPSTREAM NODE ELEVATION = 1103.00 DOWNSTREAM NODE ELEVATION = 1100.10 FLOWLENGTH(FEET) = 450.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER (INCH) = 51.00 NUMBER OF PIPES 1 PIPEFLOW THRU SUBAREA{CFS) 109.90 TRAVEL TlME(MIN.) = .74 TC(MIN.) = 17.37 I I **************************************************************************** FLOW PROCESS FROM NODE 574.00 TO NODE 576.10 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.) = 17.37 RAINFALL INTENSITY(INCH/HR) = 2.69 TOTAL STREAM AREA(ACRES) = 41.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 109.90 I **************************************************************************** FLOW PROCESS FROM NODE 574.00 TO NODE 576.10 IS CODE = 2 I >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "8-5" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 540.00 UPSTREAM ELEVATION = 1120.00 DOWNSTREAM ELEVATION = 1116.00 ELEVATION DIFFERENCE = 4.00 TC = .303*[( 540.00**3)/( 4.00)J**.2 = 10.014 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.597 SOIL CLASSIFICATION IS "C" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8872 SUBAREA RUNOFF{CFS) = 1.91 TOTAL AREA(ACRES) = .60 TOTAL RUNOFF(CFS) 1. 91 I I I C.B. "8-1" **************************************************************************** FLOW PROCESS FROM NODE 574.00 TO NODE 576.10 IS CODE = 1 I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 10.01 RAINFALL INTENSITY (INCH/HR) = 3.60 TOTAL STREAM AREA(ACRES) = .60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.91 I RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. I ?J~ 30 I I I ** PEAK STREAM NUMBER 1 2 FLOW RATE RUNOFF (CFS) 65.29 111. 33 TABLE ** TIME (MIN. ) 10.01 17.37 INTENSITY (INCH/HOUR) 3.597 2.691 I COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) TOTAL AREA(ACRES) = ESTIMATES ARE = 111. 33 41. 90 AS FOLLOWS: Tc (MIN.) = 17 .37 I *********.****************************************************************** FLOW PROCESS FROM NODE 576.10 TO NODE 576.00 IS CODE = 3 I >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------,------- ---------------------------------------------------------------------------- I DEPTH OF FLOW IN 51.0 INCH PIPE IS 39.3 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 9.5 UPSTREAM NODE ELEVATION = 1100.10 DOWNSTREAM NODE ELEVATION = 1099.50 FLOWLENGTH(FEET) = 110.00 MANNING'S N ESTIMATED PIPE DIAMETER (INCH) = 51.00 PIPEFLOW THRU SUBAREA (CFS) = 111.33 TRAVEL TIME (MIN.) = .19 TC(MIN.) = 17.56 .013 NUMBER OF PIPES = 1 I I **************************************************************************** FLOW PROCESS FROM NODE 576.10 TO NODE 576.00 IS CODE = 10 I ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ******************** I **ALL MEMORY BANKS ARE FULL. ** ******************** I ***WARNING - MEMORY BANK 1 HAS BEEN OVERWRITTEN. I **************************************************************************** FLOW PROCESS FROM NODE 71.00 TO NODE 71. 00 IS CODE = 7 >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< I ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 13.33 RAIN INTENSITY (INCH/HOUR) = 3.09 TOTAL AREA(ACRES) = 1.60 TOTAL RUNOFF(CFS) = 4.60 FLOWBY FLOW FROM C.B. "B-3" **************************************************************************** FLOW PROCESS FROM NODE 71.00 TO NODE 574.00 IS CODE = 6 I ---------------------------------------------------------------------------- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< AREA "B-3" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I UPSTREAM ELEVATION = STREET LENGTH(FEET) = STREET HALFWIDTH(FEET) 1169.00 900.00 = 43.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. 1120.00 I DISTANCE FROM CROWN TO CROSS FALL GRADE BREAK = 30.00 INTERIOR STREET CROSS FALL (DECIMAL) = .020 I 7\ ~I I II OUTSIDE STREET CROSSFALL(DECIMAL) = .020 I SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 1 I **TRAVELTIME COMPUTED USING MEAN FLOW (CFS) ,6.96 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .34 HALFSTREET FLOODWIDTH(FEET) = 10.90 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.33 PRODUCT OF DEPTH&VELOCITY = 1.83 STREETFLOW TRAVELTIME(MIN) = 2.82 TC(MIN) = 16.15 100.00 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.797 SOIL CLASSIFICATION IS "c" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8841 SUBAREA AREA(ACRES) = 1.90 SUBAREA RUNOFF(CFS) 4.70 SUMMED AREA(ACRES) = 3.50 TOTAL RUNOFF (CFS) = 9.30 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .37 HALFSTREET FLOODWIDTH(FEET) 12.20 FLOW VELOCITY(FEET/SEC.) = 5.79 DEPTH*VELOCITY = 2.14 I I I I ******************************************************................**.... FLOW PROCESS FROM NODE 574.00 TO NODE 576.00 IS CODE = 6 ---------------------------------------------------------------------------- I I >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< AREA "8-4" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION = STREET LENGTH(FEET) = STREET HALFWIDTH(FEET) 1120.00 530.00 = 38.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. 1116.00 I DISTANCE FROM CROWN TO CROSS FALL GRADE BREAK = 36.00 INTERIOR STREET CROSS FALL (DECIMAL) .020 OUTSIDE STREET CROSS FALL (DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 I **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) 11.10 STREET FLOW MODEL RESULTS: NOTE: STREETFLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOWDEPTH(FEET) = .52 HALFSTREET FLOODWIDTH(FEET) = 19.46 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.84 PRODUCT OF DEPTH&VELOCITY = 1.47 STREETFLOW TRAVELTIME (MIN) = 3.11 TC(MIN) 19.25 I I I I I 100.00 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.549 SOIL CLASSIFICATION IS "C" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8829 SUBAREA AREA(ACRES) = 1.60 SUBAREA RUNOFF(CFS) 3.60 SUMMED AREA(ACRES) = 5.10 TOTAL RUNOFF(CFS) 12.90 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .54 HALFSTREET FLOODWIDTH(FEET) 20.61 FLOW VELOCITY(FEET/SEC.) = 2.96 DEPTH*VELOCITY = 1.59 I *********************************************.****************************** FLOW PROCESS FROM NODE 574.00 TO NODE 576.00 IS CODE = 1 I 32. ~ I I ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< I ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 19.25 RAINFALL INTENSITY(INCH/HR) = 2.55 TOTAL STREAM AREA(ACRES) = 5.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 12.90 I **************************************************************************** FLOW PROCESS FROM NODE .09 TO NODE 576.00 IS CODE = 2 I ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "EE-1S" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)] **.2 INITIAL SUBAREA FLOW-LENGTH = 1000.00 UPSTREAM ELEVATION = 1163.00 DOWNSTREAM ELEVATION = 1116.00 ELEVATION DIFFERENCE = 47.00 TC = .359*[( 1000.00**3)/( 47.00)]**.2 = 10.493 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.510 SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8541 SUBAREA RUNOFF(CFS) 15.29 TOTAL AREA(ACRES) = 5.10 TOTAL RUNOFF(CFS) = 15.29 I I I **************************************************************************** I I FLOW PROCESS FROM NODE .09 TO NODE 576.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 10.49 RAINFALL INTENSITY (INCH/HR) = 3.51 TOTAL STREAM AREA(ACRES) = 5.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 15.29 I RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. * * PEAK FLOW RATE TABLE *- STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN. ) (INCH/HOUR) 1 22.32 10.49 3.510 2 24.00 19.25 2.549 I I COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) TOTAL AREA (ACRES) = ESTIMATES ARE = 22.32 10.20 AS FOLLOWS: Tc (MIN.) = 10.49 I I C.B. "B-2" **************************************************************************** FLOW PROCESS FROM NODE 576.00 TO NODE 576.00 IS CODE = 11 ---------------------------------------------------------------------------- I 1R ~) I I >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I I ** PEAK STREAM NUMBER 1 2 FLOW RATE RUNOFF (CFS) 88.85 128.34 TABLE ** TIME (MIN.) 10.49 17.56 INTENSITY (INCH/HOUR) 3.510 2.676 I COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA (ACRES) = ESTIMATES ARE = 128.34 52.10 AS FOLLOWS: Tc (MIN.) = 17.56 I **************************************************************************** FLOW PROCESS FROM NODE 576.00 TO NODE 561.00 IS CODE = 3 ---------------------------------------------------------------------------- I >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I DEPTH OF FLOW IN 57.0 INCH PIPE IS 43.2 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 8.9 UPSTREAM NODE ELEVATION = 1099.50 DOWNSTREAM NODE ELEVATION = 1099.00 FLOWLENGTH(FEET) = 120.00 MANNING'S N ESTIMATED PIPE DIAMETER (INCH) 57.00 PIPEFLOW THRU SUBAREA (CFS) = 128.34 TRAVEL TIME (MIN.) = .22 TC (MIN. ) = .013 NUMBER OF PIPES = 1 I 17.78 I **************************************************************************** FLOW PROCESS FROM NODE 561.00 TO NODE 561.00 IS CODE = 11 ---------------------------------------------------------------------------- I >>>>>CONFLUENCE MEMORY BANK # 3 WITH THE MAIN-STREAM MEMORY<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I * * PEAK STREAM NUMBER 1 2 FLOW RATE RUNOFF (CFS) 288.96 295.78 TABLE ** TIME (MIN. ) 17.78 19.04 INTENSITY (INCH/HOUR) 2.658 2.564 I COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA (ACRES) = ESTIMATES ARE = 295.78 124.00 AS FOLLOWS: Tc (MIN.) = 19.04 I ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I END OF STUDY SUMMARY: PEAK FLOW RATE(CFS) = TOTAL AREA (ACRES) = 295.78 124.00 Tc (MIN.) = 19.04 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF RATIONAL METHOD ANALYSIS TO TRACT24182. UNE "A" I I I I 3f ko I I I , I I I I I I I I I I I I I I I 10 YEAR HYDROLOGY (RATIONAL METHOD) A\ I I **************************************************************************** I I RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982-90 Advanced Engineering Software (aes) Ver, 5.8A Release Date: 8/28/90 Serial # 8198 Analysis prepared by: I KEITH INTERNATIONAL, INC. - INLAND EMPIRE 22690 CACTUS AVENUE, SUITE 300 MORENO VALLEY, CA 92507 (909) 653-0234 FAX (909) 653-5308 I ************************** DESCRIPTION OF STUDY ********************~***** I * PALOMA DEL SOL * TRACT 24185 - STORM DRAIN - LINES "A" AND "B" * 10 YEAR HYDROLOGY * * * ************************************************************************** I FILE NAME: 24185A10.DAT TIME/DATE OF STUDY: 11:42 4/10/1996 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: I ---------------------------------------------------------------------------- I USER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE (INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS (DECIMAL) TO USE 10-YEAR STORM 10-MlNUTE INTENSITY (INCH/HOUR) = 10-YEAR STORM 60-MlNUTE INTENSITY (INCH/HOUR) = 100-YEAR STORM 10-MlNUTE INTENSITY (INCH/HOUR) 100-YEAR STORM 60-MlNUTE INTENSITY (INCH/HOUR) SLOPE OF 10-YEAR INTENSITY-DURATION CURVE = SLOPE OF 100-YEAR INTENSITY-DURATION CURVE = COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 10.00 l-HOUR INTENSITY(INCH/HOUR) SLOPE OF INTENSITY DURATION CURVE = .5506 RCFC&WCD HYDROLOGY MANUAL "C"-VALUES USED NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES FOR FRICTION 2.360 .880 = 3.600 = 1. 400 .5505732 .5271139 SLOPE = .90 I I .8888 I **************************************************************************** I FLOW PROCESS FROM NODE .01 TO NODE 550.00 IS CODE = 2 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "EE.1" ------.---------------------------------------------------------------------- ------.---------------------------------------------------------------------- I I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC ., K* [(LENGTH**3) / (ELEVATION CHANGE)] **.2 INU'IAL SUBAREA FLOW-LENGTH = 720.00 UPS~'REAM ELEVATION = 1230.00 DOWNSTREAM ELEVATION = 1222.50 ELEVATION DIFFERENCE = 7.50 TC" .359*[( 720.00**3)/( 7.50)]**.2 = 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) SOIl, CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT SUBAREA RUNOFF(CFS) = 4.04 TOTAL AREA (ACRES) = 2 . 30 12.437 2.114 I .8304 I TOTAL RUNOFF(CFS) = 4.04 I ~1,. ;5 I I **********.***************************************************************** I FLOW PROCESS FROM NODE .01 TO NODE 550.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 12.44 RAINFALL INTENSITY(INCH/HR) = 2.11 TOTAL STREAM AREA(ACRES) = 2.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.04 I I I **************************************************************************** FLOW PROCESS FROM NODE 550.10 TO NODE 553.20 IS CODE = 2 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "EE.2" ============================================================================ I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 700.00 UPSTREAM ELEVATION = 1230.00 DOWNSTREAM ELEVATION = 1222.50 ELEVATION DIFFERENCE = 7.50 TC = .359*[( 700.00**3)/( 7.50)]**.2 12.229 10.00 'YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.134 SOIL CLASSIFICATION IS "c" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8309 SUBAREA RUNOFF(CFS) 7.09 TOTAL AREA(ACRES) = 4.00 TOTAL RUNOFF(CFS) = 7.09 I I I **************************************************************************** FLOW PROCESS FROM NODE 553.20 TO NODE 550.00 IS CODE = 1 I ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 12.23 RAINFALL INTENSITY (INCH/HR) = 2.13 TOTAL STREAM AREA(ACRES) = 4.00 PEAK FLOW RATE (CFS) AT CONFLUENCE = 7.09 I I RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 11.06 12.23 2.134 2 11. 06 12.44 2.114 I I COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA (ACRES) = ESTIMATES ARE = 11. 06 6.30 AS FOLLOWS: Tc (MIN.) = 12.23 I I A;!J- 31. I I *********************************************************************.~****** FLOW PROCESS FROM NODE 550.00 TO NODE 553.40 IS CODE = 6 I >>>>>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<< AREA "EE-2.S" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I UPSTREAM ELEVATION = STREET LENGTH(FEET) = STREET HALFWIDTH(FEET) 1222.50 530.00 = 20.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. 1209.10 I DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 18.00 INTERIOR STREET CROSS FALL (DECIMAL) .017 OUTSIDE STREET CROSSFALL(DECIMAL) = .017 I SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 I **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 14.58 STREET FLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .38 HALFSTREET FLOODWIDTH(FEET) = 14.80 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.68 PRODUCT OF DEPTH&VELOCITY = 1.41 STREETFLOW TRAVELTIME (MIN) = 2.40 TC(MIN) = 14.63 I 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) 1.933 SOIL CLASSIFICATION IS "e" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT .8255 SUBAREA AREA(ACRES) = 4.40 SUBAREA RUNOFF(CFS) = 7.02 SUMMED AREA(ACRES) = 10.70 TOTAL RUNOFF(CFS) = 18.08 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .40 HALFSTREET FLOODWIDTH(FEET) 15.95 FLOW VELOCITY(FEET/SEC.) = 3.96 DEPTH*VELOCITY = 1.59 I I I **************************************************************************** FLOW PROCESS FROM NODE 553.40 TO NODE 553.60 IS CODE = 6 I >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< AREA "EE-7" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I UPSTREAM ELEVATION = STREET LENGTH (FEET) = STREET HALFWIDTH(FEET) 1209.10 960.00 = 20.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. 1188.10 I DISTANCE FROM CROWN TO CROSS FALL GRADE BREAK = 18.00 INTERIOR STREET CROSSFALL(DECIMAL) .017 OUTSIDE STREET CROSSFALL(DECIMAL) .017 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 I **TRAVELTIME COMPUTED USING MEAN FLOW (CFS) ~2.43 STREET FLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .42 HALFSTREET FLOODWIDTH(FEET) = 17.11 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.30 PRODUCT OF DEPTH&VELOCITY = 1.81 STREETFLOW TRAVELTIME(MIN) = 3.72 TC(MIN) = 18.35 I I 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = SOIL CLASSIFICATION IS "Cn CONDOMINIUM DEVELOPMENT RUNOFF SUBAREA AREA(ACRES) = 6.20 SUMMED AREA(ACRES) = 16.90 1. 