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Home My WebLink AboutHydrology Storm Drain (Paloma Del Sol) I ~I I I I I I' I I I I I I I I I I J , .1 RCrF'fI':'"n fer]-. 11... . l= APR 2 ~ 1996 HYDROLOGY AND HYDRAULI~~RtEiBQRiJr 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 [j] APRIL 1996 IN 30764.000 \ I I I I I I I I I I I I I I I I I I 1 TABLE OF CONTENTS PAGE NO. I. INTRODUCTION II. HYDROLOGY III. PROPOSED MAINLINE STORM FACILITIES IV. CATCH BASIN DESIGN V. SOILS REPORT EXHIBITS "A" LOCATION MAP "B" SOILS MAP "C" STORM DRAIN LOCATION APPENDIX "A" 10 -AND 100- YEAR HYDROLOGY (RATIONAL METHOD) LINES A AND B - 100 YEAR LINES A AND B - 10 YEAR "B" HYDROLOGY MAP "C" CATCH BASIN DESIGN CALCULATIONS AND GUTTER CAP ACITY ANALYSIS "D" STORM DRAIN HYDRAULICS ANALYSIS ~ I I I I I I I I I I I I I I I I I I ,I I. INTRODUCTION This report includes the 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 ofTemecula, 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 100-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 off site 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. - 1 - '3 I I I I I I I I I I I I I' I I I I I I Temecula ,..--....-.....-........ '8 ~.. Rancho ......Calltomla .... .. .. .. .: Riverside Co. 7ll ............. ..................................... ................ I d lm<e ~ Skinner 7ll . r PrOject I Location 'I( Q Vail Lake San Diego Co. m A. REGIONAL MAP EXHIBIT A I I I I I I I I I I I I I I I I I I I II. HYDROLOGY In-Tract Hvdrolo~ 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 10-acres in size and less than 1.000 feet in length per County guidelines. 4. Pipe travel times were computed based on preliminary computer-estimated pipe sizes. A minimum pipe size of 18-inches were specified, and 90 percent of the actual pipe slope was assumed available for the pipe friction losses. 5. Standard intensity-duration curve data was taken from the County Hydrology Manual (values apply for Murrieta-Temecula and Rancho California areas). For the 100- vear analysis, the data specifies a lOO-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 10-minute rainfall intensity of 2.36 inches/hour and aID-year 60-minute rainfall intensity of 0.88 inches/hour. The resulting 10- and 10o-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 I I I I I I I I I I I I I I I I I I H UHIHX::f m> m o . ~ :II .. :I: c: en i:l jn o ~ c " . z Cl r- m . ;ll n :I: . Z Cl . <T) I I I I I I I I I I I I I I I I I I I III. 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 - "\ I I I I I I I I I I I I I I I I I o SlDrm Drain Pipe Alignment G Direction of Flow I I @ I Pipe Indentification rn=-- 1200' - I ~ , I , . . ....~ TT 241118 n24'87 TT 241.. TT 24"5 TT 24182 EXHIBIT C PALOMA DEL SOL, EAST Tract 24185 Storm Drain Schematic <<6 I I I I 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% 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 of building pads. Detailed catch basin, street capacity, and gutter capacity design calculations are included in Appendix "C". - 4 - .C\ 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 10-year flow conditions. The computer program "Water Surface Pressure Gradient" (WSPG), published by the Los Angeles County Flood Control District (LACFCD), capable of analyzing systems of pipes under partial, full or pressure flow conditions, was used for design. The WSPG 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 I I I I I I I I I I I I I I I I I I 100 YEAR HYDROLOGY (RATIONAL METHOD) \'\ 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 I 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 ************************** * PALOMA DEL SOL * * TRACT 24185 - STORM DRAIN - LINES "A" AND "B" * * 100 YEAR HYDROLOGY * ************************************************************************** I 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 1-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 ~S CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "EE.1" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 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 (ACRES) = 2.30 12.437 3.209 I I .8504 I TOTAL RUNOFF(CFS) = 6.28 I \ -z.. 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-2" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)J**.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)J**.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. I ** PEAK STREAM NUMBER 1 2 FLOW RATE RUNOFF (CFS) 17.19 17.20 TABLE ** TIME (MIN.) 12.23 12.44 INTENSITY (INCH/HOUR) 3.238 3.209 I COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA (ACRES) = ESTIMATES ARE = 17.19 6.30 AS FOLLOWS: Tc (MIN.) = 12.23 I I \'!> 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 CROSSFALL GRADEBREAK = 18.00 INTERIOR STREET CROSS FALL (DECIMAL) .017 OUTSIDE STREET CROSSFALL(DEClMAL) = .017 I SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 I **TRAVELTlME COMPUTED USING MEAN FLOW (CFS) = 22.77 STREET FLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .42 HALFSTREET FLOODWIDTH(FEET) = 17.11 AVERAGE FLOW VELOCITY(FEET/sEC.) = 4.36 PRODUCT OF DEPTH&VELOCITY = 1.84 STREETFLOW TRAVELTIME (MIN) = 2.03 TC(MIN) 14.25 I I 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.986 SOIL CLASSIFICATION IS "c" 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 STREET FLOW 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 STREET FLOW 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 CROSS FALL (DECIMAL) = .017 OUTSIDE STREET CROSS FALL (DECIMAL) = .017 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 I **TRAVELTlME COMPUTED USING MEAN FLOW (CFS) = 35.32 ***STREET FLOWING "FULL*** STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEETI = .48 HALFSTREET FLOODWIDTH(FEET) = 20.00 AVERAGE FLOW VELOCITY(FEET/sEC.) = 4.75 PRODUCT OF DEPTH&VELOCITY = 2.28 STREET FLOW TRAVELTIME (MIN) = 3.37 TC(MIN) = 17.62 I I 100.00 YEAR RAINFALL INTENSITY (INCH/HOUR) 2.671 SOIL CLASSIFI,CATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8423 SUBAREA AREA(ACRES) = 6.20 SUBAREA RUNOFF(CFS) = 13.95 I I \bt. I I I SUMMED AREA(ACRES):" 16.90 TOTAL RUNOFF(CFS): 42.27 END OF SUBAREA STREET FLOW 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 ********************.******************************************************* 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 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: .013 ESTIMATED PIPE DIAMETER (INCH) : 27.00 NUMBER OF PIPES: PIPEFLOW THRU SUBAREA (CFS) : 42.27 TRAVEL TIME(MIN.): ,.21 TC(MIN.): 17.84 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 AREA(ACRES): 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 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 12.226 100.00 YEAR RAINFALL INTENSITY (INCH/HOUR) 3.238 SOIL CLASSIFICATION IS "Cn CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT' . 8508 SUBAREA RUNOFF(CFS): 12.67 TOTAL AREA(ACRES) : 4.60 TOTAL RUNOFF(CFS) : 12.67 I I I **************************************************************************** I FLOW PROCESS FROM NODE 552.50 TO NODE 553.00 IS CODE: 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< AREA "EE-S" I ============================================================================ UPSTREAM ELEVATION : 1209.40 DOWNSTREAM ELEVATION : 1186.90 I \'5 I I STREET LENGTH(FEET) = 630.00 STREET HALFWIDTH(FEET) = 20.00 CURB HEIGTH(INCHES) = 6. 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) 21.10 STREETFLOW 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 TRAVELTlME(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 STREET FLOW 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 CROSSFALL GRADE BREAK INTERIOR STREET CROSS FALL (DECIMAL) = .017 OUTSIDE STREET CROSSFALL(DEClMAL) = .017 18.00 I SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 I "TRAVELTIME COMPUTED USING MEAN FLOW (CFS) = 31.05 STREET FLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .42 HALFSTREET FLOODWIDTH(FEET) = 17.11 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.95 PRODUCT OF DEPTH&VELOCITY = 2.51 STREET FLOW TRAVELTlME(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.B.'s "A-10" & "A-11" I I I **************************************************************************** I \1. 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 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 49.75 15.34 2.873 2 54.64 17.84 2.653 I COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) TOTAL AREA (ACRES) = ESTIMATES ARE = 54.64 22.00 AS FOLLOWS: Tc (MIN.) = 17.84 I **************************************************************************** I FLOW PROCESS FROM NODE 553.80 TO NODE 553.90 IS CODE = 3 I >>>>>COMPUTE PIPEFLOW 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 DLAMETER(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 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< I ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 18.00 RAINFALL INTENSITY(INCH/HR) = 2.64 I \"'\ I I TOTAL STREAM AREA(ACRES) = 22.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 54.64 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) = 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 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 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. ) = .013 NUMBER OF PIPES = 1 I 18.06 I ************************************************~*************************** FLOW PROCESS FROM NODE 553.90 TO NODE 554.00 IS CODE = 1 I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< I \If.. 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 ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K.[(LENGTH**3)/(ELEVATION CHANGE)] **.2 INITI~ SUBAREA FLOW-LENGTH = 850.00 UPSTREAM ELEVATION = 1202.40 DOWNSTREAM ELEVATION = 1171.80 ELEVATION DIFFERENCE = 30.60 TC = .359*[( 850.00**3)/( 30.60)J**.