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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 I I HYDROLOGY AND HYDRAULICS REPORT Paloma Del Sol STORM DRAIN FOR TRACT. 24187 . PREPARED FOR: Newland Associates . PREPARED BY: KEITH INTERNATIONAL, INC. 22690 Cactus Avenue, Suite 300 Moreno Valley, California 92553 PREPARED UNDER THE SUPERVISION OF: David Li-Wen Shen, P.E. R.C.E. No. 44374 [I] JULY 1996 IN 30764.000 \, I I TABLE OF CONTENTS I I PAGE NO. I. INTRODUCTION I I II. HYDROLOGY 1.- III. PROPOSED MAINLINE STORM FACILITIES .3 'I IV. CATCH BASIN DESIGN 4- c? V. STORM DRAIN DESIGN I EXHIBITS 1 "All LOCATION MAP liB" SOILS MAP I "C" STORM DRAIN LOCATION I APPENDIX llAII 100- YEAR HYDROLOGY (RATIONAL METHOD) I ULTIMATE ONSITE (LINE D) 100 YEAR (p INTERIM ONSITE (LINE D) 100 YEAR ~(p I liB" HYDROLOGY MAPS I "C" CATCH BASIN DESIGN CALCULATIONS AND GUTTER CAPACITY ANALYSIS 41 liD" STORM DRAIN HYDRAULICS ANALYSIS I LINE D (CIPP ALTERNATIVE) (,7 LINE D (RCP AL TERNA TIVE) 11 I LINE D (CIPP ALTERNATIVE) - INTERIM CONDITION "\0 LINE D (RCP ALTERNATIVE) - INTERIM CONDITION \04 LATERAL D-I - INTERIM CONDITION \11 I LATERAL D-2 m, LATERAL D-3 \1..'1 LATERAL D-4 \;4- I LATERAL D-7 \}& I I <],.-. 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 along the south side of Tract No. 24187 of Paloma Del Sol East, in the City of Temecula, California. The owner/developer is Newland Associates. 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 Meadows Parkway to the west, Sunny Meadows Drive to the east, Tract 24186 to the south, and Pauba Road to the north. The data provided in this report was used as a basis of design for the mainline storm drain which serves Tracts 24187 and 24188, and provides interim protection for Tract 24186 at the south. 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. 24187. 2. Provide design criteria and calculations for the mainline storm drain extending through the open space just south of Tract 24187 and through Tract 24188 from Meadows Parkway to Butterfield Stage Road. This storm drain is designated as Line D. 3. 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 100-year design flows for the sizing of drainage facilities. 4. Based on the hydrologic results and physical site requirements, design the interim catch basins and storm drain laterals to convey the computed design discharges. Since Tract 24187 will not be developed at this time, 10-year design flows were not determined. In order to design Line D, this report presents hydrology calculations for both the interim condition and the future build-out condition of Tract 24187. Hydraulics calculations for both interim and ultimate conditions are performed for the proposed storm drain lines. - 1 - :3> I I I I I I I I I I I I I I I I I I I ............................. . I d Lake [:S Skinner 71 r Project I Location * Q Vail Lake Riverside Co. ..................................... m San Diego Co. REGIONAL MAP EXHIBIT A A.. I I I I I I I I I I I I I I I I I I I II. HYDROLOGY In-Tract Hvdrolo2V Hydrologic calculations were performed using the Riverside County Rational Method from RCFC & WCD Hydrology Manual dated April 1978. The 10- and loo-year design discharge at each storm drain inlet was computed by generating a hydrologic "link-node" rnodel 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 rnap 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 rnap, excerpted from the Hydrology Manual, is included as Exhibit "B". 2. The runoff coefficients specified are: "1/4-acre residential lots", open space recreation, condorniniurn and cornmercial; to describe the proposed development characteristics. Condominium land use is used for residential single family residential lots with approximately 4500 Sq.Ft. lot size to represent a realistic runoff for the proposed density. 3. Initial subareas were drawn to be less than lo-acres in size and less than 1,000 feet in length per County guidelines. 4. Pipe travel times were computed based on preliminary computer-estimated pipe sizes. A minirnurn pipe size of l8-inches were specified, and 90 percent of the actual pipe slope was assumed available for the pipe friction losses. 5. Standard intensity-duration curve data was taken from the County Hydrology Manual (values apply for Murrieta-Temecula and Rancho California areas). For the 100- year analysis, the data specifies a lOO-year 10-minute rai~fall intensity of 3.46 inches/hour and a 100-year 60-minute rainfall intensity of 1.40'inches/hour. For the lo-year analysis, the data specifies a lo-year lo-minute rainfall intensity of 2.36 inches/hour and a lo-year 60-minute rainfall intensity of 0.88 inches/hour. The resulting 10- and 100-year discharges at proposed catch basin locations are flagged on the Rational Method computer summary, Appendix "A", and on the Hydrology Map, Appendix "B". Normal flow depths for street sections were estimated using the Los Angeles County Flood Control Street Flow charts. Appendix "C'. - 2- s U-Il'lo" HYDROLOGIC SOILS GROUP MAP FOR 1.1\ PECHANGA EXHIBIT B ~ 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 Phase One major drainage structures in this report are as follows: . Line D - Infrastructure pipe which carries flow from Tract 24188 at Sunny Meadows Drive through the open space to Line "A" of Tract 24131 at Meadows Parkway. . Line E - In tract pipe which collects runoff from Tract 24187-F and confluences with Line D. Only the portion within the open space area will be constructed with an interim inlet at its terminus. Future drainage structures are as follows: . Lateral A-6 - In-tract lateral at Via Jasso to collect runoff from 24187-1 and 24187-2 and connects to the existing storm drain in Meadows Parkway. . Lateral A-12 - In-tract lateral at Corte Illora to collect runoff from 24187-1 and 24187-2 and connects to the existing storm drain in Meadows Parkway. . Line E - Extension of in-tract pipe which collects runoff from Tract 24187-F. - 3 - I J I I I I I I I I I I I I I I I I I I, m=-- - " 24'11 TT 241.5 i \.~ TT 24183 TT 241'4 TT 24182 PALOMA DEL SOL, EAST Tract 24181 Storm Drain Schematic ~ ?JA I I I I I I I I I I I I I I I I I I I IV. CATCH BASIN DESIGN Interim catch basins, shown on the Interim Hydrology Map, have been designed to collect undeveloped storm runoff from Tracts 24187 and 24188. Future catch basins, shown on the Hydrology Map, have also been sized to determine the design flowrates to each storm drain line. 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 - ~ 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 - \€> 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 24187 - STORM DRAIN - LINE "D" . . 100 YEAR HYDROLOGY . ************************************************************************** I I FILE NAME: 24187.DAT TIME/DATE OF STUDY: 18: 3 6/26/1996 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(DECIMAL) TO USE 10-YEAR STORM 10-MINUTE INTENSITY (INCH/HOUR) = 10-YEAR STORM 60-MINUTE INTENSITY (INCH/HOUR) = 100-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) 100-YEAR STORM 60-MlNUTE INTENSITY (INCH/HOUR) SLOPE OF 10-YEAR INTENSITY-DURATION CURVE = SLOPE OF 100-YEAR INTENSITY-DURATION CURVE = COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 I-HOUR INTENSITY(INCH/HOUR) = 1.4000 SLOPE OF INTENSITY DURATION CURVE = .5271 RCFC&WCD HYDROLOGY MANUAL "C"-VALUES USED NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES FOR FRICTION 2.360 .880 3.600 = 1. 400 .5505732 .5271139 SLOPE = .90 I I I **************************************************************************** I FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 7 >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I USER-SPECIFIED VALUES ARE AS FOLLOWS: FROM TRACT 24131- LINE "A" TC(MIN) = 14.20 RAIN INTENSITY(INCH/HOUR) = 2.99 TOTAL AREA(ACRES) = 149.10 TOTAL RUNOFF(CFS) = 326.30 I **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 31. 00 IS CODE = 4 I >>>>>COMPUTE PIPE FLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< ============================================================================ I DEPTH OF FLOW IN 60.0 INCH PIPE IS 41.6 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 22.4 I \'Y ~ I I I UPSTREAM NODE ELEVATION = DOWNSTREAM NODE ELEVATION FLOWLENGTH(FEET) = 630.00 GIVEN PIPE DIAMETER (INCH) = PIPEFLOW THRU SUBAREA (CFS) TRAVEL TIME (MIN.) = .47 1214.50 1195.90 MANNING'S N = 60.00 NUMBER 326.30 TC(MIN.) = 14.67 .014 OF PIPES 1 I **************************************************************************** I FLOW PROCESS FROM NODE 31. 00 TO NODE 31. 00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 14.67. RAINFALL INTENSITY (INCH/HR) = 2.94 TOTAL STREAM AREA(ACRES) = 149.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 326.30 I I **************************************************************************** FLOW PROCESS FROM NODE 104.00 TO NODE 31. 00 IS CODE = 7 ---------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< I ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I USER-SPECIFIED VALUES ARE AS FOLLOWS: FROMTRACT24131-LATERAL "A-10" TC(MIN) = 15.10 RAIN INTENSITY(INCH/HOUR) = 2.90 TOTAL AREA(ACRES) = 18.20 TOTAL RUNOFF (CFS) = 50.30 **************************************************************************** I FLOW PROCESS FROM NODE 31.00 TO NODE 31.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) 15.10 RAINFALL INTENSITY (INCH/HR) = 2.90 TOTAL STREAM AREA(ACRES) = 18.20 PEAK FLOW RATE (CFS) AT CONFLUENCE = 50.30 I I **************************************************************************** FLOW PROCESS FROM NODE 31.10 TO NODE 34.00 IS CODE = 2 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "GG-1" I ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGEI]**.2 INITIAL SUBAREA FLOW-LENGTH = 850.00 UPSTREAM ELEVATION = 1240.80 DOWNSTREAM ELEVATION = 1226.00 ELEVATION DIFFERENCE = 14.80 TC = .359*[( 850.00**3)/( 14.80)]**.2 = 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT SUBAREA RUNOFF(CFS) = 16.71 11.993 3.271 I I .8512 I 1 \"?> I I TOTAL AREA (ACRES) 6.00 TOTAL RUNOFF(CFS) 16.71 I **************************************************************************** FLOW PROCESS FROM NODE 34.00 TO NODE 34.10 IS CODE = 6 I >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< AREA "GG-3" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I UPSTREAM ELEVATION = STREET LENGTH (FEET) = STREET HALFWIDTH(FEET) 1226.00 270.00 = 20.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. 1216.00 I DISTANCE FROM CROWN TO CROSSFALL GRADE BREAK INTERIOR STREET CROSSFALL(DECIMAL) = .017 OUTSIDE STREET CROSS FALL (DECIMAL) .017 18.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 I **TRAVELTIME COMPUTED USING MEAN FLOW (CFS) = 23.81 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .40 HALFSTREET FLOODWIDTH(FEET) = 15.95 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.21 PRODUCT OF DEPTH&VELOCITY = 2.09 STREET FLOW TRAVELTIME (MIN) = .86 TC(MIN) 12.86 I I 100.00 YEAR RAINFALL INTENSITY (INCH/HOUR) 3.153 SOIL CLASSIFICATION IS "c" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT .8497 SUBAREA AREA(ACRES) = 5.30 SUBAREA RUNOFF(CFS) = 14.20 SUMMED AREA(ACRES) = 11.30 TOTAL RUNOFF (CFS) 30.91 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .44 HALFSTREET FLOODWIDTH(FEET) 18.27 FLOW VELOCITY (FEET/SEC.) = 5.23 DEPTH*VELOCITY = 2.31 C.B. 's "#1" & "#2" I I I **************************************************************************** FLOW PROCESS FROM NODE 34.10 TO NODE 34.10 IS CODE = 7 >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< I ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 12.90 RAIN INTENSITY(INCH/HOUR) = 3.15 TOTAL AREA(ACRES) = 6.80 TOTAL RUNOFF (CFS) = 18.60 FLOW INTERCEPTED BY C.B. 's "#1" & "#2" **************************************************************************** FLOW PROCESS FROM NODE 31.10 TO NODE 31. 00 IS CODE = 3 I >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I I DEPTH OF FLOW IN 21.0 INCH PIPE IS 12.8 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 12.1 UPSTREAM NODE ELEVATION = 1188.00 DOWNSTREAM NODE ELEVATION = 1180.00 FLOWLENGTH(FEET) = 250.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER (INCH) 21.00 NUMBER OF PIPES PIPEFLOW THRU SUBAREA (CFS) 18.60 TRAVEL TIME (MIN.) = .35 TC(MIN.) 13.25 1 I I g V\ I I **************************************************************************** FLOW PROCESS FROM NODE 31. 00 TO NODE 31. 00 IS CODE = 1 I ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ I TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 13.25 RAINFALL INTENSITY(INCH/HR) = 3.10 TOTAL STREAM AREA(ACRES) = 6.80 PEAK FLOW RATE (CFS) AT CONFLUENCE = 18.60 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) 1 357.38 13.25 3.104 2 392.79 14.67 2.942 3 389.00 15.10 2.897 I I COMPUTED CONFLUENCE PEAK FLOW RATE (CFS ) TOTAL AREA (ACRES) = ESTIMATES ARE 392.79 174.10 AS FOLLOWS: Tc (MIN.) = 14.67 I **************************************************************************** I FLOW PROCESS FROM NODE 31.00 TO NODE 32.00 IS CODE = 4 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< I ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I DEPTH OF FLOW IN 66.0 INCH PIPE IS 51.7 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 19.7 UPSTREAM NODE ELEVATION = 1195.30 DOWNSTREAM NODE ELEVATION = 1178.90 FLOWLENGTH(FEET) = 850.00 MANNING'S N = .014 GIVEN PIPE DIAMETER (INCH) = 66.00 NUMBER OF PIPES 1 PIPEFLOW THRU SUBAREA (CFS) 392.79 TRAVEL TIME(MIN.) = .72 TC(MIN.) = 15.39 I I **************************************************************************** FLOW PROCESS FROM NODE .10 TO NODE 32.00 IS CODE = 8 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< AREA "GG.2" I ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.868 SOIL CLASSIFICATION IS "C" SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8223 SUBAREA AREA(ACRES) 7.00 SUBAREA RUNOFF(CFS) = 16.51 TOTAL AREA(ACRES) = 181.10 TOTAL RUNOFF(CFS) = 409.30 TC(MIN) = 15.39 I **************************************************************************** FLOW PROCESS FROM NODE 32.00 TO NODE 32.00 IS CODE = 1 ---------------------------------------------------------------------------- I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< I " ,-:) I I ============================================================================ I TOTAL NUMBER OF STREAMS; 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) 15.39 RAINFALL INTENSITY(INCH/HR); 2.87 TOTAL STREAM AREA(ACRES) ; 181.10 PEAK FLOW RATE(CFS) AT CONFLUENCE; 409.30 I **************************************************************************** I FLOW PROCESS FROM NODE .20 TO NODE 10.00 IS CODE; 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "G-1" I ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC ; K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH; 670.00 UPSTREAM ELEVATION; 1226.00 DOWNSTREAM ELEVATION; 1208.70 ELEVATION DIFFERENCE; 17.30 TC; .303*[( 670.00**3)/( 17.30)]**.2; 8.504 100.00 YEAR RAINFALL INTENSITY (INCH/HOUR) 3.921 SOIL CLASSIFICATION IS "c" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT; .8881 SUBAREA RUNOFF (CFS) 4.53 TOTAL AREA (ACRES) ; 1.30 TOTAL RUNOFF(CFS) 4.53 I I I **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 32.50 IS CODE; 6 I I >>>>>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<< AREA "G-2" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION ; STREET LENGTH (FEET) ; STREET HALFWIDTH(FEET) 1208.70 850.00 ; 20.00 DOWNSTREAM ELEVATION ; CURB HEIGTH(INCHES) ; 8. 