706 I COEFFICIENT = .8181 SUBAREA RUNOFF(CFS) TOTAL RUNOFF(CFS) = 8.65 26.74 I M 31 I I I END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .44 HALFSTREET FLOODWIDTH(FEET) = 18.27 FLOW VELOCITY(FEET/SEC.) = 4.52 DEPTH*VELOCITY = 1.99 C.S.'s wA_12w & wA.13w **************************************************************************** I FLOW PROCESS FROM NODE 553.60 TO NODE 553.80 IS CODE = 3 ---------------------------------------------------------------------------- I >>>>>COMPUTE PIPE FLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ I DEPTH OF FLOW IN 24.0 INCH PIPE IS 16.9 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 11.3 UPSTREAM NODE ELEVATION = 1180.00 DOWNSTREAM NODE ELEVATION = 1176.50 FLOWLENGTH(FEET) = 160.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER (INCH) = 24.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 26.74 TRAVEL TIME(MIN.) = .24 TC(MIN.) = 18.59 I I **************************************************************************** FLOW PROCESS FROM NODE 553.60 TO NODE 553.80 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.) = 18.59 RAINFALL INTENSITY (INCH/HR) = 1.69 TOTAL STREAM AREA(ACRES) = 16.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 26.74 I **************************************************************************** FLOW PROCESS FROM NODE .02 TO NODE 552.50 IS CODE = 2 I ---------------------------------------------------------------------~------ >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA wEE_Sw ============================================================================ I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 980.00 UPSTREAM ELEVATION = 1230.00 DOWNSTREAM ELEVATION = 1209.40 ELEVATION DIFFERENCE = 20.60 TC = .359*[( 980.00**3)/( 20.60)]**.2 = 12.226 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) 2.134 SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8310 SUBAREA RUNOFF(CFS) = 8.16 TOTAL AREA(ACRES) = 4.60 TOTAL RUNOFF(CFS) = 8.16 I I I **************************************************************************** I FLOW PROCESS FROM NODE 552.50 TO NODE 553.00 IS CODE = 6 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<< AREA wEE_Sw ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I UPSTREAM ELEVATION = STREET LENGTH (FEET) = 1209.40 630.00 DOWNSTREAM ELEVATION = 1186.90 CURB HEIGTH(INCHES) = 6. I ...~ ;~ I I STREET HALFWIDTH(FEET) = 20.00 I DISTANCE FROM CROWN TO CROSS FALL GRADE BREAK = 18.00 INTERIOR STREET CROSSFALL(DECIMAL) = .017 OUTSIDE STREET CROSS FALL (DECIMAL) = .017 I SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 I **TRAVELTIME COMPUTED USING MEAN FLOW (CFS) = 13.47 STREET FLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .34 HALFSTREET FLOODWIDTH(FEET) = 12.48 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.66 PRODUCT OF DEPTH&VELOCITY = 1.60 STREETFLOW TRAVELTIME(MIN) = 2.25 TC(MIN) = 14.48 I I 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.944 SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT .8258 SUBAREA AREA(ACRES) = 6.70 SUBAREA RUNOFF(CFS) SUMMED AREA(ACRES) = 11.30 TOTAL RUNOFF(CFS) = END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = .38 HALFSTREET FLOODWIDTH(FEET) = 14.80 FLOW VELOCITY(FEET/SEC.) = 4.77 DEPTH*VELOCITY = 1.82 10.76 18.91 I I **************************************************************************** FLOW PROCESS FROM NODE 553.00 TO NODE 553.90 IS CODE = 6 ---------------------------------------------------------------------------- I >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< AREA "EE.T.1" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I UPSTREAM ELEVATION = STREET LENGTH (FEET) = STREET HALFWIDTH(FEET) 1186.90 300.00 = 20.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. 1171. 90 I DISTANCE FROM CROWN TO CROSS FALL GRADE BREAK = 18.00 INTERIOR STREET CROSSFALL(DECIMAL) = .017 OUTSIDE STREET CROSS FALL (DECIMAL) = .017 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 2 I **TRAVELTIME COMPUTED USING MEAN FLOW (CFS) = 19.92 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .36 HALFSTREET FLOODWIDTH(FEET) = 13.64 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.85 PRODUCT OF DEPTH&VELOCITY = 2.12 STREET FLOW TRAVELTIME(MIN) = .85 TC(MIN) 15.34 I I 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) 1.884 SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT .8240 SUBAREA AREA(ACRES) = 1.30 SUBAREA RUNOFF(CFS) 2.02 SUMMED AREA(ACRES) = 12.60 TOTAL RUNOFF (CFS) = 20.93 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .38 HALFSTREET FLOODWIDTH(FEET) = 14.80 FLOW VELOCITY(FEET/SEC.) = 5.28 DEPTH*VELOCITY = 2.02 C.B.'s "A-10. & "A-11" I I I **************************************************************************** FLOW PROCESS FROM NODE 553.90 TO NODE 553.80 IS CODE = 7 I 31 1>.<0 I I ---------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< I ============================================================================ I USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 15.34 RAIN INTENSITY (INCH/HOUR) = 1.88 TOTAL AREA(ACRES) = 6.30 TOTAL RUNOFF(CFS) = 10.50 FLOWS INTERCEPTED BY C.B. "A-11" ******.********************************************************************* I FLOW PROCESS FROM NODE 553.90 TO NODE 553.80 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< I ============================================================================ I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 15.34 RAINFALL INTENSITY(INCH/HR) = 1.88 TOTAL STREAM AREA (ACRES) = 6.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.50 I RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 32.56 15.34 1. 883 2 36.18 18.59 1. 694 I I COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) TOTAL AREA(ACRES) = ESTIMP.TES ARE = 36.18 23.20 AS FOLLOWS: Tc (MIN.) = 18.59 I ******************.********************************************************* I FLOW PROCESS FROM NODE 553.80 TO NODE 553.90 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMP.TED PIPESIZE (NON-PRESSURE FLOW)<<<<< I ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I DEPTH OF FLOW IN 21.0 INCH PIPE IS 15.0 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 19.7 UPSTREAM NODE ELEVATION = 1176.50 DOWNSTREAM NODE ELEVATION = 1160.00 FLOWLENGTH(FEET) = 210.00 MANNING'S N .013 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) 36.18 TRAVEL TIME(MIN.) = .18 TC(MIN.) 18.77 I **************************************************************************** I FLOW PROCESS FROM NODE 553.80 TO NODE 553.90 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) 18.77 RAINFALL INTENSITY (INCH/HR) = 1.69 TOTAL STREAM AREA(ACRES) = 23.20 I I bit'\. ~ I I PEAK FLOW RATE (CFS) AT CONFLUENCE 36.18 I **************************************************************************** FLOW PROCESS FROM NODE 553.90 TO NODE 553.90 IS CODE = 7 ---------------------------------------------------------------------------- I >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 15.34 RAIN INTENSITY(INCH/HOUR) = 1.88 TOTAL AREA(ACRES) = 6.30 TOTAL RUNOFF (CFS) = 10.50 FLOWS INTERCEPTED BY C.B. "A-10" I **************************************************************************** FLOW PROCESS FROM NODE 553.90 TO NODE 553.90 IS CODE = 1 ---------------------------------------------------------------------------- I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 15.34 RAINFALL INTENSITY(INCH/HR) = 1.88 TOTAL STREAM AREA(ACRES) = 6.30 PEAK FLOW RATE (CFS) AT CONFLUENCE = 10.50 I RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. I ** PEAK STREAM NUMBER 1 2 FLOW RATE RUNOFF (CFS) 40.07 45.58 TABLE ** TIME (MIN. ) 15.34 18.77 INTENSITY (INCH/HOUR) 1.883 1. 685 I I COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) TOTAL AREA (ACRES) = ESTIMATES ARE = 45.58 29.50 AS FOLLOWS: Tc (MIN.) = 18.77 I **************************************************************************** FLOW PROCESS FROM NODE 553.90 TO NODE 554.00 IS CODE = 3 ---------------------------------------------------------------------------- I >>>>>COMPUTE PIPE FLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I DEPTH OF FLOW IN 27.0 INCH PIPE IS 18.4 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 15.8 UPSTREAM NODE ELEVATION = 1160.00 DOWNSTREAM NODE ELEVATION = 1157.80 FLOWLENGTH(FEET) = 60.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER (INCH) = 27.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA (CFS) = 45.58 TRAVEL TIME (MIN.) = .06 TC(MIN.) = 18.84 I I **************************************************************************** FLOW PROCESS FROM NODE 553.90 TO NODE 554.00 IS CODE = 1 ---------------------------------------------------------------------------- I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I A" lfJ I I I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 18.84 RAINFALL INTENSITY(INCH/HR) = 1.68 TOTAL STREAM AREA(ACRES) = 29.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 45.58 I **************************************************************************** I FLOW PROCESS FROM NODE 1. 02 TO NODE 554.10 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA -EE-B- ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 850.00 UPSTREAM ELEVATION = 1202.40 DOWNSTREAM ELEVATION = 1171.80 ELEVATION DIFFERENCE = 30.60 TC = .359*[( 850.00**3)/( 30.60)]**.2 10.00 YEAR RAINFALL INTENSITY (INCH/HOURI = SOIL CLASSIFICATION IS "c" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = SUBAREA RUNOFF(CFS) 10.54 TOTAL AREA(ACRES) = 5.40 10.372 2.336 I I .8357 I TOTAL RUNOFF(CFS) = C.B.'s -A-B- & -A-9" 10.54 **************************************************************************** I FLOW PROCESS FROM NODE 554.10 TO NODE 554.00 IS CODE = 1 I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 10.37 RAINFALL INTENSITY (INCH/HR) = 2.34 TOTAL STREAM AREA (ACRES) = 5.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.54 I RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. * * PEAK FLOW RATE TABLE ** STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 35.64 10.37 2.336 2 53.17 18.84 1.682 I I I COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA (ACRES) = ESTIMATES ARE 53.17 34.90 AS FOLLOWS: Tc (MIN.) = 18.84 I **************************************************************************** FLOW PROCESS FROM NODE 554.00 TO NODE 554.20 IS CODE = 3 ---------------------------------------------------------------------------- I >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ~o... !f-l- I I DEPTH OF FLOW IN 27.0 INCH PIPE IS 19.9 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 16.9 UPSTREAM NODE ELEVATION = 1157.80 DOWNSTREAM NODE ELEVATION = 1139.00 FLOWLENGTH(FEET) = 460.00 MANNING'S N ESTIMATED PIPE DIAMETER(INCH) = 27.00 PIPEFLOW THRU SUBAREA (CFS) = 53.17 TRAVEL TIME (MIN.) = .45 TC (MIN. ) ;::: .013 NUMBER OF PIPES = 1 I I 19.29 I **************************************************************************** FLOW PROCESS FROM NODE 554.00 TO NODE 554.20 IS CODE = 1 ---------------------------------------------------------------------------- I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I TOTAL NUMBER. OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 19.29 RAINFALL INTENSITY(INCH/HR) = 1.66 TOTAL STREAM AREA(ACRES) = 34.90 PEAK FLOW RATE (CFS) AT CONFLUENCE = 53.17 I **************************************************************************** FLOW PROCESS FROM NODE 1.03 TO NODE 551.55 IS CODE = 2 I ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "EE.8.9" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 870.00 UPSTREAM ELEVATION = 1182.00 DOWNSTREAM ELEVATION = 1158.00 ELEVATION DIFFERENCE = 24.00 TC = .359*[( 870.00**3)/( 24.00IJ**.2 11.041 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.257 SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8339 SUBAREA RUNOFF(CFS) = 10.73 TOTAL AREA(ACRES) = 5.70 TOTAL RUNOFF(CFS) = 10.73 I I I **************************************************************************** I FLOW PROCESS FROM NODE 551.55 TO NODE 554.20 IS CODE = 6 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<< AREA "EE.9" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I UPSTREAM ELEVATION = STREET LENGTH(FEET) = STREET HALFWIDTH(FEET) 1158.00 680.00 = 20.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHESI = 6. 1144.50 I DISTANCE FROM CROWN TO CROSSFALL GRADE BREAK = 18.00 INTERIOR STREET CROSS FALL (DECIMAL) .017 OUTSIDE STREET CROSS FALL (DECIMAL) .017 I SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 I **TRAVELTIME COMPUTED USING MEAN FLOW (CFSI = STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .38 13.90 I t(; -50 I I HALFSTREET FLOODWIDTH(FEET) = 14.80 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.51 PRODUCT OF DEPTH&VELOCITY = 1.34 STREETFLOW TRAVELTlME(MIN) = 3.23 TC(MIN) = 14.27 I I 10.00 YEAR RAINFALL INTENSITY (INCH/HOUR) = 1.960 SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8262 SUBAREA AREA(ACRES) = 3.90 SUBAREA RUNOFF(CFS) = SUMMED AREA(ACRES) = 9.60 TOTAL RUNOFF(CFS) END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .40 HALFSTREET FLOODWIDTH(FEET) = 15.95 FLOW VELOCITY(FEET/SEC.) = 3.73 DEPTH*VELOCITY = 1.50 C.B. 's "A-B" & "A-T" 6.31 17.04 I I ********************************************,******************************** FLOW PROCESS FROM NODE 551. 55 TO NODE 554.20 IS CODE = 7 I ---------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I USER-SPECIFIED VALUES ARE AS FOLLOWS: TC (MIN) ,= 14.27 RAIN INTENSITY (INCH/HOUR) = 1. 96 TOTAL AREA(ACRES) = 8.50 TOTAL RUNOFF (CFS) = 15.10 FLOWS INTERCEPTED BY C.B.'s "A-B" & "A-T" I **************************************************************************** FLOW PROCESS FROM NODE 551.55 TO NODE 554.20 IS CODE = 1 ---------------------------------------------------------------------------- I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) 14.27 RAINFALL INTENSITY (INCH/HR) = 1.96 TOTAL STREAM AREA (ACRES.) = 8.50 PEAK FLOW RATE (CFS) AT CONFLUENCE = 15.10 I RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. I ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TIME NUMBER (CFS) (MIN. ) 1 54.43 14.27 2 65.96 19.29 INTENSITY (INCH/HOUR) 1. 960 1.660 I I COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA(ACRES) = ESTIMATES ARE 65.96 43.40 AS FOLLOWS: Tc (MIN.) = 19.29 **************************************************************************** FLOW PROCESS FROM NODE 554.20 TO NODE 555.00 IS CODE = 3 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I DEPTH OF FLOW IN 30.0 INCH PIPE IS PIPEFLOW VELOCITY(FEET/SEC.) = 18.1 UPSTREAM NODE ELEVATION = 1139.00 20.9 INCHES I If4- 6\ I I DOWNSTREAM NODE ELEVATION = FLOWLENGTH(FEET) = 60.00 ESTIMATED PIPE DIAMETER (INCH) PIPEFLOW THRU SUBAREA(CFS) = TRAVEL TIME (MIN.) = .06 1136.50 MANNING'S N = 30.00 65.96 TC (MIN.) = = .013 NUMBER OF PIPES = 1 I 19.35 -I **************************************************************************** FLOW PROCESS FROM NODE 554.20 TO NODE 555.00 IS CODE = 10 ---------------------------------------------------------------------------- I >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I **************************************************************************** FLOW PROCESS FROM NODE 553.90 TO NODE 555.00 IS CODE = 2 ---------------------------------------------------------------------------- I >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "EE-9.2" ============================================================================ I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGEI]**.2 INITIAL SUBAREA FLOW-LENGTH = 600.00 UPSTREAM ELEVATION = 1171.90 DOWNSTREAM ELEVATION = 1146.00 ELEVATION DIFFERENCE = 25.90 TC = .359*[( 600.00**3)/( 25.90IJ**.2 = 10.00 YEAR RAINFALL INTENSITY (INCH/HOUR) SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = SUBAREA RUNOFF(CFS) 1.08 TOTAL AREA(ACRES) = .50 8.701 2.573 I I .8405 TOTAL RUNOFF(CFS) = 1. 