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.S.'s "A-B" & "A-9" 16.29 I 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 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 54.75 10.37 3.531 2 79.12 18.06 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 PIPE FLOW 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 PIPE FLOW 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 1 PIPEFLOW THRU SUBAREA (CFS) 79.12 TRAVEL TIME(MIN.) = .41 TC(MIN.) = 18.47 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 = 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT SUBAREA RUNOFF(CFS) = 16.61 TOTAL AREA(ACRES) = 5.70 11.041 3.417 I I .8530 I TOTAL RUNOFF(CFS) = 16.61 I **************************************************************************** FLOW PROCESS FROM NODE 551.55 TO NODE 554.20 IS CODE = 6 >>>>>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<< AREA "EE.9" I ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I 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 CROSS FALL (DECIMAL) .017 OUTSIDE STREET CROSS FALL (DECIMAL) = .017 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 2 I **TRAVELTIME COMPUTED USING MEAN FLOW (CFS) STREET FLOW MODEL RESULTS: 21. 59 I '20 I I I STREET FLOWDEPTH(FEET) = .42 HALFSTREET FLOODWIDTH(FEET) = 17.11 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.14 PRODUCT OF DEPTH&VELOCITY = 1.74 STREETFLOW TRAVELTIME(MIN) = 2.74 TC(MIN) = 13.78 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) 10.06 SUMMED AREA(ACRES) = 9.60 TOTAL RUNOFF(CFS) 26.67 END OF SUBAREA STREET FLOW 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" 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. '5 "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 I I COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) TOTAL AREA (ACRES) = ESTIMATES ARE 97.55 40.20 AS FOLLOWS: Tc (MIN.) = 18.47 I **************************************************************************** FLOW PROCESS FROM NODE 554.20 TO NODE 555.00 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 25.7 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 19.6 I 1.\ I I UPSTREAM NODE ELEVATION = DOWNSTREAM NODE ELEVATION FLOWLENGTH(FEET) = 60.00 ESTIMATED PIPE DIAMETER (INCH) PIPEFLOW THRU SUBAREA (CFS) TRAVEL TIME (MIN.) = .05 1139.00 1136.50 MANNING'S N = 33.00 97.55 TC(MIN.) = = .013 NUMBER OF PIPES = 1 I 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 GRADEBREAK INTERIOR STREET CROSSFALL(DECIMAL) .017 OUTSIDE STREET CROSS FALL (DECIMAL) .017 18.00 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 STREETFLOW TRAVELTIME(MIN) = 2.28 TC(MIN) = 17.62 I 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 STREETFLOW HYDRAULICS: DEPTH (FEET) = .30 HALFSTREET FLOODWIDTH(FEET) = 10.17 FLOW VELOCITY(FEET/SEC.l = 4.12 DEPTH*VELOCITY = 1.25 2.671 1.12 4.12 I **************************************************************************** I FLOW PROCESS FROM NODE 553.90 TO NODE 555.00 IS CODE = 1 I '2)- 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 I COMPUTED CONFLUENCE PEAK FLOW RATE (CFS ) TOTAL AREA (ACRES) = ESTIMATES ARE 8.43 3.60 AS FOLLOWS: Tc (MIN.) = 13.78 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 -z,!J 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 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" **************************************************************************** FLOW PROCESS FROM NOD~ 554.00 TO NODE 555.20 IS CODE = 6 I >>>>>COMPUTE STREETFLOW 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 CROSS FALL (DECIMAL) .017 OUTSIDE STREET CROSSFALL(DECIMAL) .017 I SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 1 I "TRAVELTIME COMPUTED USING MEAN FLOW (CFS) STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .32 HALFSTREET FLOODWIDTH(FEET) = 11.33 5.67 I 7A I I AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.68 PRODUCT OF DEPTH&VELOCITY = 1.51 STREETFLOW TRAVELTlME(MIN) = 2.74 TC(MIN) = 18.08 I I 100.00 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.635 SOIL CLASSIFICATION IS "Cn 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 I **************************************************************************** FLOW PROCESS FROM NODE 554.00 TO NODE 555.20 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.) 18.08 RAINFALL INTENSITY (INCH/HR) = 2.63 TOTAL STREAM AREA(ACRES) = 3.60 PEAK FLOW.RATE(CFS) AT CONFLUENCE = 8.32 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) 1 110.17 18.08 2.635 2 112.96 18.60 2.596 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 PIPEFLOW 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 = 1 PIPEFLOW THRU SUBAREA(CFS) = 112.96 TRAVEL TIME (MIN.) = .04 TC(MIN.) 18.64 I I **************************************************************************** FLOW PROCESS FROM NODE 555.20 TO NODE 556.00 IS CODE = 1 I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< I -z.-S I I ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 18.64 RAINFALL INTENSITYIINCH/HR) = 2.59 TOTAL STREAM AREAIACRES) = 47.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 112.96 I **************************************************************************** I FLOW PROCESS FROM NODE .04 TO NODE 556.10 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "EE-9.1" I ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH*.3)/IELEVATION 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 = 9.872 100.00 YEAR RAINFALL INTENSITYIINCH/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 I I I **************************************************************************** FLOW PROCESS FROM NODE 556.10 TO NODE 556.20 IS CODE = 6 I I >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< AREA "EE-10" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION = STREET LE~GTHIFEET) = STREET HALFWIDTH(FEET) 1146.00 550.00 = 20.00 DOWNSTREAM ELEVATION = CURB HEIGTHIINCHES) = 6. 1140.00 I DISTANCE FRpM CROWN TO CROSS FALL GRADEBREAK INTERIOR STREET CROSSFALL(DECIMAL) = .017 OUTSIDE STREET CROSSFALL(DECIMAL) = .017 18.00 SPEcIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 I **TRAVELTIME COMPUTED USING MEAN FLOW (CFS) = 17.07 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .44 HALFSTREET FLOODWIDTHIFEET) = 18.27 AVERAGE FLOW VELOCITYIFEET/sEC.) = 2.89 PRODUCT OFDEPTH&VELOCITY = 1.27 STREET FLOW TRAVELTIME (MIN) = 3.18 TC(MIN) 13.05 I I 100.00 YEAR RAINFALL INTENSITY (INCH/HOUR) 3.129 SOIL CLASSIFICATION IS "Cn CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT .8494 SUBAREA AREAIACRES) = 2.80 SUBAREA RUNOFF (CFS) = 7.44 SUMMED AREA(ACRES) = 7.10 TOTAL RUNOFF(CFS) 20.77 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .46 HALFSTREET FLOODWIDTH(FEET) 19.42 FLOW VELOCITY(FEET/sEC.) = 3.12 DEPTH*VELOCITY = 1.44 C.So'S "A-3 & "A-4" I I I 1Jr I I .*************************************************************************** FLOW PROCESS FROM NODE 556.20 TO NODE 556.00 IS CODE = 3 I >>>>>COMPUTE PIPE FLOW 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 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 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 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< I ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 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 'l-'\. 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 = 10.678 100.00 YEAR RAINFALL INTENSITY (INCH/HOUR) 3.478 SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8537 SUBAREA RUNOFF(CFS) = 13.66 TOTAL AREA(ACRES) = 4.60 TOTAL RUNOFF(CFS) = 13.66 I I I **************************************************************************** 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 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) = 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 TRAVELTIME(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 -z,\ 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 CROSSFALL GRADE BREAK = 18.00 INTERIOR STREET CROSS FALL (DECIMAL) = .017 OUTSIDE STREET CROSSFALL(DECIMAL) = .017 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 2 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 STREETFLOW 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 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 ?--'\ 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 PIPEFLOW 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 CLASSIFICATION 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 '?P 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 GRADEBREAK INTERIOR STREET CROSSFALL(DECIMAL) = .017 OUTSIDE STREET CROSSFALL(DECIMAL) .017 18.00 I SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 I **TRAVELTIME COMPUTED USING MEAN FLOW (CFS) 6.84 STREET FLOW MODEL RESULTS: .STREET FLOWDEPTH(FEET) = .34 HALFSTREET FLOODWIDTH(FEET) = 12.48 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.73 PRODUCT OF DEPTH&VELOCITY = 1.62 STREET FLOW TRAVELTIME (MIN) = 1.34 TC(MIN) = 12.72 I I 100.00 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.171 SOIL CLASSIFICATION IS lie" 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 STREETFLOW HYDRAULICS: DEPTH (FEET) = .34 HALFSTREET FLOODWIDTH(FEET) 12.48 FLOW VELOCITYIFEET/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 I 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 "C" I I I '3\ 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 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. I ** PEAK STREAM NUMBER 1 2 FLOW RATE RUNOFF (CFS) 11. 82 13.02 TABLE ** TIME (MIN.) 7.82 12.72 INTENSITY (INCH/HOUR) 4.098 3.171 I I COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA (ACRES) = ESTIMATES ARE = 13.02 4.60 AS FOLLOWS: Tc (MIN.) = 12.72 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 3~ I I I PIPEFLOW THRU SUBAREA(CFS) = TRAVEL TIME (MIN.) = .08 171.97 TC (MIN. ) 19.04 **************************************************************************** I FLOW PROCESS FROM NODE 560.00 TO NODE 561.00 IS CODE = 10 >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 3 <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ***************************************************k************************ 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)J**.