1194.60 I DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK INTERIOR STREET CROSSFALL(DECIMAL) .020 OUTSIDE STREET CROSS FALL (DECIMAL) ; .020 18.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF; 1 I **TRAVELTIME COMPUTED USING MEAN FLOW (CFS) ; 7.23 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET); .43 HALFSTREET FLOODWIDTH(FEET); 13.53 AVERAGE FLOW VELOCITY(FEET/SEC.); 3.58 PRODUCT OF DEPTH&VELOCITY ; 1.53 STREET FLOW TRAVELTIME(MIN); 3.96 TC(MIN); 12.46 I I 100.00 YEAR RAINFALL INTENSITY (INCH/HOUR) ; 3.205 SOIL CLASSIFICATION IS "Cn COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT; .8858 SUBAREA AREA(ACRES); 1.90 SUBAREA RUNOFF(CFS) 5.39 SUMMED AREA(ACRES); 3.20 TOTAL RUNOFF (CFS) 9.92 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) ; .47 HALFSTREET FLOODWIDTH(FEET) 15.78 FLOW VELOCITY(FEET/SEC.) ; 3.70 DEPTH*VELOCITY; 1.75 C.B.'s "#1A" I I I \Cl \fo I I **************************************************************************** I FLOW PROCESS FROM NODE 32.50 TO NODE 32.00 IS CODE = 3 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< I ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ESTIMATED PIPE DIAMETER (INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.0 INCHES PIPEFLOW VELOCITY (FEET/SEC.) = 15.7 UPSTREAM NODE ELEVATION = 1185.00 DOWNSTREAM NODE ELEVATION = 1180.10 FLOWLENGTH(FEET) = 50.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER (INCH) 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA (CFS) 9.92 TRAVEL TIME(MIN.) = .05 TC(MIN.) = 12.52 I I **************************************************************************** FLOW PROCESS FROM NODE 32.00 TO NODE 32.00 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.) 12.52 RAINFALL INTENSITY (INCH/HR) = 3.20 TOTAL STREAM AREA (ACRES) = 3.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.92 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) 1 342.88 12.52 3.198 2 418.20 15.39 2.868 I I COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) TOTAL AREA (ACRES) = ESTIMATES ARE 418.20 184.30 AS FOLLOWS: TcIMIN.) = 15.39 I **************************************************************************** FLOW PROCESS FROM NODE 32.00 TO NODE 33.00 IS CODE = 4 I >>>>>COMPUTE PIPE FLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I DEPTH OF FLOW IN 66.0 INCH PIPE IS 48.1 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 22.5 UPSTREAM NODE ELEVATION = 1178.70 DOWNSTREAM NODE ELEVATION = 1177.80 FLOWLENGTH(FEET) = 35.00 MANNING'S N = .014 GIVEN PIPE DIAMETER (INCH) = 66.00 NUMBER OF PIPES 1 PIPEFLOW THRU SUBAREA (CFS) 418.20 TRAVEL TIME(MIN.) = .03 TC(MIN.) = 15.41 I I **************************************************************************** I \1 \"l I I FLOW PROCESS FROM NODE 33.00 TO NODE 33.00 IS CODE = 10 ---------------------------------------------------------------------------- I >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I **************************************************************************** FLOW PROCESS FROM NODE 34.10 TO NODE 34.10 IS CODE = 7 ---------------------------------------------------------------------------- I >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 12.90 RAIN INTENSITY (INCH/HOUR) = 3.15 TOTAL AREA(ACRES) = 4.50 TOTAL RUNOFF(CFS) = 12.30 FLOWBY FLOWS FROM C.B. s "#1" & "#2" **************************************************************************** I FLOW PROCESS FROM NODE 34.10 TO NODE 34.40 IS CODE = 6 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<< AREA "GG.4.1" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I UPSTREAM ELEVATION = STREET LENGTH (FEET) = STREET HALFWIDTH(FEET) 1216.00 320.00 = 20.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. 1209.00 I DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 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) 14.57 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .38 HALFSTREET FLOODWIDTH(FEET) = 14.80 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.67 PRODUCT OF DEPTH&VELOCITY = 1.40 STREET FLOW TRAVELTIME (MIN) = 1.45 TC(MIN) 14.35 I I 100.00 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.976 SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT .8472 SUBAREA AREA(ACRES) = 1.80 SUBAREA RUNOFF(CFS) = 4.54 SUMMED AREA(ACRES) = 6.30 TOTAL RUNOFF (CFS) 16.84 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = .40 HALFSTREET FLOODWIDTH(FEET) = 15.95 FLOW VELOCITY (FEET/SEC.) = 3.68 DEPTH'VELOCITY = 1.48 I I **************************************************************************** FLOW PROCESS FROM NODE 34.40 TO NODE 34.40 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.) 14.35 RAINFALL INTENSITY (INCH/HR) = 2.98 TOTAL STREAM AREA(ACRES) = 6.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 16.84 -. I \7... \'6 I I **************************************************************************** FLOW PROCESS FROM NODE 34.20 TO NODE 34.30 IS CODE = 2 I >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "GG-3.1" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH FAIR COVER TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 480.00 UPSTREAM ELEVATION = 1240.50 DOWNSTREAM ELEVATION = 1224.00 ELEVATION DIFFERENCE = 16.50 TC = .709*[( 480.00**3)/( 16.50)]**.2 100.00 YEAR RAINFALL INTENSITY (INCH/HOUR) SOIL CLASSIFICATION IS "c" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7399 SUBAREA RUNOFF(CFS) = 3.28 TOTAL AREA(ACRES) = 1.60 16.449 2.769 I I I TOTAL RUNOFF(CFS) 3.28 **************************************************************************** I FLOW PROCESS FROM NODE 34.30 TO NODE 34.40 IS CODE = 6 >>>>>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<< AREA "GG.4" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I UPSTREAM ELEVATION = STREET LENGTH (FEET) = STREET HALFWIDTH(FEET) 1224.00 775.00 = 20.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. 1209.00 I DISTANCE FROM CROWN TO CROSS FALL GRADE BREAK 18.00 INTERIOR STREET CROSSFALL (DECIMAL) .017 OUTSIDE STREET CROSSFALL (DECIMAL) .017 I SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 2 I **TRAVELTIME COMPUTED USING MEAN FLOW (CFS) 8.83 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .34 HALFSTREET FLOODWIDTH(FEET) = 12.48 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.05 PRODUCT OF DEPTH&VELOCITY = 1.05 STREETFLOW TRAVELTIME(MIN) = 4.23 TC(MIN) = 20.68 I I 100.00 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.455 SOIL CLASSIFICATION IS liCit CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8382 SUBAREA AREA(ACRES) = 5.40 SUBAREA RUNOFF (CFS) SUMMED AREA(ACRES) = 7.00 TOTAL RUNOFF(CFS) END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = .38 HALFSTREET FLOODWIDTH(FEET) 14.80 FLOW VELOCITY(FEET/SEC.) = 3.63 DEPTH*VELOCITY = 1.39 11.11 14.39 I I **************************************************************************** FLOW PROCESS FROM NODE 34.40 TO NODE 34.40 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: I \3 \0. I I I TIME OF CONCENTRATION(MIN.) 20.68 RAINFALL INTENSITY (INCH/HR) = 2.45 TOTAL STREAM AREA(ACRES) = 7.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 14.39 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 26.82 14.35 2.976 2 28.28 20.68 2.455 I I COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) TOTAL AREA (ACRES) = ESTIMATES ARE 26.82 13.30 AS FOLLOWS: Tc (MIN.) = 14.35 I **************************************************************************** FLOW PROCESS FROM NODE 34.40 TO NODE 35.00 IS CODE = 6 I >>>>>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<< AREA "GG-S" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I UPSTREAM ELEVATION = STREET LENGTH (FEET) = STREET HALFWIDTH(FEET) 1209.00 640.00 = 20.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. 1196.00 I DISTANCE FROM CROWN TO CROSSFALL GRADE BREAK = 18.00 INTERIOR STREET CROSSFALL(DECIMAL) = .017 OUTSIDE STREET CROSSFALL (DECIMAL) .017 I SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 2 I **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) 33.88 ***STREET FLOWING FULL*** STREET FLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .48 HALFSTREET FLOODWIDTH(FEET) = 20.00 AVERAGE FLOW VELOCITY(FEET/sEC.) = 4.56 PRODUCT OF DEPTH&VELOCITY = 2.19 STREET FLOW TRAVELTIME (MIN) = 2.34 TC(MIN) 16.69 I I 100.00 YEAR RAINFALL' INTENSITY (INCH/HOUR) 2.748 SOIL CLASSIFICATION IS "e" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT .8436 SUBAREA AREA(ACRES) = 6.10 SUBAREA RUNOFF (CFS) 14.14 SUMMED AREA (ACRES) = 19.40 TOTAL RUNOFF (CFS) 40.97 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .50 HALFSTREET FLOODWIDTH(FEET) 20.00 FLOW VELOCITY(FEET/sEC.) = 4.99 DEPTH*VELOCITY = 2.49 I I C.B.'s "#3'" & "#4" **************************************************************************** FLOW PROCESS FROM NODE 35.00 TO NODE 35.00 IS CODE = 7 I >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ============================================================================ I USER-SPECIFIED VALUES ARE AS FOLLOWS: FLOW INTERCEPTED BY C.B:s "#3" & "#4" TC(MIN) = 16.70 RAIN INTENSITY(INCH/HOUR) = 2.75 TOTAL AREA(ACRES) = 13.40 TOTAL RUNOFF (CFS) = 28.40 I 14 1fJ I I I **************************************************************************** FLOW PROCESS FROM NODE 35.00 TO NODE 33.00 IS CODE = 3 ---------------------------------------------------------------------------- I >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLGW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I DEPTH OF FLOW IN 21.0 INCH PIPE IS 15.0 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 15.4 UPSTREAM NODE ELEVATION = 1190.00 DOWNSTREAM NODE ELEVATION = 1179.40 FLOWLENGTH(FEET) = 220.00 MANNING'S N .013 ESTIMATED PIPE DIAMETER (INCH) 21.00 NUMBER OF PIPES 1 PIPEFLOW THRU SUBAREA (CFS) 28.40 TRAVEL TIME (MIN.) = .24 TC(MIN.) = 16.94 I I **************************************************************************** FLOW PROCESS FROM NODE 33.00 TO NODE 33.00 IS CODE = 11 >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< I ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I- ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN. ) (INCH/HOUR) 1 444.04 15.41 2.866 2 426.32 16.94 2.727 I COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) TOTAL AREA (ACRES) = ESTIMATES ARE = 444.04 197.70 AS FOLLOWS: Tc(MIN.) = 15.41 I **************************************************************************** FLOW PROCESS FROM NODE 33.00 TO NODE 37.00 IS CODE = 4 I >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I DEPTH OF FLOW IN 66.0 INCH PIPE IS 49.9 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 23.0 UPSTREAM NODE ELEVATION = 1177.70 DOWNSTREAM NODE ELEVATION = 1153.80 FLOWLENGTH(FEET) = 900.00 MANNING'S N = GIVEN PIPE DIAMETER (INCH) = 66.00 NUMBER PIPEFLOW THRU SUBAREA (CFS) 444.04 TRAVEL TIME (MIN.) = .65 TC(MIN.) = 16.06 .014 OF PIPES = 1 I 1 **************************************************************************** FLOW PROCESS FROM NODE 37.00 TO NODE 37.00 IS CODE = 10 I >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I **************************************************************************** FLOW PROCESS FROM NODE 38.10 TO NODE 38.00 IS CODE = 2 ---------------------------------------------------------------------------- I >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "GG-6" I 15 '}.\ I I ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 900.00 UPSTREAM ELEVATION = 1243.00 DOWNSTREAM ELEVATION = 1228.00 ELEVATION DIFFERENCE = 15.00 TC = .359*[( 900.00**3)/( 15.00)]**.2 12.378 100.00 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.217 SOIL CLASSIFICATION IS "c" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8506 SUBAREA RUNOFF(CFS) = 12.86 TOTAL AREA (ACRES) = 4.70 TOTAL RUNOFF(CFS) = 12.86 I I I **************************************************************************** I FLOW PROCESS FROM NODE 38.00 TO NODE 39.00 IS CODE = 6 >>>>>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<< AREA "GG.7" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I UPSTREAM ELEVATION = STREET LENGTH (FEET) = STREET HALFWIDTH(FEET) 1228.00 285.00 = 20.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. 1217.50 I I DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 18.00 INTERIOR STREET CROSSFALL(DECIMAL) = .017 OUTSIDE STREET CROSSFALL(DECIMAL) .017 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 1 I **TRAVELTIME COMPUTED USING MEAN FLOW (CFS) = 15.61 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .44 HALFSTREET FLOODWIDTH(FEET) = 18.27 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.28 PRODUCT OF DEPTH&VELOCITY = 2.33 STREET FLOW TRAVELTIME(MIN) = .90 TC(MIN) 13.28 I I 100.00 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.100 SOIL CLASSIFICATION IS "C" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8854 SUBAREA AREA(ACRES) = 2.00 SUBAREA RUNOFF (CFS) = SUMMED AREA (ACRES) = 6.70 TOTAL RUNOFF(CFS) END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .46 HALFSTREET FLOODWIDTH(FEET) 19.42 FLOW VELOCITY(FEET/SEC.) = 5.51 DEPTH'VELOCITY = 2.54 5.49 18.35 I I ********************************************************~******************* FLOW PROCESS FROM NODE 39.00 TO NODE 40.50 IS CODE = 6 I >>>>>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<< AREA "GG.8" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I UPSTREAM ELEVATION = STREET LENGTH (FEET) = STREET HALFWIDTH(FEET) 1217 . 