08 I **************************************************************************** FLOW PROCESS FROM NODE 553.90 TO NODE 555.00 IS CODE = 1 I I ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< --------------------------------------------------------------------~------- ---------------------------------------------------------------------------- II I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 8.70 RAINFALL INTENSITY (INCH/HR) = 2.57 TOTAL STREAM AREA(ACRES) = .50 PEAK FLOW RATE (CFS) AT CONFLUENCE = 1.08 **************************************************************************** I FLOW PROCESS FROM NODE 554.20 TO NODE 555.00 IS CODE = 7 ---------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 14.27 RAIN INTENSITY (INCH/HOUR) = 1.96 TOTAL AREA(ACRESI = 1.10 TOTAL RUNOFF (CFSI = 1.90 FLOWBY FLOWS FROM C.B.:S "A-6" & "A-7" I **************************************************************************** FLOW PROCESS FROM NODE 554.20 TO NODE 555.00 IS CODE = 1 I ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< I ?~ Its I I >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 14.27 RAINFALL INTENSITY (INCH/HR) = 1.96 TOTAL STREAM AREA(ACRES) = 1.10 PEAK FLOW RATE (CFS) AT CONFLUENCE = 1.90 I I RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN. ) (INCH/HOUR) 1 2.24 8.70 2.573 2 2.72 14.27 1. 960 I I COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA(ACRES) = ESTIMATES ARE = 2.72 1.60 AS FOLLOWS: Tc (MIN.) = 14.27 I C.B. "A-6.S' ********************************.******************************************* FLOW PROCESS FROM NODE 555.00 TO NODE 555.00 IS CODE = 11 I ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ** PEAK STREAM NUMBER 1 2 FLOW RATE RUNOFF (CFS) 51. 38 68.26 TABLE ** TIME (MIN.) 14.27 19.35 INTENSITY (INCH/HOUR) 1. 960 1. 658 I I COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA (ACRES) = ESTIMATES ARE 68.26 45.00 AS FOLLOWS: Tc (MIN.) = 19.35 I **************************************************************************** FLOW PROCESS FROM NODE 555.00 TO NODE 555.20 IS CODE = 3 ---------------------------------------------------------------------------- I >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I DEPTH OF FLOW IN 30.0 INCH PIPE IS 20.8 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 18.8 UPSTREAM NODE ELEVATION = 1136.50 DOWNSTREAM NODE ELEVATION = 1132.00 FLOWLENGTH(FEET) = 100.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER (INCH) 30.00 NUMBER OF PIPES 1 PIPEFLOW THRU SUBAREA (CFS) = 68.26 TRAVEL TIME (MIN.) = .09 TC(MIN.) 19.43 I I **************************************************************************** FLOW PROCESS FROM NODE 555.00 TO NODE 555.20 IS CODE = 1 ---------------------------------------------------------------------------- I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I tj./o ~~ I I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 19.43 RAINFALL INTENSITY (INCH/HR) = 1.65 TOTAL STREAM AREA(ACRES) = 45.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 68.26 I I **************************************************************************** I FLOW PROCESS FROM NODE 554.00 TO NODE 555.20 IS CODE = 2 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "EE-fO.f" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)J**.2 INITIAL SUBAREA FLOW-LENGTH = 770.00 UPSTREAM ELEVATION = 1171.90 DOWNSTREAM ELEVATION = 1137.30 ELEVATION DIFFERENCE = 34.60 TC = .359*[( 770.00**3)/( 34.60)J**.2 = 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT SUBAREA RUNOFF(CFS) = 4.92 TOTAL AREA(ACRES) = 2.40 9.537 2.447 I I .8380 I TOTAL RUNOFF(CFS) = 4.92 C.B. "A-S" I **************************************************************************** FLOW PROCESS FROM NODE 554.00 TO NODE 555.20 IS CODE = 1 ---------------------------------------------------------------------------- I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 9.54 RAINFALL INTENSITY(INCH/HR) = 2.45 TOTAL STREAM AREA(ACRES) = 2.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.92 I RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. .. PEAK FLOW RATE TABLE ** STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN. ) (INCH/HOUR) 1 38.42 9.54 2.447 2 71.59 19.43 1. 653 I I I COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA(ACRES) = ESTIMATES ARE = 71.59 47.40 AS FOLLOWS: Tc (MIN.) = 19.43 I **************************************************************************** FLOW PROCESS FROM NODE 555.20 TO NODE 556.00 IS CODE = 3 ----------------------------~----------------------------------------------- I >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ I 4-1 ~ I I DEPTH OF FLOW IN 27.0 INCH PIPE IS 19.0 INCHES PIPE FLOW VELOCITY(FEET/SEC.) = 23.9 UPSTREAM NODE ELEVATION = 1132.00 DOWNSTREAM NODE ELEVATION = 1127.00 FLOWLENGTH(FEET) = 60.00 MANNING'S N ESTIMATED PIPE DIAMETER(INCH) = 27.00 PIPEFLOW THRU SUBAREA (CFS) = 71.59 TRAVEL TIME (MIN.) = .04 TC (MIN. ) = .013 NUMBER OF PIPES 1 I I 19.48 I **************************************************************************** FLOW PROCESS FROM NODE 555.20 TO NODE 556.00 IS CODE = 1 ---------------------------------------------------------------------------- I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 19.48 RAINFALL INTENSITY (INCH/HR) = 1.65 TOTAL STREAM AREA (ACRES I = 47.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 71.59 I **************************************************************************** FLOW PROCESS FROM NODE .04 TO NODE 556.10 IS CODE = 2 I ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "EE-9.1" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 750.00 UPSTREAM ELEVATION = 1172.90 DOWNSTREAM ELEVATION = 1146.00 ELEVATION DIFFERENCE = 26.90 TC = .359*[( 750.00**3)/( 26.90)]**.2 = 9.872 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) 2.401 SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8371 SUBAREA RUNOFF(CFS) = 8.64 TOTAL AREA(ACRES) = 4.30 TOTAL RUNOFF(CFS) = 8.64 I I I **************************************************************************** I FLOW PROCESS FROM NODE 556.10 TO NODE 556.20 IS CODE = 6 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<< AREA "EE-10" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I UPSTREAM ELEVATION = STREET LENGTH(FEET) = STREET HALFWIDTH(FEET) 1146.00 550.00 = 20.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. 1140.00 I DISTANCE FROM CROWN TO CROSS FALL GRADE BREAK 18.00 INTERIOR STREET CROSSFALL(DEClMAL) = .017 OUTSIDE STREET CROSS FALL (DECIMAL) .017 I SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 2 I **TRAVELTlME COMPUTED USING MEAN FLOW (CFS) = STREET FLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .38 11.03 I ?~ 4-~ I I I I I I I I I I I I I I I I I I I HALFSTREET FLOODWIDTH(FEET) = 14.80 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.78 PRODUCT OF DEPTH&VELOCITY = 1.06 STREETFLOW TRAVELTIME (MIN) = 3.30 TC(MIN) 13.17 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) 2.049 SOIL CLASSIFICATION IS "c" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT .8287 SUBAREA AREA(ACRES) = 2.80 SUBAREA RUNOFF(CFS) 4.75 SUMMED AREA(ACRES) = 7.10 TOTAL RUNOFF(CFS) = 13.39 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = .40 HALFSTREET FLOODWIDTH(FEET) = 15.95 FLOW VELOCITY(FEET/SEC.) = 2.93 DEPTH*VELOCITY = 1.18 C.S:S "A-3 & "A.4" **************************************************************************** FLOW PROCESS FROM NODE 556.20 TO NODE 556.00 IS CODE = 3 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE FLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.2 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 9.6 UPSTREAM NODE ELEVATION = 1132.00 DOWNSTREAM NODE ELEVATION = 1127.00 FLOWLENGTH(FEET) = 220.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER (INCH) = 18.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA (CFS) 13.39 TRAVEL TIME(MIN.) = .38 TC(MIN.) = 13.55 1 **************************************************************************** FLOW PROCESS FROM NODE 556.20 TO NODE 556.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 13.55 RAINFALL INTENSITY(INCH/HR) = 2.02 TOTAL STREAM AREA(ACRES) = 7.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 13.39 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN. ) (INCH/HOUR) 1 63.20 13.55 2.017 2 82.56 19.48 1. 651 -1 , COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA (ACRES) = ESTIMATES ARE AS FOLLOWS: = 82.56 Tc(MIN.) = 54.50 19.48 ********************************************************************~,******* FLOW PROCESS FROM NODE 556.00 TO NODE 558.50 IS CODE = 3 ---------------------------------------------------------------------------- Y1 -SCe I I >>>>>COMPUTE PIPE FLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< I ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I DEPTH OF FLOW IN 27.0 INCH PIPE IS 20.8 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 25.1 UPSTREAM NODE ELEVATION = 1127.50 DOWNSTREAM NODE ELEVATION = 1107.00 FLOWLENGTH(FEET) = 230.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA (CFS) 82.56 TRAVEL TIME (MIN.) = .15 TC(MIN.) 19.63 I I **************************************************************************** FLOW PROCESS FROM NODE 556.00 TO NODE 558.50 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.) 19.63 RAINFALL INTENSITY (INCH/HR) = 1.64 TOTAL STREAM AREA(ACRES) = 54.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 82.56 I **************************************************************************** FLOW PROCESS FROM NODE .05 TO NODE 556.50 IS CODE = 2 ---------------------------------------------------------------------------- I >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "EE-11" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 900.00 UPSTREAM ELEVATION = .1180.00 DOWNSTREAM ELEVATION = 1148.60 ELEVATION DIFFERENCE = 31.40 TC = .359*[( 900.00**3)/( 31.40)J**.2 10.678 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.299 SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT .8349 SUBAREA RUNOFF(CFS) = 8.83 TOTAL AREA(ACRES) = 4.60 TOTAL RUNOFF (CFS) = 8.83 I I I **************************************************************************** FLOW PROCESS FROM NODE 556.50 TO NODE 557.00 IS CODE = 6 I ---------------------------------------------------------------------------- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< AREA "EE-12" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I UPSTREAM ELEVATION = STREET LENGTH (FEET) = STREET HALFWIDTH(FEET) 1148.60 700.00 = 20.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. 1139.90 I DISTANCE FROM CROWN TO CROSS FALL GRADE BREAK = 18.00 INTERIOR STREET CROSS FALL (DECIMAL) .017 OUTSIDE STREET CROSS FALL (DECIMAL) = .017 I SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 2 I '51. '5D I I I HTRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 12.83 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .40 HALFSTREET FLOODWIDTH(FEET) = 15.95 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.81 PRODUCT OF DEPTH&VELOCITY = 1.13 STREET FLOW TRAVELTIME(MIN) = 4.16 TC(MIN) = 14.83 I I 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT .8250 SUBAREA AREA(ACRES) = 5.00 SUBAREA RUNOFF(CFS) SUMMED AREA(ACRES) = 9.60 TOTAL RUNOFF (CFS) = END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .42 HALFSTREET FLOODWIDTH(FEET) = 17.11 FLOW VELOCITY(FEET/SEC.) = 3.21 DEPTH*VELOCITY = 1.35 1. 918 7.91 16.74 I I **************************************************************************** FLOW PROCESS FROM NODE 557.00 TO NODE 558.00 IS CODE = 6 ---------------------------------------------------------------------------- I >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< AREA "EE-14" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I UPSTREAM ELEVATION = STREET LENGTH (FEET) = STREET HALFWIDTH(FEET) 1139.90 450.00 = 20.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. 1127.90 I DISTANCE FROM CROWN TO CROSS FALL GRADE BREAK = 18.00 INTERIOR STREET CROSSFALL(DECIMAL) = .017 OUTSIDE STREET CROSS FALL (DECIMAL) .017 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 I **TRAVELTIME COMPUTED USING MEAN FLOW (CFS) 19.11 STREET FLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .40 HALFSTREET FLOODWIDTH(FEET) = 15.95 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.18 PRODUCT OF DEPTH&VELOCITY = 1.68 STREETFLOW TRAVELTIME(MIN) = 1.79 TC(MIN) = 16.63 I I 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.802 SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT .8214 SUBAREA AREA(ACRES) = 3.20 SUBAREA RUNOFF(CFS) 4.74 SUMMED AREA(ACRES) = 12.80 TOTAL RUNOFF(CFS) = 21.48 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .40 HALFSTREET FLOODWIDTH(FEET) = 15.95 FLOW VELOCITY(FEET/SEC.) = 4.70 DEPTH*VELOCITY = 1.89 I I C.B. "A-2" **************************************************************************** I FLOW PROCESS FROM NODE 558.00 TO NODE 558.50 IS CODE = 3 ---------------------------------------------------------------------------- I >>>>>COMPUTE PIPE FLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.6 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 17.9 UPSTREAM NODE ELEVATION = 1121.00 DOWNSTREAM NODE ELEVATION = 1111.00 I 51 5' I I I FLOWLENGTH(FEET) = 120.00 ESTIMATED PIPE DIAMETER(INCH) PIPEFLOW THRU SUBAREA (CFS) = TRAVEL TIME (MIN.) = .11 MANNING'S N = 18.00 21. 48 TC(MIN.) = = .013 NUMBER OF PIPES = 1 16.74 I **************************************************************************** FLOW PROCESS FROM NODE 558.00 TO NODE 558.50 IS CODE = 1 ---------------------------------------------------------------------------- I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 16.74 RAINFALL INTENSITY(INCH/HR) = 1.79 TOTAL STREAM AREA(ACRES) = 12.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 21.48 I I RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 91. 88 16.74 1. 795 2 102.23 19.63 1. 644 I I COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) TOTAL AREA (ACRES) = ESTIMATES ARE = 102.23 67.30 AS FOLLOWS: Tc (MIN.) = 19.63 I **************************************************************************** FLOW PROCESS FROM NODE 558.50 TO NODE 560.00 IS CODE = 3 ---------------------------------------------------------------------------- I >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I DEPTH OF FLOW IN 42.0 INCH PIPE IS 32.9 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 12.6 UPSTREAM NODE ELEVATION = 1107.00 DOWNSTREAM NODE ELEVATION = 1105.00 FLOWLENGTH(FEET) = 160.00 MANNING'S N ESTIMATED PIPE DIAMETER (INCH) = 42.00 PIPEFLOW THRU SUBAREA (CFS) 102.23 TRAVEL TIME(MIN.) = .21 TC(MIN.) = 19.84 = .013 NUMBER OF PIPES = 1 I I **************************************************************************** FLOW PROCESS FROM NODE 558.50 TO NODE 560.00 IS CODE = 10 ---------------------------------------------------------------------------- I >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I **************************************************************************** FLOW PROCESS FROM NODE 556.30 TO NODE 556.90 IS CODE = 2 ---------------------------------------------------------------------------- I >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "EE-10.2" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I 5'~ ~~ I I I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 800.00 UPSTREAM ELEVATION = 1150.00 DOWNSTREAM ELEVATION = 1134.00 ELEVATION DIFFERENCE = 16.00 TC = .359*[( 800.00**3)/( 16.00)]**.2 = 10.00 YEAR RAJNFALL INTENSITY(INCH/HOUR) SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT SUBAREA RUNOFF(CFS) = 4.07 TOTAL AREA(ACRES) = 2.20 11.386 2.219 I I .8330 TOTAL RUNOFF(CFS) = 4.07 I **************************************************************************** FLOW PROCESS FROM NODE 556.90 TO NODE 560.00 IS CODE = 6 I >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< AREA "EE-fT" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I UPSTREAM ELEVATION = STREET LENGTH (FEET) = STREET HALFWIDTH(FEET) 1134.00 380.00 = 20.