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" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 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 GRADEBREAK INTERIOR STREET CROSS FALL (DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 30.00 I SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 I **TRAVELTIME COMPUTED USING MEAN FLOW (CFS) = 8.15 STREET FLOW 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 TRAVELTIME (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 ~~ I I FLOW VELOCITY(FEET/SEC.) = 5.48 DEPTH*VELOCITY = 2.17 I C.B. "8-3" **************************************************************************** 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. "8-3" 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 "0" 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 ~ 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: FROM A.D. 159 UNE .C. TC(MIN) = 13.60 RAIN INTENSITY(INCH/HOUR) = 3.06 TOTAL AREA(ACRES) = 4.10 TOTAL RUNOFF(CFS) = 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.) = .013 NUMBER OF PIPES = 1 I 16.63 I **************************************************************************** FLOW PROCESS FROM NODE 574.00 TO NODE 576.10 IS CODE = 3 I I I ~-{ I I >>>>>COMPUTE PIPEFLOW 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 TIME (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-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 = 10.014 100.00 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 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 I RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. I f}J. I I * * PEAK STREAM NUMBER 1 2 FLOW RATE RUNOFF (CFS) 65.29 111. 33 TABLE u TIME (MIN.) 10.01 17.37 INTENSITY (INCH/HOUR) 3.597 2.691 I 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. "8-3" **************************************************************************** FLOW PROCESS FROM NODE 71.00 TO NODE 574.00 IS CODE = 6 I >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< AREA "8-3" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 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 GRADEBREAK INTERIOR STREET CROSSFALL(DECIMAL) = .020 30.00 I '!I'\. I I 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 I I 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 STREET FLOW HYDRAULICS: DEPTH (FEET) = .37 HALFSTREET FLOODWIDTH(FEET) = 12.20 FLOW VELOCITY(FEET/SEC.) = 5.79 DEPTH*VELOCITY = 2.14 I I **************************************************************************** FLOW PROCESS FROM NODE 574.00 TO NODE 576.00 IS CODE = 6 I I >>>>>COMPUTE STREET FLOW 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 GRADEBREAK INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSS FALL (DECIMAL) = .020 36.00 SPECIFIE~ NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 I **TRAVELTIME COMPUTED USING MEAN FLOW (CFS) 11.10 STREETFLOW MODEL RESULTS: NOTE: STREETFLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREETFLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET, FLOWDEPTH(FEET) = .52 HALFSTREET FLOODWIDTH(FEET) = 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 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 STREET FLOW HYDRAULICS: DEPTH (FEET) = .54 HALFSTREET FLOODWIDTH(FEET) = 20.61 FLOW VELOCITY(FEET/SEC.) = 2.96 DEPTH*VELOCITY = 1.59 I I "**************************************************************************** I FLOW PROCESS FROM NODE 574.00 TO NODE 576.00 IS CODE = 1 I ~, 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)J**.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 10.493 100.00 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 FLOW PROCESS FROM NODE .09 TO NODE 576.00 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.) = 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 C.B. "B-2" **************************************************************************** I FLOW PROCESS FROM NODE 576.00 TO NODE 576.00 IS CODE = 11 I ~ 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 PIPE FLOW 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 = .013 ESTIMATED PIPE DIAMETER(INCH) 57.00 NUMBER OF PIPES PIPEFLOW THRU SUBAREA (CFS) = 128.34 TRAVEL TIME(MIN.) = .22 TC(MIN.) 17.78 1 I I **************************************************************************** FLOW PROCESS FROM NODE 561. 00 TO NODE 561.00 IS CODE = 11 I I >>>>>CONFLUENCE MEMORY BANK # 3 WITH THE MAIN-STREAM MEMORY<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I * * PEAK FLOW RATE TABLE ** STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 288.96 17.78 2.658 2 295.78 19.04 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 END OF STUDY SUMMARY: PEAK FLOW RATE(CFS) = 295.78 TOTAL AREA (ACRES) = 124.00 Tc (MIN.) = 19.04 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF RATIONAL METHOD ANALYSIS TO TRACT 24182- UNE "A" I I I I Dp I I I I I I I I I I I I I I I I I I I 10 YEAR HYDROLOGY (RATIONAL METHOD) 1:....... 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 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 ************************** * PALOMA DEL SOL * * TRACT 24185 - STORM DRAIN - LINES "A" AND "B" * * 10 YEAR' HYDROLOGY * ...*...*.........*..**..**....*.**..*..******.**...*..******************** I FILE NAME: 24l85AlO.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(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 = 10.00 I-HOUR INTENSITY (INCH/HOUR) = .8888 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 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 INITIAL SUBAREA FLOW-LENGTH = 72,0.00 UPSTREAM 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 A.:z. 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 **************************************************************************** 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 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 PROC~SS 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 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 COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) TOTAL AREA(ACRES) = ESTIMATES ARE AS FOLLOWS: = 11.06 Tc(MIN.) = 6.30 12.23 I I ~~ 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 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) = 14.58 STREETFLOW 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 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 **************************************************************************** FLOW PROCESS FROM NODE 553.40 TO NODE 553.60 IS CODE = 6 I >>>>>COMPUTE STREET FLOW 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 CROSS FALL (DECIMAL) .017 OUTSIDE STREET CROSS FALL (DECIMAL) = .017 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 I **TRAVELTIME COMPUTED USING MEAN FLOW (CFS) = 22.43 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .42 HALFSTREET FLOODWIDTH(FEET) = 17.11 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.30 PRODUCT OF DEPTH&VELOCITY = 1.81 STREET FLOW TRAVELTIME(MIN) = 3.72 TC(MIN) = 18.35 I I 10.00 YEAR RAINFALL INTENSITY (INCH/HOUR) = 1.706 SOIL CLASSIFICATION IS "c" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT .8181 SUBAREA AREA(ACRES) = 6.20 SUBAREA RUNOFF(CFS) 8.65 SUMMED AREA(ACRES) = 16.90 TOTAL RUNOFF (CFS) = 26.74 I I 4A.. 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.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 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 "EE-S" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 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 "EE-S" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I UPSTREAM ELEVATION = 1209.40 STREET LENGTH (FEET) = 630.00 DOWNSTREAM ELEVATION = 1186.90 CURB HEIGTH(INCHES) = 6. I 6;S I I STREET HALFWIDTH(FEET) = 20.00 I DISTANCE FROM CROWN TO CROSSFALL GRADE BREAK = 18.00 INTERIOR STREET CROSS FALL (DECIMAL) = .017 OUTSIDE STREET CROSSFALL(DEClMAL) = .017 I SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 I **TRAVELTlME COMPUTED USING MEAN FLOW (CFS) = 13.47 STREETFLOW 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) = 10.76 SUMMED AREA(ACRES) = 11.30 TOTAL RUNOFF(CFS) = 18.91 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = .38 HALFSTREET FLOODWIDTH(FEET) 14.80 FLOW VELOCITY(FEET/SEC.) = 4.77 DEPTH*VELOCITY = 1.82 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 CROSSFALL GRADE BREAK INTERIOR STREET CROSS FALL (DECIMAL) = .017 OUTSIDE STREET CROSSFALL(DEClMAL) .017 18.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 2 I **TRAVELTlME COMPUTED USING MEAN FLOW (CFS) = 19.92 STREET FLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .36 HALFSTREET FLOODWIDTH(FEET) = 13.64 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.85 PRODUCT OF DEPTH&VELOCITY = 2.12 STREETFLOW TRAVELTIME (MIN) = .85 TC(MIN) 15.34 I I 10.bo YEAR RAINFALL INTENSITY (INCH/HOURI = 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.S:S "A-fO" & "A-ff" I I I **********************************************************************~***** FLOW PROCESS FROM NODE 553.90 TO NODE 553.80 IS CODE = 7 I ~~ 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.ff" ....................***...............................********************** I FLOW PROCESS FROM NODE 553.90 TO NODE 553.80 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCEDSTREAM 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 I COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) TOTAL AREA (ACRES) = ESTIMATES ARE = 36.18 23.20 AS FOLLOWS: Tc (MIN.) = 18.59 **************************************************************************** I FLOW PROCESS FROM NODE 553.80 TO NODE 553.90 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED 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 41. 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 FLOW RATE TABLE ** STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 40.07 15.34 1. 