50 630.00 = 22.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. 1187.50 I DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK = INTERIOR STREET CROSS FALL (DECIMAL) .020 OUTSIDE STREET CROSSFALL(DECIMAL) .020 20.00 I l~ 1-'" I I SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 I **TRAVELTlME COMPUTED USING MEAN FLOW (CFS) 22.10 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .48 HALFSTREET FLOODWIDTH(FEET) = 17.84 AVERAGE FLOW VELOCITY(FEET/SEC.) = 6.70 PRODUCT OF DEPTH&VELOCITY = 3.24 STREETFLOW TRAVELTIME (MIN) = 1.57 TC(MIN) 14.85 I I I 100.00 YEAR RAINFALL INTENSITY (INCH/HOURI = 2.923 SOIL CLASSIFICATION IS "c" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8847 SUBAREA AREA(ACRES) = 2.90 SUBAREA RUNOFF (CFSI 7.50 SUMMED AREA (ACRES) = 9.60 TOTAL RUNOFF(CFS) 25.85 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .50 HALFSTREET FLOODWIDTH(FEET) 18.48 FLOW VELOCITY(FEET/SEC.) = 7.32 DEPTH*VELOCITY = 3.63 I C.B. "#6" **************************************************************************** I FLOW PROCESS FROM NODE 40.50 TO NODE 40.00 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.) 14.85 RAINFALL INTENSITY (INCH/HRI = 2.92 TOTAL STREAM AREA(ACRES) = 9.60 PEAK FLOW RATE (CFS) AT CONFLUENCE = 25.85 I I **************************************************************************** FLOW PROCESS FROM NODE 18.00 TO NODE 40.00 IS CODE = 7 ---------------------------------------------------------------------------- I >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 19.50 RAIN INTENSITY (INCH/HOURI = 2.53 TOTAL AREA(ACRES) = 5.60 TOTAL RUNOFF(CFSI = FROM TRACT 24188 13.40 C.B. "#7" **************************************************************************** I FLOW PROCESS FROM NODE 18.00 TO NODE 40.00 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.) 19.50 RAINFALL INTENSITY(INCH/HR) = 2.53 TOTAL STREAM AREA(ACRES) = 5.60 PEAK FLOW RATE (CFS) AT CONFLUENCE = 13.40 I RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. I ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TIME INTENSITY I 1\ 1-"7 I I NUMBER 1 2 (CFS) 36.05 35.79 (MIN.) 14.85 19.50 (INCH/HOUR) 2.923 2.532 I I COMPUTED CONFLUENCE PEAK FLOW RATE (CFS ) TOTAL AREA (ACRES) = ESTIMATES ARE = 36.05 15.20 AS FOLLOWS: Tc (MIN.) = 14.85 **************************************************************************** I FLOW PROCESS FROM NODE 40.00 TO NODE 41.00 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 22.8 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 9.0 UPSTREAM NODE ELEVATION = 1187.50 DOWNSTREAM NODE ELEVATION = 1187.00 FLOWLENGTH(FEET) = 50.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER (INCH) 30.00 NUMBER OF PIPES 1 PIPEFLOW THRU SUBAREA (CFS) 36.05 TRAVEL TlME(MIN.) = .09 TC(MIN.) = 14.94 I I **************************************************************************** FLOW PROCESS FROM NODE 41.00 TO NODE 41.00 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.) = 14.94 RAINFALL INTENSITY(INCH/HR) = 2.91 TOTAL STREAM AREA (ACRES) = 15.20 PEAK FLOW RATE (CFS) AT CONFLUENCE = 36.05 I **************************************************************************** FLOW PROCESS FROM NODE 17.00 TO NODE 41. 00 IS CODE = 7 I >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ============================================================================ I USER-SPECI FlED VALUES ARE AS FOLLOWS: FROM TRACT 24188 - UNE "D" TC(MIN) = 16.30 RAIN INTENSITY (INCH/HOUR) = 2.78 TOTAL AREA(ACRES) = 79.70 TOTAL RUNOFF(CFS) = 201.60 I **************************************************************************** FLOW PROCESS FROM NODE 41.00 TO NODE 41. 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.) 16.30 RAINFALL INTENSITY (INCH/HR) = 2.78 TOTAL STREAM AREA(ACRESl = 79.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 201.60 I I 1& 'J,.I\. 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) 220.81 236.03 TABLE * * TIME (MIN. ) 14.94 16.30 INTENSITY ( INCH/HOUR) 2.914 2.783 I I COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) TOTAL AREA (ACRES) = ESTIMATES ARE 236.03 94.90 AS FOLLOWS: Tc (MIN. I = 16.30 I **************************************************************************** FLOW PROCESS FROM NODE 41. 00 TO NODE 41.40 IS CODE = 3 ---------------------------------------------------------------------------- I >>>>>COMPUTE PIPE FLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I DEPTH OF FLOW IN 60.0 INCH PIPE IS 46.0 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 14.6 UPSTREAM NODE ELEVATION = 1177.00 DOWNSTREAM NODE ELEVATION = 1170.00 FLOWLENGTH(FEET) = 670.00 MANNING'S N ESTIMATED PIPE DIAMETER (INCH) = 60.00 PIPEFLOW THRU SUBAREA (CFS) = 236.03 TRAVEL TIME(MIN.) = .76 TC(MIN.) = 17.06 ::: .013 NUMBER OF PIPES = 1 I I **************************************************************************** FLOW PROCESS FROM NODE 41. 40 TO NODE 41.40 IS CODE = 10 ---------------------------------------------------------------------------- I >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 3 <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I **************************************************************************** FLOW PROCESS FROM NODE 43.10 TO NODE 43.00 IS CODE = 2 ---------------------------------------------------------------------------- I >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "GG-9" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 810.00 UPSTREAM ELEVATION = 1241.00 DOWNSTREAM ELEVATION = 1227.00 ELEVATION DIFFERENCE = 14.00 TC = .359*[( 810.00**3)/( 14.00)J**.2 = 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) SOIL CLASSIFICATION IS "c" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = SUBAREA RUNOFF (CFS) 11. 81 TOTAL AREA (ACRES) = 4.20 11.782 3.302 I I .8516 TOTAL RUNOFFICFSI = 11. 81 I **************************************************************************** FLOW PROCESS FROM NODE 43.00 TO NODE 44.00 IS CODE = 6 ---------------------------------------------------------------------------- I >>>>>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<< AREA "GG-10" I \'\ 1? I I ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I I UPSTREAM ELEVATION = STREET LENGTH (FEET) = STREET HALFWIDTH(FEET) 1227.00 600.00 = 20.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. 1205.50 DISTANCE FROM CROWN TO CROSSFALL GRADE BREAK INTERIOR STREET CROSS FALL (DECIMAL) = .017 OUTSIDE STREET CROSS FALL (DECIMAL) .017 18.00 I SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 2 I **TRAVELTIME COMPUTED USING MEAN FLOW (CFS) 22.67 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .40 HALFSTREET FLOODWIDTH(FEET) = 15.95 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.96 PRODUCT OF DEPTH&VELOCITY = 1.99 STREET FLOW TRAVELTIME (MIN) = 2.02 TC(MIN) 13.80 I 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) 3.038 SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT .8481 SUBAREA AREA(ACRES) = 8.40 SUBAREA RUNOFF(CFS) = 21.64 SUMMED AREA(ACRES) = 12.60 TOTAL RUNOFF(CFS) 33.46 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = .44 HALFSTREET FLOODWIDTH(FEET) = 18.27 FLOW VELOCITY(FEET/SEC.) = 5.66 DEPTH*VELOCITY = 2.50 I I I **************************************************************************** FLOW PROCESS FROM NODE 44.00 TO NODE 44.50 IS CODE = 6 I >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< AREA "GG.10.S" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I UPSTREAM ELEVATION = STREET LENGTH (FEET) = STREET HALFWIDTH(FEET) 1205.50 650.00 = 20.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. 1198.50 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 I I **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) 38.00 ***STREET FLOWING FULL*** STREET FLOW MODEL RESULTS: NOTE: STREET FLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOWDEPTH(FEET) = .54 HALFSTREET FLOODWIDTH(FEET) = 20.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.89 PRODUCT OF DEPTH&VELOCITY = 2.10 STREET FLOW TRAVELTIME(MIN) = 2.79 TC(MIN) = 16.58 I I 100.00 YEAR RAINFALL INTENSITY (INCH/HOUR) 2.757 SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8438 SUBAREA AREA(ACRES) = 3.90 SUBAREA RUNOFF(CFS) 9.07 I to 1/4 I I I SUMMED AREA (ACRES) = 16.50 TOTAL RUNOFF(CFS) = 42.53 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .56 HALFSTREET FLOODWIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 4.03 DEPTH*VELOCITY = 2.25 C.B:s "#8" & "#9" I **************************************************************************** FLOW PROCESS FROM NODE 44.50 TO NODE 44.50 IS CODE = 7 I >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 16.60 RAIN INTENSITY(INCH/HOUR) = 2.76 TOTAL AREA(ACRES) = 15.70 TOTAL RUNOFF (CFS) = 40.40 FLOW INTERCEPTED BY C.B. 's "#8" & "#9" **************************************************************************** I FLOW PROCESS FROM NODE 44.50 TO NODE 44.70 IS CODE = 3 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE FLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< I ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I DEPTH OF FLOW IN 21.0 INCH PIPE IS 16.9 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 19.5 UPSTREAM NODE ELEVATION = 1193.00 DOWNSTREAM NODE ELEVATION = 1190.00 FLOWLENGTH(FEET) = 40.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER (INCH) 21.00 NUMBER OF PIPES 1 PIPEFLOW THRU SUBAREA (CFS) 40.40 TRAVEL TIME(MIN.) = .03 TC(MIN.) 16.63 I **************************************************************************** I FLOW PROCESS FROM NODE 44.70 TO NODE 44.70 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.) = 16.63 RAINFALL INTENSITY(INCH/HR) = 2.75 TOTAL STREAM AREA(ACRES) = 15.70 PEAK FLOW RATE (CFS) AT CONFLUENCE = 40.40 I **************************************************************************** FLOW PROCESS FROM NODE 44.80 TO NODE 44.90 IS CODE = 2 I >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "GG-11.S" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH FAIR TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 750.00 UPSTREAM ELEVATION = 1224.50 DOWNSTREAM ELEVATION = 1204.50 ELEVATION DIFFERENCE = 20.00 TC = .709*(( 750.00**3)/( 20.00)]**.2 100.00 YEAR RAINFALL INTENSITY (INCH/HOUR) SOIL CLASSIFICATION IS "Cn COVER I 2 0.688 2.454 I I z\ .,.1. I I I I UNDEVELOPED WATERSHED SUBAREA RUNOFF(CFS) TOTAL AREA (ACRES) = RUNOFF COEFFICIENT = .7234 1. 42 .80 TOTAL RUNOFF(CFS) 1. 42 **************************************************************************** FLOW PROCESS FROM NODE 44.90 TO NODE 44.95 IS CODE = 51 ---------------------------------------------------------------------------- I >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I UPSTREAM NODE ELEVATION = 1204.50 DOWNSTREAM NODE ELEVATION = 1200.00 CHANNEL LENGTH THRU SUBAREA (FEET) = 500.00 CHANNEL SLOPE = .0090 CHANNEL BASE (FEET) = 4.00 "Z" FACTOR = 3.000 MANNING'S FACTOR = .030 MAXIMUM DEPTH(FEET) = 2.00 CHANNEL FLOW THRU SUBAREA (CFS) = 1.42 FLOW VELOCITY (FEET/SEC) = 1.52 FLOW DEPTH(FEET) .20 TRAVEL TIME(MIN.) = 5.49 TC(MIN.) = 26.18 I I **************************************************************************** FLOW PROCESS FROM NODE 44.90 TO NODE 44.95 IS CODE = 8 I >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< AREA "GG-11.6" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.168 SOIL CLASSIFICATION IS "C" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7051 SUBAREA AREA(ACRES) 1.00 SUBAREA RUNOFF(CFS) TOTAL AREA(ACRES) 1.80 TOTAL RUNOFF(CFS) = TC(MIN) = 26.18 1. 53 2.95 I C.B. "#10" **************************************************************************** I FLOW PROCESS FROM NODE 44.95 TO NODE 44.70 IS CODE = 3 >>>>>COMPUTE PIPE FLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< I ============================================================================ I ESTIMATED PIPE DIAMETER (INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.3 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 5.3 UPSTREAM NODE ELEVATION = 1191.00 DOWNSTREAM NODE ELEVATION = 1190.00 FLOWLENGTH(FEET) = 80.00 MANNING'S N .013 ESTIMATED PIPE DIAMETER (INCH) 18.00 NUMBER OF PIPES 1 PIPEFLOW THRU SUBAREA (CFS) 2.95 TRAVEL TIME(MIN.) = .25 TC(MIN.) 26.43 I I **************************************************************************** FLOW PROCESS FROM NODE 44.70 TO NODE 44.70 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.) = 26.43 I ~'L 1-~ I I I RAINFALL INTENSITY (INCH/HR) = 2.16 TOTAL STREAM AREA(ACRES) = 1.80 PEAK FLOW RATE (CFS) AT CONFLUENCE = 2.95 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 42.26 16.63 2.753 2 34.60 26.43 2.157 I I COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) TOTAL AREA (ACRES) = ESTIMATES ARE 42.26 17.50 AS FOLLOWS: Tc (MIN.) = 16.63 I **************************************************************************** FLOW PROCESS FROM NODE 44.70 TO NODE 41. 40 IS CODE = 3 I >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I DEPTH OF FLOW IN 21.0 INCH PIPE IS 14.6 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 23.6 UPSTREAM NODE ELEVATION = 1190.00 DOWNSTREAM NODE ELEVATION = 1170.00 FLOWLENGTH(FEET) = 175.00 MANNING'S N ESTIMATED PIPE DIAMETER (INCH) 21.00 PIPEFLOW THRU SUBAREA(CFS) = 42.26 TRAVEL TIME(MIN.) = .12 TC(MIN.) = 16.76 .013 NUMBER OF PIPES 1 I I **************************************************************************** FLOW PROCESS FROM NODE 41. 40 TO NODE 41.40 IS CODE = 11 I >>>>>CONFLUENCE MEMORY BANK # 3 WITH THE MAIN-STREAM MEMORY<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN. ) (INCH/HOUR) 1 274.05 16.76 2.742 2 277.89 17.06 2.716 I I COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) TOTAL AREA (ACRES) = ESTIMATES ARE = 277.89 112.40 AS FOLLOWS: Tc (MIN.) = 17.06 **************************************************************************** I FLOW PROCESS FROM NODE 41.40 TO NODE 41.50 IS CODE = 3 >>>>>COMPUTE PIPE FLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< I ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I DEPTH OF FLOW IN 66.0 INCH PIPE IS 51.0 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 14.1 UPSTREAM NODE ELEVATION = 1170.00 DOWNSTREAM NODE ELEVATION = 1168.50 I t.