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. 1118.00 I DISTANCE FROM CROWN TO CROSSFALL GRADE BREAK INTERIOR STREET CROSS FALL (DECIMAL) .017 OUTSIDE STREET CROSSFALL(DEClMAL) .017 18.00 I SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 1 I **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) 4.41 STREET FLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .30 HALFSTREET FLOODWIDTH(FEET) = 10.17 AVERAGE FLOW VELOCITY(FEET/sEC.) = 4.41 PRODUCT OF DEPTH&VELOCITY = 1.34 STREETFLOW TRAVELTlME(MIN) = 1.44 TC(MIN) = 12.82 I I 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8295 SUBAREA AREA(ACRES) = .40 SUBAREA RUNOFF(CFS) = SUMMED AREA(ACRES) = 2.60 TOTAL RUNOFF(CFS) = END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = .30 HALFSTREET FLOODWIDTH(FEET) 10.17 FLOW VELOCITY (FEET/sEC.) = 4.75 DEPTH*VELOCITY = 1.44 2.079 I .69 4.76 I **************************************************************************** FLOW PROCESS FROM NODE 556.50 TO NODE 560.00 IS CODE = 1 I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 12.82 RAINFALL INTENSITY(INCH/HR) = 2.08 TOTAL STREAM AREA(ACRES) = 2.60 PEAK FLOW RATE (CFS) AT CONFLUENCE = 4.76 I I s; ~l!1 I I *********************************************************************'..***** FLOW PROCESS FROM NODE .06 TO NODE 560.00 IS CODE = 2 I >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "EE-16" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 650.00 UPSTREAM ELEVATION = 1142.00 DOWNSTREAM ELEVATION = 1118.00 ELEVATION DIFFERENCE = 24.00 TC = .303*[( 650.00**3)/( 24.00)]**.2 = 10.00 YEAR RAINFALL INTENSITY (INCH/HOUR) SOIL CLASSIFICATION IS "Cn COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8838 SUBAREA RUNOFF(CFS) = 4.82 TOTAL AREA(ACRES) = 2.00 7.822 2.729 I I I TOTAL RUNOFF(CFS) 4.82 **************************************************************************** I FLOW PROCESS FROM NODE .06 TO NODE 560.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< I ============================================================================ I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) 7.82 RAINFALL INTENSITY(INCH/HR) = 2.73 TOTAL STREAM AREA(ACRES) = 2.00 PEAK FLOW RATE (CFS) AT CONFLUENCE = 4.82 I I RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN. ) (INCH/HOUR) 1 7.73 7.82 2.729 2 8.43 12.82 2.079 I I COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) TOTAL AREA (ACRES) = ESTIMATES ARE AS FOLLOWS: 7.73 Tc(MIN.) = 4.60 7.82 C.B. "A-1" **************************************************************************** I FLOW PROCESS FROM NODE 560.00 TO NODE 560.00 IS CODE = 11 >>>>>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ I ** PEAK STREAM NUMBER 1 2 FLOW RATE RUNOFF (CFS) 48.03 106.86 TABLE ** TIME (MIN. ) 7.82 19.84 INTENSITY (INCH/HOUR) 2.729 1.635 I I COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE (CFS) = 106.86 Tc(MIN.) = 19.84 I 54 (" \.. II I I TOTAL AREA(ACRES) = 71. 90 I .*************************************************************************** FLOW PROCESS FROM NODE 560.00 TO NODE 561.00 IS CODE = 3 ---------------------------------------------------------------------------- I >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I DEPTH OF FLOW IN 33.0 INCH PIPE IS 25.7 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 21.5 UPSTREAM NODE ELEVATION = 1105.00 DOWNSTREAM NODE ELEVATION = 1099.00 FLOWLENGTH(FEET) = 120.00 MANNING'S N ESTIMATED PIPE DIAMETER(INCH) = 33.00 PIPEFLOW THRU SUBAREA (CFS) 106.86 TRAVEL TIME(MIN.) = .09 TC(MIN.) = 19.93 .013 NUMBER OF PIPES = 1 I I **************************************************************************** FLOW PROCESS FROM NODE 560.00 TO NODE 561.00 IS CODE = 10 I ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 3 <<<<< ---------------------------------------------------------------------~------ ---------------------------------------------------------------------------- I **************************************************************************** FLOW PROCESS FROM NODE .10 TO NODE 70.00 IS CODE = 2 ---------------------------------------------------------------------------- I >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "8-1" ============================================================================ I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH**3)/(ELEVATION CHANGE)J**.2 INITIAL SUBAREA FLOW-LENGTH = 1000.00 UPSTREAM ELEVATION = 1229.50 DOWNSTREAM ELEVATION = 1205.70 ELEVATION DIFFERENCE = 23.80 TC = .303*[( 1000.00**3)/( 23.80)J**.2 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = SOIL CLASSIFICATION IS "c" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8818 SUBAREA RUNOFF(CFS) = 3.75 TOTAL AREA(ACRES) = 1.80 10.145 2.365 I I TOTAL RUNOFF(CFS) 3.75 I **************************************************************************** FLOW PROCESS FROM NODE 70.00 TO NODE 71. 00 IS CODE = 6 I ---------------------------------------------------------------------------- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< AREA "8-2" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I UPSTREAM ELEVATION = STREET LENGTH (FEET) = STREET HALFWIDTH(FEET) 1205.70 970.00 = 43.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. 1169.00 I DISTANCE FROM CROWN TO CROSS FALL GRADE BREAK = 30.00 INTERIOR STREET CROSS FALL (DECIMAL) = .020 OUTSIDE STREET CROSS FALL (DECIMAL) .020 I SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 I 55 Cot,.- I I I **TRAVELTlME COMPUTED USING MEAN FLOW (CFS) = 5.33 STREET FLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .33 HALFSTREET FLOODWIDTH(FEET) = 10.25 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.55 PRODUCT OF DEPTH&VELOCITY = 1.51 STREETFLOW TRAVELTlME(MIN) = 3.55 TC(MIN) = 13.69 I I 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.005 SOIL CLASSIFICATION IS "C" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8793 SUBAREA AREA(ACRES) = 1.80 SUBAREA RUNOFF(CFS) SUMMED AREA(ACRES) = 3.60 TOTAL RUNOFF (CFS) END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = .36 HALFSTREET FLOODWIDTH(FEET) = 11.55 FLOW VELOCITY(FEET/SEC.) = 4.77 DEPTH*VELOCITY = 1.70 3.17 6.93 I C.B. "B-3" I **************************************************************************** FLOW PROCESS FROM NODE 70.00 TO NODE 71. 00 IS CODE = 7 I >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 13.69 RAIN INTENSITY(INCH/HOUR) = 2.01 TOTAL AREA(ACRES) = 2.60 TOTAL RUNOFF(CFS) = 5.00 FLOWS INTERCEPTED BY C.B. "B-3" **************************************************************************** I FLOW PROCESS FROM NODE 70.00 TO NODE 71. 00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< I ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 13.69 RAINFALL INTENSITY(INCH/HR) = 2.01 TOTAL STREAM AREA(ACRES) = 2.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.00 I **************************************************************************** FLOW PROCESS FROM NODE 570.00 TO NODE 570.00 IS CODE = 7 I >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ============================================================================ I USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 15.30 RAIN INTENSITY(INCH/HOUR) = 1.89 TOTAL AREA(ACRES) = 35.20 TOTAL RUNOFF(CFS) = FROM A.D. 159 UNE "0" 59.30 **************************************************************************** I FLOW PROCESS FROM NODE 570.00 TO NODE 71. 00 IS CODE = 3 I >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ I DEPTH OF FLOW IN 27.0 INCH PIPE IS 21.1 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 17.8 UPSTREAM NODE ELEVATION = 1194.00 DOWNSTREAM NODE ELEVATION = 1157.00 I ~~ 510 I I, I FLOWLENGTH(FEET) = 830.00 ESTIMATED PIPE DIAMETER (INCH) PIPEFLOW THRU SUBAREA(CFS) = TRAVEL TIME (MIN.) = .78 MANNING'S = 27.00 59.30 TC (MIN. ) N = .013 NUMBER OF PIPES = 1 16.08 I **************************************************************************** FLOW PROCESS FROM NODE 570.00 TO NODE 71. 00 IS CODE = 1 ---------------------------------------------------------------------------- I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 16.08 RAINFALL INTENSITY (INCH/HR) = 1.84 TOTAL STREAM AREA(ACRES) = 35.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 59.30 I **************************************************************************** FLOW PROCESS FROM NODE 71. 00 TO NODE 71. 00 IS CODE = 7 I >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 13.60 RAIN INTENSITY (INCH/HOUR) = 2.01 TOTAL AREA(ACRES) = 4.10 TOTAL RUNOFF(CFS) = FROM A.D. 159 UNE .C. 8.30 , **************************************************************************** FLOW PROCESS FROM NODE 71.00 TO NODE 71.00 IS CODE = 1 -------------------------~------------------------------------------~------- I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) 13.60 RAINFALL INTENSITY (INCH/HR) = 2.01 TOTAL STREAM AREA(ACRES) = 4.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.30 I I 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) 1 63.43 13.60 2.012 2 63.76 13.69 2.005 3 71.45 16.08 1. 835 I I COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA (ACRES) = ESTIMATES ARE = 71. 45 41.90 AS FOLLOWS: Tc (MIN. I = 16.08 I **************************************************************************** FLOW PROCESS FROM NODE 71.00 TO NODE 574.00 IS CODE = 3 ---------------------------------------------------------------------------- I >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< I ~b.... 57 I I >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I I DEPTH OF FLOW IN 27.0 INCH PIPE IS 22.0 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 20.6 UPSTREAM NODE ELEVATION = 1157.00 DOWNSTREAM NODE ELEVATION = 1103.00 FLOWLENGTH(FEET) = 900.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER (INCH) = 27.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA (CFS) = 71.45 TRAVEL TlME(MIN.) = .73 TC(MIN.) 16.81 1 I **************************************************************************** I FLOW PROCESS FROM NODE 574.00 TO NODE 576.10 IS CODE = 3 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE FLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< I ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I DEPTH OF FLOW IN 42.0 INCH PIPE IS 32.1 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 9.0 UPSTREAM NODE ELEVATION = 1103.00 DOWNSTREAM NODE ELEVATION = 1100.10 FLOWLENGTH(FEET) = 450.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER (INCH) 42.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA (CFS) = 71.45 TRAVEL TIME (MIN.) = .83 TC(MIN.) = 17.63 I ********************************************************************~'******* I FLOW PROCESS FROM NODE 574.00 TO NODE 576.10 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.) 17.63 RAINFALL INTENSITY (INCH/HR) = 1.74 TOTAL STREAM AREA(ACRES) = 41.90 PEAK FLOW RATE (CFS) AT CONFLUENCE = 71.45 I ********************************************************************~******* FLOW PROCESS FROM NODE 574.00 TO NODE 576.10 IS CODE = 2 I >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "8-S" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 540.00 UPSTREAM ELEVATION = 1120.00 DOWNSTREAM ELEVATION = 1116.00 ELEVATION DIFFERENCE = 4.00 TC = .303*[( 540.00**3)/( 4.00)]**.2 = 10.014 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.382 SOIL CLASSIFICATION IS "Cn COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8819 SUBAREA RUNOFF(CFS) 1.26 TOTAL AREA(ACRES) = .60 TOTAL RUNOFF(CFS) = 1.26 I I I C.S. "8-1" I (g~ Sg I I **************************************************************************** FLOW PROCESS FROM NODE 574.00 TO NODE 576.10 IS CODE = 1 I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 10.01 RAINFALL INTENSITY (INCH/HR) = 2.38 TOTAL STREAM AREA (ACRES) = .60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.26 I RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. * * PEAK FLOW RATE TABLE ** STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 41. 83 10.01 2.382 2 72 .37 17.63 1. 744 I I COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) TOTAL AREA (ACRES) = ESTIMATES ARE = 72.37 42.50 AS FOLLOWS: Tc (MIN.) = 17.63 I ********************************************************************~.******* FLOW PROCESS FROM NODE 576.10 TO NODE 576.00 IS CODE = 3 I >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ I I DEPTH OF FLOW IN 45.0 INCH PIPE IS 32.0 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 8.6 UPSTREAM NODE ELEVATION = 1100.10 DOWNSTREAM NODE ELEVATION = 1099.50 FLOWLENGTH(FEET) = 110.00 MANNING'S N ESTIMATED PIPE DIAMETER(INCH) = 45.00 PIPEFLOW THRU SUBAREA (CFS) = 72.37 TRAVEL TIME(MIN.) = .21 TC(MIN.) = 17.85 = .013 NUMBER OF PIPES 1 I ***********************~**************************************************** I FLOW PROCESS FROM NODE 576.10 TO NODE 576.00 IS CODE = 10 >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ******************** **ALL MEMORY BANKS ARE FULL. ** ******************** I ***WARNING - MEMORY BANK 1 HAS BEEN OVERWRITTEN. I **************************************************************************** FLOW PROCESS FROM NODE 71. 00 TO NODE 71. 00 IS CODE = 7 I >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ----------------------------------------------------------------------------- ---------------------------------------------------------------------------- I (g(g 5''1 I I USER-SPECIFIED VALUES ARE AS FOLLOWS: TCIMIN) = 13.69 RAIN INTENSITY lINCH/HOUR) 2.01 TOTAL AREA(ACRES) = 1.00 TOTAL RUNOFFICFS) = 1.90 FLOWBY FLOW FROM C.B. "8-3" I I **************************************************************************** FLOW PROCESS FROM NODE 71.00 TO NODE 574.00 IS CODE = 6 ---------------------------------------------------------------------------- I >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< AREA "8-3" ============================================================================ I I UPSTREAM ELEVATION = STREET LENGTH(FEET) = STREET HALFWIDTHIFEET) 1169.00 900.00 = 43.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. 1120.00 DISTANCE FROM CROWN TO CROSSFALL GRADE BREAK INTERIOR STREET CROSSFALLIDECIMAL) = .020 OUTSIDE STREET CROSSFALLIDECIMAL) = .020 30.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 I **TRAVELTIME COMPUTED USING MEAN FLOWICFS) 3.39 STREET FLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .28 HALF STREET FLOODWIDTH(FEET) = 7.66 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.80 PRODUCT OF DEPTH&VELOCITY = 1.34 STREETFLOW TRAVELTIMEIMIN) = 3.12 TC(MIN) 16.81 I I I 10.00 YEAR RAINFALL INTENSITY lINCH/HOUR) = 1.791 SOIL CLASSIFICATION IS "en COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8774 SUBAREA AREA(ACRES) = 1.90 SUBAREA RUNOFF(CFS) 2.99 SUMMED AREAIACRES) = 2.90 TOTAL RUNOFFICFS) 4.89 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTHIFEET) = .31 HALFSTREET FLOODWIDTH(FEET) = 8.96 FLOW VELOCITY(FEET/SEC.) = 5.31 DEPTH*VELOCITY = 1.62 I **************************************************************************** I FLOW PROCESS FROM NODE 574.00 TO NODE 576.00 IS CODE = 6 >>>>>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<< AREA "8-4" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I UPSTREAM ELEVATION = STREET LENGTH(FEET) = STREET HALFWIDTHIFEET) 1120.00 530.00 = 38.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. 