883 2 45.58 18.77 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 4~ 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-S" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 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*[1 850.00**3)/( 30.60)]**.2 10.372 10.00 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.336 SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8357 SUBAREA RUNOFF(CFS) = 10.54 TOTAL AREA(ACRES) = 5.40 TOTAL RUNOFF (CFS) = C.S.'s "A-S" & "A.9" 10.54 I I 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 CONFLUENCS 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 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 COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) TOTAL AREA(ACRES) = ESTIMATES ARE = 53.17 34.90 AS FOLLOWS: Tc (MIN.) = 18.84 I **************************************************************************** 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 A,Q" I 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 TlME(MIN.) = .45 TC(MIN.) = 19.29 = .013 NUMBER OF PIPES = 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.) = 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-B.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)J**.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 STREETFLOW 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(INCHES) = 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 I SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 2 **TRAVELTlME COMPUTED USING MEAN FLOW (CFS) = 13.90 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .38 I 9 I I HALFSTREET FLOODWIDTH(FEET) = 14.80 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.51 PRODUCT OF DEPTH&VELOCITY = 1.34 STREETFLOW TRAVELTIME(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 . 9 0 SUBAREA RUNOFF (CFS) 6. 31 SUMMED AREA(ACRES) = 9.60 TOTAL RUNOFF(CFS) = 17.04 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-6" & "A-T" 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-6" & "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 I ** PEAK STREAM NUMBER 1 2 FLOW RATE RUNOFF (CFS) 54.43 65.96 TABLE ** TIME (MIN.) 14.27 19.29 INTENSITY ( INCH/HOUR) 1. 960 1.660 I COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) TOTAL AREA(ACRES) = ESTIMATES ARE = 65.96 43.40 AS FOLLOWS: Tc (MIN.) = 19.29 I **************************************************************************** FLOW PROCESS FROM NODE 554.20 TO NODE 555.00 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 20.9 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 18.1 UPSTREAM NODE ELEVATION = 1139.00 I "5\ I 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 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.Z" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 600.00 UPSTREAM ELEVATION = 1171.90 DOWNSTREAM ELEVATION = 1146.00 ELEVATION DIFFERENCE = 25.90 TC = .359*[( 600.00**3)/( 25.90)]**.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 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 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 *******************~******************************************************** 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(ACRES) = 1.10 TOTAL RUNOFF (CFS) = 1.90 FLOWBY FLOWS FROM C.B. s "A-6" & "A-T" I **************************************************************************** FLOW PROCESS FROM NODE 554.20 TO NODE 555.00 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.) = 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 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 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 PIPE FLOW 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 S?J I 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 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 = 9.537 10.00 YEAR RAINFALL INTENSITY (INCH/HOUR) 2.447 SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT .8380 SUBAREA RUNOFF(CFS) = 4.92 TOTAL AREA{ACRES) = 2.40 TOTAL RUNOFF(CFS) = 4.92 I I 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.) 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 COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA(ACRES) = ESTIMATES ARE = 71. 59 47.40 AS FOLLOWS: Tc (MIN.) = 19.43 I **************************************************************************** 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 ~ I 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.) = 19.48 = .013 NUMBER OF PIPES 1 I 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) = 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 = .35Q*[( 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 STREETFLOW 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 GRADEBREAK INTERIOR STREET CROSSFALL(DEClMAL) .017 OUTSIDE STREET CROSS FALL (DECIMAL) = .017 18.00 I I SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 2 **TRAVELTlME COMPUTED USING MEAN FLOW(CFS) 11.03 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .38 I ~:S" 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 I 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 STREETFLOW HYDRAULICS: DEPTH (FEET) = .40 HALFSTREET FLOODWIDTH(FEET) - 15.95 FLOW VELOCITY(FEET/SEC.) = 2.93 DEPTH'VELOCITY = 1.18 C.B. ~ -A-3 & -A-4- I I **************************************************************************** FLOW PROCESS FROM NODE 556.20 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 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 I **************************************************************************** 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<<<<< . ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- .. 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 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 63.20 13.55 2.017 2 82.56 19.48 1. 651 I . COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) TOTAL AREA (ACRES) = ESTIMATES ARE = 82.56 54.50 AS FOLLOWS: Tc (MIN.) = 19.48 I **************************************************************************** I FLOW PROCESS FROM NODE 556.00 TO NODE 558.50 IS CODE = 3 I ~ 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 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 **************************************************************************** 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 = 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 I >>>>>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<< AREA "EE-12" ============================================================================ 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 CROSSFALL(DECIMAL) = .017 OUTSIDE STREET CROSS FALL (DECIMAL) .017 I SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 I ~'\. I I I **TRAVELTlME COMPUTED USING MEAN FLOW (CFS) = 12.83 STREET FLOW 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) = 1.918 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 7.91 16.74 I 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(DEClMAL) = .017 OUTSIDE STREET CROSS FALL (DECIMAL) = .017 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 2 I **TRAVELTIME COMPUTED USING MEAN FLOW (CFS) = 19.11 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .40 HALFSTREET FLOODWIDTH(FEET) = 15.95 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.18 PRODUCT OF DEPTH&VELOCITY = 1.68 STREET FLOW 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 STREET FLOW HYDRAULICS: DEPTH (FEET) = .40 HALFSTREET FLOODWIDTH(FEET) = 15.95 FLOW VELOCITY(FEET/SEC.) = 4.70 DEPTH*VELOCITY = 1.89 I I I I C.B. "A.2" ****************************************~*********************************** FLOW PROCESS FROM NODE 558.00 TO NODE 558.50 IS CODE = 3 >>>>>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 ~ 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 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 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 PIPE FLOW 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 ~ 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 11.386 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.219 SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8330 SUBAREA RUNOFF(CFS) 4.07 TOTAL AREA(ACRES) = 2.20 TOTAL RUNOFF (CFS) = 4.07 I I 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 I UPSTREAM ELEVATION = STREET LENGTH(FEET) = STREET HALFWIDTH(FEET) 1134.00 380.00 = 20.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. 1118.00 DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK INTERIOR STREET CROSS FALL (DECIMAL) = .017 OUTSIDE STREET CROSS FALL (DECIMAL) .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 TRAVELTIME(MIN) = 1.44 TC(MIN) 12.82 I 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 STREETFLOW HYDRAULICS: DEPTH (FEET) = .30 HALFSTREET FLOODWIDTH(FEET) = 10.17 FLOW VELOCITY(FEET/SEC.) = 4.75 DEPTH*VELOCITY = 1.44 2.079 .69 4.76 I **************************************************************************** FLOW PROCESS FROM NODE 556.50 TO NODE 560.00 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.) = 12.82 RAINFALL INTENSITY (INCH/HR) = 2.08 TOTAL STREAM AREA(ACRES) = 2.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.76 I I G,o 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)J**.2 = 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) SOIL CLASSIFICATION IS "C" 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 (..\. I I I I I I I I I I . . .. I I I I I I TOTAL AREA (ACRES) = 71.90 *****************************************************..********************* FLOW PROCESS FROM NODE 560.00 TO NODE 3 561.00 IS CODE = >>>>>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.) = 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 = .0-13 NUMBER OF PIPES = 1 *******************************************.******************************** FLOW PROCESS FROM NODE 560.00 TO NODE 561.00 IS CODE = 10 >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 3 <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- **************************************************************************** FLOW PROCESS FROM NODE .10 TO NODE 2 70.00 IS CODE = >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "8-1" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 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 10.00 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 3.75 TOTAL RUNOFF(CFS) **************************************************************************** FLOW PROCESS FROM NODE 70.00 TO NODE 71.00 IS CODE = .6 >>>>>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<< AREA "8-2" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION = STREET LENGTH (FEET) = STREET HALFWIDTH(FEET) 1205.70 970.00 = 43.00 1169.