~ oz,.Q. I I FLOWLENGTH(FEET) = 175.00 ESTIMATED PIPE DIAMETER (INCH) PIPEFLOW THRU SUBAREA(CFS) = TRAVEL TIME (MIN.) = .21 MANNING'S 66.00 277.89 TC (MIN. I = N = .013 NUMBER OF PIPES 1 I 17.27 I **************************************************************************** FLOW PROCESS FROM NODE 41.50 TO NODE 41. 50 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.) 17.27 RAINFALL INTENSITY (INCH/HR) = 2.70 TOTAL STREAM AREA(ACRES) = 112.40 PEAK FLOW RATE (CFS) AT CONFLUENCE = 277.89 I **************************************************************************** FLOW PROCESS FROM NODE 41. 50 TO NODE 41. 50 IS CODE = 7 I >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I USER-SPECIFIED VALUES ARE AS FOLLOWS: FROM TRACT 24186 - UNE "D" TC(MIN) = 10.50 RAIN INTENSITY (INCH/HOUR) = 3.51 TOTAL AREA (ACRES) = 2.40 TOTAL RUNOFF(CFS) = 7.30 I **************************************************************************** FLOW PROCESS FROM NODE 41. 50 TO NODE 41. 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.) = 10.50 RAINFALL INTENSITY (INCH/HR) = 3.51 TOTAL STREAM AREA(ACRES) = 2.40 PEAK FLOW RATE (CFS) AT CONFLUENCE = 7.30 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) 176.25 283.50 TABLE ** TIME (MIN. ) 10.50 17 .27 INTENSITY ( INCH/HOUR) 3.509 2.699 I COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) TOTAL AREA (ACRES I = ESTIMATES ARE = 283.50 114.80 AS FOLLOWS: Tc (MIN.) = 17.27 I **************************************************************************** FLOW PROCESS FROM NODE 41.50 TO NODE 42.00 IS CODE = 3 I >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< I 1,4 ~ I I ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I DEPTH OF FLOW IN 63.0 INCH PIPE IS 47.1 INCHES PIPEFLOW VELOCITY(FEET/sEC.) = 16.3 UPSTREAM NODE ELEVATION = 1168.00 DOWNSTREAM NODE ELEVATION = 1159.40 FLOWLENGTH(FEET) = 700.00 MANNING'S N ESTIMATED PIPE DIAMETER (INCH) = 63.00 PIPEFLOW THRU SUBAREA (CFS) 283.50 TRAVEL TIME (MIN.) = .71 TC (MIN. ) = .013 NUMBER OF PIPES = 1 I 17.99 I **************************************************************************** FLOW PROCESS FROM NODE 42.00 TO NODE 42.00 IS CODE = 12 I >>>>>CLEAR MEMORY BANK # 1 <<<<< ============================================================================ I **************************************************************************** FLOW PROCESS FROM NODE 42.00 TO NODE 42.00 IS CODE = 10 I >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I **************************************************************************** FLOW PROCESS FROM NODE 45.10 TO NODE 45.20 IS CODE = 2 I >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "GG-12" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 750.00 UPSTREAM ELEVATION = 1205.00 DOWNSTREAM ELEVATION = 1192.00 ELEVATION DIFFERENCE = 13.00 TC = .359*[( 750.00**3)/( 13.00)]**.2 100.00 YEAR RAINFALL INTENSITY (INCH/HOUR) SOIL CLASSIFICATION IS "c" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = SUBAREA RUNOFF (CFS) = 12.59 TOTAL AREA(ACRES) = 4.40 11. 418 3.357 I I .8523 TOTAL RUNOFF (CFS) = 12.59 I **************************************************************************** FLOW PROCESS FROM NODE 45.10 TO NODE 45.20 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.) 11.42 RAINFALL INTENSITY (INCH/HR) = 3.36 TOTAL STREAM AREA(ACRES) = 4.40 PEAK FLOW RATE (CFS) AT CONFLUENCE = 12.59 I **************************************************************************** I FLOW PROCESS FROM NODE 35.00 TO NODE 45.20 IS CODE = 7 I -z,S '}>\ I I >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ============================================================================ I USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 16.70 RAIN INTENSITY(INCH/HOUR) = 2.75 TOTAL AREA(ACRES) = 6.00 TOTAL RUNOFF (CFS) = 12.60 FLOWBY FLOWS FROM C.B. 's "#3" & "#4" I **************************************************************************** FLOW PROCESS FROM NODE 35.00 TO NODE 45.20 IS CODE = 6 I ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<< AREA "GG-12.1" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I UPSTREAM ELEVATION = STREET LENGTH(FEET) = STREET HALFWIDTH(FEET) 1196.00 250.00 = 20.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. 1192.00 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 2 I I **TRAVELTIME COMPUTED USING MEAN FLOW (CFS) = 14.26 STREET FLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .40 HALFSTREET FLOODWIDTH(FEET) = 15.95 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.12 PRODUCT OF DEPTH&VELOCITY = 1.25 STREET FLOW TRAVELTIME(MIN) = 1.33 TC(MIN) 18.03 I I 100.00 YEAR RAINFALL INTENSITY (INCH/HOUR) 2.638 SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT .8417 SUBAREA AREA(ACRES) = 1.50 SUBAREA RUNOFF(CFS) 3.33 SUMMED AREA(ACRES) = 7.50 TOTAL RUNOFF(CFS) = 15.93 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .40 HALFSTREET FLOODWIDTH(FEET) 15.95 FLOW VELOCITY(FEET/SEC.) = 3.49 DEPTH*VELOCITY = 1.40 I I **************************************************************************** FLOW PROCESS FROM NODE 35.00 TO NODE 45.20 IS CODE = 1 ---------------------------------------------------------------------------- I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 18.03 RAINFALL INTENSITY (INCH/HR) = 2.64 TOTAL STREAM AREA(ACRES) = 7.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 15.93 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 22.68 11. 42 3.357 2 25.82 18.03 2.638 I I 7).. ~1- I I COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) TOTAL AREA (ACRES) = ESTIMATES ARE = 25.82 11.90 AS FOLLOWS: Tc (MIN.) = 18.03 I **************************************************************************** I FLOW PROCESS FROM NODE 45.20 TO NODE 45.00 IS CODE = 6 >>>>>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<< AREA "GG-12.2" I ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION = STREET LENGTH (FEET) = STREET HALFWIDTH(FEET) 1192.00 250.00 = 20.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. 1186.00 I DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK 18.00 INTERIOR STREET CROSSFALL(DECIMAL) .017 OUTSIDE STREET CROSSFALL(DECIMAL) .017 I SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 2 I **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) 26.90 STREET FLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .44 HALFSTREET FLOODWIDTH(FEET) = 18.27 AVERAGE FLOW VELOCITY(FEET/sEC.) = 4.55 PRODUCT OF DEPTH&VELOCITY = 2.01 STREET FLOW TRAVELTIME (MIN) = .92 TC(MIN) 18.95 I I 100.00 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.570 SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT .8405 SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF (CFS) = SUMMED AREA(ACRES) = 12.90 TOTAL RUNOFF(CFS) END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = .44 HALFSTREET FLOODWIDTH(FEET) 18.27 FLOW VELOCITY(FEET/sEC.) = 4.73 DEPTH*VELOCITY = 2.09 2.16 27.98 I I **************************************************************************** FLOW PROCESS FROM NODE 45.20 TO NODE 45.10 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.) 18.95 RAINFALL INTENSITY (INCH/HR) = 2.57 TOTAL STREAM AREA(ACRES) = 12.90 PEAK FLOW RATE (CFS) AT CONFLUENCE = 27.98 I **************************************************************************** I FLOW PROCESS FROM NODE 44.50 TO NODE 44.50 IS CODE = 7 >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ============================================================================ I USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 16.60 RAIN INTENSITY(INCH/HOUR) = 2.76 TOTAL AREA(ACRES) = .80 TOTAL RUNOFF (CFS) = 2.10 FLOWBY FLOWS FROM C.B. s "#8" & "#9" I I '/,1 ~,.. "\ I I **************************************************************************** I FLOW PROCESS FROM NODE 44.50 TO NODE 45.00 IS CODE = 6 >>>>>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<< AREA "GG-11" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I UPSTREAM ELEVATION = STREET LENGTH (FEET) = STREET HALFWIDTH(FEET) 1198.50 750.00 = 20.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. 1186.00 I DISTANCE FROM CROWN TO CROSS FALL GRADE BREAK = 18.00 INTERIOR STREET CROSSFALL(DECIMAL) .017 OUTSIDE STREET CROSSFALL(DECIMAL) .017 I SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 2 I **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) 6.21 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .32 HALFSTREET FLOODWIDTH(FEET) = 11.33 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.56 PRODUCT OF DEPTH&VELOCITY = .83 STREET FLOW TRAVELTIME (MIN) = 4.88 TC(MIN) 21.48 I 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) SOIL CLASSIFICATION IS "c" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8372 SUBAREA AREA(ACRES) = 4.00 SUBAREA RUNOFF(CFS) = SUMMED AREA(ACRES) = 4.80 TOTAL RUNOFF(CFS) END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = .36 HALFSTREET FLOODWIDTH(FEET) = 13.64 FLOW VELOCITY(FEET/SEC.) = 2.98 DEPTH*VELOCITY = 1.08 2.406 I 8.06 10.16 I I **************************************************************************** FLOW PROCESS FROM NODE 44.50 TO NODE 45.00 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.) 21.48 RAINFALL INTENSITY(INCH/HR) = 2.41 TOTAL STREAM AREA(ACRES) ~ 4.80 PEAK FLOW RATE (CFS) AT CONFLUENCE = 10.16 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 36.95 18.95 2.570 2 36.35 21.48 2.406 I I COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA (ACRES) = ESTIMATES ARE = 36.95 17.70 AS FOLLOWS: Tc (MIN.) = 18.95 I **************************************************************************** I 'W ~ I I FLOW PROCESS FROM NODE 45.00 TO NODE 46.00 IS CODE; 6 I >>>>>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<< AREA "GG-13" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I UPSTREAM ELEVATION ; STREET LENGTH (FEET) ; STREET HALFWIDTH(FEET) 1186.00 250.00 ; 20.00 DOWNSTREAM ELEVATION ; CURB HEIGTH(INCHES) ; 6. 1181. 50 I DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK INTERIOR STREET CROSS FALL (DECIMAL) ; .017 OUTSIDE STREET CROSSFALL(DECIMAL) .017 18.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 2 I "TRAVELTIME COMPUTED USING MEAN FLOW (CFS) 38.52 ***STREET FLOWING FULL*** STREETFLOW MODEL RESULTS: NOTE: STREETFLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREETFLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOWDEPTH(FEET); .50 HALFSTREET FLOODWIDTH(FEET); 20.00 AVERAGE FLOW VELOCITY(FEET/sEC.); 4.69 PRODUCT OF DEPTH&VELOCITY; 2.35 STREET FLOW TRAVELTIME (MIN) ; .89 TC(MIN); 19.84 I I I 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) ; 2.509 SOIL CLASSIFICATION IS "c" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT .8393 SUBAREA AREA(ACRES) ~ 1.50 SUBAREA RUNOFF(CFS) 3.16 SUMMED AREA (ACRES) ; 19.20 TOTAL RUNOFF (CFS) ; 40.10 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) ; .50 HALFSTREET FLOODWIDTH(FEET) 20.00 FLOW VELOCITY(FEET/sEC.) ; 4.88 DEPTH'VELOCITY; 2.44 I I C.B. "#5" I **************************************************************************** FLOW PROCESS FROM NODE 46.00 TO NODE 42.00 IS CODE; 3 I >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.0 INCHES PIPEFLOW VELOCITY(FEET/sEC.); 32.2 UPSTREAM NODE ELEVATION; 1176.00 DOWNSTREAM NODE ELEVATION; 1160.00 FLOWLENGTH(FEET); 60.00 MANNING'S N .013 ESTIMATED PIPE DIAMETER (INCH) 18.00 NUMBER OF PIPES PIPEFLOW THRU SUBAREA(CFS) 40.10 TRAVEL TIME(MIN.); .03 TC(MIN.) 19.87 1 I I **************************************************************************** FLOW PROCESS FROM NODE 42.00 TO NODE 42.00 IS CODE; 11 I >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TIME INTENSITY I t~ ~ I I NUMBER 1 2 (CFS) 319.80 309.09 (MIN. ) 17.99 19.87 (INCH/HOUR) 2.642 2.507 I COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA (ACRES) = ESTIMATES ARE 319.80 134.00 AS FOLLOWS: Tc (MIN.) = 17.99 I I **************************************************************************** FLOW PROCESS FROM NODE 42.00 TO NODE 37.50 IS CODE = 3 I >>>>>COMPUTE PIPE FLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I DEPTH OF FLOW IN 66.0 INCH PIPE IS 53.4 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 15.5 UPSTREAM NODE ELEVATION = 1159.30 DOWNSTREAM NODE ELEVATION = 1156.00 FLOWLENGTH(FEET) = 320.00 MANNING'S N .013 ESTIMATED PIPE DIAMETER (INCH) 66.00 NUMBER OF PIPES 1 PIPEFLOW THRU SUBAREA (CFS) 319.80 TRAVEL TIME(MIN.) = .34 TC(MIN.) = 18.33 I I **************************************************************************** FLOW PROCESS FROM NODE 37.50 TO NODE 37.50 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< I ============================================================================ I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 18.33 RAINFALL INTENSITY(INCH/HR) = 2.62 TOTAL STREAM AREA(ACRES) = 134.00 PEAK FLOW RATE (CFS) AT CONFLUENCE = 319.60 I **************************************************************************** FLOW PROCESS FROM NODE 37.10 TO NODE 37.20 IS CODE = 2 I >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "GG-13.S" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH FAIR COVER TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 750.00 UPSTREAM ELEVATION = 1188.00 DOWNSTREAM ELEVATION = 1180.50 ELEVATION DIFFERENCE = 7.50 TC = .709*[( 750.00**3)/( 7.50)]**.2 100.00 YEAR RAINFALL INTENSITY (INCH/HOUR) SOIL CLASSIFICATION IS "c" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7083 SUBAREA RUNOFF(CFS) = 5.49 TOTAL AREA(ACRES) = 3.50 25.172 2.213 I I I TOTAL RUNOFF (CFS) 5.49 **************************************************************************** I FLOW PROCESS FROM NODE 37.20 TO NODE 37.60 IS CODE = 51 ---------------------------------------------------------------------------- I )0 ~ I I >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< I ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I UPSTREAM NODE ELEVATION = 1180.50 DOWNSTREAM NODE ELEVATION = 1170.00 CHANNEL LENGTH THRU SUBAREA (FEET) = 1175.00 CHANNEL SLOPE = .0089 CHANNEL BASE(FEET) = 6.00 "Z" FACTOR = 3.000 MANNING'S FACTOR = .030 MAXIMUM DEPTH(FEET) = 3.00 CHANNEL FLOW THRU SUBAREA (CFS) = 5.49 FLOW VELOCITY (FEET/SEC) = 2.14 FLOW DEPTH(FEET) .36 TRAVEL TIME(MIN.) = 9.14 TC(MIN.) = 34.31 I I **************************************************************************** FLOW PROCESS FROM NODE 37.20 TO NODE 37.60 IS CODE '" 8 I >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< AREA "GG-13.6" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.880 SOIL CLASSIFICATION IS "c" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .6825 SUBAREA AREA(ACRES) 4.20 SUBAREA RUNOFF (CFS) TOTAL AREA(ACRES) 7.70 TOTAL RUNOFF(CFS) = TC(MIN) = 34.31 5.39 10.87 I C.B. "#11" **************************************************************************** I FLOW PROCESS FROM NODE 37.60 TO NODE 37.50 IS CODE = 3 >>>>>COMPUTE PIPE FLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< I ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ESTIMATED PIPE DIAMETER (INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.6 INCHES PIPEFLOW VELOCITY(FEET/sEC.) = 18.6 UPSTREAM NODE ELEVATION = 1164.00 DOWNSTREAM NODE ELEVATION = 1158.00 FLOWLENGTH(FEET) = 41.