1116.00 I I DISTANCE FROM CROWN TO CROSSFALL GRADE BREAK = 36.00 INTERIOR STREET CROSS FALL (DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 I **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) 6.01 STREET FLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .42 HALFSTREET FLOODWIDTH(FEET) = 14.90 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.57 PRODUCT OF DEPTH&VELOCITY = 1.09 STREET FLOW TRAVELTIME (MIN) = 3.44 TC(MIN) = 20.25 I I fa\. /PO I I 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.616 SOIL CLASSIFICATION IS "C" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8757 SUBAREA AREA(ACRES) = 1.60 SUBAREA RUNOFF(CFS) = 2.26 SUMMED AREA(ACRES) = 4.50 TOTAL RUNOFF(CFS) = 7.15 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = .45 HALFSTREET FLOODWIDTH(FEET) = 16.04 FLOW VELOCITY(FEET/SEC.) = 2.66 DEPTH*VELOCITY = 1.19 I I I **************************************************************************** FLOW PROCESS FROM NODE 574.00 TO NODE 576.00 IS CODE = 1 ---------------------------------------------------------------------------- I I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER. OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 20.25 RAINFALL INTENSITY (INCH/HR) = 1.62 TOTAL STREAM AREA(ACRES) = 4.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.15 I ********************************************************************~.******* FLOW PROCESS FROM NODE .09 TO NODE 576.00 IS CODE = 2 I ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "EE.15" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 1000.00 UPSTREAM ELEVATION = 1163.00 DOWNSTREAM ELEVATION = 1116.00 ELEVATION DIFFERENCE = 47.00 TC = .359*[( 1000.00**3)/( 47.00)J**.2 = 10.493 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.321 SOIL CLASSIFICATION IS IIC" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT .8354 SUBAREA RUNOFF(CFS) 9.89 TOTAL AREA(ACRES) = 5.10 TOTAL RUNOFF(CFS) = 9.89 I I I ********************************************************************~******* I FLOW PROCESS FROM NODE .09 TO NODE 576.00 IS CODE = 1 I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< =======================================================~==================== I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 10.49 RAINFALL INTENSITY(INCH/HR) = 2.32 TOTAL STREAM AREA(ACRES) = 5.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.89 I I RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TIME INTENSITY I ~~ (,1 I I NUMBER 1 2 (CFS) 13.59 14.04 (MIN.) 10.49 20.25 (INCH/HOUR) 2.321 1. 616 I COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA (ACRES) = ESTIMATES ARE = 13.59 9.60 AS FOLLOWS: Tc (MIN.) = 10.49 I C.B. "B-2" **************************************************************************** I FLOW PROCESS FROM NODE 576.00 TO NODE 576.00 IS CODE = 11 >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< I ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ** PEAK FLOW RATE TABLE * * STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN. ) (INCH/HOUR) 1 56.14 10.49 2.321 2 82.52 17.85 1. 733 I COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA (ACRES) = ESTIMATES ARE 82.52 52.10 AS FOLLOWS: Tc (MIN.) = 17.85 I **************************************************************************** FLOW PROCESS FROM NODE 576.00 TO NODE 561.00 IS CODE = 3 ---------------------------------------------------------------------------- I >>>>>COMPUTE PIPE FLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I DEPTH OF FLOW IN 48.0 INCH PIPE IS 36.9 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 8.0 UPSTREAM NODE ELEVATION = 1099.50 DOWNSTREAM NODE ELEVATION = 1099.00 FLOWLENGTH(FEET) = 120.00 MANNING'S N .013 ESTIMATED PIPE DIAMETER (INCH) = 48.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA (CFS) = 82.52 TRAVEL TIME (MIN.) = .25 TC(MIN.) 18.10 1 I I **************************************************************************** FLOW PROCESS FROM NODE 561.00 TO NODE 561.00 IS CODE = 11 I ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 3 WITH THE MAIN-STREAM MEMORY<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ** PEAK STREAM NUMBER 1 2 FLOW RATE RUNOFF (CFS) 179.54 185.10 TABLE ** TIME (MIN. ) 18.10 19.93 INTENSITY (INCH/HOUR) 1. 719 1. 630 I COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA (ACRES) = ESTIMATES ARE = 185.10 124.00 AS FOLLOWS: Tc(MIN.) = 19.93 I ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I END OF STUDY SUMMARY: PEAK FLOW RATE (CFS) = 185.10 TOTAL AREA(ACRES) = 124.00 Tc (MIN.) = 19.93 I ~\ /,l- I I I I I I I I I I I I I I I I I I I END OF RATIONAL METHOD ANALYSIS ====================================================================::======= TO TRACT24182-UNE "A" 113 '"\tJ I I I I I I I I I I I I I I I I I I I CATCH BASIN DESIGN CALCULATIONS & GUTTER CAPACITY ANALYSIS , 1'? I I I I I I I I I I I I I I I I I I I ..:. 0 ~ t \~ 0 \\ """ ~ ~ Catch Basin ~ Flow By ~ , \ C.B. 'A-9' ~~ \~~\'<>~ ~C'S /'O\r:j:r'>;To . " " ;]I \\ ~ , ~ \ }\\ en C,B, ".13' /1 / / .::.,(q ~ () ~~ CJO ~ PALOMA DEL SOL TRACT 24185 Street Flow Exhibit 11\ I I I I I I I I I I I I I I I I I I I S1. p.,,1~ p.O~~ 0, '\~ f-..%. C.B.'-"T C,B, . ,5" 1 F,B, ~B,~ - -' Q1DO-S.tCf5 ~o ;.z,/~ 44,. ~ "', .s'4 '- ~': / ~ Catch Basin ~ Flow By ~ o~\\I~ CO~p. p.\.: ~B"A'5" / / ~"O cfs uuoo ;}4 PALOMA DEL SOL TRACT 24185 1? Street Flow Exhibit I I I I I I I I I I I I I I I I I I I HYDRAUliC DESIGN, SUMP CATCH BASIN Project: Tract 2'+185 Catch Basin Number: 'A-I' lo-year Discharge (from Rational Method) (cfs): B.lt 10o-year Discharge (from Rational Method) (cis): 1~.5 Carryover from C.B. No. ~A = (cfs): p Total Design Discharge (cis): 13.5 Maximum Ponding Depth (ft): ST. LoW'?T: 1116.59 F.L. LOW PI. III S. "lit- 0.65' Use City of Los Angeles (Department of Public Works) Hydraulic Design Manual, Chart LL-IS w= N' Discharge Intercepted (cfs): '2J...6> 13,; Sump Cqpaci.ry. Q = '.3.D8'1- w h,.6 Q = 3.08T(l't')~, 65/5 Q = 22.6CfS 1~ 1.ln I I I I I I I I I I I I I I I I I I I I HYDRAUliC DESIGN, SUMP CATCH BASIN Project: Tra.ct 2....'85 Catch Basin Number; \ A - 2. I 10-year Discharge (from Rational Method) (cfs): 2.1.'S lOO-year Discharge (from Rational Method) (cis): 3't. \ Carryover from C.B. No. WA = (cfs): jt Total Design Discharge (cfs): .3lt./ Maximum Ponding Depth (ft): 6/1 C. f. -t Lt/IOep. -t o.i (l.j '^' ::: Use City of Los Angeles (Department of Public Works) Hydraulic Design Manual, Chart LL-15 W = lit' Discharge Intercepted (cfs):, ltO. 4- >3Lt.1 '.t Ri~ht Sid.e. of Gro.ph Q -=- 3.0AWo./30o.b Q = 2>.Q (ILf:dir)(lity'3(1.03jb Q :: lto.If- CFS I. "7 I 1.03 '\'\ I I I I I I I I I I I I I I I I I I I HYDRAULIC DESIGN, ON-GRADE CATCH BASIN Project: Tro..c:.t ZitlB 5 Catch Basin Number: 'A- 3' e Y\ -It' I lo-year Discharge (from Rational Method) (cis): 1~.ItI2.::' 6.1- Ei.. IOo-year Discharge (from Rational Me$od) (cis): 20.8/2, :;./O.lf-E:A (t Street) Carryover from C.B. No. ~jA = (cis): rJ Total Design Discharge (cis): 10. '+/i:A Flow Depth (ft): d/ClO" O. Lt 5 d..,o = o. 40 Street Slope: ,'/e Use City of Los Angeles (Department of Public Works) Hydraulic Design Manual, Chart L L - \ 4- W =2\' 6l.ioo Discharge Intercepted (cis): /'Z.5 > 'd. '+ Carryover to Downstream Point (cis): !i Facility Receiving Carryover: MIA Q.IO 10.5 ~ (0.1 fo~MU LA : q::. 3.1'2. Wo.ss D,.5 q.;,- 3.12 (21).1l5(.1f-5f5 QIo: /2.5 CFS ,ogS . 1.5 G.,c= 3.12 (211.' (0.40) QIO:: 10.5 c.ftJ '1% "If I I I I I I ;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;; I I I I I I I I I I I I I ~ ~ ~ ~ w w w. HVDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-88 Advanced Engineering Software (ae~) Ver. 2.7A Relea~e Date: 6/25788 Serlal # DE1721 Especially prepared for: KEITH COMPANIES ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 17:29 12-APR-96 * * * * * * * * . . . . . . . . . . . . . . . . . . DESCRIPTION OF STUDY "A-3" & "A-4" . . . . . . . . . . . . . . . . . . . . . . . . . . : FLO~ DEPIH CALC. FOR C.8. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . * . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . * . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . >>>>STREETFLOW MOOEL INPUT INFORMATION"" &~O CONSTANT STREET GRADE(FEET/FEET) ; 0.010000 CONSTANT STREET FLOW(CFS); 20.80 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) ; 0.015000 CONSTANT SVMMETRICAL STREET HALF-~IDTH(FEET); 20.00 CONSTANT SVMMETRICAL STREET CROSSFALL(DECIMAL) ; 0.017000 CONSTANT SVMMETRICAL CURB HEIGTH(FEET); 0.50 CONSTANT SVMMETRICAL GUTTER-WIDTH(FEET); 2.00 CONSTANT SVMMETRICAL GUTTER-LIP(FEET); 0.03125 CONSTANT SVMMETRICAL GUTTER-HIKE(FEET); 0.12500 FLO~ ASSUMED TO FILL STREET EVENLV ON BOTH SIDES .~=-~;-;;;=~;;==;;------------------------------;------------;;-----;;;--;;; STREETFLO~ MODEL RESULTS: STREET FLOwDEPIH(FEET); 0.45 HALFSTREET FLOOD~IDTH(FFET); 19.44 AVERAGE FLO~ VELOCITV(FEET/SEC.) ; PRODUCT OF DEPTH&VELOCITV; 1.40 3.09 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . * * * * . . . . . . . . . . ~~~~~~~~~!~~~~-~~~~~_!~~~~_!~~~~~~!!~~::::_-----------------------~g------ CONSTANT STREET GRADE(FtET/FEET) ; 0.010000 CONSTANT STREET FLO~(CFS); 13,40 AVFRAGE STREETFLOW FRICTION FACTO~(MANNING) ; 0.015000 CONSTANT SVMMETRICAL STREET HALF-~IDrH(FEEr); 20.GO CONSTANT SV~METRICAL STREET CROSSFALL(DECIMAL) ; 8.017000 CONSTANT SVMMErRICAL CuRB HEIGTH(FEET); 0.50 CONSTANT SVMMETRICAL GUTTER-WIDTH(FEET); 2.00 CONSTANT SVMMETRICAL GUTTER-LI?(FEET); 0.03125 CONSTANT SVMMETRICAL GUTTER-rlIKE(FEET); 0.12500 FLOW ASSUMED TO FILL STREET EVENlV ON 60rH SIDES - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - ---------------------------------------------------------------------------- STREETFLO~ MODEL RESULTS: STREET FLOWDEPTH(FEET); 0.40 HALFSTREET FLOODWIDTH(FEET); 16.06 AVERAGE FLO~ VELOCITV(FEET/SEC.); 2.86 PRODUCT OF DEPTH&VELOCITV; 1.13 =;;========;=====;=;==;=;;==;=;;=;;===;==;=;=;==;==============;;==;=';===== ~ w~ I I I I I I I I I I I I I I I I I I I HYDRAULIC DESIGN, ON-GRADE CATCH BASIN Project: Tro.ct ztt /85 Catch Basin Number: A- 5 lo-year Discharge (from Rational Method) (cfs): If.~ lOo-year Discharge (from Rational Method) (cfs): 8.3 Carryover from C.B. No. 'A-II' = (cfs): '3.0 ~oo') Total Design Discharge (cfs): B.3 Row Depth (ft):,..j :: O.3Lt4-' cL -::= 0..,0' '-^100 10 Street Slope: .5 % Use City of Los Angeles (Department of Public Works) Hydraulic Design Manual, Chart LL -lit W = 2.1' (1\00 Discharge Intercepted (cfs): SA > 8.3 Carryover to Downstream Point (cfs): f6 Facility Receiving Carryover: tJ/ A Q.,o 10.'0 > 4-. OJ :fQ1Zt" U \.../l\ " &::: ~.\2. W 0.91) Dl.5 )03'5 ,1.5 &cx, ~ 3\1.L2-1 . l 0.34-+) &'00 "'~.4 c.f5 f. )0 ~s ~5 &10 -= 3.12. l21 . (O.?:>o/ Q,o -=- lo.~ CFs g~ ID I I I I I I ~~~~~~;~;~;;;;;;;;;;;;;;;;;;;;;~~~;;;;;;;;;;;;;;;;;;;;;;~;;;;;;;;;;~~;;~~~~; I I I I I I I I I I I I I - - - - - - - - - - - - - - - - - - - -" - - -""" - - - - - - - - -""" - - -" - -"- ". -- " - "" " HYORAuLIC fLE~ENTS - I PROGRAM PACKAGE (C) CoPyri9ht 1982-88 Advanced Engineerin9 Software (aes) Ver. 2.7A Release Date: 6/25/88 Ser,al # DE1721 Especially prepared for: KEITH CO~PANIES TI~E/DATE OF STUDY: 18:00 12-APR-96 . * * . * * * . . . * * . * . . * . * . . * * . ~ * DESCRIpTION OF STUDY "A-5" . . . * . . . * . . . . * . . * * * . . . . * * . . . FLO~ DEPTH CALC. FOR C.B. . . * . . * * . . * . * . * . . . * . . . . . * . * . . . . . . * . * * * . . . . . . * * * . . * . . * . . . . . . . . . . . * . * . . * * . . * * . . . * . .". . . . . . . * . . . * . . * * . . . . . . . . . . . . . . . . . . . . . * . . * . . . . . . . . . . . . . . . . * . . . . . . . . . . . . . . ~~~~~!~~~!~~9~_~~~~~_~~~~!_~~~~~~~!~9~::::____________________~~9__________ CONSTANT STREET GRADE(FEET/FEET) ~ 0.050000 CONSTANT STREET FLOw(CFS) ~ 8.30 AVERAGE STREETFLO~ FRICTION FACTOR(MANNI~G) ~ 0.015000 CONSTANT SYMMETRICAL STREET HALF-~IDTH(FEET) ~ 20.00 CONSTANT SYMMETRICAl. STREET CROSSFALL(DECIMAl.) ; 0.017000 CONSTANT SYMMETRICAL CURB HEIGTH(FEET) ~ 0.50 CONSTANT SYMMETRICAL GUTTER-wIDTH(FEET) ~ 2.00 CONSTANT SYMMETRICAL GUTTER-LIP(FEET); 0.03125 CONSTANT SY~METRICAL GUTTER-HIKE(FEET) - 0.12500 FLOw ASSUMED TO FILL STREET ON ONE SlOE. AND THEN SPLITS - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - ---------------------------------------------------------------------------- STREETFLO~ MODEL RESULTS: STREET FLO~DEPTH(FEET); 0.34 HALFSTREET Fl.OOD~IDTH(FEET); 12.69 AVERAGE FLOw VELOCITY(FEET/SEC.) - PRODUCT OF DEPTH&VELOCITY - 1.84 5,45 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . * . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ~~~~~!~~~!~~~~_~~~~~_~~~~!_~~~~~~~!~~~:~~~___________________~I~___________ CONSTANT STREET GRADE(FEET/FEET) ~ 0.050000 CONSTANT SrREET FLOw(CFS) - 4.90 AVERAGE STREETFLOw FRICTION FACTOR(MA~NI~G) - 0.015000 CONSTANT SYMfolETRICAL STREET ;iHF-~IDTd(FEET) - 20.GO CONSTANT SYM~ETRICAL STREET CROSSFAlL(DECIMAL) - 0.017000 CONSTANT SYMfolErRICAL CURB hEIG!d(FEET) - ,J.50 CONSTANT SY~~ETRICAl GUTTFR-wIOTH(FFET) - 2.00 CONSTANT SYMMETRICAL GUTTER-LIP(FEEI) - 0.03125 CONSTANT SY~MEIRICAl GUTTER-HIKE(FfET) - 0.12500 FLOw ASSUMED TO FILL STREET ON O~E SIDE, A~D !HEN SPLIrS - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - ---------------------------------------------------------------------------- STREETFLO~ MODEL RESULTS: ---------------------------------------------------------------------------- STREET FLOwDEPTH(FEET); 0.30 HALFSTREET FLOODWIDTH(FEET); 10.44 AVERAGE FLO~ VELOCITY(FEET/SEC.) - 4.54 PRODUCT OF DEPTH&VEl.OCITY - 1.36 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - ~--------------------------------------------------------------------------- fi\ 11 I I I I I I I I I I I I I I I I J I I HYDRAUUC DESIGN, ON-GRADE CATCH BASIN Project: Tro..ct 2.1f/85 Catch Basin Number: A"" 6 lD-year Discharge (from Rational Method) (cis): Il.e /2- :: e,.1? 100-year Discharge (from Rational Method) (cis): 2(0.1/2. "" 1?J.t Carryover from C.B. No. ~/A Total Design Discharge (cis): /3.4- Flow Depth (ft): d..,co:::' O. L\-~ J clio -;:. 0.4-0' Street Slope: 20/0 = (cis): ~ - Use City of Los Angeles (Department of Public Works) Hydraulic Design Manual, Chart LL-/Lt W = 2.8/ QIOO Discharge Intercepted (cis): WP 1'3.4 Carryover to Downstream Point (cis): JI Facility Receiving Carryover: N/A ~h) \3.4>85 fo~I.\L.~ : &:;0 3.1'2. yJo.'C5 01.5 '05 IS Q "" 3.12 (2-8)0, (0,43) 100 afao ~ \4.') CfS ",o.gS" \,0;- &II\) == 3J2..l'Z.3} (D.'\O) G10 ~ i3.+ c..F-S ~1-- 1~ II I I I I I I I I I I I I I I I I I I - - -- - ~ - ~ - - - - -- - - HYDRAULIC ELE~ENTS - I PROGRAM PACKAGE (C) Copyright 1982-88 Advanced Engineering ~o(tware (ae5) Ver. 2.7A Release Date: 6/25788 Serlal . DE1721 ~specially prepared for: KEITH COMPANIES TIME/DATE OF STuDY: 18:32 12-APR-96 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - ---------------------------------------------------------------------------- .......................... DESCRIPTION OF STuDY .......................... . FLOW DEPTH CALC. FOR C.6. "A-6" & "A-7" . . . . . . . . * . * . . . . * . . . * . . . . . . * . . . . . . . . . . . . . . . . . * . . . . . . * * . . * . . . . . * . . . . * . . * . . . . . . * . . * . . . . . . . . . . . . . . . . . . . . . . . . . . . . . * . . . . * . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ~~~~~~~~~~~~~~_~~~~~_~~~~~_~~~~~~~~~~~::::______________________~~9________ CONSTANT STREET GRADE(FEET/FEET) ; 0.020000 CONSTANT STREET FLOw(CFS); 26.70 AVERAGE STREETFlOW FRICTION FACTOR(MANNINGl ; 0.015000 CONSTANT SYMMEfRICAL STREET HALF-WIDTH(FEET); 20.00 CONSTANT SYMMETRICAL STREET CROSSFALL(DECIMAL) ; 0.017000 CONSTANT SYMMETRICAL CUR8 HEIGTH(FEETl; 0.50 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEETl; 2.00 CONSTANT SYMMETRICAL GUTTER-LIP(FEETl; 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET); 0.12500 FLOW ASSUMED TO FILL STREET EVENLY ON BOTH SIDES - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - ---------------------------------------------------------------------------- STREETFLOW MODEL RESULTS: ---------------------------------------------------------------------------- STREET FLOWDEPTH(FEET); 0.43 HALFSTREET FLOODWIDTH(FEET); 18.31 AVERAGE FLOW VELOCITY(FEET/SEC.); 4.44 PRODUCT OF DEPTH&VELOCITY; 1.93 . * . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ~~~~~~~~~~~~~~_~~~~~_~~~~~~~~~~~~~~~~~::::_____________________~~9_________ CONSTANT STREET GRADE(FEET/FEETl ; 0.020000 CONSTANT STREET FLOW(CFSl; 17.00 AVERAGE STREETFlOW FRICTION FACTOR(MANNINGl ; 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEEtl; 20.00 CONSTANT SYMMETRICAL STREET CROSSFALL(DECIMALJ ; 0.017000 CONSTANT SYMMETRICAL CUR8 HEIGTH(FEETl; 0.50 CONSTANT SYM~tTRICAL GUTTER-WIDTH(FEET); 2.00 CONSTANT SYMMETRICAL GUTTER-LIP(FEET); 0.03125 CONSTANT SY~METRICAL GUTTER-HIKE(FEET); 0.12500 FLOW ASSUMED 10 FILL SIREET EVENLY ON 60rH SIDES - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - ---------------------------------------------------------------------------- STREETFLOW MODEL RESULTS: ---------------------------------------------------------------------------- STREET FLOwDEPTH(FEETl; 0.40 HALFSTREET FlOODWIDTH(FEETJ; 16.06 AVERAGE FLOW VELOCITY(FEET/SEC.l; 3.62 PRODUCT OF DEPTH&VElOCITY; 1.43 I) ~ I I I I I I II I I I I I I I I I I I I I HYDRAUUC DESIGN, ON-GRADE CATCH BASIN " Project: TrQC..t 2ttl85 Catch Basin Number: A-1 lO-yearDiscbarge (from Rational Method) (cis): 17.0/2. :: 6.5 lOO-year Discharge (from Rational Method) (cfs): 1...'0.1/1-::' 1?1.~ Carryover from C.B. No. IJIA = (cis): fJ . . Total Design Discharge (cis): /3.4- Flow Depth (ft): cL =-0.43' d. ::: 0 40 IlXI I 10 . Street Slope: z../. Use City of Los Angeles (Department of Public Works) Hyckaulic Design Manual, Chan LL-ILt w = )4' DiScharge Intercepted (ds): B.'Ll (1110) i la.b lG.l~ Carryover to Downstream Point (cis): /3.4- 8.1. := 5.1 (Qlo~ Facility Receiving Carryover: 'A - 6. sq ~,? - ".f.. ~ 1.9 lG".) foR.IVluU\ . &::. "3.\2. WO.~'5 D"? &\00 = 3_12. 1,-'4-)U5 (o.,+~)"" ~1l)Q:' 8.'2.. C. fS (I 0.8$ ~\.S &10,:3.11- \..14-) (O.~OI QIO= h.b c.f~ PA 1lf- I I I I I --------------------------------------------------------------------------_.~ I I I I I I I I I I I I I I . . - -" - " " - -.. - -" . . - -." - - -" - -- HYDRAuLIC ELE~ENTS - I PROGRAM PACKAGE (C) Copyr~ght 1982-88 Advanced Engineering Software (aes) Ver. 2.7A Release Date: 6/25788 Senal # DE1721 Especially prepared for: KEITH COMPANIES TIME/DATE OF STUDY: 18:32 12-APR-96 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - ---------------------------------------------------------------------------- .......................... !)ESCRIPTION OF STuDy.......................... . FLOW DEPTH CALC. FOR C.B. "A-6" & "A-7" . . . . . . . * . . * . . . . . . * . . . . . . . * . * . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . * . . * . . . . . . . . . . . . . . . . . * . . . . . . * . . * . . . * . . . . . * * . * . * . . . . * * * . * . . . * * . * * . . * * . . * . * * . . . * * . . . . . . ~~~~~~~~~~~~~~-~~~~~-~~~~~-~~~~~~~~~~~::::_----------------------~~------- CONSTANT STREET GRADE(FEET/FEET) . 0.020000 CONSTANT STREET FLOw(CFS). 26.70 AVERAGE STREETFLOw FRICTION FACTOR(~A~NING) . 0.015000 CONSTANT SYMMErRICAL STREET HALF-WIDTH(FEET). 20.00 CONSTANT SYMMETRICAL STREET CROSSFALL(DECIMAL) . 0.017000 CONSTANT SYMMETRICAL CUR8 HEIGTH(FEET). 0.50 CONSTANT SY~METRICAL GUTTER-WIDTH(FEET). 2.00 CONSTANT SYMMETRICAL GUTTER-LIP(FEET). 0.03125 CONSTANT SY~METRICAL GUTTER-HIKE(FEET). 0.12500 FLOW ASSUMED TO FILL STREET EVENLY ON BOTH SIDES - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - ---------------------------------------------------------------------------- STREET FLOW MODEL RESULTS: ---------------------------------------------------------------------------- STREET FLOWDEPTH(FEET). 0.43 HALFSTREET FLOODWIDTH(FEET). 18.31 AVERAGE FLOW VELOCITY(FEET/SEC.) . PRODUCT OF DEPTH&VELOCITY. 1.93 4.44 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ~~~~~!~~~!~~~~-~~~~~_!~~~~_!~~~~~~!!~~~~~~-----------------------~~-------- CONSTANT STREET GRADE(FEET/FEET) . 0.020000 CONSTANT STREET FLOW(CFS). 17.00 AVERAGE STREETFLOW FRICTION FACTOR(MANNIhG) . 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET). 20.00 CONSTANT SYMMETRICAL STREET CROSSFALL(OECIMAL) . Q.017000 CONSTANT SYMMETRICAL CUR8 HEIGTH(FEET). 0.50 CONSTANT SYMMETRICAL GUTTER-WIOTH(FEET). 2.00 CONSTANT SYMMETRICAL GUTTER-lIP(FEET). 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET). 0.12500 FLOW ASSUMED ro FILL SrREET EVENLY ON BOrH SIDES - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -, - - - - - - - - - - - - ---------------------------------------------------------------------------- STREETFLOW MODEL RESULTS: ---------------------------------------------------------------------------- STREET FLOWDEPTH(FEET). 0.40 HALFSTREET FLOODWIDTH(FEET). 16.06 AVERAGE FLOW VELOCITY(FEET/SEC.). 3.62 PRODUCT OF DEPTH&VELOCITY. 1.43 ~ rr~ I I I I I I I I I I I I I I I I I I I HYDRAULIC DESIGN, ON-GRADE CA.TCH BASIN P;ojec..: 'Tra.ct 2.Lf'185 Catcb Basin Number: A - 6. 5 lO-ye:!I DLscb:!Ige (from Rarion:l1 Method) (ds): 1..1 lOO-ye:!I DLscbarge (from Rational Method) (cfs): 6.4 Carryover from C.E. No. A- ;0) A-to ~ A-l = (ds)::3.o -+ 5.2.. Total Design Discbarge (cfs): 8. 't Flow Depu (ft): d/CV =- 0.34 d,Q'::' 0.2.4- Street Slope: 5 % Use Cit'j of Los Angeles (Dep:4=ent of Public Wor:<s) Hydr::.:ilic Design Manual, CbIt LL -I't w= 28' &'0 b.t. ) '2.1 GlaD Discharge Intercepted (ds): 10.5 ). 8. Lf- Carryover to Downstream Point (ds): 16 Facilit'j Receiving Carryover: N/ A fl> lttJI ~H. A : ~ =- 3.11. Wo.S; 01.5' (, ,\0115" I,S Q,oo = 3.11. '-- z.~ J' (0.34) 6100= 10.5 cf~ 6('0: 3.12(28t8\O.2.4-)'.s- G,o- '.2 c..f~ ~~ 7(, I I I I .. .. I I I I I I I I I I I I I I I _ _. w _. -. - - -. . - -- - - - -.. - -- - - - - - -.. - - - - - - -- . -- (C) HYDRAULIC ELE~ENTS - I PROGRAM PACKAGE CoPyr~9ht 1982-88 Advanced En9~neer'n9 Software (aes) Ver. 2.7A Release Date: 6/25/88 Serlal # Df1721 Espec'ally prepared for: KEITH COMPANIES ---------------------------------------------------------------------------- TIME/DATE Of STUDY: 19:06 12-APR-96 ;;;;;;;;;;;;;=-------------------------------------------------------------- ...........**............. DESCRIPTION OF STUDY . FLOW DEPTH CALC. FOR C.B. ftA-6.5ft . . . . . . . . . * . . . . . t . . . . . . . . . . . . . . . * . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . * . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . * . . . . . . . . . . . . . . . . . . . . * . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ~~~~~~~~~~~~~~_~~~~~_~~~~~_~~~~~~~~~~~~~~~_______________________~U'Jl______ CONSTANT STREET GRADE(FEET/FEET) ; 0.050000 CONSTANT STREET FLOW(CFS); 8.40 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) ; 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET); 20.00 CONSTANT SYMMETRICAL STREET CROSSFALL(DECIMAL) ; 0.017000 CONSTANT SYMMETRICAL CURB HEIGTH(FEETI; 0.50 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEEi); 2.00 CONSTANT SYMMETRICAL GUTTER-LIP(FEET); 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET); 0.12500 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS -;-------------------------------------------------------------------------- STREETFLOW MODEL RESuLTS: ---------------------------------------------------------------------------- STREET FLO~DEPTH(FEET); 0.34 HALFSTREfT FlOODWIDTH(FfET); 12.69 AVERAGE FLO~ VELOCITY(FEET/SeC.) ; PRODuCT OF DEPTH&VELOCITY; 1.87 5.52 ~~~~~~~~~~~~~~_~~~~~_!~~~~_~~~~~~~~~~~~~~~_____________________~JQ_________ . . * . * . * . * * * . . . . . . . . . . . * * . . . . . . . . * . . . . . * . . * . . . . . . . . . . . . . . . . . * . . . . . . . . . . . . . . . . CONSTANT STREET GRADE(FEET/FEET) ; 0.05GOOO CONSTANT STREET FLOW(CFS); 2.70 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) ; 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDIH(FEET); 20.00 CONSTANT SY~METRICAL STREET CROSSFALL(DECIMAL) ; 0.017000 CONSTANT SYMMETRICAL CUR8 HEIGTH(FEET); 0.50 CONSTANT SYM~ETRICAL GUTTER-WIDTH(FEET); 2.00 CONSTANT SYMMETRICAL GUTTER-LIP(FEET); 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET); 0.12500 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- STREETFLOW MODEL RESULTS: STREET FLOwDEPTH(FEET); 0.24 HALFSTREET FLOODWIDTH(FEET); 7.06 AVERAGE FLOW VELOCITY(FEET/SEC.); 4.68 PRODUCT OF DEPTH&VELOCITY; 1.13 =-----------------------------~~~~~~~~~~~~~~~~~~~~~~~;~~~~~~=;;;;;;;;;;;;;;; 71 f6\. I I I I I I I I I I I I I I I I I I I HYDRA.UllC DESIGN, ON-GRADE CATCH BASIN Project: Tro.c.t 2.Lf'IB5 Catch Basin Number: A - 8 ~ A - ~ la-year Discb.arge (from Rational Method) (cis): lOa-year Discharge (from Rational Me:.b.od) (cis): Car'fover from C.B. No. t;J/ A . 10.5/L - 5.~ 1~.?I'l.. = B.2 = (cis): rj Total Design Disc::arge (cis): 8.1. EA. Flow Depth (ft): d/Q:) = O. ~ I' I dlo = 0,310 Street Slope: /. 2% . Use City of Los Angeles (Depa.~ent of Public Works) Hydr::clic Design Manual, Cart LL. -1'+ W=21' G.\1l0 Discharge Intercepted (ds): /0.9 > 8.2 Carryover to DOv.1lStre:o Point (ds): >i Facilit'J Receiving Carrjover: N/A G..IO 'l.O') .5.3 ,foYlMU L 1\ t & =- 3.\ 1. ""O.BS 0..5" GI00=3.\1. ('2.I)O,S., lOA.d''S &\00 = 10.~ C.fS o.~5 IS Glo=' 3.11. (lol) (O.~(p) Q to = ,>.0 c.f:7 Tl ~ I I I I I I I I I I I I I I I I I I I ... "- - - - -. - - - - - - -- - -" - -. - - - - rlYDRAULIC ELEMENTS - I PROGRAM PACKAGE Copyrignt 1982-88 Advanced Engineering Software (aes) Ver. 2.7A Release Date: 6/25788 Serlal # DE1721 Especially prepared for: KEITH COMPANIES ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 19:10 12-APR-96 (C) ;;;~---===================================================================== r * * * . . . * * * . * . . . . . . . . . . . . . * DESCRIPTION OF STUDY "A-8'"' &. "A-9" * * * . . * . . . . . * * . . . . . . * . . . . . . : FLOW OEPrH CALC. FOR C.6. . * . . * . . . . . . * . . * . . . . . . . . . . * . . . . . * . . . . * * . . . * . . . * . * * . . . . . . * * * * * * * . * . . . . . . . . . . . . * . . . . * . * . * . . . . . . . * . . . . . . . . . . . . * . . . . . * . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ~~~~~~~~~~~~~~-~~~~~_!~~~~_!~~~~~~~!~~~~~~---------------------~~-------- CONSTANT STREET GRADE(FEET/FEET) ~ 0.012000 CONSTANT STREET FLOW(CFS) ~ 16.30 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) ~ 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) ~ 20.00 CONSTANT SYMMETRICAL STREET CROSSFALL(DECIMAL) ~ 0.017000 CONSTANT SYMMETRICAL CURB HEIGTH(FEET) ~ 0.50 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) ~ 2.00 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) ~ 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) ~ 0.12500 FLOW ASSUMED TO FILL STREET EVENLY ON BOT~ SIDES - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- STREET FLOW MODEL RESULTS: STREET FLO~DEPTH(FEET) ~ 0.41 HALFSTREET FLOODWfDTH(FEET) ~ 17.19 AVERAGE FLOw VELOCITY(FEET/SEC.) ~ 3.06 PRODUCT OF DEPTH&VELOCITY ~ 1.27 . . * . . . . . . . . . . . . . . . . . . . . . . . . . . * . . . . . * . . . . . . . . . . . . * . . . * . . . . . . . . . . . . . . . . . . . . . . . > >>>5T RE ETFl OW MOD Fl I j, P ur' I ;,F OR"IA TI 0 N< <<< <Sho ---------------------------------------------------------------------------- CONSTANT STREET GRAOE(FEET/FEET6' ~ 0.012000 CONSTANT SrREET FLOW(CFS) ~ 1 .50 AVERAGE STREETFLOW FRICTION FACTDR(MAhNIhG) ~ 0.015000 CONSTANT SYM"IETRICAL SfREET HALF-~IDTH(FEEt) ~ 20.00 CONSTANT SYMMETRICAL STREET CROSSFALL(DECIMAl) ~ 0.017000 CONSTANT SYMMETRICAL CuRS ~EIGTH(FEET) ~ 0.50 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) ~ 2.00 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) ~ 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) ~ 0.12500 FLOW ASSUMED TO FILL STREET EVENLY ON 60TH SIDES - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - ---------------------------------------------------------------.------------- ---------------------------------------------------------------------------- STREET FLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) ~ 0.36 HALFSTREET FLOODWIOTH(FEET) ~ 13.81 AVERAGE FLO~ VELOCITY(FEET/SEC.) ~ 2.96 PRODUCT OF DEPTH&VELOCITY ~ 1.06 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 11 ~, I 1 I I I I I 1 I I I I 1 I I I I: I I HYDRAUUC DESIGN, ON-GRADE CATCH BASIN Project: Tract 2. Lt 185 Catch Basin Number: A -10 E ^-II / lo-year Discharge (from Rational Method) (cis): 2D,'Jh ::: 10.5 tA IOo-year Discharge (from Rational Method) (cis): 3'2...112.;::;. J6.Lt EA Carryover from C.B. No. N /A. = (cis): ~ Total Design Discharge (cis): 16.3 EA d I I Flow Depth (ft): ICO :: O. 't I ~; O.3b Street Slope: 5% Use City of Los Angeles (Department of Public Works) Hydraulic Design Manual, Chart LL-14 W = 28' Discharge Intercepted (cis): Q.co = 13.Lt GIO '=' 10.5 'EA Carryover to Downstream Point (cis): 16.lt - 13. Lt :::. 3.0 fA (B.\o.;) I Facility Receiving Carryover: A-6.5 e A- 5 . ' . . ' I &0 = fjJ FoR"'1\Jl/\ '. G. ::: 3.1"2. \AI D.es Dl.s Q 100::' 3. It. l 'Z..'O) o.9S"0. 4 ~\.'S &,O\) = I ~.4 <..ft. ~'i)'" ~ ,\7.. (28r?/5(o.?~)I'f7 ~'O ':. II. 4 CFS Zo l\b I I I I I I I I I I I I I I I I I I I ~ - - - - . - - - - - - . - - - - - - - . - - - - - - - - - .. - - - - - - - - - - - " - - - - - - - - - - - - - - . - - - - - - - . HYDRAULIC ELEMENTS - I PROGRAM PACKAGE Copyright 1987-88 Advanced Engineering ?oftware (ae~) Ver. 2.7A Release Date: 6/25/88 Serlal # UE1721 Especially prepared for: KEIHI COMPANIES ----------------------------------------------------------------------------~ TIME/DATE OF STUDY: 19:12 12-APR-96 (C) ::~----------------------------------------------;;;;-----;;;;--;-;;;;;;;;;- .... ............... ............ DESCRIPTION OF STUDY "A-10" & "A-ll'" ....... ........... .......... .... : FLOW DEPTH CALC. FOR C.B. .. .. .. . .. . ,.. .. .. . . . .. . .. .. . .. .. . .. .. .. . .. .. .. .. ,.. .. .. ,.. . .. . ,.. .. . .. ,.. .. .. ,.. ,.. ,.. .. .. .. .. . ,.. ,.. .. .. . .. .. .. .. .. ,.. .. .. ,.. ,.. . .. .. .. .. .. .. .. .. .. .. .. .. . .. .. ,.. . .. .. .. .. . .. .. .. .. .. .. ,.. .. .. .. .. .. .. . .. .. .. .. .. .. ,.. .. .. .. .. .. ,.. . .. .. .. .. .. .. .. . . .. .. .. . . .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. . .. .. . ~~~~~~~~~~~~~~-~~~~~-~~~~~-~~~~~~~~~~~::::_--------------------~'PQ--------- CONSTANT STREET GRAOE(FEET/FEET) ; 0.050000 CONSTANT STREET FLOW(CFS); 32.60 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) ; 0,015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET); 20.00 CONSTANT SYMMETRICAL STREET CROSSFALL(DECIMAL) ; 0.017000 CONSTANT SYMMETRICAL CURB HEIGTH(FEET); 0.50 CONSTANT SYMMETRICAL GUTTER-WIOTH(FEET); 2.00 CONSTANT SYMMETRICAL GUTTER-lIP(FEET); 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET); 0.12500 FLOW ASSUMED TO FIll STREET EVENLY ON BOTH SIDES ;~;;;;;;=;;==;;=;;;;=;-;;;;;;;;;;;;;;-;;;;;;;;;;;;-;-;;;;;;;;;;~;;;;;;;;;;=; STREETFLOW MODEL RESULTS: ---------------------------------------------------------------------------- STREET FLOWDEPT~(FEET); 0.41 HALFSTREET FLOODWIDTH(FEET)' 17.19 AVERAGE FLOW VElOCITY(FEET/SEC.l; 6.12 PRODUCT OF DEPTrl&VELOCITY; L.54 . . . . . . . . * . . . . . . . . . . . . . . . . . . . . . . . . * . . . . . . . . . . . . . . . . . . . * * . * * . . . . . . . . . . . . . . * . . . ::::~~~~~~~~~~-~~~~~-~~~~~-~~~~~~~~~~~::::_-------------------~~----------- CONSTANT STREET Gk. ADE(FEET/FEET) ; 0.050000 CON S TAN T S T R E E T F I" 0 ;oj ( C F S). 2;) . ,,0 AVERAGE STREETFLDW FRICTIO~ FACTOR(MA~NrNG) ; 0.015000 CONSTANT SYMMETRICAL S rREET ;',AlF-WID r~ (FEET); .2,J. Oij CONSTANT SYM~ETRICAL STREET CROS5FALL(DFCIMAL) ; 0.017000 CONSTANT SYMMETRICAL CURB HEIGTH(FEET). 