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. DISTANCE FROM CROWN TO CROSS FALL GRADE BREAK 30.00 INTERIOR STREET CROSS FALL (DECIMAL) = .020 OUTSIDE STREET CROSS FALL (DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 1 (,2- I I I **TRAVELTIME 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 TRAVELTIME(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 STREETFLOW 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 "D" 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 Ce~ 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 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< I ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 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 LINE .C. 8.30 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) = 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.) = 16.08 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 I DEPTH OF FLOW IN 27.0 INCH PIPE IS 22.0 INCHES PIPE FLOW 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 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 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 "c" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8819 SUBAREA RUNOFF(CFS} = 1.26 TOTAL AREA(ACRES) = .60 TOTAL RUNOFF(CFS) = 1.26 I I I C.B. "8-1" I G6 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 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 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 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 *************************,*************************************************** 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 G4 I I USER-SPECIFIED'VALUES ARE AS FOLLOWS: TC(MIN) = 13.69 RAIN INTENSITY(INCH/HOUR) 2.01 TOTAL AREA(ACRES) = 1.00 TOTAL RUNOFF (CFS) = 1.90 FLOWBY FLOW FROM C.B. "B-3" I I **********************************.***************************************** F~OW 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 OUTSIDE STREET CROSS FALL (DECIMAL) .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 1 I **TRAVELTIME COMPUTED USING MEAN FLOW (CFS) = 3.39 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .28 HALFSTREET FLOODWIDTH(FEET) = 7.66 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.80 PRODUCT OF DEPTH&VELOCITY = 1.34 STREETFLOW TRAVELTIME (MIN) = 3.12 TC(MIN) 16.81 I I I 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.791 SOIL CLASSIFICATION IS "e" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8774 SUBAREA AREA(ACRES) = 1.90 SUBAREA RUNOFF(CFS) = 2.99 SUMMED AREA(ACRES) = 2.90 TOTAL RUNOFF(CFS) 4.89 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .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 STREETFLOW TRAVELTIME THRU SUBAREA<<<<< AREA "8-4" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I 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 I SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 1 I **TRAVELTIME COMPUTED USING MEAN FLOW (CFS) 6.01 STREETFLOW 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 ~~ 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 STREETFLOW 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 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I 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-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 10.00 YEAR RAINFALL INTENSITY (INCH/HOUR) 2.321 SOIL CLASSIFICATION IS "c" 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 >>>>>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.) = 10.49 RAINFALL INTENSITY(INCH/HR) = 2.32 TOTAL STREAM AREA(ACRES) = 5.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.89 I RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. I ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TIME INTENSITY I C.% I I (CFS) 13.59 14.04 (MIN.) 10.49 20.25 NUMBER 1 2 I (INCH/HOUR) 2.321 1. 616 COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA(ACRES) = ESTIMATES ARE = 13.59 9.60 10.49 I AS FOLLOWS: Tc (MIN.) = 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 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- .** PEAK STREAM NUMBER 1 2 FLOW RATE RUNOFF (CFS) 56.14 82.52 TABLE * * TIME (MIN. ) 10.49 17.85 I I COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) TOTAL AREA (ACRES) = ESTIMATES ARE 82.52 52.10 I INTENSITY (INCH/HOUR) 2.321 1. 733 AS FOLLOWS: Tc (MIN.) = 17.85 FLOW PROCESS FROM NODE **************************************************************************** 561.00 IS CODE = I 576.00 TO NODE 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 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 I I I 1 FLOW PROCESS FROM NODE **************************************************************************** 561.00 IS CODE = 11 I 561.00 TO NODE >>>>>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 I COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) TOTAL AREA (ACRES) = ESTIMATES ARE = 185.10 124.00 19.93 I INTENSITY (INCH/HOUR) 1. n.9 1. 630 AS FOLLOWS: Tc (MIN.) = ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF STUDY SUMMARY: PEAK FLOW RATE(CFS) = 185.10 TOTAL AREA(ACRES) = 124.00 I I TC (MIN.) = 19.93 Gt 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" 10 I I I' I I I I I I I I I I I I I I I I HYDROLOGY MAP "\l 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 1'2- I I I I I I I I I I I I I I I I I I I ~ \ 'P '< ~ 't '< ~ ~\ ~ 0 J\ ':, tn \\~ ~ C.9. "'8~ . ) / o \\ \;,l \ t\ ~ ,.." "'} , ?i; o n ... '" \ C.B.OA-12' 7'" ~ Cl n ... .", t~ / Q ~'f' (,10 ~ \ C.9. '..go . ~'_ '~.. C,e.'A.'" ~\Io 0' !o *,,- ,/ ~c.fS rY"'/" /' a'~;ro // ri-'S o,<!'jk:. EJ Catch Basin ~ Flow By ~ PALOMA DEL SOL TRACT 24185 Street Flow Exhibit 1~ I I I I I I I I I I I I I I I I I I I s~. p.~~\:. p.o\:.\.. 0, ' '\~ f,.~ C.B. . .5' 1 F.B. ~s.~ .,' O'OO-5:ZCfS ~o ~~ ~"" ~ ~.S'~ "'- .S' J: II / ~ Catch Basin @] Flow By ~ oV.\\I\:. CO\?lp. p.\.. / ;/ / ~20 cFs ur.aoo ;}. PALOMA DEL SOL TRACT 24185 Street Flow Exhibit "V\ 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: Trnct 2'+185 Catch Basin Number: lA-I' 10-year Discharge (from Rational Method) (cis): B,lt lOO-year Discharge (from Rational Method) (cis): /3.5 Carryover from C.B. No. ~A = (cis): p Total Design Discharge (cis): J3.E Maximum Ponding Depth (ft): ST. LoW' Pr: 1116.5'1 Fit.. L.O,"", PI. 1115. "lit- 0,65' Use City of Los Angeles (Department of Public Works) Hydraulic Design Manual, Chart LL-15 W= {Lt' Discharge Intercepted (cis): 21...,1:, > /3,S Sum p Cqpa.ci-7 Q:: ~.OBr w h"!) Q = 3.081-UIfJeO, 66)"5 Q = 22.bCfS ,-:) I I I I I I I I I I I I I I I I I I I HYDRAUUC DESIGN, SUMP CATCH BASIN Project: Tra..ct 2t.t 185 Catch BasiI.t Number: 'A -2' IO-year Discharge (from Rational Method) (cfs): 2.1.15 IOO-year Discharge (from Rational Method) (cfs): 3~. \ Carryover from C.B. No. WA = (cfs): Ii Total Design Discharge (cfs): 3lt.1 Maximum Ponding Depth (ft): 6" C. f. + Lt" Oep. + 0.1. R/VI/ :: Use City of Los Angeles (Department of Public Works) Hydraulic Design Manual, Chart LL-15 W = lit' Discharge Intercepted (cfs): ltC.4- >34-.1 ~ Ri~ht Side- of Graph Q =- 3.oAWo./?Joo.b Q = :?>.O (lltl'-.b1-)(llt /30.03 j6 Q :: 4-0.'1- CFS I 1.03 ..v- I I I I I I I I I I . I . I I i. II I I HYDRAUllC DESIGN, ON-GRADE CATCH BASIN Project: Tra.c:.t 2.11'185 Catch Basin Number: 'A-'!/ e ~-Lt' I lo-year Discharge (from Rational Method) (cfs): /:!>.I.t/z.:::' 6.1- EA lOo-year Discharge (from Rational Method) (cfs): 1.0.8 /2.. ~ 10. tt-f:). (t Slrec:.t) Carryover from C.B. No. "VA = (cfs): fI Total Design Discharge (cfs): 10. 'tEA Flow Depth (ft): d,ClO" O. 4-5 d..'D = O. 40 Street Slope: tIc Use City of Los Angeles (Department of Public Works) Hydraulic Design Manual, Chart L L -I 4- W = 2.1' &.00 Discharge Intercepted (cfs): /2.5 > 'D. '+ Carryover to Downstream Point (cfs): ~ Facility Receiving Carryover: tJ/A G.o 10.5 :;>(0.1 fo~MU LA : Q .: 3.12 W o.~<; D"<; . ,0&5 ' q,;,- 3.12 (2-I)' (.1f-5f 5 Q~ /2.5 CFS ,o.gS :\ /. 5 G.,e::; 3.12 {21 J (0.401 QIO: 10.5 C.ffJ i"\ I I I I I - - - - - -- ~VDRAUL)C fLEMfNTS - I PROGRAM PACKAGE (C) Copyright 1982-88 Aavanced En~ineerin9 Software (ae~) Ver. 2.7A Release Date: 6/25/88 Ser1al # DE1721 Especially prepared for: KfITH COMPANIES ---------------------------------------------------------------------------- I TIME/DATE OF STUDY: 17:29 12-APR-96 ;~:_---------------------------------------;-;----;;;;;;;;------;-;;;;;;;;;- ......**..................................... OE'SCRIPTION OF STuDy......................................... I. FLOw DEPI"" CALC. FOR C.B. "A-3" & "A-4" . . . . .' . .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. I ~ ~ ~ ~;;; ~ ~;; ~ ~ ~ . ~ ~ ~; ~ . ~ ~ ~ ~; . ~ ~; ~; ~ ~ ; ~ ~ ~:::: . . . . . . . . . . . . . . . . . . . . . . . . . &;~ ~ . . . ---------------------------------------------------------------------------- CONSTANT STREET GRADE(FfET/FEET) - 0.010000 CONSTANT STREET FLOw(CFS) - 20.80 AVERAGE STREETFLOW FRICTION FACTOR(MA~NING) - 0.015000 CONSTANT SVMMETRICAL STREET HALF-wIDTH(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 I ----~~~~E~!~~~~~O~~L:~~~u~~~7~~-~~~~;~-~~-~~~~-~~~:~------------------------ ---------------------------------------------------------------------------- STREET FLQ~DEPI"H(FEET) - 0.45 rlALFSTREfT FLOODWIDTH(FEfT) - 19.44 AVERAGE FLO~ VELOCITV(FEET/SEC.) = 3.09 PRODUCT OF DfPTH&VfLOCITV - 1.40 1 1 1 I'. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ~~~~~~~~~~~~~~-~~~~~-~~~~~-~~~~~~~~~~~::::_-----------------------~g------ I I CONSTANT STREET GRADE(FEET/FEET) - O.OloGOO CONSTANT STREET FLOW(CFS) - 13.40 AVERAGE STREfTFLoW FRICTION FACTOk(MANNING) - 0.01500D CONSTANT SVMMETRICAL STREET riALF-wIDI"H(FEEf) - 20.00 CONSTANT SV~~ETRICAL STREET CROSSFALL(DECIMAL) - 0.017000 CONSTANT SYMMEI"~ICAL CuRB hEIGTH(FEET). 