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETERIINCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA (CFS) = 10.87 TRAVEL TIME(MIN.) = .04 TC(MIN.) = 34.35 I I **************************************************************************** FLOW PROCESS FROM NODE 37.50 TO NODE 37.50 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.) = 34.35 RAINFALL INTENSITY(INCH/HR) = 1.88 TOTAL STREAM AREA(ACRES) = 7.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.87 I RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. I ** PEAK FLOW RATE TABLE * * I ;;1 7\ I I STREAM NUMBER 1 2 RUNOFF (CFS) 325.60 240.54 TIME (MIN.) 18.33 34.35 INTENSITY ( INCH/HOUR) 2.616 1. 879 I I COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) TOTAL AREA (ACRES) = ESTIMATES ARE = 325.60 141.70 AS FOLLOWS: Tc(MIN.) = 18.33 I **************************************************************************** FLOW PROCESS FROM NODE 37.50 TO NODE 37.00 IS CODE = 3 I >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I DEPTH OF FLOW IN 63.0 INCH PIPE IS 49.9 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 17.7 UPSTREAM NODE ELEVATION = 1156.00 DOWNSTREAM NODE ELEVATION = 1155.00 FLOWLENGTH(FEET) = 70.00 MANNING'S N ESTIMATED PIPE DIAMETER (INCH) 63.00 PIPEFLOW THRU SUBAREA(CFS) = 325.60 TRAVEL TIME(MIN.) = .07 TC(MIN.) = 18.39 = .013 NUMBER OF PIPES 1 I I **************************************************************************** FLOW PROCESS FROM NODE 37.50 TO NODE 37.00 IS CODE = 11 I >>>>>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 728.40 16.06 2.804 2 739.05 18.39 2.611 I COMPUTED CONFLUENCE PEAK FLOW RATE (CFS ) TOTAL AREA (ACRES) = ESTIMATES ARE 739.05 339.40 AS FOLLOWS: Tc (MIN.) = 18.39 I **************************************************************************** I FLOW PROCESS FROM NODE 37.00 TO NODE 47.00 IS CODE = 3 >>>>>COMPUTE PIPE FLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< I ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I DEPTH OF FLOW IN 102.0 INCH PIPE IS 76.3 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 16.2 UPSTREAM NODE ELEVATION = 1150.90 DOWNSTREAM NODE ELEVATION = 1150.60 FLOWLENGTH(FEET) = 47.00 MANNING'S N .013 ESTIMATED PIPE DIAMETER (INCH) = 102.00 NUMBER OF PIPES 1 PIPEFLOW THRU SUBAREA(CFS) = 739.05 TRAVEL TIME(MIN.) = .05 TC(MIN.) 18.44 I **************************************************************************** I FLOW PROCESS FROM NODE 47.00 TO NODE 47.00 IS CODE = 12 I 32.. ~ I I I >>>>>CLEAR MEMORY BANK # 1 <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- **************************************************************************** I FLOW PROCESS FROM NODE 47.00 TO NODE 47.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< I ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- **************************************************************************** I FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE = 7 ---------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 10.90 RAIN INTENSITY lINCH/HOURI = 3.44 TOTAL AREA(ACRES) = 26.50 TOTAL RUNOFFICFS) = 66.80 FROM TRACT 24186 - LINE .C. I **************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 4.10 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 24.0 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 15.8 UPSTREAM NODE ELEVATION = 1156.00 DOWNSTREAM NODE ELEVATION = 1154.00 FLOWLENGTH(FEETI = 65.00 MANNING'S N ESTIMATED PIPE DIAMETERIINCH) 30.00 PIPEFLOW THRU SUBAREA (CFS) 66.80 TRAVEL TIME(MIN.) = .07 TCIMIN.) = 10.97 = .013 NUMBER OF PIPES 1 I I **************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 4.10 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.) 10.97 RAINFALL INTENSITY (INCH/HR) = 3.43 TOTAL STREAM AREA(ACRES) = 26.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 66.80 I **************************************************************************** I FLOW PROCESS FROM NODE 4.20 TO NODE 4.10 IS CODE = 7 >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I USER-SPECIFIED VALUES ARE AS FOLLOWS: TCIMIN) = 10.60 RAIN INTENSITY (INCH/HOUR) = 3.49 TOTAL AREA(ACRES) = 4.20 TOTAL RUNOFF(CFS) = FROM TRACT 24131 13.60 I I 33 19-, I I **************************************************************************** I FLOW PROCESS FROM NODE 4.20 TO NODE 4.10 IS CODE = 3 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< I ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.7 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 12.4 UPSTREAM NODE ELEVATION = 1157.00 DOWNSTREAM NODE ELEVATION = 1155.60 FLOWLENGTH(FEET) = 33.00 MANNING'S N ESTIMATED PIPE DIAMETER (INCH) 18.00 PIPEFLOW THRU SUBAREA (CFS) 13.60 TRAVEL TIME (MIN.) = .04 TC(MIN.) = 10.64 .013 NUMBER OF PIPES 1 I **************************************************************************** I FLOW PROCESS FROM NODE 4.20 TO NODE 4.10 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.) 10.64 RAINFALL INTENSITY (INCH/HR) = 3.48 TOTAL STREAM AREA(ACRES) = 4.20 PEAK FLOW RATE (CFS) AT CONFLUENCE = 13.60 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 78.43 10.64 3.483 2 80.19 10.97 3.429 I I COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) TOTAL AREA (ACRES) = ESTIMATES ARE = 80.19 30.70 AS FOLLOWS: Tc (MIN.) = 10.97 **************************************************************************** I FLOW PROCESS FROM NODE 4.10 TO NODE 47.00 IS CODE = 3 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< I =======================================================~=================== I DEPTH OF FLOW IN 39.0 INCH PIPE IS 30.7 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 11.5 UPSTREAM NODE ELEVATION = 1154.00 DOWNSTREAM NODE ELEVATION = 1151.50 FLOWLENGTH(FEET) = 220.00 MANNING'S N .013 ESTIMATED PIPE DIAMETER (INCH) = 39.00 NUMBER OF PIPES 1 PIPEFLOW THRU SUBAREA(CFS) 80.19 TRAVEL TIME(MIN.) = .32 TC(MIN.) 11.29 I ***************************************************************************~ I FLOW PROCESS FROM NODE 4.10 TO NODE 47.00 IS CODE = 11 I 34- .~ , I I I I I I I I I ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN. ) (INCH/HOUR) 1 532.53 11. 29 3.377 2 800.95 18.44 2.607 COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) TOTAL AREA (ACRES) = ESTIMATES ARE 800.95 370.10 AS FOLLOWS: Tc(MIN.) = 18.44 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF STUDY SUMMARY: PEAK FLOW RATE(CFS) = 800.95 TOTAL AREA(ACRES) = 370.10 Tc (MIN.). = 18.44 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF RATIONAL METHOD ANALYSIS TO TRACT 24131 - LINE "A" I I I I I I I I I I 3S ~\ I I **************************************************************************** I RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCDI 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 (9091 653-5308 I ************************** DESCRIPTION OF STUDY ************************** I * PALOMA DEL SOL * TRACT 24187 - STORM DRAIN - LINE "D" * 100 YEAR HYDROLOGY - INTERIM CONDITIONS * * * ************************************************************************** I FILE NAME: 24187I.DAT TIME/DATE OF STUDY: 19:32 7/ 8/1996 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-MINUTE INTENSITY (INCH/HOUR) = 10-YEAR STORM 60-MINUTE INTENSITY (INCH/HOUR) = 100-YEAR STORM lO-MINUTE INTENSITY (INCH/HOURI 100-YEAR STORM 60-MINUTE INTENSITY (INCH/HOUR) SLOPE OF 10-YEAR INTENSITY-DURATION CURVE = SLOPE OF 100-YEAR INTENSITY-DURATION CURVE = COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 I-HOUR INTENSITY (INCH/HOUR) = 1.4000 SLOPE OF INTENSITY DURATION CURVE = .5271 RCFC&WCD HYDROLOGY MANUAL "C"-VALUES USED NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES FOR FRICTION 2.360 .880 3.600 = 1. 400 .5505732 .5271139 SLOPE .90 I I I **************************************************************************** I FLOW PROCESS FROM NODE 17 . 00 TO NODE 17.00 IS CODE = 7 >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I USER-SPECI FlED VALUES ARE AS FOLLOWS: FROM TRACT 24188 - LINE "D" TC(MIN) = 16.30 RAIN INTENSITY (INCH/HOUR) = 2.78 TOTAL AREA(ACRES) = 64.50 TOTAL RUNOFF(CFS) = 169.60 I **************************************************************************** FLOW PROCESS FROM NODE 17.00 TO NODE 41.00 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. I = 16.30 I 3lo b.-1.- I I RAINFALL INTENSITY(INCH/HR) = 2.78 TOTAL STREAM AREA (ACRES) = 64.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 169.60 I **************************************************************************** I FLOW PROCESS FROM NODE 40.00 TO NODE 40.00 IS CODE = 7 >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< I ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: FROM C.B.'s "#6" & "#7" ULT. CONDo TC(MIN) = 14.90 RAIN INTENSITY (INCH/HOUR) = 2.92 TOTAL AREA(ACRES) = 15.20 TOTAL RUNOFF(CFS) = 36.10 I **************************************************************************** FLOW PROCESS FROM NODE 40.00 TO NODE 41.00 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.) 14.90 RAINFALL INTENSITY(INCH/HR) = 2.92 TOTAL STREAM AREA (ACRES) = 15.20 PEAK FLOW RATE (CFS) AT CONFLUENCE = 36.10 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) 191.13 204.03 TABLE ** TIME (MIN. ) 14.90 16.30 INTENSITY (INCH/HOUR) 2.918 2.783 I COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) TOTAL AREA (ACRES) = ESTIMATES ARE 204.03 79.70 AS FOLLOWS: Tc (MIN.) = 16.30 I ************************************************'**************************** FLOW PROCESS FROM NODE 41.00 TO NODE 41.40 IS CODE = 3 I >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I DEPTH OF FLOW IN 57.0 INCH PIPE IS 43.3 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 14.1 UPSTREAM NODE ELEVATION = 1177.00 DOWNSTREAM NODE ELEVATION = 1170.00 FLOWLENGTH(FEET) = 670.00 MANNING'S N ESTIMATED PIPE DIAMETER (INCH) = 57.00 PIPEFLOW THRU SUBAREA (CFS) = 204.03 TRAVEL TIME (MIN.) = .79 TC (MIN. ) .013 NUMBER OF PIPES 1 I 17.09 I **************************************************************************** I FLOW PROCESS FROM NODE 41. 40 TO NODE 41.40 IS CODE = 10 ---------------------------------------------------------------------------- I '!J1 b.,1> I I >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 20.00 IS CODE = 2 I >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "G-90" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH POOR COVER TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 910.00 UPSTREAM ELEVATION = 1285.00 DOWNSTREAM ELEVATION = 1188.00 ELEVATION DIFFERENCE = 97.00 TC = .533*[( 910.00**3)/( 97.00)]**.2 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = SOIL CLASSIFICATION IS "c" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7570 SUBAREA RUNOFF (CFS) 13.44 TOTAL AREA(ACRES) = 5.60 12.720 3.171 I I I TOTAL RUNOFF (CFS) 13.44 **************************************************************************** I FLOW PROCESS FROM NODE 20.00 TO NODE 41.40 IS CODE = 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTlME THRU SUBAREA<<<<< I ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I UPSTREAM NODE ELEVATION = 1188.00 DOWNSTREAM NODE ELEVATION = 1182.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 660.00 CHANNEL SLOPE = .0091 CHANNEL BASE(FEET) = 2.00 "Z" FACTOR = 10.000 MANNING'S FACTOR = .030 MAXIMUM DEPTH(FEET) = 1.00 CHANNEL FLOW THRU SUBAREA (CFS) = 13.44 FLOW VELOCITY (FEET/SEC) = 2.42 FLOW DEPTH(FEET) = .65 TRAVEL TIME (MIN.) = 4.54 TC(MIN.) = 17.26 I I **************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 41. 40 IS CODE = 8 I >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< AREA "G-91" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) 2.700 SOIL CLASSIFICATION IS "C" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7366 SUBAREA AREA(ACRES) 3.10 SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) 8.70 TOTAL RUNOFF(CFS) = TC(MIN) = 17.26 6.17 19.61 I C.B. "#12" **************************************************************************** I FLOW PROCESS FROM NODE 20.00 TO NODE 41.40 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: I 38 * I I TIME OF CONCENTRATION(MIN.) 17.26 RAINFALL INTENSITY (INCH/HR) 2.70 TOTAL STREAM AREA(ACRES); 8.70 PEAK FLOW RATE(CFS) AT CONFLUENCE; 19.61 I I **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 41. 40 IS CODE; 2 ---------------------------------------------------------------------------- I >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "G-92" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH POOR COVER TC ; K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH; 960.00 UPSTREAM ELEVATION; 1270.00 DOWNSTREAM ELEVATION; 1182.00 ELEVATION DIFFERENCE; 88.00 TC; .533*[( 960.00**3)/( 88.00)J**.2 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) SOIL CLASSIFICATION IS "Clt UNDEVELOPED WATERSHED RUNOFF COEFFICIENT; .7537 SUBAREA RUNOFF(CFS) ; 12.79 TOTAL AREA (ACRES) ; 5.50 13.393 3.086 I I TOTAL RUNOFF (CFS) 12.79 INTERIM C.B. "#12A" I **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 41. 