0.50 . CONSTANT SYM~ETRICAL GUTTER-wIDTH(FEET); 2.00 CONSTANT SYMMErRICAL GUTTER-LIP(FEET); 0.03125 CONSTANT SYMMETRICAL GUTTER-riIKE(FFET); 0.12500 FLOW ASSUMED TO FILL STREET EVENLY ON BOTH SIDES ;;;_;============;=_=_=_=_=_=__________________________________c____________ STREETFLOW MODEL RESULTS: ---------------------------------------------------------------~------------ STREET FLOWDEPTH(FEET); 0.36 HALFSTREET FLOOD~IDTH(FE~T); 13.81 AVERAGE FLOW VELOCITY(FEET/SEC.); 5.89 PRODUCT OF DEPTH&VELOCITY. 2.10 ~====;===-====--====-=-=--===-====-----=-=====-========-==-====-============ <\\ <hI I II I I I I I I I I I I I I I I I I I HYDRAULIC DESIGN, ON-GRADE CATCH BASIN Project:iract 2.1tl85 Catch Basin Number: A-Ii f 1\-/3' 100year Discharge (from Rational Method) (cis): 2.to.l/z. :::: 1.3.Lj- fA:. IOO-year Discharge (from Rational Method) (cfs): lJ-Z.o/z .= 2.1.2 eA Carryover from C.B. No. IJ/A = (cis): tt Total Design Discharge (cis): 4-2.3 ;. '2.1.2.. ~ Flow Depth (ft): cl,oo:: 0.55/1 clio::: 0.49' Street Slope: J . 0 of.. Use City of Los Angeles (Department of Public Works) Hydraulic Design Manual, Chart LL - IIf W = 28/ Discharge Intercepted (cis): 21.6 >21.2. := Q 100 Carryover to Downstream Point (cis): Ii Facility Receiving Carryover: N / A 1~.'L) 1~.4 =&10 ftllM 1.\ \-1'\ " <1 -= ~.\2 WG.l50,.5 n ( . 0 8!) {. ~ \,5 ~loo"-3.\"2. \.'2.51' \O,':JSJ ~I<J>~ 2.1.h CF5 R.~S I'> Dllo. 3.I2.lZS/ lo.tt~Y 6-.0;' IS,'I. Cf5 <\-z... Z1-- I II I I I I I I I I I I I I I I I I I w w w w w. w. . - HVDRAULIC ElE~ENTS - I PROGRAM PACKAGE (CI Copyright 1982-88 Advanced Engineering Software (ae~) Ver. 2.7A Relea~e Date: 6/25/88 Serlal # DE1721 E~pecially prepared for: KEITH COMPANIES -----------------------------------.----------------------------------------- TIME/DATE OF STUDY: 19:15 12-APR-96 ==---------=---============================================================= . * * * * * * * * * * *.. * * * * * *. . . . *. Df SCR I PT I ON OF STUDY * * * *. *. . . *. . . *. * *. *. .. . . *. : FLOW DEPTH CALC. FOR C.8. "A-12" & "A-13" * * . . . * . * . . . . . . . . . * . * * . . . . . . . * . . * . . . . . . . . . . . . . . . . . * . . . . . . . . . . . . . . . . . . . . . . . . * . . . * . . . . . * * . . . . . . * * * . . . . * . * . * . . . . . . . * . . . * . . . . . . . . . . . * * . . . * . . * . . . . . * . . . . . . . . >>>>STREETFLO~ MODEL I~PUT I~FORMATION<<<< CONSTANT STREET GRADEIFEET/FEET) . 0.010000 CONSTANT STREET FLOWICFSI. 42,30 AVERAGE STREETFLOW FRICTION FACTORIMA~NI~GI . 0.015000 CONSTANT SVMMETRICAL STREET HALF-WIDTH(FEETI. 20.00 CONSTANT SVMMETRICAL STREET CROSSFALL(DECIMAlI . 0.017000 CONSTANT SVMMETRICAL CURB HEIGTH(FEETI. 0.50 CONSTANT SVMMETRICAL GUTTER-WIDTrl(FEET). 2.00 CONSTANT SVMMETRICAl GUTTER-LIP(FEET). 0.03125 CONSTANT SVMMETRICAL GUTTER-HIKE(FEET). 0.12500 FLOW ASSUMED TO FILL STREET EVENLV ON BOTH SIDES ..'STREET FLOWING FULL.'. ;=======~~~~~===~====~====~====--==-=-=---==------------------==-==~--=----- STREETFLOW MODEL RESuLTS: ---------------------------------------------------------------------------- NOTE: STREETFlOW EXCEEDS TOP OF CuRB. THE FOLLOWING STAEETFLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLI8lE FLO~ OCC~RS OUTSIDE OF THE STREET CiiANNEL. THAT IS, ALL FLO~ ALO~G THE PARKWAV, ETC., IS ~EGLECTED. STREET FLOwDEPTH(FEET). 0.55 HALFSTREET FLOODWIDT~(FEET). 20.00 AVERAGE FLOW VELOCITYIFEET/SEC.I. 3.98 PRODUCT OF DEPTH&VELOCITY. 2.19 * * . . . . . . . . . . . . . . . . . . . . . . * . . . . . . . . . . . . . . . . . . * . . . . . . . . . . . . . . * . . . . . . . . . . . . . . . . . >>>>STREETFLOW MODEL I~~UT I~FGRMATION<<<< ---------------------------------------------------------------------------- CONSTANT STREET GRADEIFEFT/FEET) . 0.010000 CONSTANT STREET FlO~(CFSI. 26.70 AVERAGE STREETFLGW FRICTION FACTOR(MA~NI~GI . 0.015000 CONSTANT SVMMETRICAL STREET HALF-~IDTH(FEEf). 20.00 CONSTANT SVMMETRICAl STREET CROSSFALL(DECIMAlI . 0.017000 CONSTANT SVMMETRICAL CUR8 HEIGTH(FEETI. 0.50 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEETI. 2.00 CONSTANT SYMMETRICAL GUTTER-LIP(FEETI. 0.03125 CONSTANT SYMMETRICAL GUTTER-rlIKE(FEET). 0.12500 FLOW ASSUMED fO FIll STREET EVENLY ON 80TH SIDES ".STREET FLOWING FULL... - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - ---------------------------------------------------------------------------- STREETFlOW MODEL RES0LTS: ---------------------------------------------------------------------------- STREET FLOWDEPTH(FEETI. 0.49 HALFSTREET FLOODWIDTH\FEETI. 20.00 AVERAGE FLOW VELOCITY\FEET/SEC.). 3.23 PRODUCT OF DEPTH&VELOCITV. 1.59 ..........................................................................~~ ~; II I I I I I I I I ,I I I I I I I I I I HYDRAUUC DESIGN, SUMP CATCH BASIN Project: 'l/t::lc.t 2.Lt/85 Catch Basin Number: b- I lO-year Discharge (from Rational Method) (cis): 1.'3 lOO-year Discharge (from Rational Method) (cis): I. 'I Carryover from C.B. No. ~/A = (cis):;1 Total Design Discharge (cis): I. q Maxiinum Ponding Depth (it): D,~ ~ 0.2>2> ' = Depth of LoeaJ Oepre-=6iDf\ mly Use City of Los Angeles (Department of Public Works) Hydraulic Design Manual, Chart LL-15 W = 7/ Discharge Intercepted (cfs): 4-. \ > I.q SUMP CAPACITY Q'" 3.DB't-\Jhl.S Q= '\.1 c.F? 't1 ~ I I I I I -I I I I I I I I I I I I I I HYDRAUUC DESIGN, SUMP CATCH BASrn Project: 'Tract 2.lf 18 5 Catch Basin Number: 8 - 2 10-year Discharge (from Rational Method) (cfs): 1'2J./o lOO-year Discharge (from Rational Method) (cfs): 2.2.3 Carryover from C.B. No. ~-3 Total Design Discharge (cfs): '2.2.3 Maximum Ponding Depth (ft): 51. LO\i.J PT. F/...' /...OW PT- = (cfs): !f.b /l15.~ 1//'1.7'1 I.Z.' Use City of Los Angeles (Department of Public Works) Hydracc Design Manual, Chart LL-15 W = II' Discharge Intercepted (cfs): '33.1 > 1..1..,3 Rl~rd Side: of Gruph Q: 3D AWO.,3Do.6 / ( (O.I~ 0.(0 Q ~\..3,O) 731) 1/) ~,l) Q = 33.1 CfS r ~~ , . <\~ ,I I I I I I I I I I I I I I I I I I I HYDRAULIC DESIGN, ON-GRADE CATCH BASIN Project: rfJ.Ac.., '2.4-/66 Catch Basin Number: 'B3' (~'MSTl"f:I we~.,.~'( 6U.-r'fU.ft~ S1"A&,e C.l!:>) la-year Discharge (from Rational Method) (cfs): 6.Q lOa-year Discharge (from Rational Method) (cfs): Io.~ Carryover from C.B. No. ~ ~ (cfs):;t Total Desiqn Discharge (cfs): lab . , Flow Depth (ft): d,co ~ 0.3;;>' , ; dlO ~ a ~I Street Slope: ~. 7Z. '7D Hydraulic Desiqn Manual, Chart LL-14 I W = 1'1 (EK/~"''') Discharge Intercepted (cfs): &.0 "'C8oo j t:>.o::o(?,,, Carryover to Downstream Point (cfs): 4.(,"'~"" :. /.q.s,Q,o Facility Receiving Carryover: ~-1L fb ~\A LA : e.. '" ~. Iz... W 0.&5 0 1.5 &\00 == :?>.\2 l\4-) O. f>5 (o~'?)'C;- :: ".0 Cf~ &'0: :'.\2 (\'\)(\'&\O:~I)I.5" =: 5.0 Cf7 ~(. g(" I I I I I II I I I I I I I I I I I I I . ~ . -. - - . -. -"" . . - - - -- - - -. " . -" - -" ( C ) HYDRAuLIC ELE~ENTS - I PROGRAM PAC Copyright 1982-88 Advanced Engineering Ver, 2.7A Release Date: 6/25/88 Serla Especially prepared for: AGE oftware (aes) # DF1721 KEITH COMPANIES ---------------------------------------------------------------------------- ~~~..~..~------------------------------------------------------------------- TIME/DATE OF STUDY: 18:07 15-APR-96 . * . * . . . . . . . * * * . * * * * * * * * * * . DESCRIPTION OF STUDY "B-3" * . . . . * * . * * * * * * * * * * * * . * . * . . : FLO~ DEPTH CALC. FOR C.B. . * . * . . . . . * . . . . . * . . . . . . . . . . . . . . * . . . * . . . . . . . . . . . . . . . . . . * . . . * . * . * . . * . . . . . . . . . . . . . . . . . . * . . * . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ~~~~~~~~~~~~~~_~~~~~_~~~~~_~~~~~~~~~~~::::_________________~199_____________ CONSTANT STREET GRADE(FEET/FEET) . 0.067200 CONSTANT STREET FLO~(CFS). 10.60 AVFRAGE STREETFlOw FRICTION FACTOR(MANNING) . 0,015000 CONSTANT SYM~ETRICAL STREET HALF-~IDT~(FEET). 43.00 CONSTANT SYMMETRICAL STRFET CROSSFAlL(DECIMAL) . 0.020GOO CONSTANT SYMMEf~ICAL CURB HEIGTH(FEET). 0.50 CONSTANT SYMMETRICAL GUTTER-WIDTH(FFET). 2.00 CONSTANT SYMMET~ICAL GUTTER-LIP(FEET). 0.03125 CONSTANT SYMMFTRICAL GUTTER-HIKF(FEET)' 0.12500 FLO~ ASSU~ED TO FILL STREET ON ONE SIDE, AND i~EN SPLITS ~;~;;;;--;;;;;;;;;;;;;;;;;;;;;;;;---;--------------------------------------- STREETFLO~ MODEL RESULTS: ---------------------------------------------------------------------------- STREET FLOWDEPfii(FEET) = O.~5 riAlFSTREET FLOODwrOTH(FEfT). 11.93 AVERAGE FLO~ VELOCITY(FEET/SEC.). 6.75 ~RODuCT OF DEPTri&VELOCITY' 2.39 . * * . . . . * * . * . * * * . * . . * . . * . . * * * . . . . . . . * . . * * . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . * . . . ~~~~~~~~~~~~~~-~~~~~-~~~~~-~~~~~~~~~~~:~::_---------------~~Q-------------- CONSTANT STREET GRADE(FEET/FEET) . 0.067200 CONSTANT STREET FLO~(CFS)' 6.90 AVERAGE STREETFlOW FRICTION FACTOR(MANNI~G) . 0.015000 CONSTANT SYMMETRICAL STREET HALF-~IDT~(FEET). A3.00 CONSTANT SYMMETRICAL STREET CROSSFALL(DECIMAL) . 0.020000 CONSTANT SYMMETRICAL CURB HEIGfH(fEET). 0.50 CONSTANT SYMMETRICAL GUTTfR-WIDTH(FEET). 2.00 CONSTANT SY~METRICAL GUTTER-LIP(FEET)' 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET). 0.12500 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- STREETFLOW MODEL RES~LTS: STREET FLOwDEPTH(FEET). 0.32 HALFSTREET FlOODWIDTrl(FFfT). 10.01 AVERAGE FLOW VELOCITY(FEET/SEC.)' 6.00 PRODUCT OF OEPTH&VELOCITY. 1.90 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - --------------------------------------------------------------------------- 37 ~ I I I I I I I I I I I I I I I I I I I 33 ~\, I I I I I I I I I I I I I I I I I I I ~;;~~ . 1.3 ... _ 00 "'_ \'0 I oh oq\ I I I I I I I I I I I I I I I I I I ><;~. 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U:,;:Ct;-~"ll!',i~ 'FJ';"! G., """.."". .... ,'''' . 11...,j'j>!JI, ~ 01,-1,,-,., .._n' ,-.,... I ,',., ".'4/-li. . ..:' I" 'II' '" !.:!l ._"" ,} i:n!~~ .n.::i ,"d~~ H ,:,. . ""FG~,.. 4.....Zti ,., . -';0' . . ;:;'Tar '".,f::::~:_:F H. "Ii!f~ '1__ h~" -., ....:~7.: '-"'.i-' "i'J..I.u- I" .,.... ... ~._.,. , -. ~'1;;.... .~ +H-i . ~C . _ --, '."",,:0;: .-C ~ ;;"g: -: F~!~ :~""o: :- .~ :"":Iii:'i!!i;:" h ,- .;#' -"~: :=!'t .':' :-,:".~ ~ ~ --~: - . - - - . -. -. - -- >- ,_.", - ... , ~..- -. 'c' Gl C". "HI~j, " , '. ~':.~:._~--..::=;::.--;::..:_"-..., '. - . ....+....~. =C'= -- _ :E. ='''',~",-,-,.----''+",r=ffi'' ~ ~~.~:;; ,;;-i ~.~,:,:;;~;:.--:r.:;=:-r : !~rfH.f~T:. (ii":' il,;.;1 i"ii'!'i!il' ':i!"'fj: :i!' "'., :fIi;t""""'Jili"""'" ...., ..., ...... ... ...-,..,,',.,PC,..., i>;.;;;;.. ';;'ii:q:li I)-! jili;; ... .. ... ... ...~- .... I I I I I I I I I I -- " ~ it ~-~ . J;, ~ ~ oli, ct. ,. ..,'j . ~-"i';I.'1 e,.. !E~ :=:1;:;.;1:;:' ,illl WI iii ~t .." ;::1 ?E- ."'.. '111 . ': :H' ,:- tL : ~ ~~ 'm ~. .., J! B1 ~ m rt i 1-~ ..::::II ~ Iii :!i ~ f _. ,......,::,:, " ~ '", ~l _, LI k'- " ~~+'I 'Ff>~'" - ,!',i- f .ct! '2' ___' _l -'-a::E ~!~~ '=E f -! 'I J , - Ib ~, " ; !f~ "'1'" ',;J; ;;i ~IiTa UL_ :-d:tB " -Jt ::::F.::--~ :r.: 'Q\ -. I I I I I I I I I , . ~ I ' W _ !,ftll'I,IW": ..:'m- ~ ~:~~:' i . . . m_ -, .", ~,-, n; w' -,uj .11m;J g ,d ~...~ ......... ~~ ........;- "' ~ t t ,...,.., ."....,.... ",. E i'=". .!!!i' .. b - ~ t': .- ~ # ~"'?"':C7 =-=-. . .:--.. ~ 'n. _ ~ '~'--~ --............ ,.. ~. c . - c. I I I I I I I I I I I I I I I I I I I Emergency Escape Tract 24185 The following catch basins are sump type: "A-l ": 1115.94 F.L., 1116.77 T.C., 1116.97 R.O.W. "A-2": 1126.98 F.L., 1127.81 T.C., 1128.01 R.OW. "B-1": 1116.14F.L., 1116.97T.C., 1117.21 R.O.W. "B-2": 1114.83 FL., 1115.66 T.C., 1115.90 R.O.W. The emergency escape routes for these catch basins are as follows: Water from C.B. "A-2" will top over the right of way at the end of the cul-de-sac, flow along the drainage easement toward A1coba Drive, then flow toward C.B. "A-l ". Water from C.B. "A-I" will top over the centerline of A1coba Drive (Elev. 1116.59), then flow toward C.B. "B-2", Water from C.B. "B-2" will top over the centerline of De Portola Road (Elev. 1115.96), and will first flow toward C.B. "B-1". Water from C.B. "B-1" will first top over the centerline of De Portola Road (Elev. 1115.96) and head toward C.B. "B-2". Ifwater continues to rise, water from C,B.'s "B-1" and "B-21' will top over the high point at the southeast curb-return of De Portola Road (Elev. 1117.18), and flow south along A1coba Drive in Tract 24182. It is noted that the lowest proposed pad elevation is 1123.9 at this intersection. Please see attached exhibit map that follows. 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X I OX H" ".. , I HOD O~ 20'" 0' I N t< N " ~ " '" '" HZ "'0 " ~ OD '" " I . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . o W N o w o ~ o w '" H H N ~ ~ H H H '" '" A w o ~ '" ~ '" H H W o W H ~ N N H H '" '" ~ w o '" o o o H H W H o o o ~ o ~ '" N W '" N w o ~ '" '" N H H W N o '" '-< C 20 " .. '" .. " o ~ N ~ ~ N H ~ '" w o ~ ~ ~ ~ H H W N H ~ o A o '" ~ w o ~ ~ W o H H W W o W '" o '" o o A o '" ~ W H '" o o o H H W '" o '" o A o '" '" N ~ '" ~ W H ~ ~ '" ~ H H W '" o ~ o A o o o '-< C 20 " "' '" .. " '" '" H '" W H ~ ~ '" ~ H H W '" N H o ~ o ~ '" W N W ~ o o H H W '" '" o '-< C Z " .. '" .. 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H" , << . o '" ~ <<< ' WHO ~'" ~.., . H '<Z " o ~ ~ ~ o . , '" ~ z o "10 '" ..,'" t""'" o::r:t"'>-3~ '" !;!!;:b ~Q~ t"1:ttDN t"'. ~",. 0 ['](1) 1-'1:"] <. OJ t"- '" '" o " << H '" '" Of: .., '" '" z ~ [ii~ <<'" '" .., '"'1~~~ p)lt"'trl <0 z '" ::: '" " .. "''''''' oz", ::x: " t'1OJ P'TJ[>'1:;t1o '"'''''' , '<'" '" I '" w '" I "'''' <<c: "'''' <'" '" " 0'" "'H "'.., "'H "''' f: a'" H" ".., ~ z o ~ o '" '" .., '" I ::;~ Z'" O~ I " << " '" '" 1l; '" '" HZ "'0 '" ~ '" '" I . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . o N '" '" ~ N '" w '" N 00 ~ ~ ~ N N N o ." o o ~ N '" m W '" ~ ~ ~ '" ~ N N N o N ~ o ." o o ~ ~ ~ N 00 N '" 00 ~ ~ ~ ~ ~ '" '" '" ~ o ." o o ~ N '" ~ ~ ~ N ~ ~ '" '" ~ ~ '-< c: Z " .., '" .., '" ~ o o w '" N '" ~ o '" 00 ~ ~ '" ." 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'" ." ~ o ~ ~ '" ~ ~ '" ~ o '" N o '" w '" '" N ~ '" ." ." ~ N '" ~ ~ m '" ~ ~ N N ~ '" '" N ~ o o N o o N ~ ~ o ~ ~ '" N o ~ ~ w '" o '" '" '" ~ 00 ~ ~ ." ~ ~ ~ '" ~ ~ ~ ~ ~ '" w o '" N ." '" ~ ~ ~ o '" '" ~ '" ~ ~ 00 ~ W '" ~ o ~ ." ~ ~ '" w o ~ '" N N W ~ ~ '" ~ ~ ~ o o ~ ~ 00 ~ '" ~ ~ ." '" '" '" ." ~ ~ '" '" '" '" o o W ." ~ W '" 00 '" '" ~ ~ w ~ ~ '" -'" ." ~ N o w w o '" ." '" '" ~ '" ~ '" ~ ~ '" ." N ~ ~ o w ~ ~ W ." ~ '" o o w ~ ." o o o w ~ ." o o o w ~ ." o o o w ~ ." o o o N '" '" N o o N '" '" N o o N '" '" N o o N 00 m N o o N '" .. N o o N '" '" N o o N '" '" N ~ '" w ~ ~ '" w ~ ~ m w ~ ~ ." W N ~ ." W N ~ ." W N ~ ~ W N ~ ." W N ~ ." 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UNDER STATIC SURCHARGE I PROJECT: Paloma Del Sol TRACT: 24185 I LINE: "B" (Along De Portola Road) Station H h1 Stress Safety Rem.arks Factor. 12+47 12.0 9.5 261 Tension 1.99 Interim condition 16+98 13.0 14.0 271 Tension 1.92 Interim Condition 17+50 10.5 11.0 261 Tension 1.99 Interim condition 17+98 9.0 9.5 240 Tension 2.17 Interim condition 12+47 12.0 3.5 249 Tension 2.09 Ultimate Condition 16+98 13.0 4.5 251 Tension 2.07 Ultimate Condition 17+50 10.5 2.0 242 Tension 2.15 Ultimate Condition fj~ '? .Y!