0.50 CONSTANT SVM~ETRICAL GUTTER-~IDT~(FEET) - 2.00 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) - 0.03125 CONSTANT SVMMETRICAL GUTTER-HIKE(FEET) = 0.12500 I FLOw ASSUMED TO FILL STREET EVENLY ON BOrH SIDES ~~~~~~~~~;w;;;;;=;;;;;;;;;;;;;;;_;;_;;;;;=;__;;__;=;;;;;===-=-;;;;;;;;;;;;;; STREETFLOw MODEL ~ESULTS: ---------------------------------------------------------------------------- STREET FLOwDEPT,,(FEET) = 0.40 HALFSTREET FLOODWIDTH(FEET) = 16.06 AVERAGE FLOw VELOCITV(FEET/SEC.) - 2.86 PRODUCT OF DEPTH&VELOCITV - 1.13 I I I =;====;;;===-====-===;===================================================== "'\~ 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 Zit /85 Catch Basin Number: A- 5 lo-year Discharge (from Rational Method) (cfs): 't.~ lOo-year Discharge (from Rational Method) (cfs): 8.3 Carryover from C.B. No. 'A-II' = (cfs): '3.0 ~oo) Total Design Discharge (cis): 6.3 Flow Depth (ft):,.j "" O..3tt4-' d. ::: O:?JO' '-^1llo 10 Street Slope: ..5 % Use City of Los Angeles (Department of Public Works) Hydraulic Design Manual, Chart LL -lit w= 2.1' Goleo Discharge Intercepted (cis): SA > 8."3 Carryover to Downstr~am Point (cfs): p5 Facility Receiving Carryover: N/ A Q,o "'.'0 > 4-.~ fo!ZJ"'u\../'I. '. &:'" ~.i2. wo.95" DI.5 )085 ,I,S &Q:, ~ 3\1-l Z,I . l o.34-f) &IGC "'-~.4 c..fS {. )0 '05 ~.s &10 -: 3.12. \...21 . (0.50; Q,o -=- fo.<O CFs <\l\ I I I I I I I. I I I I I I I I I I I I - -. - - - - - -.- . - -- - - - - -- - - - -- -" - . - - - - - - - - -- HYDRAuLIC ELEMENTS - I PROGRAM PACKAGE (C) Copyr~gnt 1982-88 Advanced eng~neer~n9 Software (aes) Ver. 2.7A Reiease Date: 6/25/88 Serlai # DE1721 Espec~aliy prepared for: KEITH COMPANIES TIME/DATE OF STUDY: 18:00 12-APR-96 ~~~~~~~~~;;;;;===;;;;;;;;;;-;--------------;;-------------------------;----- .***...........".. .." ...... DESCRIpTION OF STUDY "A-5" " " " .. .. " " .. " .. " " .. " " .. .. .. " " " .. .. .. .. " . FLOW DEPTH CALC. FOR C.8. . . . .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. " .. ~ " .. .. .. .. " " " " .. " .. " .. .. .. .. .. .. " .. .. .. .. .. " " .. .. " .. " " " .. " " " " " " " .. " .. " " .. .. " " .. .. " " .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. " .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. " .. .. .. .. .. .. .. .. .. .. .. .. " ~~~~~!~~~!~~~~_~~~~~_!~~~!_!~~~~~~!!~~~~~~____________________~~9__________ CONSTANT STREET GRADE(FEET/FEETl ; 0.050000 CONSTANT STREET FLOW(CFS); 8.30 AVERAGE STREETFLOW FRICTION FACTOR(MANNl~Gl ; 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(FEETl; 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET); 0.12500 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - ---------------------------------------------------------------------------- STREETFLO~ MODEL RESULTS: ---------------------------------------------------------------------------- STREET FLO~DEPTH(FEET); 0.34 HALFSTREET FLOODWIDTH(FEET); 12.69 AVERAGE FLOW VELOCITY(FEET/SEC.) ; PRODUCT OF DEPTH&VELOCITY; 1.84 5.45 . . . . . . . . . * * . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ~~~~~!~~~!~~~~-~~~~~_!~~~!~!~~~~~~~!~~::::_------------------~~~----------- CONSTANT STREET GRADE(FEET/FEET) ; 0.050000 CONSTANT SfREET FLOw(CFS); 4.90 AVERAGE STRFETFlOW FRICTION FACTOR(MA~NlhG) ; 0.015000 CON S TAN T S Y M MET R I C A L S T R E E T ;; A 1_ F - ~ I D T;j ( FEE T); 20 . ij 0 CONSTANT SYMMETRICAL STREET CROSSFAlL(DECIMAL) ; 0.017000 CONSTANT SYMfoIE rRICAL CURl) hEIG r;i(FEET); 0.':>0 CONSTANT SYMMETRICAL GUTTFR-WIDTH(FEFT); 2.00 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03125 CONSTANT SYMMETRICAL GuTTER-HIKE(FEE1); 0.12500 FLOw ASSu~ED TO FILL STREET ON ONE SIDE, AND fHEN SPLlrS ~~~~~~~~~~~~~~~~~~~~~~;~~;~~~~~~;;;;;;;;;~~~-~~-;;--------;;;;;;;;-;;~~~~;-- STREETFLO~ MODEL RESULTS: ---------------------------------------------------------------------------- STREET FLOwDEPTH(FEET); 0.30 HALFSTREET FLOODWIDTH(FFET); 10.44 AVERAGE FLOW VELOCITY(FEET/SEC.) ; PRODUCT OF DEPTH&VELOCITY; 1.36 4.54 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - ---------------------------------------------------------------------------- "tP I I I I I I I I I I I I I I I :1 '. I I HYDRAUllC DESIGN, ON-GRADE CATCH BASIN Project: TrCtct 2it/85 Catch Basin Number: A - 6 lo-year Discharge (from Rational Method) (cis): Il.C /2.. ::0 21.0 lOO-year DiScharge (from Rational Method) (cfs): 2(0.1 /2. ~ I? t Carryover from C.B. No. ~/A Total Design Discharge (cis): /3.4- Flow Depth (ft): cl,co::::' o. at:; J clio ~ 0.4-0' Street Slope: 2% = (cis): 95 Use City of Los Angeles (Department of Public Works) Hydraulic Design Manual, Chan LL -I It ' W = 2.8' Q.\oo Discharge Intercepted (cfs): 14-~> 1'3.4- Carryover to Downstream Point (cis): J1 Facility Receiving CarIyover: N/A <XIO \3.4- > 6:'7 fortt'\I.\\...~ : Q..=' 3.12 yJo.9J5 D1.5 ,095 IS QIOD -= "3.12 (2.8/' LD.4?l) &1\)0 ~ \4.') CfS f~S ' \.S" Gl\) = 3,IL('Z-8, (0.<\0) GIO ~ i3.4- c.f5 ~\ . I I .- I _ w _ w w_ . -- .. - HVDRAuLIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-88 Advanced Engineerins Software (ae~) Ver. 2.7A Release Date: 6/25788 Serlal # DE1721 E~pecially prepared for: KEITH COMPANIES I --TiME/DATE-OF-ST~~v~-i8~32--i2=APR=96-------------------------------------.- ~~~~;;;;;;;;-;--;;--------------------------------------------;---~------;-- I ........................... ()ESCRIPTION OF STuDy.......................... . FLOW DEPTH CALC. FOR C.8. "A-6" & "A-7" . . . . . . . . . . . . * . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . * * . . . . . . . . . . . . . . . . . . . . I............................................................................ . ~~~~~~~~~~~:~~-~~~~:_~~~~~-~~~~~~~~~~~~~~~----------------------~~~~-------- CONSTANT STREfT GRADE(FfET/FEET) - 0.020000 CONSTANT STREET FLOW(CFS) - 26.70 AVERAGE STREETFlDW FRICTIDN FACTOR(MAhNlhG) - 0.015000 CONSTANT SVMMEfRICAL STREET HALF-WIDTH(FEET) - 20.00 I CONSTANT SVMMETRICAL STREET CROSSFALL(DfCIMAL) - 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 I ----;~~~E~~~~~~~O;~l~~~~u~~~7~l-~~~~;~-~~-~~~~-~~~:~------------------------ ---------------------------------------------------------------------------- STREET FLOWDEPTH(FEET) - 0.43 HALFSTREET FLOODWIDTH(FEET) - 18.31 AVERAGE FLOW VELOCITV(FEET/SEC.) - PRODUCT OF DEPTH&VELOCITV - 1.93 I I 4.44 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: Tr~t 2ttl85 Catch Basin Number: A-"1- 10-year Discharge (from Rational Method)(cis): 17.0 h. : 9.5 lOO-year Discharge (from Rational Method) (cfs): 7...10.,/1...:' 1~.4 Carryover from C.B. No. Al/A = (cis): fJ . . Total Design Discharge (cis): /3.4 Flow Depth (ft): d.. =-O.'t'3' cL := 0 40 fIX) I 10 . Street Slope: 2../. Use City of Los Angeles (Department of Public Works) Hydraulic Design Manual, Chan LL-Ilt w = )~I Discharge Intercepted (cis): B.1. l &11101 i "'.f., lQ.l~ Carryover to Downstream Point (cis): /'3. 't - 8.1. == 5.1 (61100) Facility Receiving Carryover: IA - 6. 5" ~.s - b.f., ~ 1.9 lG\D) foR.\II1UL-f). . &. = '3.\"2. WO.~'5 D'S &\00 = 3.\2. l \",)O.~5 (0.<\-3)1.5 ~IQO:' 8.L C.f~ 0.8S ::\,.5 &'0-=3.12.(14-) (O.~OJ Q,o= b.b c:f~ ~'?-- I I I I I . . . . .. ~ .. - - . -. - - - - - -- - - -. . HYDRAuLIC ELE~ENTS - I PROGRAM PACKAGE (C) Copyright 1982-88 Advanced Engineering Software (ae5) Ver. 2.7A Release Date: 6/25788 Serlal I DE1721 E5pecially prepared for: KEITH COMPANIES I --Ti;E/DATE-OF-STUDV~-i8~32--i2=APR=96-------------------------------------- ~;;;;;-;------------------------=----=-=-----=-----==--=-=------------------ I ....... .... .... . .. .. . . . . .. {)E SCR I PT I ON OF 5 TliDY *...... * . ~ ... . . .. . . . .. . . .. : FLOW DEPTH CALC. FOR C.O. "A-6" & "A-7" I I I I I I I I . . . . . . . . . * . . . . . . . . . . . . . . . . . . . . . . . * . * . . . . . . . . . . . . . . * . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . * . . . . . . . . . . . . * . . . . . * y'w . . . . . . . * . . . . . . . . . ~ . . . ~~~~~~~~~~~~~~-~~~~~-~~~~~-~~~~~~~~~~~~~~~-----------------------~~~~------ CONSTANT STREET (,RADE(FEET/FEET) ; 0.02DOOO CONSTANT STREET FLOw(CFS); 26.70 AVERAGE STREETFlOw FRICTION FACTOR(~ANNING) ; 0.015000 CONSTANT SYMMEIRICAL STREET HALF-WIDTrl(FEET); 20.00 CONSTANT SYMMETRICAL STREET CROSSFALL(DECIMAL) ; 0.017000 CONSTANT SYMMETRICAL CUR8 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 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&VElGCITY; 1.93 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ~~~~~~~~~~~~~~-~~~~~-~~~~~-~~~~~~~~~~~~~~~-----------------------~~-------- CONSTANT STREET GRADE(FEET/FEETl ; 0.020000 CONSTANT STREET FLOW(CFS); 17.00 AVERAGE STREETFlOW F~ICTION FACTOR(MANNI~G) ; 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEEr); 20.00. CONSTANT SYMMETRICAL STREET CROSSFALl(DECIMAL) ; 0.017000 CONSTANT SYMMETRICAL CuR8 HEIGTrl(FEETl; 0.50 CONSTANT SYMMETRICAL GUTTER-wIDTH(FEET); 2.00 CONSTANT SYMMETRICAL GUTTER-LIP(FEET); 0.03125 I CONSTANT SYMMETRICAL GUTTER-HIKE(FEET); 0.12500 FLOW ASSUMED 10 FILL SIREET EVENLY ON BOrH SIDES ---------------;----------------------------------;-------;----------------- STREETFLOw MODEL RESULTS: I I I ---------------------------------------------------------------------------- STREET FLOwDEPTH(FEEi); 0.40 HALFSTREET FlOODwIDTH(FEET); 16.06 AVERAGE FLOW VELOCITY(FEET/SEC.); 3.62 PRODUCT OF DEPTH&VElGCITY. 1.43 ~ I I I I I I I I I I I I I I I I I I I HYDRALUC DESIGN, ON-GRADE CATC~ BASIN Projec+.: 'Trac..+ 2Lf" /85 Qucll Basin Numbe=: A - 6. 5 lO-year Discbarge (from Rational Method) (6): 1..l IOO-year Discbarge (from Rational Method) (6): aA Can"jom from C.B. No. A- ;D) A-(P; A-l = (ds): 3.0 1- 5.2.. Total Design Discll:u-ge (cis): 8. if Fiow Depth (ft): dlCO = 0.34 d,o": O. 2. t Street Slope: 5 % Use City or Los Angeles (Depac..went of Public Works) Hydr::ilic Design Manual, Ch::n LL - tit W= 28' &10 b.'L ") 1.1 SIOD Discharge futercepted (cis): \0.5 ). 8.1f Carryover to Dovrostre= Point (ds): ~ Facility Receiving Car"r'Jove=: N/ A fo~.-'\u ~A : ~ :. 