40 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. I ; 13.39 RAINFALL INTENSITY (INCH/HRI ; 3.09 TOTAL STREAM AREA(ACRES); 5.50 PEAK FLOW RATE (CFSI AT CONFLUENCE; 12.79 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) 28.01 30.80 TABLE ** TIME (MIN. ) 13.39 17.26 INTENSITY (INCH/HOUR) 3.086 2.700 I COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA (ACRES) ; ESTIMATES ARE 30.80 14.20 AS FOLLOWS: Tc (MIN.) ; 17.26 I **************************************************************************** FLOW PROCESS FROM NODE 41.40 TO NODE 41.40 IS CODE; 11 ---------------------------------------------------------------------------- I >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ---------------------------------------------------------------------------- -------------~-------------------------------------------------------------- I ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TIME INTENSITY I ~q ~ I I NUMBER 1 2 (CFS) 234.54 233.80 (MIN. ) 17.09 17.26 (INCH/HOUR) 2.714 2.700 I COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA (ACRES) = ESTIMATES ARE = 234.54 93.90 AS FOLLOWS: Tc(MIN.) = 17.09 I **************************************************************************** I FLOW PROCESS FROM NODE 41.40 TO NODE 41. 50 IS CODE = 3 I >>>>>COMPUTE PIPE FLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I DEPTH OF FLOW IN 63.0 INCH PIPE IS 46.7 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 13.6 UPSTREAM NODE ELEVATION = 1170.00 DOWNSTREAM NODE ELEVATION = 1168.50 FLOWLENGTH(FEET) = 175.00 MANNING'S N .013 ESTIMATED PIPE DIAMETER (INCH) = 63.00 NUMBER OF PIPES 1 PIPEFLOW THRU SUBAREA(CFS) 234.54 TRAVEL TIME(MIN.) = .21 TC(MIN.) 17.31 I I **************************************************************************** FLOW PROCESS FROM NODE 41.50 TO NODE 41.50 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< I ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 17.31 RAINFALL INTENSITY (INCH/HR) = 2.70 TOTAL STREAM AREA (ACRES) = 93.90 PEAK FLOW RATE (CFS) AT CONFLUENCE ~ 234.54 I **************************************************************************** FLOW PROCESS FROM NODE 41.50 TO NODE 41. 50 IS CODE = 7 I >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I USER-SPECIFIED VALUES ARE AS FOLLOWS: FROM TRACT 24186. LINE "D" TC(MIN) = 10.50 RAIN INTENSITY (INCH/HOUR) = 3.51 TOTAL AREA (ACRES) = 2.40 TOTAL RUNOFF(CFS) = 7.30 I **************************************************************************** FLOW PROCESS FROM NODE 41.50 TO NODE 41.50 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.) = 10.50 RAINFALL INTENSITY(INCH/HR) = 3.51 TOTAL STREAM AREA(ACRES) = 2.40 PEAK FLOW RATE (CFS) AT CONFLUENCE = 7.30 I I 40 Alp 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) 149.61 240.15 TABLE ** TIME (MIN. ) 10.50 17.31 INTENSITY (INCH/HOUR) 3.509 2.696 I I COMPUTED CONFLUENCE PEAK FLOW RATE (CFS ) TOTAL AREA (ACRES) = ESTIMATES ARE = 240.15 96.30 AS FOLLOWS: Tc(MIN.) = 17.31 I **************************************************************************** FLOW PROCESS FROM NODE 41.50 TO NODE 42.00 IS CODE = 3 I >>>>>COMPUTE PIPE FLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I DEPTH OF FLOW IN 60.0 INCH PIPE IS 43.6 INCHES PIPEFLOW VELOCITY (FEET/sEC.) = 15.7 UPSTREAM NODE ELEVATION = 1168.00 DOWNSTREAM NODE ELEVATION = 1159.40 FLOWLENGTH(FEET) = 700.00 MANNING'S N ESTIMATED PIPE DIAMETER (INCH) 60.00 PIPEFLOW THRU SUBAREA (CFS) 240.15 TRAVEL TIME (MIN.) = .74 TC(MIN.) .013 NUMBER OF PIPES = 1 I 18.05 I **************************************************************************** FLOW PROCESS FROM NODE 42.00 TO NODE 42.00 IS CODE = 10 I >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< I **************************************************************************** FLOW PROCESS FROM NODE 60.00 TO NODE 70.00 IS CODE = 2 I >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "G-93" I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH POOR COVER TC = K*[(LENGTH**3)/(ELEVATION CHANGE)] **.2 INITIAL SUBAREA FLOW-LENGTH = 1000.00 UPSTREAM ELEVATION = 1315.00 DOWNSTREAM ELEVATION = 1224.00 ELEVATION DIFFERENCE = 91.00 TC = .533*[( 1000.00**3)/( 91.00)]**.2 100.00 YEAR RAINFALL INTENSITYIINCH/HOUR) = SOIL CLASSIFICATION IS "c" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7526 SUBAREA RUNOFF (CFS) = 18.64 TOTAL AREA(ACRES) = 8.10 13.633 3.057 I I TOTAL RUNOFF(CFS) 18.64 I **************************************************************************** FLOW PROCESS FROM NODE 70.00 TO NODE 80.00 IS CODE = 52 I >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< I 41 b.:,"v I I >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ I UPSTREAM NODE ELEVATION = 1224.00 DOWNSTREAM NODE ELEVATION = 1200.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 870.00 CHANNEL SLOPE = .0276 CHANNEL FLOW THRU SUBAREA (CFS) = 18.64 FLOW VELOCITY (FEET/SEC) = 4.88 (PER PLATE D-6.1) TRAVEL TIME (MIN.) = 2.97 TC(MIN.) = 16.60 I I **************************************************************************** FLOW PROCESS FROM NODE 70.00 TO NODE 80.00 IS CODE = 8 I ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< AREA "G-94" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I 100.00 YEAR RAINFALL INTENSITY (INCH/HOUR) 2.756 SOIL CLASSIFICATION IS "C" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7393 SUBAREA AREA(ACRES) = 17.40 SUBAREA RUNOFF(CFS) = TOTAL AREA (ACRES) 25.50 TOTAL RUNOFF (CFS) = TC(MIN) = 16.60 35.45 54.09 I **************************************************************************** I FLOW PROCESS FROM NODE 80.00 TO NODE 90.00 IS CODE = 52 I >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I UPSTREAM NODE ELEVATION = 1200.00 DOWNSTREAM NODE ELEVATION = 1185.00 CHANNEL LENGTH THRU SUBAREA (FEET) 860.00 CHANNEL SLOPE = .0174 CHANNEL FLOW THRU SUBAREA (CFS) = 54.09 FLOW VELOCITY (FEET/SEC) = 5.23 (PER PLATE D-6.1) TRAVEL TIME(MIN.) = 2.74 TC(MIN.) = 19.34 I **************************************************************************** I FLOW PROCESS FROM NODE 80.00 TO NODE 90.00 IS CODE = 8 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< AREA "G-95" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I I 100.00 YEAR RAINFALL INTENSITY (INCH/HOUR) 2.543 SOIL CLASSIFICATION IS TIC" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7284 SUBAREA AREA(ACRES) 21.50 SUBAREA RUNOFF (CFS) TOTAL AREA(ACRES) = 47.00 TOTAL RUNOFF(CFS) = TC(MIN) = 19.34 39.82 93.90 I **************************************************************************** FLOW PROCESS FROM NODE 90.00 TO NODE 100.00 IS CODE = 52 ---------------------------------------------------------------------------- I >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I UPSTREAM NODE ELEVATION = 1185.00 DOWNSTREAM NODE ELEVATION = 1173.00 CHANNEL LENGTH THRU SUBAREA (FEET) = 830.00 I 42. ~ I I CHANNEL SLOPE = .0145 CHANNEL FLOW THRU SUBAREA (CFS) = 93.90 FLOW VELOCITY (FEET/SEC) = 5.60 (PER PLATE D-6.1) TRAVEL TIME (MIN.) 2.47 TC(MIN.) = 21.81 I I **************************************************************************** FLOW PROCESS FROM NODE 90.00 TO NODE 100.00 IS CODE = 8 ---------------------------------------------------------------------------- I >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< AREA "G-96" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) 2.386 SOIL CLASSIFICATION IS "C" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7194 SUBAREA AREA(ACRES) 6.60 SUBAREA RUNOFF(CFS) TOTAL AREA(ACRES) = 53.60 TOTAL RUNOFF(CFS) = TC(MIN) = 21.81 11. 33 105.24 I **************************************************************************** FLOW PROCESS FROM NODE 90.00 TO NODE 100.00 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.) 21.81 RAINFALL INTENSITY(INCH/HR) = 2.39 TOTAL STREAM AREA(ACRES) = 53.60 PEAK FLOW RATE (CFS) AT CONFLUENCE = 105.24 I **************************************************************************** I FLOW PROCESS FROM NODE 50.00 TO NODE 100.00 IS CODE = 2 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "G-97" I ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH POOR COVER TC = K*[(LENGTH**3)/(ELEVATION CHANGE)] **.2 INITIAL SUBAREA FLOW-LENGTH = 1100.00 UPSTREAM ELEVATION = 1235.00 DOWNSTREAM ELEVATION = 1173.00 ELEVATION DIFFERENCE = 62.00 TC = .533*[( 1100.00**3)/( 62.00)]**.2 = 100.00 YEAR RAINFALL INTENSITY (INCH/HOUR) SOIL CLASSIFICATION IS "C" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7436 SUBAREA RUNOFF(CFS) = 13.56 TOTAL AREA(ACRES) = 6.40 15.587 2.849 I I TOTAL RUNOFF(CFS) 13.56 I **************************************************************************** FLOW PROCESS FROM NODE 50.00 TO NODE 100.00 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.) = 15.59 I 4.3 M I I RAINFALL INTENSITY(INCH/HR) = 2.85 TOTAL STREAM AREA(ACRES) = 6.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 13.56 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 88.76 15.59 2.849 2 116.59 21. 81 2.386 I I COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) TOTAL AREA (ACRES) = ESTIMATES ARE 116.59 60.00 AS FOLLOWS: Tc(MIN.) = 21. 81 INTERIM C.B. "#5" I **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 42.00 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 19.2 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 38.6 UPSTREAM NODE ELEVATION = 1173.00 DOWNSTREAM NODE ELEVATION = 1160.00 FLOWLENGTH(FEET) = 60.00 MANNING'S N ESTIMATED PIPE DIAMETER (INCH) = 27.00 PIPEFLOW THRU SUBAREA (CFS) 116.59 TRAVEL TIME(MIN.) = .03 TC(MIN.) = 21.84 .013 NUMBER OF PIPES 1 I I **************************************************************************** FLOW PROCESS FROM NODE 42.00 TO NODE 42.00 IS CODE = 11 I >>>>>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN. ) (INCH/HOUR) 1 336.50 18.05 2.637 2 333.77 21.84 2.385 I COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) TOTAL AREA (ACRES) = ESTIMATES ARE 336.50 156.30 AS FOLLOWS: Tc(MIN.) = 18.05 I **************************************************************************** I FLOW PROCESS FROM NODE 42.00 TO NODE 37.50 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< I ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I DEPTH OF FLOW IN 69.0 INCH PIPE IS 52.3 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 15.9 UPSTREAM NODE ELEVATION = 1159.30 DOWNSTREAM NODE ELEVATION = 1156.00 I 44 ~o I I FLOWLENGTH(FEET) = 320'.00 ESTIMATED PIPE DIAMETER (INCH) PIPEFLOW THRU SUBAREA (CFSI = TRAVEL TIME (MIN.) = .33 MANNING'S N = 69.00 336.50 TC (MIN. ) .013 NUMBER OF PIPES = 1 I 18.38 I **************************************************************************** FLOW PROCESS FROM NODE 37.50 TO NODE 37.50 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< I ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 18.38 RAINFALL INTENSITY(INCH/HR) = 2.61 TOTAL STREAM: AREA (ACRES) = 156.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 336.50 I **************************************************************************** FLOW PROCESS FROM NODE 41. 40 TO NODE 37.60 IS CODE = 2 I >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "G.98" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH FAIR COVER TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 1140.00 UPSTREAM ELEVATION = 1182.00 DOWNSTREAM ELEVATION = 1170.00 ELEVATION DIFFERENCE = 12.00 TC = .709*[( 1140.00**3)/( 12.00)]**.2 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = SOIL CLASSIFICATION IS "e" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .6955 SUBAREA RUNOFF (CFS) 5.38 TOTAL AREA(ACRES) = 3.80 29.458 2.037 I I I TOTAL RUNOFF(CFS) 5.38 C.B. "#11" **************************************************************************** I FLOW PROCESS FROM NODE 37.60 TO NODE 37.50 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< I ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ESTIMATED PIPE DIAMETER (INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.6 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 15.3 UPSTREAM NODE ELEVATION = 1164.00 DOWNSTREAM NODE ELEVATION = 1158.00 FLOWLENGTH(FEET) = 41.00 MANNING'S N .013 ESTIMATED PIPE DIAMETER (INCH) = 18.00 NUMBER OF PIPES 1 PIPEFLOW THRU SUBAREA(CFS) = 5.38 TRAVEL TIME(MIN.) = .04 TC(MIN.) 29.50 I I **************************************************************************** FLOW PROCESS FROM NODE 37.50 TO NODE 37.50 IS CODE = 1 ---------------------------------------------------------------------------- I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< I 45 0$\ I I ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 29.50 RAINFALL INTENSITY (INCH/HR) = 2.04 TOTAL STREAM AREA(ACRES) = 3.80 PEAK FLOW RATE (CFS) AT CONFLUENCE = 5.38 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) 1 339.85 18.38 2.612 2 267.61 29.50 2.035 I I COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) TOTAL AREA (ACRES) = ESTIMATES ARE = 339.85 160.10 AS FOLLOWS: Tc(MIN.) = 18.38 I **************************************************************************** FLOW PROCESS FROM NODE 37.50 TO NODE 37.00 IS CODE = 3 I >>>>>COMPUTE PIPE FLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I DEPTH OF FLOW IN 66.0 INCH PIPE IS 48.6 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 18.1 UPSTREAM NODE ELEVATION = 1156.00 DOWNSTREAM NODE ELEVATION = 1155.00 FLOWLENGTH(FEET) = 70.00 MANNING'S N .013 ESTIMATED PIPE DIAMETER (INCH) 66.00 NUMBER OF PIPES PIPEFLOW THRU SUBAREA (CFS) = 339.85 TRAVEL TIME (MIN.) = ..06 TC (MIN. ) 18.45 1 I I ================================~=========================================== END OF STUDY SUMMARY: PEAK FLOW RATE (CFS) = 339.85 TOTAL AREA (ACRES) = 160.10 Tc(MIN.) = 18.45 I ============================================================================ END OF RATIONAL METHOD ANALYSIS I I I I I I ~'V 4-lP I I I I I I I I I I I I I I I I I I I HYDROLOGY MAP 5?J 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 5Z\ . .~_ t._< '.~ -_~: __.:.._ t,;IIo....;.~,~.'.,:.\-o:f:.:_..-..:_.__2~;r,;:"';...__._-""'-, .. ~_.._.... _ I I I I I I I I I I I I I I I I I I I HYDRAUUC DESIGN, ON-GRADE CATCH BASIN Project: , RA;c- T '2. 4 I B 1 Catch Basin Number. 1&.2 IO-year Discharge (from Rational Method) (cfs): IOO-year Discharge (from Rational Method) (cfs): Carryover from C.B. No. tv fA Total Design Discharge (cfs): \ 5.4 5 F10w Depth (ft): 0.41 ?o.~ /z. y1 = (cfs): Street Slope: 0.0400 Use City of Los Angeles (Department of Public Works) Hydraulic Design Manual, Chart LL - 14- w= 14' c..