-3 I I I I I I I I I I I I I I I I I I I 1 1 STRUCTURAL CALCULATIONS I FLEXURAL STRENGTH FOR CI.P.P. UNDER STATIC SURCHARGE I I I PROJECT: Paloma Del Sol TRACT: 241851 I LINE: "B" (Along De Port 01 a Road) D= 48 inch = 4.00 feet R= 26.5 inch = 2.21 feet t= 5 inch = 0.42 feet D'= 58 inch = 4.83 feet B= 59 inch = 4.92 feet H= 144 inch = 12.00 feet hI = 114 inch = 9.50 feet wp- 860 Ibs ww= 784 Ibs (1) Detennine the earth load on the pipe HIS = 12.00 feet I 4.92 feet = 2.44 From Drawing No.7, Cd- 1.78 I Average density above pipe. w= 130 pcf I Wed = Cd " w " (B)^2 = 5,594 plf I (2) Detennine live load on pipe from Table VIII I I Maximum load = 0.2 kips per lineal foot I Total vertical load = 5594 + 200 = 5,794 plf I Average density in upper 12 feet beside trench = 130 pcf zu = k"w'"H = 1/3 130 12 = 520 psf zt= k" w' = 1/3 130 = 43 psf (3) Computation of thrusts and moments at invert 1 (a) From vertical loads: Tv= + 0 Mv= + 0.125 "V" R + 0.125 5,794 2.21 + 1599 Page 1 3+'1- ,??l\ I 'I I I I I I I I I I I I I I I I I I (b) From uniform lateral load: I TLu= + 1.0*zu*R + 1.0 I 520 2.21 + 1148 I MLu= - 0.25 * zu * R^2 - 0.25 520 2.21 ^2 - 634 (c) From triangular lateral load: TLt - + 1.375 * zt * R^2 + 1.375 I 43 2.21 ^2 + 291 I MLt= - 0.292 * zt * R^3 - 0.292 43 2.21 ^3 - 136 (d) From weight of water in pipe: Tw= - 0.451 * ww - 0.451 I 784 - 354 I Mw= + 0.070 * ww * R + 0.070 784 2.21 + 121 (e) From head of water: Thl = - 31.2*hl*O - 31.2 10 4.00 - 1185.6 Mhl = + 0 (f) From weight of pipe: Tp= + 0.027*wp + 0.027 860 + 23 Mp= + 0.070 *wp * R + 0.070 860 2.21 + 133 (g) Total thrust and total moment: T= + - + 1,148 + 291 - (354) - (1,186) + 23 (17) Page 2 3fS" ~.f ~ I I I I I I I I I I I I I I I I I I I I M= + 1,599 - (634) - (136) + 121 + - + 133 1,083 (4) Detennine maximum tensile-flexural stress: f- T 1(12 t) - 6 * M I (t^2) -1 - 260 -261 psi tension Comparison of this result with the values shown on Drawing NO.4 indicates a good factor of safety with 3,000 psi concrete. I Factor of Safety: 520 I 261 = 1.99 . REF: lynch Manual Cast-In-Place Concrete Pipe Process, Tremont Equipment Co., Inc., Dixon, California, 1980. Reprint Jan., 1990. '?~ Page 33ft II I I I I I I I I I I I I I I I I I I I STRUCTURAL CALCULATIONS I FLEXURAL STRENGTH FOR CI.P.P. UNDER STATIC SURCHARGE I PROJECT: Paloma Del Sol TRACT: 241851 LINE: 'B' (Along De Portola Road) 0= 48 inch = 4.00 feet R= 26.5 inch = 2.21 feet t= 5 inch = 0.42 feet D'= 58 inch = 4.83 feet B= 59 inch = 4.92 feet H= 156 inch = 13.00 feet h1 = 168 inch = 14.00 feet wp= 860 Ibs ww= 784 Ibs (1) Determine the earth load on the pipe I H/B- 13.00 feet I 4.92 feet = 2.64 From Drawing No.7, Cd- 1.85 I Average density above pipe. w= 130 pcf I Wed = Cd . w . {B)^2 = 5,814 plf 1 (2) Determine live load on pipe from Table VIII I I Maximum load = 0.2 kips per lineal foot I Total vertical load = 5814 + 200 = 6,014 pit I Average density in upper 13 feet beside trench = 130 pcf zu - k'w"H - 1/3 130 13 = 563 psf zt- k"wl = 1/3 130 = 43 psf (3) Computation of thrusts and moments at invert I (a) From vertical loads: Tv= + 0 Mv= + 0.125'V'R + 0.125 6,014 2.21 + 1660 Page 1 34-1 ..."\ ,,?':J I I I I I I I I I I I I I I I I I I I (b) From unifonn lateral load: I TLu= + 1.0 . zu . R + 1.0 I 563 2.21 + 1244 I MLu= - 0.25. zu . R^2 - 0.25 563 2.21 ^2 - 687 (c) From triangular lateral load: TLt= + 1.375. zt. R^2 + 1.375 I 43 2.21 ^2 + 291 I MLt= - 0.292. zt . R^3 - 0.292 43 2.21 ^3 - 136 (d) From weight of water in pipe: Tw= - 0.451 . ww - 0.451 I 784 - 354 I , Mw= + 0.070.ww. R + 0.070 784 2.21 + 121 (e) From head of water: Thl = - 31.2. hl .0 - 31.2 14 4;00 - 1747.2 Mhl= + 0 (f) From weight of pipe: Tp= + 0.027. Wp + 0.027 I 860 + 23 I Mp= + 0.070. Wp . R + 0.070 860 2.21 + 133 (g) Total thrust and total moment: T= + - + 1,244 + 291 - (354) - (1,747) + 23 (543) Page 2 34-S ?;)-St> II I I I I I I I I I I I I I I I I I I M= + 1,660 - (687) - (136) + 121 + - + 133 1,091 (4) Detennine maximum tensile-flexural stress: I f= T I (12 t) - 6. M I (t^2) -9 - 262 -271 psi tension I Comparison of this result with the values shown on Drawing NO.4 indicates a good factor of safety with 3,000 psi concrete. Factor of Safety: 520 I 271 = 1.92 REF: Lynch Manual Cast-In-Place Concrete Pipe Process. Tremont Equipment Co., Inc., Dixon. Califomia, 1980. Renrint Jan., 1990. Page 3 3't1 ";).:j>.. I I I I I I I I I I I I I I I I I I I I STRUCTURAL CALCULATIONS I FLEXURAL STRENGTH FOR CI.P.P. UNDER STATIC SURCHARGE I I I PROJECT: Paloma Del Sol TRACT: 241851 I LINE: "B" (Along De Portola Road) D= 48 inch = 4.00 feet R= 26.5 inch = 2.21 feet t= 5 inch = 0.42 feet D'= 58 inch = 4.83 feet B= 59 inch = 4.92 feet H= 126 inch = 10.50 feet hi = 132 inch = 11.00 feet wp= 860 Ibs Ww= 784 Ibs (1) Detennine the earth load on the pipe H/B = 10.50 feet I 4.92 feet = 2.14 From Drawing No.7. Cd= 1.65 Average density above pipe, w= 130 pef I Wed = Cd * w * (B)^2 = 5,185 plf I (2) Detennine live load on pipe from Table VIII I Maximum load = 0.23 kips per lineal foot Total vertical load = 5185 + 230 = 5,415 plf Average density in upper 11 feet beside trench = 130 pcf zu = k*w'*H = 1/3 130 11 = 455 psf zt= k * w' = 1/3 130 = 43 psf (3) Computation of thrusts and moments at invert I (a) From vertical loads: Tv= + 0 Mv= + 0.125 * V * R + 0.125 5,415 2.21 + 1495 Page 1 35'0 ~c,O I I I I I I I I I I I I I I I I I I I (b) From unifonn lateral load: I TLu = + 1.0 . zu . R + 1.0 I 455 2.21 + 1005 I MLu= - 0.25 . zu . R^2 - 0.25 455 2.21 ^2 - 555 (e) From triangular lateral load: TLt = + 1.375. zt. R^2 + 1.375 I 43 2.21 ^2 + 291 I MLt- - 0.292 . zt . R^3 - 0.292 43 2.21 ^3 - 136 (d) From weight of water in pipe: Tw= - 0.451 . ww . - 0.451 I 784 - 354 I Mw= + 0.070. ww . R + 0.070 784 2.21 + 121 (e) From head of water: Th, = - 31.2. h, . D - 31.2 11 4.00 - 1372.8 Mhl = + 0 (f) From weight of pipe: Tp= + 0.027.wp + 0.027 I 860 + 23 I Mp= + 0.070 .wp. R + 0.070 860 2.21 + 133 (g) Total thrust and total moment: T= + - + 1,005 + 291 - (354) - (1.373) + 23 (408) Page 2 35'/ 11~ I I I I I I I I I I I I I I I I I I I M= + 1,495 - (555) . - (136) + 121 + - + 133 1,058 (4) Determine maximum tensile-flexural stress: I f= T 1(12 t) - 6. M I (t^2) -7 - 254 -261 psi tension Comparison of this result with the values shown on Drawing NO.4 indicates a good factor of safety with 3,000 psi concrete. I Factor of Safety: 520 I 261 = 1.99 , REF: Lynch Manual Cast-In-Place Concrete Pipe Process, Tremont Equipment Co., Inc., Dixon, California, 1980. Reprint Jan., 1990. Page 3 35'~ ,,?t)/ I I I I I I I I I I I I I I I I I I I I STRUCTURAL CALCULATIONS r I FLEXURAL STRENGTH FOR CI.P.P. UNDER STATIC SURCHARGE I PROJECT: Paloma Del Sol TRACT: 24185 LINE: "B" (Along De Portola Road) D- 48 inch = 4.00 feet R= 26.5 inch = 2.21. feet t= 5 inch = 0.42 feet D'= 58 inch = 4.83 feet B= 59 inch = 4.92 feet H= 108 inch = 9.00 feet h1 = 114 inch = 9.50 feet wp= 860 Ibs ww= 784 Ibs (1) Detennine the earth load on the pipe H/B= 9.00 feet I 4.92 feel = 1.83 From Drawing No.7. Cd = 1.45 I Average density above pipe, w= 130 pcf I Wed = Cd * w * (B)^2 = 4,557 plf I (2) Detennine live load on pipe from Table VIII I Maximum load - 0.27 kips per lineal foot I Total vertical load = 4557 + 270 = 4,827 plf I Average density in upper 9 feet beside trench = 130 pcf zu = k*w'*H = 1/3 130 9 = 390 psf zt- k * w' = 1/3 130 = 43 psf (3) Computation of thrusts and moments at invert I I (a) From vertical loads: Tv= + 0 Mv= + 0.125. V. R + 0.125 4,827 2.21 + 1332 Page 1 35"} ?j>'7 I I I I I I I I I I I I I I I I I I I (b) From unifonn lateral load: I TLu = + 1.0 . zu . R + 1.0 I 390 2.21 + 861 I MLu= - 0.25 . zu . R^2 - 0.25 390 2.21 ^2 - 475 (c) From triangular lateral load: TLt = + 1.375. zt. R^2 + 1.375 I 43 2.21 ^2 + 291 I MLt= - 0.292 . zt . R^3 - 0.292 43 2.21 ^3 - 136 (d) From weight of water in pipe: Tw= - 0.451 . ww - 0.451 I 784 - 354 I Mw= + 0.070.ww. R + 0.070 764 2.21 + 121 (e) From head of water: Th1 = - 31.2. hl . D - 31.2 10 4:00 - 1185.6 Mh1 = + 0 (f) From weight of pipe: Tp= + 0.027 . wp + 0.027 660 + 23 Mp= + 0.070. Wp . R + 0.070 860 2.21 + 133 (g) Total thrust and total moment: T= + - + 861 + 291 - (354) - (1,186) + 23 (364) Page 2 3St ~I>t., I I I I I I I I I I I I I I I I I I I I I M= + 1,332 - (475) - (136) + 121 + - + 133 975 (4) Detennine maximum tensile-flexural stress: I f= T/(12t) - 6*M/(t^2) -6 - 234 -240 psi tension Comparison of this result with the values shown on Drawing NO.4 indicates a good factor of safety with 3,000 psi concrete. I Factor of Safety: 520 / 240 = 2.17 REF: Lynch Manual Cast-In-Place Concrete Pipe Process. Tremont Equipment Co., Inc., Dixon, Califomia, 1980. Reprint Jan., 1990. Page 3 3S5" }",.s . . I . -. I I I I I I I I I I I I I I 1 1 STRUCTURAL CALCULATIONS I 1 FLEXURAL STRENGTH FOR CI.P.P. UNDER STATIC SURCHARGE 1 1 PROJECT: Paloma Del Sol TRACT: 241851 1 LINE: "B" (Along De Portola Road) D- 48 inch = 4.00 feet R= 26.5 inch = 2.21 feet t= 5 inch = 0.42 feet D'= 58 inch = 4.83 feet B= 59 inch = 4.92 feet H= 144 inch = 12.00 feet h1 = 42 inch = 3.50 feet wp= 860 Ibs ww= 784 Ibs (1) Detennine the earth load on the pipe H/B= 12.00 feet I 4.92 feet = 2.44 From Drawing No.7, Cd= 1.78 Average density above pipe. w= 130 pcf I Wed = Cd * w * (B)^2 = 5.594 plf 1 (2) Detennine live load on pipe from Table VIII I Maximum load = 0.2 kips per lineal foot Total vertical load = 5594 + 200 = 5,794 plf Average density in upper 12 feet beside trench = 130 pcf zu = k*w'*H = 1/3 130 12 = 520 psf zt= k * w' = 1/3 130 - 43 psf (3) Computation of thrusts and moments at invert I (a) From vertical loads: Tv= + 0 Mv= + 0.125 * V * R + 0.125 5,794 2.21 + 1599 Page 1 3>b ";)rJ> I I I I I I I I I I I I I I I I I I I I (b) From unifonn lateral load: TLu= + 1.0. zu. R + 1.0 520 2.21 + 1148 MLu = - 0.25. zu . R^2 - 0.25 520 2.21 ^2 - 634 (c) From triangular lateral load: TLt = + 1.375. zt. R^2 + 1.375 43 2.21 ^2 + 291 MLt= - 0.292. zt. R^3 - 0.292 43 2.21 ^3 - 136 (d) From weight of water in pipe: Tw= - 0.451 . ww - 0.451 784 - 354 Mw= + 0.070. ww * R + 0.070 784 2.21 + 121 (e) From head of water: Th1 = - 31.2 * h1* D - 31.2 4 4.00 - 436.8 Mh1= + 0 (f) From weight of pipe: Tp= + 0.027 * wp + 0.027 I 860 + 23 I Mp- + 0.070 . wp * R + 0.070 860 2.21 + 133 (g) Total thrust and total moment: T= + - + 1.148 + 291 - (354) - (437) + 23 672 Page 2 3>1 ?fP1 I I, I I I I I I I I I I I I I I , I I M= + 1,599 - (634) - (136) + 121 + - + 133 1,083 (4) Determine maximum tensile-flexural stress: I f= T I (12t) - 6' M I (t^2) 11 - 260 -249 psi tension Comparison of this result with the values shown on Drawing NO.4 indicates a good factor of safety with 3,000 psi concrete. I Factor of Safety: 520 I 249 = 2.09 . REF: Lynch Manual Cast-In-Place Concrete Pipe Process. Tremont Equipment Co., Inc., Dixon, Califomia, 1980. ReDrint Jan.. 1990. Page 3 31"$ ~ I I I I I I I I I I I I I I I I I I I I STRUCTURAL CALCULATIONS I FLEXURAL STRENGTH FOR CI.P.P. UNDER STATIC SURCHARGE I I PROJECT: Paloma Del Sol TRACT: 241851 I LINE: "B" (Along De Portola Road) D= 48 inch = 4.00 teet R=. 26.5 inch = 2.21 teet t= 5 inch = 0.42 teet D'= 58 inch = 4.83 teet B= 59 inch = 4.92 teet H= 156 inch = 13.00 teet h, = 54 inch = 4.50 teet wp= 860 Ibs ww= 784 Ibs (1) Detennine the earth load on the pipe H/B= 13.00 teet 1 4.92 teet = 2.64 From Drawing No.7, Cd- 1.85 I Average density above pipe, w= 130 pct Wed = Cd . w . (B)^2 = 5,814 pit (2) Detennine live load on pipe from Table VIII I I Maximum load = 0.2 kips per lineal toot I Total vertical load = 5814 + 200 = 6,014 pit I Average density in upper 13 teet beside trench = 130 pct zu = k'w"H = 1/3 130 13 = 563 pst zl- k' w' = 1/3 130 - 43 pst (3) Computation of thrusts and moments at invert I (a) From vertical loads: Tv= + 0 Mv- + 0.125' V . R + 0.125 6,014 2.21 + 1660 Page 1 3~1 '?fl>o... I I I I I I I I I I I I I I I I I I I (b) From unifonn lateral load: I TLu= + 1.0 . zu . R + 1.0 I 563 2.21 + 1244 I MLu= - 0.25 . zu . R^2 - 0.25 563 2.21 ^2 - 687 (c) From triangular lateral load: TLt= + 1.375. zt. R^2 + 1.375 I 43 2.21 ^2 + 291 I MLt= - 0.292 . zt . R^3 - 0.292 43 2.21 ^3 - 136 (d) From weight of water in pipe: Tw= - 0.451 . ww - 0.451 I 784 - 354 I Mw'" + 0.070.ww. R + 0.070 784 2.21 + 121 (e) From head of water: Thl = - 31.2. hl . D - 31.2 5 4;00 - 561.6 Mhl= + 0 (f) From weight of pipe: Tp= + 0.027 . Wp + 0.027 I 860 + 23 I Mp= + 0.070. Wp . R + 0.070 860 2.21 + 133 (g) Total thrust and total moment: T= + - + 1.244 + 291 - (354) - (562) + 23 643 Page 2 31,0 ";J"I> I I I I I I I I I I I I I I I I I I I M" + 1.660 - (687) - (136) + 121 + - + 133 1,091 (4) Detennine maximum tensile-flexural stress: f" T I (12t) - 6*M/(t^2) 11 - 262 -251 psi tension Comparison of this result with the values shown on Drawing NO.4 indicates a good factor of safety with 3,000 psi concrete. I Factor of Safety: 520 I 251 " 2.07 , REF: Lynch Manual Cast-In-Place Concrete Pipe Process, Tremont Equipment Co., Inc., Dixon, California, 1980. ReDrint Jan., 1990. Page 3 .3b1 '?'\\ I I I I I I I I I !I I I I I I I I I I I STRUCTURAL CALCULATIONS I FLEXURAL STRENGTH FOR CI.P.P. UNDER STATIC SURCHARGE I I PROJECT: Paloma Del Sol TRACT: 24185 I LINE: "S" (Along De Portola Road) D= 48 inch = 4.00 feet R= 26.5 inch = 2.21 feet t= 5 inch = 0.42 feet D'= 58 inch = 4.83 feet S= 59 inch = 4.92 feet H= 126 inch = 10.50 feet h1 = 24 inch = 2.00 feet wp= 860 Ibs ww= 784 Ibs (1) Detennine the earth load on the pipe H/S= 10.50 feet I 4.92 feet = 2.14 I From Drawing No.7, Cd= 1.65 I Average density above pipe, w= 130 pcf Wed = Cd . w . (S)^2 = 5.185 plf (2) Determine live load on pipe from Table VIII I Maximum load = 0.23 kips per lineal foot I Total vertical load = 5185 + 230 = 5,415 plf I Average density in upper 11 feet beside trench = 130 pcf zu = k*w'*H = 1/3 130 11 = 455 psf zt= k' w' = 1/3 130 = 43 psf (3) Computation ofthrusts and moments at invert I (a) From vertical loads: Tv= + 0 Mv- + 0.125' V' R + 0.125 5,415 2.21 + 1495 Page 1 3b~ '? ,\-z, I I I I I I I I I I I I I. I I I I I I (b) From uniform lateral load: TLu = + 1.0 . zu . R + 1.0 455 2.21 + 1005 MLu= - 0.25 . zu . R^2 - 0.25 455 2.21 ^2 - 555 (c) From triangular lateral load: TLt= + 1.375' zt' R^2 + 1.375 43 2.21 ^2 + 291 MLt = - 0.292' zt' R^3 . 0.292 43 2.21 ^3 - 136 (d) From weight of water in pipe: Tw= - 0.451 . ww - 0.451 I 784 - 354 I Mw= + 0.070' ww' R + 0.070 784 2.21 + 121 (e) From head of water: Thl = - 31.2' hl . D - 31.2 2 4.00 - 249.6 Mhl = + 0 (f) From weight of pipe: Tp= + 0.027' wp + 0.027 I 860 + 23 I Mp= + 0.070 . Wp . R + 0.070 860 2.21 + 133 (g) Totalthrus1 and total moment: T= + - + 1.005 + 291 - (354) - (250) + 23 715 Page 2 36'3 '? '\~ I I I I I I I I I I I I ,I I. I I 'I I I M= + 1,495 - (555) - (136) + 121 + . + 133 1,058 (4) Detennine maximum tensile-flexural stress: I f= T/(12t) - 6' M / (t^2) 12 - 254 -242 psi tension Comparison of this result with the values shown on Drawing NO.4 indicates a good factor of safety with 3.000 psi concrete. I Factor of Safety: 520 / 242 = 2.15 , - REF: Lynch Manual Cast-In-Place Concrete Pipe Process, Tremont Equipment Co., Inc.. Dixon, Califomia, 1980. Reprint Jan.. 1990. Page 3 364- '?"\~ 59'2 oz - - __0 00 N CQ '" ..., ..., '" '" '" ... ... '" '" N :S>::: '" 0 '" ... '" N '" 0 ... '" N '" 0 ... t:1r1"~~ " : : : : : : : : : : : : : C'ltolZ .,oo,);l- .., ~toll:"' III o :0 <:r ., - '" > - - - ,.... ... - 0 CQ '" ..., ..., '" '" '" ... '" '" :l ... ... 0 '" '" co N '" '" 0 '" '" 0 : : : : : : : : : : : ... :r '" 10 - >z 'Otol 'Oz ." '" 00 - :l ... Z.,,:O: c-o - - - Ot<l- ....z ... - 0 CQ '" '" ..., '" '" '" ... '" '" 51.....0 XCf.! '" '" - ... ..., 0 '" '" co - ... ..., - D:"" 00,)'" : : : : : : : : : : : : : :s== .....0 II1tol o "'l _zo ., n"'l I:"' = ... 0<.., :r z> " l"'ltll =1:"' 00,) - tol ..., '" '" '" ::l:=Z ~. l"'l I I I I ...._0 IIJ -- - - - - :ll"'l:3: ...." - ..... ..... ..... ..... r+.....::t::1-l N CQ '" N ..., N '" N '" ... 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(Xl <D '" '" Ztll tTl 0 0 0 0 0 0 0 H;l>~ 3:L'tIl "0 C :<l H 3:"l "" ..., [TJ 'o\..~ I I I I I I I I I I I I I I I I I I I 6000 I _n_ _ --'. ! I I I / I / , ! ! , I / I : I / ! / , /1 RELATION BETWEEN ,/ I I I COMPRESSIVE AND FLEXURAL STRENGTHS OF CONCRETE I FOR LYNCH CAST -IN - PLACE I CONCRETE PIPE I 5000 Ul a. . .&:. - Ol . c: Q) -... - Cfl 4000 Q) > 'in ., Q) ... a. E o u >- 3000 2000 400 500: 600 700 Modulus of Rupture, psi I t 520 BOO Drawing 4 ?;9tP 2,n I I I I I I I I I I I I I I I I I I I I CIl o - :%:5 - o o - o c:: 4 10 9 8 7 Ditch Conditi n 6 3 '2.44 ~- - 2 o 0 2 Cd NeQctive- Projecting Condit ion H- De th of CQVer ft B= Width of Tr nCh, II h= Depth of Tr ch Above Pipe, ft p Projection R tiO,~ EARTH LOAD COEFFICIENTS FOR LYNCH CAST-iN-PLACE CONCRETE PI PE 5 6 J 1.78 :; 4 Coefficient DRAWING 7 ~~, ; 7 '?~\