3.11. W 0.8'; OIS I. )0.95 I.S" Q,oo::' 3.1'L ~2..e (O.34~ 6100= 10.5 cf~ Q,o= 3.12(Z8t8\O.1.4-)IS QIO - t,.2. <:..f7 i~ I I I I- I I I I I I I I I I I I I I I .. - -" -. - -.... -.".. - - - - - - - - - -. -. - . . . . . -- . - - -- -. . (C) ,:YDRAUlIC Fl. EHNTS - I PROGRAM PACKAGE Copyright 1982-88 Advanced ~ngineerin9 $oftware.(aes) Ver. 2.7A Release Date: 6/25/88 Serlal # Df1721 Especially prepared for: KEITH COMPANIES TIME/DATE OF STUDY: 19:06 12-APR-96 ;-=;---------;-----;---;---;-~-;--------;-;-----;------------;-;-;-;;;;;;=== .......................... DESCRIPTION OF STUDY . FLOW DEPTH CALC. FOR C.8. "A-6.5" . * . . . * . . . . . . . . . . . . . . . . . . . . . . . . . . . . . * . . * . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . * . . * . . . . . . . . . . * . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . * . . * . . ~~~~~!~~~!~~~~_~~~~~_!~~~!_!~~~~~~!!~~~~~~_______________________~IPJl______ CONSTANT STREET GRADE(FEET/FfET) ; 0.050000 CONSTANT STREET FLOW(CFS); 8.40 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) ; 0.0150DO CONSTANT SYMMETRICAL STREET HAlF-WIDTH(FEET); 20.00 CONSTANT SYMMETRICAL STREET CROSSFAlL(DfCIMAL) ; 0.017000 CONSTANT SYMMETRICAL CURB HEIGTH(FEET); 0.50 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEfl); 2.00 CONSTANT SYMMETRICAL GUTTER-LIP(FEET); 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET); 0.12500 FLOW ASSUMED TO FILL STREET ON loNE SIDE, AND THeN SPLITS - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - ---------------------------------------------------------------------------- STREETFLO~ MODEL RESuLTS: STREET FLO~DEPTH(FEET); 0.34 HALFSTREfT FlOODWIDTH(FEfT); 12.69 AVERAGE FLO~ VELOCITY(FEET/SeC.); 5.52 PRODUCT loF DEPTH&VELOCITY; 1.87 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . * . . . . . . * . * . . . . . . . . . . . . . * . . . . . . . . . . . . ~~~~~!~::!~~~~-~~~:~_:~~~!_:~~~~~~~~~~~~~~---------------------~Q--------- CONSTANT STREfT GRADE(FEET/FEET) ; 0.050000 CONSTANT STREET FLO~(CFS); 2.70 AVERAGE STRfETFLO~ FRICTION FACTOR(MANNING) ; 0.015000 CONSTANT SYMMETRICAL STREET HAlF-~IDrH(FEEr) & 20.00 CONSTANT SYMMETRICAL STREfT CROSSFALL(DECIMAL) ; 0.017000 CONSTANT SYMMETRICAL CURa HEIGTH(FEET); 0.50 CONSTANT SYMMETRICAL GUTTfR-WIDTH(FEET); 2.00 CONSTANT SYMMETRICAL GUTTER-LIP(FEE1); 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKf(FEET); 0.12500 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS ;;;;;--;---;----=--;;----====-------===;--;;;-------------------;=-=;=;;=;=; STREETFLOW MODEL RESULTS: ---------------------------------------------------------------------------- STREET FLOWDEPTH(FEET); 0.24 HAlFSTREET FLOloDWIOTH(FEET) & 7.06 AVERAGE FLloW VELOCITY(FEET/SEC.); 4.68 PRODUCT OF DEPTH&VELOCITY; 1.13 ~--;-;--;;;-=;;=====;;====---;;;;---;;------;;---;;-;;-;;;;;;;==-=----==-=-; ~- I I I I I I I I I I I I I I I , I I I h"'l:"DRAUUC DESIGN, ON-GRADE CATCH B.ASIN Project: TrQC.t 2!t 195 Catch Basin Number: A - 8 ~ A - ~ lO-ye:l! Discharge (from Rational Method) (ds): Carryover from C.B. No. ~/A . 10.5/1.. - 5.3 \~.? f'L = B.2- = (cfs): fJ lOO-ye:l! Discharge (from Rational Method) (cfs): Total Design Disc~:l!ge (ds): B.1- EA. Flow Depth (ft): d./CO:: O. ~ I' , cliO = 0.310 Street Slope: /. 2% . Use Cit'! of Los Angeles (Depa.~e.:lt of Public Works) Hydr::ciic Design Mmual, Chan LL -1'+ W=21' G.\1lO Discharge I.o.terc::pted (cfs): 10." > B. '2. Carryover to Dov;nstre:o Point (cfs): fJ Facilit'! Receiving Carryover: N/A &,0 '}.O ') .5.'3 .foi'lI"\Ul" , G.. =- 3.\ 2.. ""O.BS 01.S" &100 = 3.\1. l'2..l}o.~? (004'1)"" &100 = 10.' C.fS ( -.t'65 IS GIO=' 3.12. 1..', (o:~G,) Q 10 = C).O c.F;7 ~"'\. I I I II . . I - - -- - . w _ w __ - - -. -. - - - - - - -". .. - - - . - - -- -. . (C) HYDRAULIC ELEMENTS - I PROGRAM PACKAGE Copyr;9nt 1982-88 Advanced En9ineerins Software (aes) Ver. 2.7A Release Date: 6/25788 Serlal # DE1721 Espec;ally prepared for: KEITH COMPANIES I ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 19:10 12-APR-96 ;;;;;;;-;--;-------------;--------------------------------;--------~;------- ~...*******.*..*.*.*....*** DFSCRIPTIDN OF STUDY . FLOW DEPrH CALC. FOR C.6. "A-8" & "A-9" . * . . * . * . * . . . . . . . . . . . . . . . . . . I I I I I I I I I I I I I . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . * . . . . . . . . . . . * . . . . . . . . . . . . . . . . . . . . . . . . . * . . . . . . . . . . . . . . . . . . . . . . . . . . . . * . . . . * . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ~~~~~~~~~~~~~~-~~~~~-~~~~~-~~~~~~~~~~~~~~~---------------------~~-------- 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 GUTTfR-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 BOTH SIDES - - - - - ~ - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - ---------------------------------------------------------------------------- STREETFLOW MODEL RESULTS: ---------------------------------------------------------------------------- STREET FLDWDEPTH(FEET); 0.41 HALFSTREET FLOOD~IDTH(FEET) = 17.19 AVERAGE FLOW VELOCITY(FEET/SEC.); 3.06 PRODUCT OF OEPTH&VELGCITY; 1.27 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . * . * . . . . . . . . . * . . . . . . . . . . . . . . . . . . . . . . . . >>>>STREETFlOW MODEL INPUT lNFORMATION<<<< ~IO ---------------------------------------------------------------------------- CONSTANT STREET GRADE(FEET/FEET) ; 0.012000 CONSTANT STREET FLOW(CFS); 10.50 AVERAGE STREETFLGW FRICTION FACTOR(MAhNIhG) = 0.015000 CONSTANT SYMMETRICAL SrREET HALF-~IDTH(FEEt); 20.00 CGNSTANT SYMMFTRICAL STREET CROS5FALL(DECIMAL) ; 0.017000 CONSTANT SYMMETRICAL CuRB HEIGTH(FEET); 0.50 . CONSTANT SYMMETRICAL GUTTfR-~IDTH(FEET); 2.00 CONSTANT SYMMETRICAL GUTTER-lIP(FEET); 0.03125 CONSTANT SYMMETRICAL GUTTER-HIK((FEET); 0.12500 FLOW ASSUMED TO FILL STREET EVENLY ON 60TH SIDES - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET); 0.36 HALFSTREET FLOOOWIDTH(FEET); 13.81 AVERAGE FLO~ VELOCITY(FEET/SEC.); 2.96 PRODUCT OF DEPTH&VELOCITY; 1.06 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - ~--------------------------------------------------------------------------- ~ I I I I I I I I I I I I I I I I * I I HYDRAUIlC DESIGN, ON-GRADE CATCH BASIN Project: Tract 24-185 Catch Basin Number: A -10 e A-II , 10-year Discharge (from Rational Method) (cis): 2D,qh = 10.5 u.. lOO-yearDischarge (from Rational Method) (cis): 31....1h::::. 16.Lt EA Carryover from C.B. No. N/A' = (cis): ~ Total Design Discharge (cfs): /6.3 EA d I I Bow Depth (ft): ICO ::. O. 't I <4,.:; 0, 3b Street Slope: 5% FoR"'1l.1ll\; '. G. = 3.1"7- vJD'~DI.5 l "o.9S"/_ ;\L5 QIOO=- 3.\1. Z.CO) ~.411 G.'Ot> = I~.l{. (.~ &o:~ ~'O: 1.\2. (Z8r?JS(o.?<o)"5 6\'0 ~ IIA CFS ~<\ I I I I I I I I I I I I I I I I I I I _.. .. _. - - - - - - - - - - - - - - R.O." _." _. _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _. _ _ _. - - - - - -- HVDRAuLIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1?82-88 Advanced ~n9ineerin9 Software (ae5) Ver. 2.7A Release Date: 6/L5/88 Serlai # DE1721 E5pecially prepared for: KEITH COMPANIES ___________________________________________________________________________M TIME/DATE OF STuDY: 19:12 12-APR-96 w_____________________________________________________;;;;----;;;;;;-;;;--;; ***.. ..................... ............. DESCRIPTION OF STuDY "A-II)" & "A-II" .. .................. .......... .... o FLOW DEPTH CALC. FOR C.B. o . .... .. .. .. .... .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .... .. .. .. .. .. .. .. . .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .... .. .. .. .. .... .. .. .. .. .. . .. .. .. .. .. .. .. .. .... .. .. .. .... .. .. .. .. .... .* .... .. .. >>>>STREETFL.OW MODEL INPUT INFORMATION<<<< ~'OO ---------------------------------------------------------------------------- CONSTANT STREET GRADE(FEET/FEET) ; 0.050000 CONSTANT STREET FLOW(CFS); 32.60 AVERAGE STREETFL.OW FRICTION FACTOR(MANNING) ; 0.015000 CONSTANT SVMMETRICAL STREET HALF-WIDTH(FEET); 20.00 CONS1ANT 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 FLOW ASSUMED TO FILL STREET EVENLV ON BOTH SIDES ;;--;;-;;;;;;-;;;;-----;;;;-;-------------;-----;-----;;------------------;- STREETFLOW MODEL RESULTS: ---------------------------------------------------------------------------- STREET FLOWDEPTH(FEET); 0.41 HALFSTREET FLOODWIDTH(FEET); 17.19 AVERAGE FLOW VElOCITV(FEET/SEC.); 6.12 PRODUCT OF DEPTH&VEL.OCITY; 2.54 ~ ~ . . . . . . . . . . ~ . ~ ~ . . . . . . . . ~ ~ . . . . . . . . . ~ . ~ . . . . . . . . . . . . . . . . . . . . . . . . . ~ . . . . . . . . . . . . ~~~~~~~~~~~~~~-~~~~~-~~~~~-~~~~~~~~~~~::::_-------------------~!~----------- CONSTANT STREET GkADE(FEET/FEET) ; 0.050000 CONSTANT STREET FLOW(CFS); 20.90 AVERAGE STREETFLDW FRICTION FACTOR(MA~NT~G) ; 0.015000 CONSTANT SVMMETRICAL SrREET ',AlF-WIOrH(FEET); 20.(;,), CONSTANT SVMMETRICAl STREET CROSSFALl(DFCIMAL) .0.017000 CONSTANT SVM~ETRICAL CuRa HEIGTH(FEET); 0.50 CONSTANT SVMMETRICAL GUTTER-wIDTH(FEET); 2.00 CONSTANT SVM~ErRICAl GUTTER-lIP(FEET). 0.03125 CONSTANT SVMMETRICAl GUTTER-rlIKE(FEET); 0.12500 FLOW ASSU~ED TO FILL STREET EVENLY ON 80TH SIDES -------;--------;-----;----------;-----;------------;----------------------; STREETFLOW MODEL RESULTS: ---------------------------------------------------------------------------- STREET FlOWDEPTH(FEET). 0.36 rlALFSTREET FL.OODWIDTH(FEET); 13.81 AVERAGE FLOW VELOCITV\FEET/SEC.); 5.89 PRODUCT OF DEPTH&VEL.OCITV; 2.10 ~--;------;----------------;----;---------------------;--------------------- o.p I I I I I I I I . I I I I I I 'I. 1 1 1 HYDRAULIC DESIGN, ON-GRADE CATCH BASIN Project:j"ract 2.~18S Catch Basin Number: A- Ii f A-/3' lo-year Discharge (from Rational Method) (cis): 2.lD.l/z. ::: 1.3.q fA. IOo-year Discharge (from Rational Method) (cis): L/-Z.% = 2.1.2 eA Carryover from C.B. No. fJ/A = (cfs): 11 Total Design Discharge (cis): 4-2.3 ; '2.LZ. ~ Flow Depth (ft): d,oo:: 0.55' J cl,o::: 0.49 f Street Slope: J . 0 "I.. Use City of Los Angeles (Department of Public Works) Hydraulic Design Manual, Chart LL - l't W= 28' Discharge Intercepted (cfs): 21.6 )>21.2:: Q , 100 Carryover to Downstream Point (cis): Ii Facility Receiving Carryover: N I A le.'L) 1~.4 ::&10 fclf'1 '"' \...PI. " & -= ~.