~.#1 W'" 21' c. b.1fZ. Discharge Intercepted (cis): \ 2>. (p Carryover to Downstream Point (cfs): \'Z..~ Facility Receiving Carryover: C.f!..1F'!:. '3 & 4- ( 0.65 1.5 &100,CAf' - 3.12. 14) (0.41) == 1.1 ~ QIIlO/cM ~ 3.12 (2..1)0.85 (0.41),,50 :: IO.~ C~ l~, ~ c:~ 4-1 ~ 15.45 c.~ ((",6>.# I) $ I I I I I TIME/DATE OF STUDY: 19:37 25-JUN-96 11============================================================================ - - - - - -- - - - - - - - - - - - - - - - - --- - - - - - - - - -------- - - HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-88 Advanced Engineering Software (aes) Ver. 2.7A Release Date: 6/25/88 Serlal # DE1721 Especially prepared for: KEITH COMPANIES a__*._____lt_._.___*_______ DESCRIPTION OF STUDY a_.a................-..... . FLOW DEPTH CALC. FOR C.B. NO.'S 1 AND 2 . 1* TRACT 24187 j * * II: e ~ ~ 9 ~ e lit 2 ~ ~ II: ~ Q k ... * . ... * . * * * It It . It . .. . * * . '" * . * ... ... ,., * *- . lit lit * * ... * 9 P" . ~~*'. . ... * . *- . . . * * * * * * * * I~~~~~~~~~~~~~~:~~~~~:!~~~~:!~~~~~~~!~~;;;;:::::::::::::::::::::::::::::::::: CONSTANT STREET GRADE(FEET/FEET) = 0.040000 CONSTANT STREET FLOW(CFS) = 30.90 1 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 I 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 ---------------------------------------------------------------------------- I ~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~ STREET FLOWDEPTH(FEET) = 0.41 HALF STREET FLOODWIDTH(FEET) = 17.19 I AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.80 PRODUCT OF DEPTH&VELOCITY = 2.40 ============================================================================ I I I I 1 I I .;:"''2'\0_ 48 $ I I I I 1 I I I I I I I 1 I I I I I I HYDRAUliC DESIGN, ON-GRADE CATCH BASIN Project: /( AC T 24/6"1 Catch Basin Number: 1 A lO-year Discharge (from Rational Method) (cfs): lOO-year Discharge (from Rational Method) (cfs): Carryover from C.B. No. IVI A. Total Design Discharge (cfs): ,/, 't Flow Depth (ft): 0.4-' ,,'t = (cfs): ~ Street Slope: 0.02. Zfl Use City of Los Angeles (Department of Public Works) Hydraulic Design Manual, Chart L L - I 4 W = 2/' Discharge Intercepted (cfs): 'f. 't Carryover to Downstream Point (cfs): ,IJ Facility Receiving Carryover: "'III t:'l ()O.9G( )/.5 Of/DC, or ~ 3./2 2/ 0.4-1:::: 10. Cf e~ 49 5'1 I I I I - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - HVDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-88 Advanced Engineering Software (aes) Ver, 2.7A Release Date: 6/25788 Ser1al " DE1721 Especially prepared for: I______________________________~~!~~-~~~~~~!~~~------------------------------ TIME/DATE OF STUDY: 11:46 28-JUN-96 1 ============================================================================ It It It It 10: It * It It It It It It It It It It It It. It * '" It It It DESCR I P T I ON OF STUDY It It It It It It It It It It 10: It It It It lit It It It lit *... It It It It , FLOW DEPTH CALC. FOR C.B. NO. 1A I' TRACT 24187 'I It 10: e ~ ~ Q ~ ~ '" Q ~ ~ It ~ Q ~ lit '" It . ". * ... It " .. .... It 11: It ... '" It ,. * It ... lit It It * .. * .. It .. .. 11: . ,. It It to. ~ ,., " .1\'. It lit It It ,. . It It lit It III .. It * It . . . It It It It It It It * It It It It It It It It It . It It It It It 10: . . It 10: 10: It It It It It It It It * * * It * 10: * It It * * * * * It * It It * It It * * 10: It * It * It It * lit lit It It It * It It I I I I I I I I 1 I I I >>>>STREETFLOW MODEL INPUT INFORMATION<<<< ---------------------------------------------------------------------------- CO~STANT STREET GRADE(FEET/FEET) = 0.022800 CONSTANT STREET FLOW(CFS) = 9,90 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SVMMETRICAL STREET HALF-WIDTH(FEET) = 38.00 CONSTANT SVMMETRICAL STREET CROSSFALL(DECIMAL) = 0.020000 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 ====~~~~=~~~~~~~=~~=~~~~=~~~~~~=~~=~~~=~~~~;=~~~=~~~~=~~~~~~================ STREET FLOW MODEL RESULTS: ---------------------------------------------------------------------------- STREET FLOWDEPTH(FEET) = 0.41 HALFSTREET FLOODWIDTH(FEET) = 14.66 AVERAGE FLOW VELOCITV(FEET/SEC.) = 4.31 PRODUCT OF DEPTH&VELOCITV = 1.77 ============================================================================ :.f7: ".,. SD ~ I I 1 I I I I I I I 1 I I I I I I I I HYDRAUUC DESIGN, ON-GRADE CATCH BASIN Project: ,f<.A c ,. Z 4 I 81 Catch Basin Number: .3 &. 4 la-year Discharge (from Rational Method) (cis): lOa-year Discharge (from Rational Method) (cis): 4 1.0 / Z :0 ~O. S = (cis): Iz.~ (INCLUDED MOVE) Carryover from C.B. No. I g.. 'Z. Total Design Discharge (cfs): 'Zo. IS I Flow Depth (ft): O. 4~ Street Slope: 0.0200 Use City of Los Angeles (Depanment of Public Works) Hydraulic Design Manual, Chan L L - I 4 / W = 2.\ Discharge Intercepted (cfs): \4.1....,. 1- ~ 'Le.4 (.f7 Carryover to Downstream Point (cfs): \ 2... Ct, Facility Receiving Carryover: C. e,. if 5 I) gs I.S &\OO,CI\f'" 3.12.. ('2..1)' (O.4-'}) -:::: 14:2.. G~ 61 e\ I I I I A ~ A ~ 1 A _ _ _ _ - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - " - - - - - - - - - - - - - (C) HYDRAULIC ELEMENTS - I PRGGRA~ PACKAGE Copyrjght 1982-88 Advanced Engjneerjng Software (aes) Ver. 2.7A Release Date: 6/25/88 Serlal # DE1721 Especjally prepared for: I______________________________~~!~~-~~~~~~!~~------------------------------- TIME/DATE OF STUDY: 15:14 26-JUN-96 1============================================================================ 1< 1< * 1< 1< 1< * * *" * * * * * * 1< 1< * * 1< 1< *" "* D ESe RIP T ION OF ST U DV * * * 1< * * ,,1< "* 1< 1< 1<" * " 1< * 1< 1< * 1< It * 1< "" . FlOIrI DEPTH CALC. FOR C.B, NO.'S 3 AND 4 ' I' TRACT 24187 ". 1< * ~ ~ ~ Q ~ ~ * ~ ~ ~ 1< ? ~ ~ '" 1< It 1< 1< '" It * '" lit '" '" '" II: 'II; 1< '" '" * ... * 1< ... It . 1< ... 1< '" II< 1< ... J g9 II: ,. * ~'It 1< * 1< III; 1< 1< :It ill 1< "" 1< '" lit 1< '" '" . ,.. ,., "" * 1< 1< 1< 1< 1< 1< 1< 1< 1< 1< 1< 1< * 1< 1< 1< 1< 1< 1< * 1< 1< 1< 1< 1< 1< 1< 1< 1< 1< 1< 1< 1< 1< 1< * 1< 1< 1< 1< * * 1< 1< 1< . 1< 1< * 1< 1< 1< * 1< * 1< 1< * 1< * 1< 1< 1< * 1< 1< 1< . 1< 1< 1< * 1< 1< * I~~~~~~~~~~~~~~-~~~~~_!~~~~_!~~~~~~~!~~~~~~---------------------------------- CONSTANT STREET GRADE(FEET/FEET) = 0.020000 CONSTANT STREET FlOIrI(CFS) = 41.00 I AVERAGE STREETFlOIrI FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SY~METRICAl STREET HAlF-IrIIDTH(FEET) = 20.00 CONSTANT SY~~ETRICAl STREET CROSSFAll(DECIMAl) = 0.017000 CONSTANT SY~METRICAL CURB HEIGTH(FEET) = 0.50 1 CONSTANT SY~METRICAL GUTTER-IrIIDTH(FEET) = 2.00 CONSTANT SY~~ETRICAL GUTTER-lIP(FEET) = 0.03125 CONSTANT SY~~ETRICAL GUTTER-HIKE(FEET) = 0.12500 FlOIrI ASSUMED TO FILL STREET EVENLY ON BOTH SIDES 1 .'.STREET FLOwING FUll.'. :::=:==:==:===============:=:====::=:==:======:============================= STREETFLOw ~OuEL RESU~TS: 1_--------------------------------------------------------------------------- STREET FlOwOEPTH(FEET) = 0.49 HALF STREET FlOODwIDTH(FEET) = 20.00 AVERAGE FLOw VElOCITY(FEET/SEC.) = 4,95 PRODUCT OF DEPTH&VELOCITY = 2.43 1============================================================================ I I I I I I 611 (,.0 I I I I I 1 I I I I 1 I I I I I I I I HYDRAULIC DESIGN, SUMP CATCH BASIN Project: 1;<. Z4/87 Catch Basin Number: ~ 10-year Discharge (from Rational Method) (cfs): 100-year Discharge (from Rational Method) (cfs): 40./ CFs ;;'1".4(... carryover from C.B. No... ({I;. '1\ (H4) Total Design Di~charge (cfs): 40.' *Maximum ponding Depth (ft): /./7' VSf! ';"'IY/I' f4ttlV1"''-vI (1'64. LL-t;;).' f?:: ~.O;ll"-' o.,~ D.<- ~ = (cfs): /iIIel.~D F'\il/L 1.1'1'/;/10ol.0"" ~ ....e. P'II'* ~,..'f"', Hydraulic Design Manual, Chart LL-15 w = /4' Discharge Intercepted (cfs): 44. (1 > 40./ o/C- ~8/fe.I'.-r4'p~f1-1-Z""{O ~w = #'<=/.17' tn# f70,..,t?~ pe;f'r;/ '5:; I" , I I 'Tier ""- /1 . H " /I ><,f,7 '7.37 , (J,J"/I' P"/.I7' /J h 0") D.(P Y-'iJ..~." "xl" 37J< II /UI7 :: ?:? '2 Cr'f,. ~ 4-0.1 . Cf", 1.0) C1~ VJ" 11' ~\ I I 1 I I I 1 I I I I I I I I I I I I HYDRAULIC DESIGN, SUMP CATCH BASIN Project: lie. 2-4187 Catch Basin- Number: 7 t ~ Me.(A.t;>a {)1l.1V"- lo-year Discharge (from Rational Method) (cfs): lOO-year Discharge (from Rational Method) (cfs): &..6. ,,- ~5." Co&.7 - /3.4 Carryover from C.B. No. tv/A = (cfs): .P' Total Design Discharge (cfs): 42.? (eoMt>. ot= e.o-r# t.p.>. ~f, 7) Maximum Ponding Depth (ft): r;,H(!.~+4-" t:Jq. c/C:>"+(~7~)(I/') . ~ d'-7' ~ (Z.';; '~ /. ()tf ' [}:,;};.~:g } QT.''!"' 4-1.:~ " ""- (Or 'Z."; =/z.c;," H Hydraulic Design Manual, Chart LL-lS Discharge Intercepted (cfs): ',r) 0.13 0 (- I' CAu. W"II ~ 't'=-~.oXI?W O' (..~~ ~e:J....) w = II' eACH. (c.&. #'~47) , o,oo~ (Pl. e crs? 42,3 ((10 ~ f~1 cf"!> CF'S .1<- A-::((ia~/) == 1~7 ~.I': I J vJ" II 0== f.&l4- I /") 'V3 4.(,. . . r"" 3.Q;( 137 X II K ;'<74- = ~ &f ~rS X'Z = (pl.& "1 42.3 oj::. j {/76 tv:: 1/ I / 64- Cd- I I I I I I I I 1 I I 1 I I I I I I I HYDRAUIlC DESIGN, ON-GRADE CATCH BASiN Project: -rreAC T z4/e 1 Catch Basin Number: ~ 1< '} lo-year Discharge (from Rational Method) (cis): IOO-year Discharge (from Rational Method) (cis): Carryover from C.B. No. tJ/A Total Design Discharge (cfs): -z.1. ~ Flow Depth (ft): O. '5'5' 42,5/2-<: = (cis): ~ Street Slope: (). 0 I 00 Use City of Los Angeles (Department of Public Works) Hydraulic Design Manual, Chart L. L -/~ W = 2~' Discharge Intercepted (cis): 1-0.1.. "/. 7.. <: 4-0.+ Carryover to Downstream Point (cis): 1.. I ~ Facility Receiving Carryover: e.E.. No.5 t? '\o.tS( :,\,.5 &IOO,C~f'::: z.9z" '6-~J Q'SSJ::' 7.0.2 Cfs r55 z '.7;> G.~ I I I I I I 1 I I I I I I I I I I I I - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - HYDRAULIC ELE~ENTS - I PROGRAM PACKAGE (C) Copyright 1982-88 Advanced Engineering Software (aes) Ver. 2,7A Release Date: 6/25/88 Senal /I DE1721 Especially prepared for: KEITH COMPANIES ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 15:10 26-JUN-96 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ..........._a_*_..____*... DESCRIPTION OF STUDY *******************~**.*** . FLOW DEPTH CALC. FOR C.B, NO.'S 8 AND 9 . TRACT 24187 . PALOMA DEL SOL \00 '1ft. . . * * * * * . * * * * * . * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * . * * * * * * * * . * * * * * * * * * * * * * * * * * . * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * . . * * * * * * * * * * * * * . . * . * . . * . * * >>>>STREETFLOW MODEL INPUT INFORMATION<<<< CONSTANT STREET GRADE(FEET/FEETl = 0,010000 CONSTANT STREET FLOW(CFS) = 42,50 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF-W!DTH(FEET) = 20.00 CONSTANT SY~~ETRICAL STREET CROSSFALL(DECIMALl = 0.017000 CONSTANT SYMMETRICAL CURB HEIGTH(FEET) = 0.50 CONSTANT SYM~ETRICAL GUTTER-WIDTH(FEETl = 2.00 CONSTANT SYMMETRICAL GUTTER-lIP(FEET) = 0.03125 CONSTANT SY~METRICAL GUTTER-HIKE(FEET) = 0.12500 FLOW ASSU~ED TO FILL STREET ON ONE SIDE, AND THEN SPLITS ."STREET FLOWING FULL'.' ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- STREETFLOW MODEL RESULTS: ~OTE: 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) = 0.55 HALFSTREET FLOODWIDTH(FEET) = 20.00 AVERAGE FLOW VELOCITY(FEET/SEC,) = 4.00 PRODUCT OF DEPTH&VELOCITY = 2.20 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ;.. rJ~ ~4 I I i I I. I I I I I I I I I I I I I I I r.. Calwb;k. L.dl:/Yr) ~~ f!lser 1i1.Je:r (cd-ch ~11\ 12A) QIO- /1,,3 CFS (JUT.) u.se f?.c.r.p. .:L1-1eron RJ~ C.I3. IOB(TYPt-x) iry Mlf\. Via. = ~ll{ O1P; cjrC0n".J~ce. .: Z71R., '" ~ ~ 3. lit '10. 1.5 =-".41.-' use ~j1l3S at /2.~ ~iJ..s :. 05e. (p ~~s weIr- Ft:r~k. - Q -::- c.ui * Op+1/l'U1'>\ Cud. Q Do (31(, X 75 A)'r.. 5ff~ cJc~{'J . Q = (3)>XJ6k<)~ Q = /I. '1 as ~ Q 1/\ sbis M~ Q ::: 17,8 CfS l1)Q,)<. Q I" ;sbis QfIr Orifice ~1G\. - q "" cA-V ~h or h :{-&J~ ~ h"" . 75" 1k h~ht ffW\ ~rrord -10 'bp of riser 171 . ..... (D'S I I II I I I I I I I I I I I I I I I I ~ A'" 1/r1. :::. 1T~.~ == 1.01 1t'1: l( r G(AT~~ "'l.. o. &0 :. Cj, (,G. .;t Oohfl'\UrY\ QncL Q:. It.1> - 11.1 ~ 1.\ Cf5 ~" h::s. 1.1 I [.6)(:.1.(.) ~ I h::. 0.1 ~ heaJ.' a,b,,,,e ri l)cr for ~I\JI\~ Q rA/'<tJI. \III.s.~.=:: 1I'\\.lS"-+O:1S+D.\ '" I\~Z.(,O - l~ (tC:/Z.S' fElaI. ""SO t 1 ~ 1191..<;0 (;Ned. cf'en~ 000 D- ~' alP "N. . ~, 7~ So"Yo ~'()~ Q =- 11.f> - ".f> ::: 70 CfS r 1.0 l\ h:: L(6) (-Z.fl3) J 6if.;; I h =- 0.71 mOo)( ~ ~ ri':>Cf' for ~i~ Q Mk'j... wse '" II "l1.1..5-to.75+o.u., _ 1I'~Z..1l.D r.~.$.l.IJDB'I?S (IF' 1(l'Q"0) .-- .. , !>....s II 'IPS' IE.. ~" I I I I I I I I I I I I I I I I I I I b~ i--~ I I I I I I I I I I I I I I I I I I I " oiJ e"'} I I I I I I I I I I I I I I I I I I I dJ loP) I I I I I I I I I I I I I I I I I I I .... ... <0 _ II: 11'"1'" ~ ~N ~ , !ilj , ~ ':', m:: il Ui .Ji" ~It N' , - . , ;t:: o ." ." Ci '" nt lID "'.... ...'" i:f :::,1 '7.0) II~ . ~ -,-.- ." " -,-.- N l ""B"'" ~-'-Lt .h' - . .~_C.'" "" "'" l ".", "",,-, j ,,, " ~ L ''''''.:!.! . _ --~~i -: i-- " "" ." i f ' """,...- ,I*L."~; '.1 t ,_, ~ .~ ~ ~ . , ~ . ~ T"'". " t _ ~- ::_+- -- M t , h .,~.t == .=<?:"'" =""'.~ " , - .. n _ . :"""=. '''''C'n ~ _ ~ s" -' , __J. ". 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'" 3: I H "''''Z 0"'< "'''' <'" '"' o I I I I I I I I 0' " '"' " m '" ~. . " ..." "'"' '" 0,"", o 0 3"'''' '0 C ~ W'"'" " "' '0 ~. " . n " '" - 0 '00 "''" 00< " "' . . H" " ,.. " o '" ~ <,.. . WHO ....'" ....'"' . H ,<Z G) o "' ~ ~. o . '" , Z o "'0 '" ",'0 t"""' OXt'"'''''O " ~~E: ,"00 ,'"' ~ t'l::tON t"'. = "'" 0 tr:ICIl !-'t'"l <. CO t-' " '" o5:f: HO '0 "'~ OF:~ ...ro '" '" Z " ... < H . '" < ' ,..'" . . , H Z '" '"' lTJX< t'l "'''' '" ):o):q-'IT]H <0 H3: '" ,.. "'0 ZO ~t'l~6 aZt'lH ;:I:' M"" IT) t':I:;:tI OOH t"'G)-.JO . -< t::l Z H , . . " . t'l Ul W ... t"'C:'U ... "'''' <'" '" I I '" W 00 o 0," "'H ",,", "'H Xo E: Z o ~ o '" '0 ... '" 0," HG) "... " I Ha> 0" '" Z'" 0' I N t"" N '" ~ '" '" HZ "'0 :0 ::< a> '" '" I . . . . . . , , . , . . . . , . . , . , , , , . . . . . . . . . . , . . , , , . . , , . . . . . . . . . . . . . , , , . . . , . . . , . . . . , . . . . . . , . , , , . . . . . . , , . . . , . . . , , . . , . , . . . , . . . . . . . . . . . . . . . . . , . . . . 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'" '" I H ",,,,Z Ot"< "'''' <'" '"' I I I I I I I I I "' o " '"' " . '" ~. . " "" "'" '" 0,"", o 0 3"'''' 'Oc~ w,"'" " "' '0 ~. " . 0 " '" - 0 '0" "''" 00< " "' . . H" " ,.." 0'" ~ < ,"", WHO ~'" ~'"' . H '< Z G) o ~ ~ ~. o . , '" , Z o ",0 '" "'''' '""'" O:J:L'0-31"O " !;!~E: "'00 ,'"'j; [']~ON t"". =.... 0 t'l1J.l I-'t'] <. (I) t"' " '" o5:~ HO '" "'~ O~~ ,",ro '" '" Z 1: < H . '" < , ,..'" . . , H Z '" '"' '"'l::r< ['] );<~~'"'l~ <0 H3: '" ,.. "'0 ZO ~t']~6 c;lZtr]H :J::. [':In 0-3 "'1 ['];xJ {IlH t""Gl-lO . 0-< 0 Z H' . . " . tr1UlCll >l- t"" C 0-0 >I- "'''' <'" '" I '" w ro I o 000 "'H ",,", ,",H XO " ,.. OX HG) ,,'"' , Z o !l! o '" '" '"' X I H<P O~ Z'" 0' I N ,.. 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" , t'1tnUl oj- t"" C '1:l "" "'''' <'" '" I '" w ro I o 0," "'H ",,", ~~ Z o S! o '" '0 '"' '" OX HG) ,,'"' , I HOJ O~ Z'" 0' I ~ '" N t-< '" '" '" HZ "'0 '" ::< OJ '" '" I . . . . . , , . , . , . , . . . . , . . . . . . . . . , , . . . , . . . . , . . . . , . . , , . . , , , . . , . . , . . . , . , . . . . , , . . . , , . . , . . . , . . . . . . . , . . . . . . . . . , , . . , , . . , . , . . . . . . , . . . . . . . . . . . . . . o H ","'Z 0"'< "'''' <'" '"' '" o '" w o o o ~ " ~ ~ ~ '" ~ " o ~ W ~ ro w o o '" ~ ~ ~ ~ ~ '" ~ " ~ ro N '" o ~ W ~ ro ~ ~ o ro w o ~ ~ ~ ro H ~ ~ " W " o ~ W ~ ro ~ ~ o ~ w o w ro '" '" ~ ~ ~ ro o " o ~ W ~ ro w o ~ W ffi o ~ ~ ~ ro '" ~ 1.0 ro ~ ~ o ~ w ~ ro '" ro W w o '" ro w ~ ~ ~ ~ W o ~ o ~ W ~ ro '" N ~ w o '" ~ ~ W ~ ~ ~ W w ro o ~ W ~ ro w ro ~ w o " o w " ~ ~ N '" '" ~ o ~ W ~ ro w o " ~ ~ W ~ ~ ~ w ro w ~ ~ '" o ~ W ~ ro w o " '" '" '" ~ ~ ~ W W '" w W o ~ W ~ ro ~ t"" '" Z '"' ~ o '" w o ~ " '" ro ~ ~ W o o o ~ W W W H ~ ~ ro '" o w ~ W '" ro ~ ~ ~ ro ro ~ ro ~ ~ '" ~ ~ ~ ~ w ro ~ " ~ '" '" '" ~ ~ W o '" ~ '" ~ '" '" '" ~ ~ W ~ ~ OJ ~ ~ " ro ~ ~ ~ W ~ ro ~ OJ ~ W o " ~ N W ~ ~ '" ~ w o ~ ~ ~ ~ W ~ '" ro " w ~ W ~ ~ ~ W W o ~ " w w '" '" H ~ W W W ~ o w '" " o H ~ W W '" " o ~ ~ '" ro ~ ~ '" ro ~ ~ '" ro H ~ '" ro ~ ~ '" ro ~ ~ '" ro ~ ~ '" ro ~ ~ '" ro ~ ~ '" ro ~ ~ '" ro ~ ~ '" ro ~ W W o ~ W o ~ ~ ro ~ '" ~ " W ~ ~ '" '" ~ '" " ro ~ ~ N W ~ ~ ro '" o ~ ro OJ ~ ro H " '" '" W ~ ~ ~ W ~ ~ '" W o ~ '" " o ~ ~ W '" ~ ~ o ~ ~ W ~ W ~ " o ~ W '" '" ~ w w ~ '" '" ~ ~ ~ W '" ~ ro o o ~ o w ro w ~ W ~ ~ W ~ ~ ~ W '" '" ~ ~ o ~ OJ '" '" ~ H '" ~ '" " ~ w ro ~ " ~ ~ W '" '" ~ ~ ~ '" o ~ ~ ~ W ~ ~ W '" ~ ~ W o ~ ~ ~ ~ o o ~ '" '" ~ ro ~ ~ w ~ W " ~ ~ W '" " ro ro o ~ ~ W o ~ o ro w ~ " W ~ ~ W '" ro '" '" o ~ W ~ o '" o '" ~ ro w o H ~ W '" W H ~ o ~ ~ ~ '" ~ o w ~ '" ~ " ~ ~ W '" W ~ " o ~ ~ ~ '" ~ o H ~ w ro " ~ ~ W '" '" '" ~ o o o o w '" " o w '" " o o o w '" " o o o w '" " o o o w '" ~ o o o w '" " o o o w '" " o o o w '" " o o o w '" " o o o w '" " o o o w '" ~ o ~ w ro ~ ~ w ro ~ ~ w ro " ~ w ro ~ ~ w ro ~ ~ w ro " ~ w ro " ~ w ro " H W ro " ~ w ro " ~ o o ~ o o ~ o o ~ o o ~ o o ~ o o ~ o o ~ o o ~ o o ~ o o ~ o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o I I " o o o o o o o o o o o I 'LO -7.\\ I I '" '"' 1: H g ,.. , '" ,.. 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'" '" I H ",,,,Z 0"'< "'''' <'" "' I I I I I I I I I "' o " '"' " . '" ~, . '" ~" "'"' '" 0,"", o 0 3"'''' '0 C ~ 0,"'" "",'0 ~. " . 0 " '" - 0 '00 "''" 00< " "' . . H" " ,.. " o '" ~ <,.. . OHO ~'" ~'"' . H '< Z G) o ~ ~ H o . , '" , Z I I '" W 00 o ",0 '" ",'0 ,..'"' o X t-<...;I "'11 " gE: ~~~ t>'1::tON t"". :.1>0 0 t>'1t/) I-'t'"l <. 00 t""' " '" ;;o~~ 00 '0 ~ of:;:: ,",ro ",ro '" Z 1: H < < , '" '" . ,.. , . . H Z '" '"' "1:r:< ("] trJtrlfTJ" >'):It""'HH <0 r-<3: '" '" ZO Ci1 ~@ ;;:0['][']0 CZuH ;:Z::. ("]o:>'""l l'TJt':J:;tI-.lH t"G"lOO . -< 0 Z H . . , " . rr1C1.1Ul ... L' c: '1:1 ... "''0 <'" '" o 0," "'H '0,", ,",H XIJ ,.. 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C '" '0 '" 00 W W '" ~ ~ '" ~ ~ ~ ~ o '" ~ ro '" 00 W W '" ~ ~ '" ~ ~ ~ o ~ o " w ~ W '" H ~ ~ ~ '" W W W ~ " " '" W o ~ o " w ~ ~ ~ '" w " ~ '" " ~ ~ '" '" W o o ~ ~ " W w ro 00 " ~ o ~ '" ~ W ~ ~ '" '" W W o ~ ~ " '" ~ ~ ~ ~ o o ~ ~ '" " W '" c. c: Z o .., '" "' '" o ~ W W '" '" " H o ~ ~ ~ '" '" o ~ ~ '" " ~ ~ o ~ ~ 00 W ~ ~ ~ ~ ~ ~ " ~ '" o ~ ~ '" 00 ~ '" o ~ ~ " ro ~ ~ ~ '" W ~ ~ ~ '" ro 00 '" N W '" W o ~ ~ " ro ~ ~ ~ '" o o ~ ~ '" W W W o '" 00 ~ '" '" C Z o '"' '" '"' '" ~ W ro ~ o ~ ~ '" '" '" '" ~ ~ '" W W '" o ~ o " " '" '" W ~ ~ ~ '" " " " '" w w o ~ ~ ~ '" '" '" ~ '" w ~ " ~ H ~ '" '" '" '" " w ~ ~ '" H ~ '" ro ~ ~ '" w ~ " ~ ~ ~ '" W ~ o '" w W o '" ~ ~ " o '" '" '" w ~ o '" ~ ~ " o '" ~ '" w W ~ ~ ~ ~ ~ ~ '" " ~ w ~ ~ W ~ ~ " ~ W W ~ w '" ro " H ~ " ~ W ~ " w ~ ~ 00 ~ ~ " W ~ " <D ~ ~ o ~ ~ ~ o ~ ~ ~ o ~ ~ ~ o ~ ~ ~ o ~ ~ ~ o ~ ~ W ~ '" ~ W ~ '" ~ W ~ '" ~ W ~ '" ~ o ~ o ~ o ~ ~ ~ '" ~ W ~ '" W o ~ " ~ o ~ '" 00 W ~ '" ~ ~ ~ '" W ~ ~ '" '" ro ~ ~ W W ~ ~ ~ W ~ '" ~ ~ ~ '" ro " ~ ~ '" W W '" W ~ o ~ o ~ ~ '" W '" ro '" o ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ 00 ~ ~ " o " 00 '" 2 ~ w w 00 ~ ~ o ~ '" ~ o ~ H " ~ w ro '" o ~ ~ w '" ~ ~ ~ w o ~ H " W '" W '" o ~ ~ o ~ ~ ~ ~ w ~ o ~ 00 ~ H ~ ~ " ~ w o ~ '" w " ~ ~ ~ w ~ ~ ~ ~ ~ " ~ ro o ~ ~ ~ ~ o W <D ~ '" ~ ~ ~ '" w w o o ~ o o ro 00 w ~ 00 " ~ ~ " '" ro ~ ~ o o ro w ~ '" w ~ ~ o ~ ~ " '" o ro " o ~ ~ ro w ~ w '" w '" ~ ~ " '" " " w o ~ ~ w '" '" ~ " ~ '" '" o ~ '" ~ ~ w ~ " ~ ~ o o ~ w w o o o ~ w w o o o ~ w w o o o ~ w w o o o ~ w w o o o ~ w w o o o ~ ~ 00 o o o ~ ~ 00 o o o ~ ~ ro o o o ~ ~ ro o o o ~ o ~ ~ w w '" ~ w w '" ~ w o w w w o w w ~ w 00 ~ ~ w 00 '" ~ w 00 w w ~ ~ '" '" '" o '" '" o '" '" o '" '" o '" '" o '" '" o '" '" o '" '" o '" '" o '" '" o '" o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o I I ~ o o o o o o o o o o o I 1 r;(lt. I '" '"' 1: H o Z ,.. , '" '"" '" '" I I I I I I I I I I "' o " '" " . '" ~, . " "" "'"' '" 0;0", o 0 3"'''' '0 c: ~ W,"'" " "' '0 ~. " . 0 " '" - 0 '00 "''" 00< " ",. . H" " '"" " 0'" ~ <,.. . WHO ~'" ~'"' . H '< Z " o ~ ~ H o . '" , Z o ",0 '" ",'0 ,..'" Q:r:t"'..,]'t! " gE: ,"00 , '"';;; f:I1:€Of'V t"". :;,:.. 0 t"lCll ......t'1 <. CO t""' " '" ;:u~~ 00 '0 ~ ,,~ "",..~ ",ro ",ro ;0 Z 1: H < < . '" '" . '"" : . H Z '" '"' I'T)X< rr:l rrlt'1l"r);:U :to):tt""'HH <0 L'3: '" '" ZO " ~g ::ot'"lt'10 OZ" H :r:. t"'loo.." >T)t'1;:O-JH t"'ClJClO . >-< 0 Z H' , " . tr:ICIlCll ,.. t"'Co-o ... "''0 <'" '" o 0," "'H '0,", ,",H XO E: I '" W 00 Z o ~ o '" '0 '"' X I OX H" ,,'"' , I H<D 06; Z'" 0' I N ,.. '" '" I ~ '" '0 HZ "'0 '" ::< <D '0 '" . . . . . . , . . . , , . . . . , , . , , , , . . , , , . . . , . . . . . . , . . . , . . , , . . , . . . . . , . . . . . , . . . , . . . . . . , . . , . . , . , . . . , , , . . . . . . . . , . , . , , . . . . . . . . . . , . . , . . . , , . . . . . , . , . . . o H ",,,,Z 0"'< "'''' <'" '"' ~ ~ W 00 ~ ~ ~ W ~ o '" ~ ~ " ~ '" ~ o ~ o " " 00 ro '" ~ ~ '" W " 00 00 ~ H " ~ o " o ~ o " ~ ~ " ~ '" '" o ~ ~ " '" o ~ ~ ~ '" '" o ~ o '" ~ '" W ~ '" ~ " '" ~ ~ '" ~ ~ " '" ~ ro o ~ o '" ~ ~ W ~ ~ ~ ro ~ o w ~ ~ ~ " '" W o o ~ o '" ~ ~ ro '" o ~ ~ ~ ~ " '" ~ W ~ W '" ~ o ~ o '" ~ ~ W o W ro '" ~ ~ " '" ro w ~ ~ ro W w c. c: Z o '" '" "' '" ~ W ~ ~ W '" ~ ~ " ~ W 00 ~ o o ~ ~ o w w '" '" ~ ~ W ~ ~ " '" ~ ~ " " '" W o ~ ~ o w ~ W ~ 00 ~ W ~ ~ " ro ~ ro w ~ ~ W o ~ ~ o w ~ w ro o ~ w ~ ~ " ro '" ~ o ~ ~ o w ~ W '" ~ W H ~ '" ~ ~ " '" '" '" ~ w o ~ o ~ H " " o ro '" ~ W o W ~ ~ " ~ W ~ W N 00 '" ~ ~ ~ " ro ~ ~ ~ ~ ~ '" W ~ ~ " '" '" '" " N '" ~ W ~ ~ " W o " w ~ ~ '" ~ ~ ~ " W ~ ~ ~ ~ ~ '" W H ~ ro o ~ ~ W N ~ '" ~ ~ ~ 00 o ~ ~ " ~ W '" '" ~ ~ '" o 00 ~ W ~ ~ " ~ ~ ~ 00 ~ ~ o w N o ~ o ~ o ~ o ~ o ~ o ~ o ~ o ~ o ~ o ~ o ~ o ~ o ~ o ~ '" W ~ ~ '" W ~ ~ '" W ~ ~ '" W ~ ~ '" '" W ~ '" ~ '" ~ " ~ '" ~ " '" '" ~ ro ~ ~ ~ W W ~ ~ o ~ '" ~ o ro ~ ~ o ro '" ~ ~ ro ro ~ ~ W '" W ro ~ ~ H ~ " W ~ ro w o ~ ~ ~ '" W ~ 00 ~ ~ ~ o w ~ ~ 00 ~ ~ ro w o ~ ~ ~ ro " ~ ~ '" ~ '" ~ ~ ~ H ro ~ ~ ~ '" o ~ '" W W 00 ~ " 00 '" ~ ~ ro ~ w ~ " o ~ '" " ro ~ '" ~ '" ~ ~ ~ 00 W W ~ ~ o H W o ~ ~ '" " W ~ ~ ~ '" ~ ro " o o ~ ~ ~ '" ~ '" W " o ~ ~ ro ~ ro ~ ~ o w ~ ~ ro w '" " ~ " ~ ~ 00 " ~ ro w o ~ ro ~ ~ ~ '" " '" '" ~ ~ 00 " ~ o w o w o w ~ " ~ o '" " ~ W ~ ~ ~ 00 ro ~ ro ~ o w ~ ~ 00 W ~ ~ o ro ~ " '" ~ ~ ro w w 00 '" o W ro 00 o '" ~ ~ ~ w 00 w w w '" w ~ ~ W o ~ o o o o o o o o o o o o ~ o " ~ ~ o " ~ ~ o " ~ ~ o " ~ ~ o " ~ ~ o " ~ o o ~ o " ~ o o w ~ ~ ~ o o w ~ ~ ~ o o w " ~ ~ o o w " ~ ~ w ~ ~ ~ w ~ ~ '" w ~ '" W w ~ " o w ~ " o w ~ " o w ~ ~ 00 w ~ '" ro w ~ '" ro w ~ '" 00 '" o o '" o o '" o o '" o o '" o o '" o o '" o o ~ o o ~ o o ~ o o ~ o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o I I w o o o o o o o o o o o I It. ~ I '" .., 1: H o Z ,.. , '" ,.. '" '" I H "''''z 0"'< "'''' <'" '"' I I I I I I I I I '" o " '"' " . '" ~, . " rt" "'.., '" 0"'", o 0 3 '" '" '0 c.... w'"'" " "' '0 ~. " . 0 " '" - 0 '00 "'''' 00< " "' . . H" " ,.. " 0'" ~ < ,"", WHO ~'" ....'"' . H ,<Z " o ~ ~ ~. o . '" , Z o ",0 '" ",'0 ,..'"' O::I:t"...:l"O " ~~?: "'00 ,'"';; rrl;tClN t"'. :; of>, 0 t']{I} ......1:'1 <. CD t"' ~ '" ,"5:1' 00 '0 ~ lO~e "'00 "'00 ?1 1: H < < . "'''' . ,.. . . , H Z '" .., ....,::r:< t'1 t'lt'1"'1;o ~:t<t"'HH <0 t"'3: '" '" ZO Gl ~g :;O['][r]t:l OZ"H ;:r:. [rJCD~ "1[>'1;:t1....JH t"'G'lOO . --< t:l Z H . . " , l:':lC!lOO >l- t"' C." ... "''0 <'" ;0 I '" W 00 I o 0," "'H '0,", ~~ Z o <:! o '" '0 '"' X OX HG) ".., , I 8~ '" Z'" 0' I N ,.. N '" ~ '" '0 HZ "'0 '" ::< '" '0 '" I . , , , , , . . . , . . . . . . . , . . . . . , , , . . . . . . . . . , . . . . . . , . . . . . , . . . . , . . . . . , , , . . , , . , , , . . . , , . , . . , . . , . , . . . . . . , . . . . , . . , . . . . . . . . . . . . . . . . . . . . . . . . . . . , . , . o ~ '" o o ~ o ~ o o o ~ ~ " W W '" o ~ ~ ~ '" ~ o '" '" o o ~ ~ 00 ~ ~ '" c. C Z o '"' '" "' '" o w w w '" H '" " " W ~ o '" '" '" o ~ H ro ~ w ~ o ~ ~ '" W ~ ~ ~ ~ ~ W ~ ~ ro ro o W " C Z n '"' '" "' ;0 o " ~ " ro w ro ro ~ ~ ~ ~ ~ W ~ ~ ~ 00 ro " '" o " ~ o w ~ " " 00 ~ ~ '" W ~ '" ~ H W ~ '" '" o " ~ W " ~ '" o '" ~ W .... o w ~ ~ .... '" ~ W '" o ~ H W " ~ W '" o o o ~ .... W 00 '" ~ '" 00 ro '" o '" ro '" o ~ ~ .... '" 00 '" H ~ o ~ w '" o '" ro '" o ~ ~ W " ~ ~ '" '" ~ .... H ~ o ~ ~ W o '" 00 '" o w ~ o '" ~ ~ w ro ~ " H ~ o '" '" ~ o '" 00 '" o ~ W '" " ~ ~ 00 " ~ .... 00 ~ '" W ~ ~ H W ~ ~ ~ 00 W ~ '" ~ ~ ~ ~ ro ~ ~ ro w ~ ~ ro ~ o w o ~ ~ W o ~ ~ o ~ " '" " .... ~ W o '" ~ " ~ ~ ro 00 ~ .... W W W w ro ~ 00 ~ W .... ~ W '" 00 ~ 00 ~ ro w " ~ ~ o o ~ ~ " ~ W '" ~ ~ ~ o w w ~ '" ~ o ~ '" .... ~ o '" " '" o ~ ~ o ~ ~ ~ o 00 " ~ W ~ '" W ~ .... '" W ~ ~ '" '" ~ ~ '" '" ~ ~ ~ '" W ~ ~ '" W .... ~ '" W ~ ~ '" W ~ ~ '" W ~ ~ '" W ~ ~ '" '" ~ ~ o " ~ W W " ~ ~ ~ W ~ '" o '" ~ " ~ '" ~ " o ~ ~ '" ~ ~ ~ '" o ~ ~ ~ .... ~ ~ ~ W W ~ ~ W ~ ro w w W ~ ~ W o '" w o o ~ ~ o o w .... ro '" 00 W ~ ~ ~ ~ W ~ W " '" o '" '" ~ W o w w ~ ~ ~ H W ~ " '" ~ o ~ ~ '" '" W " o w w " ~ ~ H ~ W W 00 '" ~ o " W '" W ~ .... ~ " o o ~ ~ o ~ ~ ~ '" o '" W o '" o ~ ~ '" ~ ~ W W W H ~ o ~ '" " ~ o '" W W ~ W ~ 00 ~ .... o '" 00 ro H ~ o " '" o '" o '" W '" '" " ~ '" W w ~ ~ ~ H ~ .... o ~ w ~ o ~ " ~ W ~ ~ ro .... w o w ~ ~ N ~ ~ W ~ '" o ~ ~ " W " ~ o N '" N ~ o ~ ~ ~ ~ W " o o w " '" ~ " ~ ~ ~ " ~ '" ~ ~ ~ ~ '" ~ " " o w w .... '" o o ro " ~ " ro o o o o o o w " ~ ~ w " N ~ w " o '" o o w " o '" o o w '" " ~ o o w '" " .... o o w '" " ~ o o w '" " .... o o w '" ~ ~ o o w '" " ~ o o w '" " .... ~ .... '" " ~ .... ~ ~ ~ " ~ .... .... " .... ~ .... " ~ ~ ~ ro .... '" .... ro ~ '" .... 00 .... '" ~ ro ~ '" ~ o o ~ o o ~ o o ~ o o ~ o o ~ o o ~ o o ~ o o ~ o o ~ o o ~ o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o .0 o o o I I ~ o o o o o o o o o o o I \ +1 1.1-\ I '" '"' 1: H g ,.. , '" ,.. '" '" I H "''''Z 0"'< "'''' <'" '"' I I I I I I I I I "' o " ... " m '" ~. ro " rt" ""' '" 0,"", o 0 3"'''' '0 C.... W,"'" "",'0 ~. " .0 " '" - 0 '00 "''" 00< " "'. . H" " ,.." 0'" ~ <,.. . WHO ....'" ....'"' . H '< Z G) o ~ ~ ~. o . , '" , Z o ",0 '" ",'0 ,..'"' O:I: t""''"'3 "0 " g/:: "'00 ,'"' ~ rzl:tON t""'. =.t>. 0 trIC1l f-'["l <. CO l' " '" ^,~g 00 '0 ~ of=~ ,",ro ",ro '" Z 1: H < < . "'''' . ,.. , , . H Z '" ... ....,:x:<: tTl >'~~~~ <0 t""'3: '" '" ZO G"l ~~ ;:tI['l['jO OZ"H ::C. trlco8 ""1rrl;:tl-.JH t"'GlOO . 0-< 0 Z H' . . '" . tr:lCllCll .... t"' C 'U .... "''0 <'" '" I '" w ro I o 0," "'H '0,", ,",H "'0 ?: Z o ~ o '" '" '"' X OX H" "... , I 8~ z'" 0' I N ,.. N '" ~ '" '0 HZ "'0 '" ::< CD '0 ;0 I , . , . . . . . . . . . . , . . . . . . . . . . . . . , , , . . , . . . . , . , . . , . , . , . . , , . . . . , . . . . , . , , . . , . . . . , . . . . . . , . . . . . . . . , . . . , . . . . . . . . . . , . . , , . . . , . . . , . . , . . , . . . . . . . , . . o ~ ro ~ '" ~ '" ~ ~ 00 ~ .... ~ o " w w o '" 00 '" o '" '" ~ ~ ~ '" ~ o o o ~ ~ o w o '" o ~ '" W '" ~ '" o '" ~ " .... ~ ~ o " " c. c Z o '"' '" ... '" o ~ '" " ~ ~ o '" ~ ~ '" ~ W o o .... ~ ~ o w '" o ~ '" W '" '" '" '" ~ ~ '" '" W '" ~ .... ~ ~ ~ o o o ~ '" W '" ~ " '" o ~ ~ .... ~ .... ~ '" ~ '" o w '" o N '" o o ~ ro o ~ o ro .... ~ .... '" 00 ~ o ~ '" o o '" o '" " '" W '" ~ ro '" ~ '" '" .... ~ ~ ~ ~ '" o ~ '" ro ~ ~ ro '" " o o .... ~ ~ " ~ W w w W 00 o ~ '" ro ~ ~ ro w '" w ro ~ ~ ~ 00 W ~ o ~ '" ro ~ w w ~ ~ ~ W ~ w ro ~ ~ ~ ~ W ~ ~ o w w '" o '-' '" W 00 ~ .... ro '" ~ ~ ~ o ~ " ~ ~ ~ " W ~ ~ .... ~ W ~ W ~ ~ '" o ~ ~ ~ W o ~ o ~ ~ W ~ ~ ~ ~ W ~ ro ~ ~ ~ .... ~ ~ ~ .... ~ ~ ~ '" ~ .... N 00 ~ ~ .... '" '" w ro ~ o '" ~ H ~ .... ~ W o ~ ~ W W ~ ~ ~ .... W ~ ~ ~ ~ w ro ~ ~ ~ ~ W ~ " o ~ W o W ~ ~ ~ o ~ ~ '" ~ ro ~ o ~ ~ ~ ~ o .... o ~ ~ '" W ~ ~ '" W ~ ~ '" W ~ ~ '" ro ~ ~ '" ro H ~ '" 00 ~ ~ '" 00 ~ ~ '" ro ~ ~ '" ro ~ ~ '" 00 ~ ~ '" 00 ~ o w o ~ W W W ~ o ~ 00 ~ o w ~ ~ o '" w ~ ~ '" o ~ ~ ~ ~ ~ W '" o ~ W '" ~ ~ ~ " W ~ '" o o '" ~ 00 '" .... ~ ~ '" W '" W o N W ~ W o '" H '" W ~ ~ ~ " ~ W ~ o ~ " W ~ '" ~ ro '" '" W ~ ~ ~ N H W W ~ ~ o w 00 ~ '" 00 '" ~ ~ ~ .... ~ .... 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'" '" I I I I I I I I I I "l o " ..., " . '" H . " rt" "..., '" 0'"", o 0 3"'''' 'Oc~ W'"'" 0",'0 ~. " . 0 " '" - 0 '00 "'" 00< " "' . . H" " ,.. " 0'" ~ < t"". OHO ~'" ~'"' m H ,<Z G) o ~ ~ ~, o m , '" , Z o "'0 '" "'''' ,..'"' OX"'lo-'l'tJ ., ~~?: "'00 Z'"';;i "'''~~ t"'. trl"'" 0 tr:ItIl........t"1 <. co CD t"' "'''' o '" . '0 ., ,.. "',.. "'H Z '" "" , '1 '"' ~ '"' ~ ~ ~ ro ~ ~ ~ o , ~ < '" t"" '" "'x< ::<~p ",0 G) '"'" oz x. '" "'''''" ,..G) . '" "'''' ,..C "''0 <'" ;0 o 0," "'H '0,", :i~ I '" w '" Z o ~ " '" '0 '"' '" I OX HG) ,,'"' , I ~~ Z'" 0' I N ,.. 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