\2 WU50',5 (") ( . 0 a5" {, :"\\,5 ~IOO::"~' \'2. \..'2.\3""1' \..O.'7SJ (QIG)~ 2.1.(:, CF5 L 0,,115 ,,, ~'O. 3.12. \..1.81 (o.Lt"Y 6-.0 ~ 18:Z. Cf5 t\\ I I I I I I I I I I I I I I I I I I I - - - - - - -- - - - -- - - -. HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (CI Copyright 1982-88 Advanced Engineering Software (ae~1 Ver. 2.7A Release Date: 6/25788 Serlal # DE1721 E~pecially prepared for: KEITH CO:-'PANIES TIME/DATE OF STUDY: 19:15 12-APR-96 ======================================================================"====== ....*****.******.***...... DESCRIPTION Of STuOV **~..*...*..**.****.*..*.. : FLO~ DEPTH CALC. FOR C.S. "A-12" & "A-13" . * * . . * * . . . * . . . . . . . . * . . . * . . . . . . . . . . * . . . * . . * . . * . . . . * * . * . * . * * . . . . * * . . . . . . . . . . * * . . * . . . . * * . . * . * * . * * . . . . . * * * * * * . * * * * . * * * * * . * * * . * . . . . . . . . . . * . . * * * * . * . * * . . . . . . >>>>STREETFLO~ MODEL INPUT INFORMATION<<<< CONSTANT STREET GRADE(FEET/fEETI ; 0.010000 CONSTANT STREET. FLO~(CFSI; 42.30 AVERAGE STREETFLO~ FRICTION FACTOR(MAhNINGI ; 0.015000 CONSTANT SYMMETRICAL STREET HALF-~IDTH(FEETI; 20.00 CONSTANT SYMMETRICAL STREET CROSSFALL(DECIMALI ; 0.017000 CONSTANT SYMMETRICAL CURB HEIGTH(FEETI; 0.50 CONSTANT SVMMETRICAL GUTTER-wIDTH(FEET); 2.00 CONSTANT SVMMETRICAL GUTTER-LIP(FEETI; 0.03125 CONSTANT SVMMETRICAL GUTTER-HIKE(FEETI; 0.12500 FLOW ASSUMED TO FILL STREET EVENLV ON BOTH SIDES ...STREET FLOWING FULL... - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - ---------------------------------------------------------------------------- STREETFLO~ MODEL RESULTS: ---------------------------------------------------------------------------- NOTE: STREET FLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREETFLO~ RESULTS ARE 8ASED ON THE ASSUMPTION THAT NEGLIBLE FLO~ OCCURS OUTSIDE OF THE STREET CiiANHL. THAT IS, ALL FlO~ ALONG THE PARK~AV, ETC., IS NEGLECTED. STREET FLO~DEPTH(FEEi); 0.55 NALFSTREET FLOOD~IDT~(FEETI; 20.00 AVERAGE FLO~ VELOCITV(FEET/SEC.); 3.98 PRODUCT OF DEPTH&VElOCITY ~ 2.19 . . . * * * * * * * * * * * * * * * * * * * . . . * * * . * * . * . . . . . . . . . . . * * . . . * * . * * * . * . . . . * * * * . . . . . * . * * . * >>>>STREETFlOW MODEL IN~0T INFORMATION<<<< CONSTANT STREET GRADEIFEET/FfETI ; 0.010000 CONSTANT STREET FLO~(CFSI; 26.70 AVERAGE STREETFlO~ FRICTION FACTOR(MANNINGI ~ 0.015000 CONSTANT SVMMETRICAL STREET HALF-~IDTH(FEEr); 20.00 CONSTANT SVMMETRICAl STREET CROSSFAlL(DECIMALI ; 0.017000 CONSTANT SVMMETRICAL CURB HEIGTH(FEETI; 0.50 CONSTANT SVMMETRICAL GUTTER-~IDTH(FEETI ~ 2.00 CONSTANT SVMMETRICAL GUTTER-LIP(FEET); 0.03125 CONSTANT SVMMFTRICAl GUTTER-HIKE(FEETI; 0.12500 FLO~ ASSUMED ro FILL STREET EVENLV ON 80TH SIDES ...STREET FLOWING FULL... - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - ---------------------------------------------------------------------------- STREETFLO~ MODEL RESULTS: STREET FLO~DEPTH(FEET); 0.49 HALFSTREET FLOODWIDTH\FEETI; 20.00 AVERAGE FLOW VELOCITY\FEET/SEC.); 3.23 PRODuCT OF DEPTHIVElOCITV; 1.59 ~~~~~;~~~~;;;~;;-;;~-F-;;;;-;;;;;;~;~;;-;;;-;;;-;;;-;----;;;------;~-------- Q"v I I I I I I I I I I I I I I I I I I I HYDRAUUC DESIGN, SUMP CATCH BASlN Project: Tlo.c.t ZLtl85 Catch Basin Number: f!r I lo-year Discharge (from Rational Method) (cfs): 1.3 lOO-year Discharge (from Rational Method) (cfs): I. 'I Carryover from C.B. No. ~/A = (cis): pi Total Design Discharge (cis): 1.'1 Maximum Ponding Depth (ft): D,Q? '-= OHO' -= Oep1h of Loea.J Oepre'~io(\ mil Use City of Los Angeles (Department of Public Works) Hydraulic Design Manual, Chart LL-l5 W = 71 Discharge Intercepted (cis): 5.5> I.q SUMF CAPACITY Q:. 3. OB1-\.Jh I.S Q-= .\;.5 ~~ I I I I I I I I I I I I I I I I I I 1 HYDR.<\UUC DESIGN, SUMP CATCH BASIN Project: Tra.c t 2..1t 18 5 Catch Basin.Number: 8 - 2- IO-year Discharge (from Rational Method) (cfs): 1-:'.10 IOO-year Discharge (from Rational Method) (cfs): 22.3 Carryover from C.B. No. 6-3 Total Design Discharge (cfs): 1-2.3 Maximum Ponding Depth (ft): Sf. LO\,.) PT. FL. ,-ow PT. = (cfs): /f.b /I/5.'fI 11/4.7'1 I,Z.' Use City of Los Angeles (Department of Public Works) Hyclracc Design Manual, Chart LL.15 W = II' Discharge Intercepted (cis): 33.1 > 30.1- Rl~td side.' (,{ Gruph Q= 3D AWO.,3Do.6 I ( O./~ o.h Q'\..3.0) 731)(1/) Q.l) Q = 33.1 CfS <\~ 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: fl'-AC-r 'Ztf186 Catch Basin Number: '83' (~'Ms-n"'C:1 W€~""aL'( e.u..,--ru-flew S-rAW€. c.!!:>) la-year Discharge (from Rational Method) (cfs): 6.'1 lOa-year Discharge (from Rational Method) (cts): /o.~ carryover from C.B. No. ~ :0 (cts): p Total Design Discharge (cts): lab Flow Depth (tt): e/,oo <; 0.3;>"' i dlO';: a~/' Street Slope: ~. 7:z. '70 Hydraulic Design Manual, Chart LL-/4 I W = 14 (€K/~"") Discharge Intercepted (cts): &.0 "'C8oo j l6.o:::q,,, carryover to Downstream point (cfs): 4.(, ~~<>'" j 1.'1 ",.Q/o Facility Receiving Carryover: ~-1L fb~\.ALI\ ~ e...::: ~. 12.. W 0.&5 0 1.5 0..\00 = 3.\2 l\4-)o.flS (0:':>'5)'" :: ".0 Cf5- &'0= ~.\2 (\'tY)'!.\O:~I)/'5" -= 5.0 Cf7 C\-5' I I 1 I... .. 1 . ~ - - . - . - -. - - -. - - - - -. - -.. -- -.. - - - -- (C) HYDRAulIC ElE~ENTS - I PROGRAM PACKAGE Copyright 1982-88 Advanced Engineering Software (ae5) Ver'.2.7A Release Date: 6/25788 Serlal # L1r1721 Especially prepared for:. KEITH COMPANIES 1---------------------------------------------------------------------------- TIME/DATE OF STUDY: 18:07 15-APR-96 ~~---=-===-=-===-==-----===-=;-----==-------=--=---------------------------- I ***...********..********..*+ DESCRIPTION OF STUDY **........."'............... . FLOW DEPTH CALC. FOR C.B. -B-3- . . . I .... ........ .......... ... .......... ................ ........"........ ................"... .............. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. . .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. ~ .. .. I I I I I I I I I I I ~ ~ ~~~~~;~ ~~ ~~~ T ~~~~~ d~~~~F ~~~7~~~~ i ~~: ~ ~ ~672 00 - u - - - u - - - - Qt99_ - u_ u_ - n__ CONSTANT STREET FlON(CFS); 10.60 AVERAGE STREETFlOW FRICTION FACTOR(MANNING) ; 0.015000 CONSTANT SYM~ETRICAl STREET HAlF-WIDTH(FEET); 43.00 CONSTANT SYMMETRICAL STREET CROSSFAlL(DECIMAl) ; 0.020000 CONSTANT SYMMEr~ICAl CU~B HEIGTH(FEET); 0.50 CONSTANT SYMMETRICAL GUTTtR-wIDTrl(FFFT); 2.00 CONSTANT SY~MET~ICAL GUTTER-LIP(FEET); 0.03125 CONSTANT SY~MFTRICAL 6UTTER-HIKE(FEET); 0.12500 FLOw ASSUMED TO FILL STREET ON ONE SIDE, AND i~EN S?LIrS - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - ---------------------------------------------------------------------------- STREETFlON MODEL RESULTS: ---------------------------------------------------------------------------- STREET FLOWDEPfH(FEET) ; 0.~5 MALFSTREET FLOODWIDTrl(FFFi); 11.93 AVERAGE FlON VELOCITY(FEEi/SEC.) ; PRODUCT OF L1EPTrl&VELOCITY; 2.39 6.75 * . . . . . . . . * . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . t . . . . . . . . . . . . . . . . . . . . . . . . . . * ~~~~~~~~~~~~~~_~~~~~_~~~~~_~:~~~~~~~~~::::________________~LQ______________ CONSTANT STREET GRADE(FEET/FEET) ; 0.067200 CONSTANT STREET FLOW(CFS); 6.90 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) a 0.015000 CONSTANT SY~~ETRICAl STREET HAlF-WIDTH(FEET); 43.00 CONSTANT SYMMETRICAL STREET CROSSFAlL(DECIMAL) ; 0.020000 CONSTANT SYMMETRICAL CURB HEIGfH(FEET); 0.50 CONSTANT SYMMETRICAL GUTTFR-WIDTH(FEET); 2.00 CONSTANT SYMMETRICAL GUTTER-lIP(FEET); 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKE(EEET) a 0.12500 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND T~EN SPLITS - - - - - - - - - - - - - - - .. - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - ---------------------------------------------------------------------------- STREET FLOW MODEL RES0LTS: ---------------------------------------------------------------------------- STREET FlOwDEPTH(FEET) HALFSTREET FlOODWIDTrl(F AVERAGE FLOW VELOCITY(F PRODUCT OF DEPTH&VElOCI 0.32 fT); 10.01 ET/SEC.) ; Y ; 1.90 6.00 - - - - - - - - - - - - - - - - - - - - - - - - - - -------------------------- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -. - - - - - - - - - - - - - - - - - - ------------------------------------------------ ~~ I I I I I I I I I I I I I I I I I I I \.\:1 I I I I I I I I I I I I I I I I I I I .::10. ,!.,t~ :i-;? 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'" ~ . :E rt;>> ,..., '" ,,"'.., o 0 3"'~ '0 c 1-'. O"'~ , .., .., ~;>> 0" 0'" . " "'0 "'''' 00< " .., . . H" , ~ 0 0'" ~ < ~, OHO ...'" ....., OH '< Z " o '" '" _. o o , '" , Z o ..,0 '" ..,.., ~.., O::r:t"'>-3'"1:l :E g[!: t'1~~ :Cf.I:); "':E;>> t"'. 2I'VCl t"J[J) 01>0['] <. I-'t"' 00 N'" o ,,~~ H ..,N ..,~ ... O~~ .., '" '" Z i!; <H "'< ~'" '" .., "']X<H "''''~ ~"'t"'[<] <0 Z '" ~ '" " .. "''''00 OZN :I: , l"'l):ll 1'r]t'1::o. ~":E . "'''' .., I ~ W 00 I "'''' ~C "'.., <'" '" " 0'" "'H ..,.., "'H "'~ 0:<: H" ;>>.., , Z o ':! o '" .., .., '" I o~ Z'" 0' I " ~ " '" ~ " '" .., HZ "'0 '" ~ .., '" I . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .' . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .' . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . o H "''''Z O~< "'''' <'" .., ~ '" N o N 00 00 ~ ~ N ... ... N o N ~ o ~ W ~ ~ ~ '" ... N N '" '" '" '" N ... ... 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'" '" I H "''''Z 0"< "'''' <'" .., I I I I I I I I I '" o " .., ,. . '" .' . " "" ,..., '" ""'''' o 0 3"''" '0 C:H ""''" 0"'''' H" . " .'" . " "''' "'''' 00< " "'. . H" 0,. . 0'" ~ <,. . "HO HO) H'" . H '< Z " o ~ .... H n . , '" , Z o ..,,, '" "'''' ,..., O::ct-<~'1:l " !;gi": trJ~~ ,,,,S; "'"" t"'" ::IINt:l t'](J] .r:o.trJ <. ......t"' '" ~O) o ~,. '" 0'" "'~ H tO~~ .., '" '" ~ <H "'< ,.'" '" '" "]::C<H "'''',. "",.'" ;:i" ~ '" " .. "''''''' OZ'" x. "'" ..,t'J;:tI~ ,.". , "''' '" '" "'''' ,.c: "'''' <'" '" I '" W '" I o 0'" "'H "'.., "'H X~ OX H" ".., , Z o ~ [il :'l X I HOD at:; z'" 0' I " ,. " '" ~ '" '" HZ "'0 '" ~ '" '" I . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 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